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Permit B93-0340 - MA SEGALE - 180 BUILDING
• 1 r iSO 5e.(13\L a-TAIL 695 4)5 City of Tukwila (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 BUILDING PERMIT Permit No: 693 -0340 Type: B -BUILD Category: NCOM Address: 6101 S 180 ST Location: Parcel #: 352304 -9119 Zoning:' Type Const: II -F.R. Gas /Elec: Wetlands: Water: TUKWILA Contractor License No.: SEGALMA372NO TENANT OWNER CONTRACTOR CONTACT 180 SEGALE RETAIL SEGALE MARIO A PO BOX 88050, TUKWILA ' WA 98'188 M.A. SEGALE,INC :' P.O. BOX ..88050, TUKWILA WA 98138 DANA WARREN` F.O. :BG088050, TUKWILA, WA 98138 Status: ISSUED Issued: 10/11/1993 Expires: 04 /09/1994 Type of Occupancy.: STORE Slopes: N. • Sewer: TUKWILA )one: 206 575 -3200 Phone :: 206 575 -2000 k * *•k * *k *•k * *k * * ** *., * *A`, * ** *:******** *k ** * *•k * ; *'•k * *kk *ilc * *il' *kA *' "k; * *kk *'k * * * ** ** Permit Descrp';tion. NEW RETAIL 89,250;, i,`J ,�r`tYix r Units: 00`Y'<`° Buildings ;'u00'1 Fire Prote�`cti "on: ::i''' ti UBC Edi6n: 1991 SETBACKS. Back: R i g h t'.. 4293, .50 otal `Permit Fee: 20, 014:88 _. } fro, 1 Permit Center "'Auth'orize'd "\ S`ighature it • `'• � � I hereby;rcer•tifyth'at I have read and exaini.ne'd this -,permit a`nd'know'lthe same to be' true and :Correct. All provi''s.i`onsi'of "law, and :ordinances governing `this work will be complied with, whether vspeci f i ed her..ei n or not. ' The granting .of this permit does not presume togive.authoritys to violate or cancel the provisions o.f any other" state''or`''lo.cal laws regulating constructiono\the performance of work.. I am . authorize'd tor'' -s'ign for and obtain this bu.lng. permit. Signature:,_ Print. Name:- ate: • This permit .shall. become nu`11''a:pd�vgi;d iii'�th'� work is not commenced within 1.80 days frorn the date of issuance, " "or' °m`i'f" "t he 'work is suspended or abandoned for a period of 180 days from the last Anspection. CITY OF TuKwiLit - Department of Co. hnunity Development — Permit Cent6: 6300 Southcenter Boulevard - #100, Tukwila, WA 9818 (206) 431 -3670 • 3 - I Building Permit Application Tracking PLAN CHECK NUMBER PROJECT NAME SITE ADDRESS (.0(01 a. (b Si 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. D.i=I RTMENT:; EYBUILDING - initial review 0-FIRE el I 613 121 lio PROV. 21i3 OUTED .(7 et iU.IREMEN`T; CONSULTANT: Date Sent - ( -q Date Approved - INIT: 015 -r- FIRE PROTECTION: FIRE DEPT. LETTER DA N/A '?, INSPECTOR: 577,- PLANNING L4o64. . Pte.' 1pr Msser (/ /3 110/'7 /q3 ZONING: `t4 -2 INIT: IA_ REFERENCE FILE NOS.: IBAR/LAND USE CONDITIONS? (JYesNn MINIMUM SETBACKS: N- S. E- 2-PUBLIC WORKS 0 OTHER /0/0 INIT: UTILITY PERMITS REQUIRED? Yes ( ) N PUBLIC WORKS LETTER DATED: Ae _ O,�•,.i 4�c� ?�..t.�:;t. d,� i, t'�.'.��� r '} ., ,. %.>. ,1 . r tfta;`� INIT: 2'BUILDING - final review 2IUILDING OFFICIAL Mb* 10110143 INIT: KLih )/i //6 1 INIT: i'!M 4 FS TYPE OF CONSTRUCTION: CERT. OF OCCUPANCY? UBC EDITION (year): °Yes ANo REVIEW COMPLETED AMOUNT OWING: ii la_i na . do CONTACTED • k • ii 0 C'- DATE NOTIFIED lrVV � -.- ` � q3 (init.) %-- e) 2nd NOTIFICATION ,BY: init. 3RD NOTIFICATION BY: (init.) CiTY OF TUKWILA Department of Community Development - Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 pa PLAN CHECK „2_ y O,, NUMBER BUILDIN PERMIT APPLICATION C/ 3-1- 1 I /s�YUc. AMOUNT DESCRIPTION BUILDING PERMIT FEE PLAN CHECK FEE: BUILDING SURCHARGE' 1 Y&) 1PUIgu.0 RCPT .DATE SITE ADDRESS SUITE # (4)1()) South 180th St., Tukwila, WA VALUE OF CONSTRUCTION - $ 1,338,750.00 PROJECT NAME/TENANT 180th Segale Retail ASSESSOR ACCOUNT # 3523049119 (commercial) U Demolition (building) 0 Other TYPE OF a New Building U Addition Li Tenant Improvement WORK: 0 Rack Storage 0 Reroof 0 Remodel (residential) DESCRIBE WORK TO BE DONE: Construction of a 89,250 Sq . Ft . tilt -up concrete building (tenant improvements are under separate permit) BUILDING USE (office, warehouse, etc.) Retail (permihate) Simualcast facility (temporary one year) NATURE OF BUSINESS: Retail WILL THERE BE A CHANGE IN USE? ❑ No Yes If Yes, new building requirements may need to be met. Please explain: The site is presently vacant SQUARE FOOTAGE - Building: 89,250 Tenant Space: Area of Construction: WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? ® No ❑ Yes IF YES, EXPLAIN: PROPERTY OWNER Mario A. Segale (PHONE 575 -3200 ADDRESS P.O. Box 88050, Tukwila, WA ;;I.; ZIP 98138 CONTRACTOR M.A. Segale, Inc. PHONE 575 -3200 ADDRESS P.O. Box 88050, Tukwila, WA ZIP 98138 WA. ST. CONTRACTOR'S LICENSE # SEGA LMA 372 NO . EXP. DATE 10/1/93 ARCHITECT Lance Mueller & Associates PHONE 325 -2553 ADDRESS 130 Lakeside Ave., Suite 250, Seattle, WA ZIP 98122 1 HEREBY :CERTIFY; °:THAT.1 HAVE READ AND EXAMINED THIS APPLICATION:: AND: KNOW THE SAME ?' BE :TRUE.<AND<:CORRECT, D<1 AM AUTHORIZED TO. ;APPLY: <FOR;THIS:P.,,ERMIT BUILDING OWNER OR AUTHORIZED AGENT SIGNAT PRI NAME ADDRESS Dana Warren \51-e-1� M)r- P.O. Box 88050, Tukwila, WA DATE 9/1/93 PHONE 575 -2000 CITY/ZIP 98138 CONTACT PERSON PHONE Dana Warren 575 -2000 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 APPLICATIO '' iaC .:17 ILA EP 0 1 1993 DATE APPLICATION EXPIRES PERMIT CENTER 03/ 16/91 COMMERCIAL SUBMITTAL CHECKLIST NEW COMMERCIAL:BUILDINGS/ADDITIONS : :. . .. . .. , : • . IX . Completed building permit application, (ono for each ........ ...... ) .. .. . \I Assessor.AcipOunt Number ::: • .:•....•..::::.:::::::....... :;,::.....i. .::::..:-.....,:.::::::: :.........:.: _ p tr- o•sols (2) of tho following: : : .;.:: :..:':.• .::), ;::.:, ..• ..'...:•.;:'..,..:::i.:.::::.•,,,..:::......., :':•::•.: S ocifiCatioas ' : • • : : • : • . • '.'. .....• :.•;:....:::::::::".::::,.........:.::::::::::.:::::::::...........:. Suctiiral.alcinationSStameedby:..aWaShington.S....tato.1icense.„..:.....,.....: ..:... Soils repOrt .stamped by 6 WaetlingtonStereliderSed engineer •......."..,„:::: - ..... . ....,,, ... ,.......... ...... Energy calculations stamped by :a WashingtonStata.licensed... ....: : ...:.:...,:: engineer Or architeCt..:.:-....: :.. .„ ...... . H.::::::::::::::.•.,.:::.::::::.;:.; ...: ' ...:......,,,:....,..:......:::.::.....,,....,:....,..,...:::: Working dieWings, stamped by a Washington State liCensed . architect, which include: ...„.„ ....,.: COMMERCIAL TENANT IMPROVEMENTS • [] Completed bufldin errnit'epPlicatlerf (ontilor bactl-itrtictUre;Ot......;::,..-; • tenant) • • ..; ; . ;;•-•;•:;;; • • •••-. -v.' ,. 0, ....., ..:;.....,,....:,.:::,,,..:........,: :,,..",..,..:.::„ -:..: .:. . ........... ...,...:.., .............• ....•.., .. , ASseSsorACcoun... :..,....... :•:____'. •i.Two.(2)sefs Of cOntrucbon...0.......,...............„..:.................,.:........„...„:.:..,:.....:,,,:.:.:::::::.:..........i,.:::::................;.,..........................;:::,.......,,.:;,.....:.:...i ::Pit6.plan...,.........:,:,....:.::::,.....:-... ... . k'.. ''. ' ' plans Iiihichlrictude:::.;:;;:::.•;;;":':''•:;::-•:-....;:;:::::::-:::::-..":- . ••;";.--::::,-, -.. ;;; •• • '..'•-•-;;:.:. ;....:::::.,...::......-...,.........,,.....:...,....„„:,.„ ....„ ,..;.,.,.....,...,........ '1.':::.•.':•'•:•Ladation of tenant sp...'. 1. , •.• •• • ••"'..•-•''''..•.......:.:.:.:• ' ::: ' ,.•••''.:.....::1'.:Y.::::::::::::::::::.,:::::::::-....:....:.... .':"..;•;.:::•..EXisting,indpropoSed parkirig....::',1::',•;:::.::::::...':.:'::::•'...•.:i'..•::::::::,...::-:.•:,.:::::::::.:••...: :.:,•: , .....:... •,b...!•,.1•.:::(4::„..i..:':,........1......,:..(•.i.........•.:....:.....:,,...,.,..i..::...ii....i.E1......ii:6:•..,.....i.:6".....':°.1:::...,(.....,..:..::::,.........:.:::!.,.......•.:6),.:E11„:::......:.......,........::::;:::::,.::::.:t:......:!........t......."..::::::.,:.•..;i:.::....-;.,, Overall :.'....:1;cb:.:.riu(11Idi..:16.i■:::pl.:.:1::...ill'..a:"°:':.:'C.,!:.:,:i.P,.:::..P:::..i:,•!:c...:..4.,:.: •:':,....E..•::::: Tenant . • I u ' ' . - .... ' ' ' .......'••••• ......'''..........::::..":..•:•.''''.;:.:..'''':"). ' :::'''.''.....:•......'....: .......... . , oca o ,..... ••••••••.•:.....:?..::Useof•adjacent.(cornmer:Wall) tenant :•.::.]:.....:.... ;.:::::::::...,............. . . ,. Overall dimensions of:bUilc:ling or qt.iiiiIi'..footcipe.:....::::h:.:::.:::::'.::•:,....:'1',::::::. • ...:. • ..........:.•••.:.:.i...,.......:.......:::::.:,..................• :....:,....•.......-......:::,•... ' ...........:.......:.::.........•.;:.<, ' .............,..::::::,.:. floOr. pfan of proposed tenant space .''' -••''''''•••••••:-'-'...........:.:...,:-.,..,..........,1:..!•:."':',.:<;::::.•..'....:::::•.:: : :. :: • .'::...... ... ....,..:. ..:.•.........•:,.::•:,.:.:•... ' : ' . ' •..........., :.....• .. ... -• .. • • .: ••:•,•.' ••••..7enant..6ppepliin:..Withi.tise•Of.eaCt.i.r000.1.1abelled4........i:-.,...::,,,...::,......:....::::.... Exit :deers ;leg re SS •0atterni',...":"•:•::::::•::y:.::::..;.','. ,-........'.i...1::.:,;'1.....:...!.....:::::::•::::::::'•::',..:::::::::.::::::::::::;' ' ,' ::.:.. l''.:.:'-i":: NeW WallS:;:existing:.:Wallier'14W04.0:ba:.demelitri08....:M.....::.:'.:.•:.';' • .............•:•::::....,..•:...::,.......,...:::.....:::::::,H::::....,...:,...............................::::: .....::: Construction detalis fr."X.::• Architectural drawingS:.:'...• ' ...'..:R.e(?:...i;1,07:4...:1',. v..•.::.,....:.::......,:::::,....:,..:.:-., oc:•,Site.plan',•;:1• I, •:-....:::: - :.•:••". i./3::... Structural drawings : ."....... --- .•'......'"•-•:•:bre-icibtldnel:shciWing.W.011.cons...rJction...,.....77:!.........7...,.7...th.:„....,......,.,!.........._7.2.:!:::;,,,,..::::.........::.........,...:„ ,..H.'is5i..4:,:,•:.(cti ' -...,•::.::•:. kiivint for floor and dept... ....„,„ ,. ......... . ..... . .: . .:.:., .. .,..:., ,.. ; H .::::-.: •Nlechenical-drawing .;.;', :::-..,: rf-‘6.1...boNt ,,t,..00lt;C:.e..;-.p •:EltiVetions:".:-,..;.',":::,,,;,•:;•:"-, ivil drawings::::-.. •, ..:•••:.:•.':..::: .. vlyy.k.t.:pe!iA00,1,-..:.:6;.: :Sti:i.,: cttiral.f.CeiclilandriS:sta.....MPedby.a...Was . g Statelicensed:::.:.:,..:. I et ,,... . :•..... ..: .. ...,..-:........,. , . 1 trUtturalWork*to..be.done.2.;6e.,,,,,,ts:„.„):::::.,.::....„....:;,:, andscape plan ,:•:„......:....::::•:.•:•.. r\pet.l. :, • • :•614g..:,%-,..::„v1. - . ' .' • . ...: ''':•'''' ''''. •:;;;.:: • .•': ....'badOr7d....st.ibririt::separate:ri hpry:perm! ....: ..........., :. •,..:' • .:::.::: .....,:::..•':•...:':::•:.••::.:,..:...,...•.:••.:'::: • ::•. . ut ..,...:]•:::: • ••• • • •vii ../Ark NOTE • If any.utility•work•Is.to . , ompleted utility permit application (one for entire project) H,a0plication,and.:0/ans.::,..-.....:,::,:.,:.:::....:.:;:•:::.:...•...:.:•.....::::::::.......:•.:...........„.:::::::..::..;,...:::::,,;::.........:.,.•:.::.:.::.::::::......:•.:•:-:•:.!:.:-...:... X (6) sets Of civil drawings ' :::•......::• . E:. See utility permit. application and Checklist lorspeplliC utility submittal requirements. • .-.. :. . : :•.. • .• : • : . • '.;.:..... .•• Li • • Completed building permit aPplication rI Assessor Account Number : Two (2) sets of plans which include • . 7 Building floor plan shOwing; • : • Entire space where racks will be lo:..ated • Exit doors • : : • • Dimensions of all aisles ITenant space floOr.plan showing rack storage layout, aisles arid NOTE: Include dimensions of racks (height, width and length), aisles.' • and exit ways on plan,. . : ' • :" . 1 Structural calculations stamped by a Washington State licensed engineer (rack storage. 8 and °ver) ...-. RESIDENTIAL NEW SINGLE•FAMILY DWELLINGS/ADDITIONS riCompleted building permit application (one for each structuro).. Legal description . : I I Assessor Account Number ..::.., ... . . . 1-1;Two'.setg:(2).01 working drawings which include Foundation plan Inckido access to bulldlng showing Floor plan widili and lengfh 0! access) • ..•'"'! • • • ••• • • • ,StructUral.f ranting . . . • ," • • • • " . •••., Washington State Energy Code data Six (6) . . ' • .. . sets of sit(i:plens showing utilities NOTE.:•'.8011dirig.•.sitePianl.and Uillitysite•plan.rney . . „. • utility .. perinit application ' and che.cklistiOr.•:speci lip sUbthIttalfeqUireiliehtS.. Adothonal . . . . . . . . . . . „ .....„, ...„. .„. „ „... . ......... . „........ ....„............... . . „. topographical and soils. information may belequIred :1 tJnlquO ..• ROOF •••::. -:••••• • . : Completed building each Assessor Account Number Nc:TENa.err pt 9iv re m it:r1 ulred prior to flnal Inspectlon and sign off of • :material bel g ;..: • . .: • Completed building permit appllcation *1 .o:(2) sets Of planswhich.inclti ;iite Plan (showing buliding and:tecation:of:arit.eri. Dotal IS aritenna/....setelllite"dish•;:and:irtetf7c.,.1Of...:ette. Structural ca IctilitticiriS'StaMPed:bY•E1iWaShington.State......:..17...,,....ns,......::.... :..engineerrney..barequire.. . . • :RESIDENTIALF161ODELS: . • ••• : Assessor ... . ......... • Foundationplaii . . Floor p)an Roof plan .. .. • .....•••••Elbilding:•eleVatierS':(all*IOWS)1'..:;:.::':::gi'... Building cross section . . . . . • NOTE:;. arVutilifyi:WOrk .1s tolbe.dorre•poVidej,titility' and plans REROOFS each struoture) Narrative describlng existing roof, matorjal being removed and IS:requirodPriol'.. to final • . ... aft of the pormlt :.** *'* ** 4 * *ktr�Fkk*'kk•kk+4 *kkkk.ii** ** *k **k• *** kk4,*k.:lr* *kk'kk•k+k•**•k•k /k*k* CITY OF 1'UKWILA,: WA TRANSMIT •** k• kk e4, ***k* k* ik** kkk* * *kk *k +4 **.•k ** * **i444fir * *:4k * * * ****k•k * *,*k*•k *1!*•k TRANSMIT Number; '3001469 Amount. 12:,132,00 10/11/:40.12,05 Peirmit':No' 4 3-0340 •ryPe: D-33UILp BUILDING .PEIt; 001/93 P tr'ce l Na 3 352304 -•9119 bite Addreg`s,. 6101 S 150 S'f ;P'aymerit Me:t hod , CHECK No"ta,t i on t M A SEGALE, INC. l:rr i t . 9LE3 * ik hk*. kk,****kk• kkk•k*• kkk*** k** k* kk****. 14* *kkk *. * * *k *kk * * * * *s4 * *,***k•kk' `Acco.unt Code Deecription Paid, 000/S22.1.001. BUILDING . NONRES 12, 12750 000 306.904 STATE BU /LOXNO SURCHARGE 4.50 Total (This Payment)o. 12 1 2 ,00 GENERA 12127.50 GENERA 4.50 TOTAL 12132.00 CHECK 12132.00 CHANGE 0.00 S155A000 14 :54 * k* k**** **k*****k * *****•***** ******** ** ******* ***** k*********** * CITY OF TUKWILA, WA TRANSMIT *********** k•k k****** kk******** k** ** **************** *k ******* **** TRANSMIT Number: 93001216 Amount: 6,963,38 05/01./ %4 /oi 2O Permit No. B93-0340 Type: 0 -BUILD BUILDING PERt I Payment Method: CHECK Notation: M.A. SEOALE, INC In it: SAO *** * * * * * * * *** * ** * *k ***** *•k*k*** * k* k**********k ***k•kkk***k*****k Account Code Descr i pt i on : Paid 000 /345.830 PLAN CHECK - NONRES. 6,963.30 Total (This Payment): 6,963.38 Total Fees: .Total All Payments. D a l once n 201014.88 6,963.38 13,051.50 GENERA 6963.38 TOTAL 6963.38 CHECK 6963.38 CHANGE 0.00 3954A000• 15:30• Address: 6101 S 180 ST CITY OF TUKWILA Permit No: 893 -0340 Tenant: 180 SEGALE RETAIL Status: ISSUED Type: B -BUILD Applied: 09/01/1993 Parcel #: 352304 -,9119 , Issued: 10/11/1993 kk• k** k*****k**** k*********** k******* k* k ylt**** **********k**** *k*****k******k* Permit Conditions: 1. SPECIFIC CONDITIONS FbR .PUBL"IC''.WORXS.'APPROVAL HAVE BEEN IN- CLUDED IN THE MITIGATED- :DETERMINATION :OF NON- SIGNIFICANCE, AMENDED ENVIROMENTALC(IECKLIST OR HAVE BEEN-INCORPORATED INTO RECENTLY• SUBMITTED '<PLIANS.' TRAFFIC MITIGATIONS=' HAVE BEEN CALCULATE`O'''TO, COST $ 89, 839 ..00, "- PAYMENT'- FOR TRAFFIC MITIGATIONS`:SHALL BE•.RECEIVED BY THE CITY''PR•IOR;;TO FINAL INSPECTION, '% ALSO REQUIREDPRIOW TO FINAL INSPECTION I5 -A PLAN SHEET SHOWING .ALL •EASEMENTS` ON THE \P,ROPERTY AND COPIES , OF ' THE R CORDED EASEMENT DOCUMENTS. 2. No chenges. w,i l l be made to.'the plans unless approved by the Archi`t'ect and the Tukwila Building Division. 3. Plumb+ng_permit.. °shall be obtained .through the Seattle -King County Department of Public Health..:',.: Plumbing wi l l be inspected ,.by that agency, i ncl ud i ng;al l ;'gas piping (296 ,4722) 4. Electrical permit ..shal1 be ohtalned through "'the Washington State Division of Labor end ,,'Industries`:.and',a11 electrical inspected'.by that; agency.'. (248 -6630) . 5. A11, m`echan;ica'I. work shal,`l ,be'`under.s�.epar, ate permit through the }C`i ty '• of z, Tukwi l a" 6. Al lPerini ts e inspect ion records, ad •approved plans shall b'e main,t ned"a'vai1able at the job s,iWp.r ior,.to the st'art,of any c;onstr ?utetO on. These document's'' are .to 4.be Mini nta i ned " avaiTablje'�;unti 1 final inspection v`approa11 is granted. When special inspection is required `e,ither'theo.wner, archite;c;t\or englneer shall notif::y th`e " =.T,uw.i.,l'arBuild.i,:ng Division. off appolntme'nt,, of the inspection agencie,sprior, the first, b"uildlngti inspe`t;ion. Copies of speci <•all al , r � , inspectionport nc sY•shall he submi tted to the Bui >id`ing,, Division in`'a timely manner. Reports shall contain."address, project name, '-permit number and" type 'of inspectionlbeing performed. 8. The special inspector .shall submit a 'final,..signed report stating whether the work''`;;` e qu. i;; r =°i<ng- scec;ja47, p Insection was, to the best of the inspector s�'t•- •knbw1;e.dge,- in conformance with approved plans and specifications and the applicable work- manship provisions of the UBC. 9. All structural concrete shall be special inspected (Sec. 306 (a) 1, UBC). 10. All structural welding shall be done by W,A.B.O, certified welder and special inspected (Sec. 306 (a) 5 UBC). 11. All high - strength bolting shall be special inspected (Sec. 306 (a) 6 UBC). 12. Bolts installed in concrete shall be special inspected (Sec. 306 (a) 2 UBC). 13. Partition walls attached to ceiling grid must be laterally braced if over eight (8) feet in length. 14. Structural observation shall be provided for this project. Architect or engineer responsible for the structural design shall submit a written statement to the Building Official in w 7nnn►..��.nna t..44-Mt HMO f Cnn '2117, Fire retardant treated wood shall have a flame spread of not greater than ll All materials shall beat—Identifica- tion showing the Je performance rating ther . Such identification shall be issued by an approved agency having a service for inspection at the factory. 16. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 17. All spray applied fireproofing as required by UBC Standard No. 43-8, shall be'special inspected. 18. All wood to remain in.placed concrete shall be treated wood. 19. Validity of Permit. The issu, ?nce of a permit or approval of plans, specificati,onsr and co.mp�utat.i.ons shall not be con - strued to be a permit f,or *, orL an`"$ fpro.va:1 ::„ofy, any violation of any of the prov l.s l•ons','- ref= -th i s��.code- br' of. an other w ordinance of the jur,isdictl.or . ; No peermit prresuiOng to give authority or v..iolate or, o`ance:l ythe.•provisions of `•i h`is code shall b e v a 1.i d 20. Comply with0"ne; a q u�iremnts 'of` theNoise 'Ordinance,,,;; J TMC,8 22. Constructin oise^,Iis, not al Towed bet wen the hours of 10: 0 0 p . m . a n d•7 00. , a 21 . There shd;l1 be'z nooccupancy `oF;ft`he,� °building (s) urti 1 the final .ln °pectiorl has been opmpletedby the Tukwila Bui'ldin' Inspector r.,t City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Fire Department Review Control #B93 -0340 (512) John W. Rants, Mayor October 1, 1993 Re: 180 Segale Retail - 6101 South 180th Street Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Extinguishers shall be installed on the hangers or in the brackets supplied, mounted in cabinets, or set on shelves (NFPA 10, 1 -6.9), and shall be installed so that the top of the extinguisher is not more than 5 feet above the floor. (NFPA 10, 1-6.9) Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC 10.505A) Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) Fire extinguishers require monthly and yearly inspections. They must have a tag or . label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. (NFPA 10, City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 2 John W. Rants, Mayor 4 -3, 4 -4 and 4 -4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 4 -4.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10A -4 -4) All extinguishers shall be recharged after use or when an inspection reveals that the extinguisher is damaged, impaired, leaking, under or overcharged or has obvious corrosion, (NFPA 10, 4 -3.3, 4 -5.1) (UFC 10.504A) The inspection tag on the fire extinguisher is required to have the date the inspection or maintenance was performed and the initials of the person performing the inspection or maintenance. (NFPA 10, 4- 3.4.2) Maintain fire extinguisher coverage throughout. 2.. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 3303(d)) 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)) Obstructions, including storage, shall not be placed in the r•aquired wid..th or an exit, except; projections City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 3 John W. Rants, Mayor as permitted by the Building Code. Exits shall not be obstructed in any manner and shall remain free of any material or matter where its presence would obstruct or render the exit hazardous. (UFC 12.104(a)) 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) Internally illuminated exit signs shall have both bulbs working at all times. (UBC 3314(c)) When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 3314(A)) The color and design of lettering, arrows and other symbols on exit signs shall be in high contrast with their background. Words on the sign shall be block letters 6 inches in height with a stroke of not less than 3/4 inch. (UBC 3314(b)) Aisles leading to required exits shall be provided from all portions of buildings. The width and spacing of aisles shall be maintained at all times. (UFC 12.104(b)) Exit doors from a group A, E or I occupancy having an occupant load of 50 or more shall not be provided with a latch or lock unless it is panic hardware. 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 uufues u r NuWaC fur u► uup i, D;vi4;vilt, 1.1 and 1.2 City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 John W. Rants, Mayor Page number 4 occupancies and for all other occupancies where the exiting system serves an occupant load of 100 or more. (UBC 3313 (a)(b)) 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)) Overcrowding and admittance of persons beyond the approved posted capacity are prohibited. (UFC 25.114(c)) Exits shall not pass through kitchens, storerooms, restrooms, closets or spaces used for similar purposes. (UBC 3303(e)) 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)) 3. An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #1646) Fire hydrants are required as detailed in City Ordinance #1626. L-ucal U.L. cai,Lral staLicri supervision is requ iroJ.. City Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 AINIMMEMONIIIMIMMT John W. Rants, Mayor Page number 5 (City Ordinance #1646) Contact The Tukwila Fire Prevention Bureau to witness flushing of underground piping and hydrostatic testing of underground piping. (NFPA 13 -8- 2.2.5) Protective guard posts or curbs are required around all gas meters, electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow. (City Ordinance #1646) (UFC 11.403) All sprinkler system plans, calculations and the contractors Materials and Test Certificates submitted to The Tukwila Fire Prevention Bureau must be stamped with the appropriate level of competency seal. (WAC 212 -80) All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1646) All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (UFC 10.508) All exterior components of sprinkler systems should be painted RED. This includes: Post indicator valves (PIV), outside stem and yoke (OSY), wall indicator valves (WIV) and Fire Department connection (FDC). (UFC 10.504) City ol Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 6 John W. Rants, Mayor Hose racks must remain unobstructed to allow the rack to swing freely. (UFC 10.504) 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) All control, drain, and test connection valves shall be provided with permanently marked weather -proof metal or rigid plastic identification signs. The signs shall be secured with corrosion - resistant wire, chain or other approved means. (NFPA 13- 2 -7.3) Calculated sprinkler systems shall be designed with a 10 PSI cushion for low reservoir conditions. (City Ordinance #1646) All new underground piping shall be hydrostatically tested. Test•pressure shall be not less than 200 psi for 2 hours. The amount of leakage at the joints shall not exceed 2 quarts per hour per 100 gaskets or joints. (NFPA 24 -8- 9.3.1, 24-8- 9.3.2) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1646) 4. A fire alarm system is required for this project. The • fire alarm system shall meet the requirements of NFPA 72 and City Ordinance #1646. An approved automatic sprinkler system may be installed in lieu of a fire alarm system. Maintain square foot coverage of detectors per manufacturer's specifications in all areas including: closets, elevator shafts, top of stairwells, etc. (NFPA 72E, 2 -7.4) (UFC 10.501(a)) The installation of wiring and equipment shall be in accordance with NFPA 70, Article 760, Fire Protective �lyilal f� "�y SyaLc4m . (NFPA 72-2-1.4) City ocTukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 7 John W. Rants, Mayor Local U.L. central station supervision is required. (City Ordinance #1646) Remote indicator lights are required on all above ceiling smoke detectors. (City Ordinance #1646) All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #1646) (UFC 10.503) Remote alarm and trouble annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #1646) (UFC 10.501(a)) When the control panel is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Fire Alarm" or "Fire Alarm Control ". (City Ordinance #1646) Call the Tukwila Fire Department at 575 -4404 for approval of any system shut down. Have job site address, name and the Tukwila Fire Department Job Number available to confirm shut down approval. (City Ordinance #1646) Key box - When access to or within a structure or an area is unduly difficult because of secured openings or where immediate access is necessary for life- saving or fire - fighting purposes, the Chief may require a key box to be installed in an accessible location. The key box shall be a type approved by the Chief and shall contain keys to gain necessary access as required by the Chief. (UFC 1'0.302) H.V.A.C. units rated at 2,000 cfm require auto - shutdown devices. These devices shall be separately zoned in the alarm panel and local U.L. C:cllt:l'itl 3i:ai; iul"i Sup rviz,ion is requ i( %u. (Cit.y City oi Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 8 Ordinance #1646) John W. Rants, Mayor 5. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 6. Required fire resistive construction, including occupancy separations, area separation walls, exterior walls due to location on property, fire resistive requirements based on type of construction, draft stop partitions and roof coverings shall be maintained as specified in the Building. Code and Fire Code and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (UFC 10.601) When walls and ceilings are required to be of fire resistive or noncombustible construction, interior finish materials shall meet the requirements of U.B.C. 4203. The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 42 -B of The Uniform Building Code. (UBC 4204(a)) When fire resistive floor or floor ceiling assemblies are required to prevent the vertical and horizontal spread of fire and smoke, the assembly shall be maintained. (UBC 1704(b)) Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. Numbers shall contrast with their background. (UFC 10.301(a)) Please have the posting of the fire lane completed within 30 days at which time we will begin enforcement of violations thereof. The required width of access shall not be obstructed in any manner, including park my or vela icit . (UFC 10.20E as arriendad) City ofTukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 9 John W. Rants, Mayor Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided with an approved turn- around area. Access shall be within 150' of all portions of the buildings. (UFC 10.203,204 as amended) All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (UFC 10.203, 204 as amended) Fire hydrants shall conform to American Water Works Association specifications C- 502 -54; it shall be compression type, equipped with two 2 1 /2 ".N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 1/4" Pentagon open -lift operating nut. Any overlooked hazardous condition and /or violation of the adopted Fire or. Building Codes does not imply approval of such condition or violation. Yours truly, The Tukwila'Fire Prevention Bureau ‘1, ( City of Tukwila John W. Rants, Mayor Fire Department Thomas P. Keefe, Fire adef TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM /;)/, Project Name //:.?0 Address e)/ ' /6).0 !;77- 7/4 / Permit No. „,Retain current inspection schedule r Needs shift inspection • • ••••••••• ■•••• ••• ..... • • • (.. -./Ikiiril et C .1) 5741 c-, ee 4 s 7 ) Suite # N/ Approved without correction notice Approved with correction notice issued 4111=2:=11 Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre-Fire: Permits: Authorized Signature FINALAPP.FRM v/4/ Date T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57.54404 * Fat (206)575.44,39 r ✓, OTTO ROSENAU & ASSOCIATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 6274477 • Fax (206) 723.2221 February 18, 1994 City of Tukwila Building Division 6200 Southcenter Blvd. Tukwila, Washington 98188 Project: South 180th Segale Retail 6101 South 180th, Tukwila Ladies /Gentlemen: RECEIVED FEB 2 31994 COMMUNITY DEVELOPMENT PERMIT NUMBER B93 -0340 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. 1. Rebar placement 2. Structural concrete 3. Structural welding 4. Bolts installed in concrete Copies of all reports have been submitted to your Yours truly, .OTTO ROSENAU & ASSOCIATES, INC. %Sac o"-, —I�Yka ar` Susan Rosenau -Moser Vice President Enclosure cc: Steve Nelson w /M.A. Segale office or are enclosed. INSPECTION RECORD C Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)_.431 3670 'wood: ' r,� �'-,1 "- 4.,(i -1 l„_ b Type of Inspection: NA�a �- Address: Date Called: , Special Instructions: Date Wanted: f > ". / ,, r arm p in j Pone No.: C(Approved per applicable codes.. COMMENTS: ' ❑ Corrections required prior to approval. Inspector: >2. Date: g /t j 1 I ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. INSPECTION RECORD k -+ Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, ,WA 98188 393.... 03 `IQ PER NO. (206) 431 -3670 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: ' f'12K (KG o< e L ANDSG, j/VG c F s ,,a6z-!/A(e- "772NCC, - -o 13e* Co vo2 75 go sr —qL • : • . struaons: v, 440D y) p il,�., Date Wanted: - % - '7 � am. m, wester: I e Phone No.: S7 5 - 9 -00 0 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: ' f'12K (KG o< e L ANDSG, j/VG c F s ,,a6z-!/A(e- "772NCC, - -o 13e* Co vo2 6,3"/ `7>eVeZ.oPw2 «S c A-22A -Al ' % C C- INSPECTION RECORD Retain a copy w!th permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, A 98188 • (206) 431 -3670 •r• : ypeo ns•:. ; Address: lOt 5 Date Called :. Special Instructions: : ••. "" PW ci 3_ 0 X0 _ et-A) o q�3 DAte Wanted: am. p.m. Requester. phone No.: Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: Inspector: /0 $30.00 REIN PECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. 0 INSPECTION RECORD IL, Retain a copy with permit CITY OF TUKWILA BUILDING' DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 593 -- 0 31/0 (206) 431 -3670 • if� / w; °I • .1 teas: / (7/� • I :i g1i�i _ • : • : Instructions: ' ' a:OD ?M PL & f .Date Wanted:, -- 96 -q9-- am n. • 517-4 e.—. 5 tea t A,. Approved per applicable codes. Corrections requited pr'or to approval. COMMENTS: ' AtA/i, S.C. ,4/ "v G CD /< , Z - P K 4r" c snip / P (A 6' 4- M 4i ' a Cori mc-r" g-rAt c-cS iae. eon/ 1A/ ( C c:56 d` Re © 0 /2 � r&VCS m FsZfi) 4 t` 0p- ,4S & le ek,' &J 6.4 T d/vs '-7 .1-7 -eve. ,vim S e7t' z,,.) / C, c. &I/14 ,e17''‹.(4—, O $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. FRP/Cr C.. AlVt1 5-citip/ G f,•! •,•„„ .7.7.1••••■■■CIONO. gPi5 •-• 03 PI Atsi 61146_emiiki . . x .1' .....-...- ! ',... .. U.- > " ....,..............c.:2- 1 , ■ , • : 7 , 3 3 3 1 ..... . 3 3 3 I 3 3 • • 3 ; ' 3 ' . . ..3 . t , tt 31, „......... . 1 _ , ill . .7.7.1••••■■■CIONO. gPi5 •-• 03 PI Atsi 61146_emiiki INSPECTION RECORD (,a Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 Approved per applicable codes. _7c COMMENTS: ' ❑ Corrections required prior to apprchal. ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, tee must.be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. Receipt No.: Date: • ." roes: i l :, a onIrm z/ - 9� Special Instruct : Date Wanted: / - Z - am. p.m. Requester J� 'r a �-�/ Phone No.: Approved per applicable codes. _7c COMMENTS: ' ❑ Corrections required prior to apprchal. ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, tee must.be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. Receipt No.: Date: INSPECTION RECORD 0 Retain a copy with permit t CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, ,WA 98188 PERMIT N0. (206) 431 -3670. •ror''/) '1 . P C" ale.. Po �r t: ypeo ns•:• •n: (� (--J %& .� Q.-•t .+�. t o dr , i ` 0 s -- Date Called: Sp nstructions: • Date Want ; — / g'-' C-f (;)).m. Requester: / Phone No.: q j 4 W —7 Approved per applicable codes. COMMENTS: nspector: ❑ Corrections required prior to approval. cx-cr--k per- t.,1 AA Lf Ptio , -av rya ok--) .r..f? ❑ $30.00 REINSPECTION FEE RETIRED. ; Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100: Cell to;Sdheduie reinspection. 11 • re 1 1 • O INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 . , (206) 431-3670 viiwzgrimmi ype o nspect .-- Sp . nstruct ons: .=,.. ate TT anted: ' squester: . Ar 1-70-- . , . Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: kela-e-- • A,41-t.rvy.• 1J $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Lecoft No.; Date: INSPECTION RECORD Retain a copy with permit_ CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ell 3 0540 PERW NO. (206) 431 -3670 774: S- 1R3 Wr— YPeo n: C-45•NctiM Address: Date Called: Special Instructions: Date Wanted: / 1 ! -7-14 arty. p.m. Requester Plane No.: [ Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: ' CALA co- zz - 93 ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspectbn, fee must be paid at. 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 0 INSPECTION RECORD Retain a copy with permitt CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd,, #100, Tukwila, WA 98188 (206) 431 -3670 Project: 51 i y o V� U' Type of Inspi�ion:� vV t. +', Address: (of 0 5 (z6 , Date Caned: Special I rrlo e: tivt Qt it c Date Wanted: (1 _ 5 go a Requester Phone No 5 -7S g55i FA Approved per applicable codes. COMMENTS: ' ❑ Corrections required prior to approval, .C` XL' ,- IInspector: Bate: 1/- 3— 93 ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, tee must be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection. 0 INSPECTION RECORD 0 Retain a copy with perm! CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 03 PER NO. (206) 431 -3670 •r' 4 1 \D e./ Miffir YPeo WiiaL:: nW f VaRki � ', .-'7 : 00 An -Y-Q,£ 4- 4-R—'' DateWent�i z . 3 Requester: Phone Noo��,7 2 Approved per applicable codes. COMMENTS: ' ❑ Corrections required prior to approval. L1L 4 A.Sy-(11 'Inspector: (I ❑ $3,0.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 0 INSPECTION RECORD 0 Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 194. -'A -G /2eT*-1 c--- Tyliiriin57- r-CTO-r1 1-Zi,S Address: / (s)0'. ,s7.7._ Date Caliel: 1 &ai___ _ S x.- N 9 o . Special Instructions: . . Date Wanted: /0 - Requester: Phone No.: Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: C47) ).n- 14 cro R.— Lev Prtg J9 / S CO VE-g.i.ip S-1--7,4g,Ti ,-M -ro et.,A c.--- Cs c rze-re- (A) l'i.14 acr--- . T1 '-`C.:I_LI-4.-3AE: , C.-t7 S P et, irt-- (.J s PG-cfitt P-- , jt vy. M A.-py, 0 r 0-r-rt ttosz----w fIrt"- LAIA-c,S Al- (4G--YA-01 1 &ai___ _ S x.- N 9 o . . . o $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • PECT •N 0. EOTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 Project: 1 ll 0 �'T ' /474AL Typel'ai I . it 401/4b ct ,∎n)i i A)t 1 (6 ( iv) Date l -.: aAddress:` Special Instructions: 7 ' Pal' Date Wanted _ 7i ( ; 9 am. m. Requester: Phone No.I n Co C*5 ' 45 ( Approved per applicable codes. COMMENTS: O Corrections required prior to approval. �a des --- [Insector: Date: /d/a4 c13 0 $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 613 -0340 0 INSPECTION RECORD 0 Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 FERMI Nd. / (206) 431-3670 Project: 1 .e.., p Qk. a' 1 1 Type of Inspection ! 5` Address: r _ I o1 5 I tb . Date Called: 10— 1%—c1_3 Special Instructions: 00 jr Date Wanted: 10- I Q r am. m. Requester: 'h V ,I Ph3nefJo.: WOO-CV-15i /Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: c„ &-or- ("4A-N- ( Inspector: C, Date f q3 O $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 0 INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 •ro : ,,, / ype o ns . . n: 1 1 , S . /9 i 1. /� -15 - 93 V � 1 " eclat In tructions: Date Wanlod: �a %8*- -6 "j am At Requester: ++ ma� --,A.. Phone No• :r���t� e.. 61...'• d A. /l. 1,... Af„J1 /,I .. . Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: ' V � 1 C) ,t c ..sc. c —f,t, u ,A,,,, v: • ++ ma� --,A.. WZI ea S 1 e.. 61...'• d A. /l. 1,... Af„J1 /,I .. . (YJ- . C.tr^ O c .- d.'`‘LL &As__ f c1 ..pc,... n.y- c...w..fr.j■ tr;. cSi . 4,:..m �,t- ^. -sJ'. �l ." .44-... ❑ $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: A. 0 INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT (206) 431 -3670 Project: g0 ∎�. ^ jj , �} *A ij type of Inspection' t i -i_r Ar l '0 I I o sr Date called: 1 b_+ a. _ q Special Instruction . -t ', a p �5p ('4c&P --- �"" _ �� � � �(� � .� .mac e; lita) Date Wanted: t� ifs ^ i al---c m. CPA- Requester Phone No : Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: ' ( t rw-. aspect or: ❑ $30.00 REINSPEGTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. August 1, 1992 South 180 th Retail Center Segale Business Park Tukwila, WA S T R U C T U R A L C A L C U L A T I O N S 14900 • S4, ti s 'Ctr 4SNAL ..��I • EXPIRES Z' . °'J 13Y:. ENGINEERS NW. INC. 6869 WOODLAWN AVE NE SEATTLE , WA. 98115 (206) 525 -7560 JOSE L. PARADA P.E. e—. ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB No. JOB NAME S /e07w- 2Mjt SUBJECT DATE S//�! --3 SHEET OF BY 11Z_ANI • /5t�f 2� Pam (PiJpali 540w) • QO(b)s 20 I"/ gar/m4. Z .2- bUSUG 1.0 p( /, 5/Vile... • 2.6 . 0,6 Cu urti5 . I .b Meclf •O 0,5 F5f 1,5 ✓oi• /2.0 106/=, MI5G /1-,0 P P --a, aria 7 OAP, PS. ��uru. ■ 17.0 vac.. 6( ,v 4Z • 252 YcFr 1'4 = 240 ( ' 0 $ 8 - Wo ()4 ' 20 '7 5 0 *. Fr 10 OE, 36 ?5aCbi 7 2-73.34/1.m :302. - k5 7.7H /1i =z=zz==z=zz===zs==z=zzzzzez z = ENGINEERS NORTHWEST INC. 6869 WOODLAWN AVE. N.E. SEATTLE WA 98115 Project Nage : TYPICAL FOOTING DESIGN Run descriptions COL 9X9 P0001 SPREAD FOOTING DESIGN Version 1.0 1907 =z z= zzzzzz= zzs =z=za=azzz=z=zzz=zzz==z=z==zzzz CONCRETE F'c STEEL Fy ALLOWABLE SOIL PRESSURE ULTIMATE FACTOR NIN REBAR SPACING FOOTING MARK F 3.0 F 3.5 F 4.0. F 4.5 [ 5.0 F 5.5 F 6.0 F 6.5 F 7.0 F 7.5 F 8.0 F 8.5 F 9.0 F 9.5 F10.0 F10.5 [11.0 [11.5 F12.0 [12.5 F13.0 F13.5 F14.0 F14.5 F15.0 F15.5 F16.0 F16.5 F17.0 F17.5 F18.0 SHEET No -1- 01- 01-1900 P0001- DIST. FROM DOT OF FOOTING 10 CG OF REBAR..(IN).. 4.25 COLUMN DIMENSION -X AXIS- (IN).. 9.0 COLUMN DIMENSIOU.-,Y AXIS- (IN).. 9.0 MIN REDAR SIZE (1).. 3 MAX REDAR SIZE (1)..18 (YSI).. 2.50 (rsi)..60.00 (KS[).. 3.0 1.6 (IN).. 8.0 tt F00TIN6 ALL. LOAD DEPTH (kips) (in) >< >( 25.8 11.0 35.1 11.0 45.8 11.0 57.7 12.0 70.9 13.0 85.1 15.0 100.8. 16.0 117.0 17.0 136.0 18.0 155.4 19.0 176.0 20.0 196.9 22.0 219.7 23.0 243.7 24.0 260.0 25.0 294.9 26.0 322.2 27.0 340.8 29.0 370.0 30.0 408.2 31.0 439.4 32.0 471.6 33.0 504.7 34.0 538.0 35.0 573.0 36.0 609.6 37.0 643.2 39.0 600.6 40.0 718.9 41.0 750.0 42.0 797.9 43.0 SCHEDULE t.t REM. -X- REINF. -Y- REINF. -X- RE1Hr. -Y- (in "2) (In "2) < ) < > ( ) ( > 0.71 0.71 31 5 31 5 0.03 0.83 31 5 31 5 0.95 0.95 51 4 51 4 1.17 1.17 61 4 61 4 1.40 1.40 51 5 51 5 1.78 1.70 61 5 61 5 2.07 2.07 71 5 71 5 2.39 2.39 81 5 01 5 2.72 2.72 91 5 91 5 3.00 3.00 101 5 101 5 3.46 3.4G 01 6 01 6 4.04 4.04 101 6 101 6 4.47 4.47 111 6 111 6 4.92 .4.92 121 6 121 6 5.40 5.40 131 6 131 6 5.90 5.90 141 6 141 6 6.42 6.42 151 6 151 6 7.20 7.20 131 7 131 7 7.70 7.70 131 7 131 7 8.37 8.37 141 7 141 7 0.99 8.99 151 7 151 7 9.62 9.62 171 7 171 7 10.20 10.20 101 7 101 7 10.96 10.96 191 7 191 7 11.66 11.66 201 7 201 7 12.39 12.39 211 7 211 7 13.48 13.40 231 7 231 7 14.26 14.26 241 7 241 7 15.06 15.06 201 8 201 0 15.08 15.00 211 0 211 8 16.72 16.72 221 8 221 0 ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB No. JOB NAME DATE SUBJECT SHEET OF BY F A) . LAAos fur coL,, .1, 15.(O k oemo k USE 15,5.1i1) ITT• Wt�• 3Qbk-1-IS`= $314 ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No. • JOB NAME DATE SUBJECT SHEET OF BY .. .L- 1-- �- 'r c.. ..�_; .�__ :�.- _ ....� • (IDt. - ∎ . , , �_ ,._ , f- tot 42,7 if- 4,_____ ..ct-- q__LoI.4'= ip Desii30 coo $ I c;$414)c• ) 31 ow ✓ ,1 1 1 1 150'6,oI4 4- 1 1 '1' $z 2 (71;5 120' ,�.... . -ei 121 k(P 0V= 144 k :o ‘1.1-14.4--: 52.(# 2.1 +- I,bb t- I.53 5.3i(.1071 014- kirr ■r), = 625 (.014) i- 1 31.5 t(2) 8,15k +• 3.3(, = 12,11 04) = 1.64 ' /Fr 2(215 • ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N,E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No, JOB NAME DATE SUBJECT SHEET OF BY Pb /..U- AMtCLC DIAINteAgg,.t Tf!u✓ ,366 . ?4 ,Z4 - -.3r-A, -- 2a ,A e1Pc 24 Y4 --' o Zo I 60 >C p -mil, 7Z 6.0 F,r''t° 24. 4.>1 &t(' --_ '1.C1 -3C1' r- 20 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 DATE RP" JI' c r)/&Pt}►Mt.)-4 tl Ft`r5iakl& ,[,11-rc ulr xs op- q f 13 JR SHEET OF BY • &AAA 170 Kr- 110.1 As 41/A1450% 141 46 120 )C x ^14.5 45,5 r)44 ,4 riQ X 4141 #1(71 • 1 _ _ `r lih 9), 1 '5kb 046 I 116,1 ►P ,I (oI r 9)I_ 13z,5 K =111,2 '.t,' _ ,53 132-.5 >4 x= U.1 h 132.5 X =15.Z. a o -- 30` Tsui era. 20 C-16 -0, U+P .f34. ® 3d- 'f2 TsW a 24 20 44 - ap = .6 © 4(6- (cot TSU1 6 24 224A -CAP- ,.53 Qp 60- -7R.' r P e 12- 22Ca4 CAP = Al, )►►,Its 43 C4Ac.,L 349',..6,c• ENGINEERS - NORTHWEST INC. P.S. _.i 135 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 (206)525 -7560 - FAX # (206) 522 -6698 JOB No. JOB NAME DATE SUBJECT SHEET /� OF BY dill dA Al7ACHEMkti r c P.C. PAIIJE Io D►'APN. r44.. Cttgci< P= 400 /,75kAr (225) = '3/5 1`/1-. 2124) : G , 35 (G',) ti ,Z. 37A- ea . JO/5T y%'° CA 121 W O . P ,2265_631,) 2y A 273 2 /v)) �L 2.254'LL. 4.5 kilk �L s= CS /.35 (.Z) 4_ 2.37 _ 3" .09 ---�'. 3.75" ?w� = 635 f- //P.5 ) 2 ;/. /, 64 G. 2.104- 3.75 7w, t, ,...(h35+2.25)‘2.) f, 0,0:4 Li* 3.7S ...273eloj /,(4 A35 +5 /• /?S 4. .9'Lk 3Pf92 �,7 Cp.) 3.56`4, 115w -0.) xgk/" 11.1{.5. r/A 1t5 E 2 Pot. Jbrsr. ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Jos No JOB NAME DATE SUBJECT SHEET OF CN,W — tx0c -, - past. *a- 15 /6w .- i#o b R:kCL,E. S,Zk AS Iel. 52. /Visa . tom, ,669.)6.3*.) A.. = aeo in2 BY /4,4 k61 . et /4- !P k¢ g3/e) te,Air .4,/6,44 Ott V•0 AEA z /p,G" •'� 1/a . l(v'' Pfiaviae4 Ok.v SPU'' is . 5-zk. ,!0(3433)(g) N use j, ,",t ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No JOB NAME DATE SUBJECT SHEET OF BY /_Qpr STL. pgok4 ems AfS►E,m. Gv Git uy? (e.;) cN 't-.02560„ , i "/pr �-- aESi�., M I L lox4s `1(2)».142. • —..4 USE . toIe3'455 V() 2W4---d use w24x %. W24055 "2 -UWW:0 t C,• ,-- ti41 t3 0.670 0.603 0.536 0.469 0.402 0.335 0.260 0.201 0.134 0.067 0.000 Mode Unit .ji Clr ::ck . b.656 Load Comb 1 .M..., /^^...try 0.0 3.0 6.0 9.0 12.0 15.0 10.0 21.0 24.0 1 Location Along Member 1 CM Member: : 1- Z L- i n 30.000 14- -i.jt.t C Z.000 Lc 2.000 fa IIv Y Z4.3Z4 20.793 20.793 19.195 Options: Section: W1UX35 fa 13.706 (Comp) :t'b 2.100 fv 0.Z54 1.00 Ch 1.00 Cn 51.16 F' c 1.00 1.00 Sideway'? Ma Appendix 1 ix C "":' Mo 76.05 27.0 30.0 Mode Z CA II units are I' i and Feet) Secondary? No Wind/Seismic? Yes MAXIMUM COMBINED at Location riax Shear Ch : 3 =3hear M= Moment 0.656 per A I iC Eqn H1 -1 : 15.000 0.013 at Location: 30.000 h =lief lected U =Un ity Enter = Summary . Esc=Qu it 0.736 0.663 0.589 0.515 0.442 0.368 0.295 0.221 0.147 0.074 0.000 • Al3C Unii4 ChcaN 4.722 „ • • Load Comb 1 0.0 3.0 6.0 9.0 12.0 15.0 10.0 21.0 24.0 27.0 30.0 Mode 1 Location Along Member 1 (ft) Member: 1- Z Section: WZ4X55 Node Z Mil units are Esi and Feet) co :L- 30.000 14-in • 1.00 Cb 1.00 Secondary? No Wintt'Seismic? Yes L-ou.t Z.000 E-out 1.00 Cm 1.00 5 idesuay7 No Appendix C No Lc 2.000 Miatr 39.44 rt.; 120.00 fa Z5.639 f 17.407 MAXIMUM COMBINED : 0.7ZZ per AISC Eqn H1-1 20.753 (Comp) at Location : 15.000 leb 20.793 fb 1.061 Yu 19.195 Iv 0.145 Max Shear Chic: 0.00B at Location: 30.000 Options: 3=3bear M=Moment D=Deflected Ur-Unity Enter=3ummary Esc=Quit ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6698 JOB No. JOB NAME DATE SUBJECT SHEET OF BY I'..5" ' .0.11J r 1404'3COL OT11: 4,5(Io4 = 650 k• 65004) 110 110 c..rr Az 110 0.427 4, usZ A emubasrtr M C9-5- tis = 0.3 (54 ILAyk)[Cf /A(4) -11 = o,44s. 5 -4 tis: . al 61%4 r/t (In 4 ov 14i °g. II'�� Wirt/ LOADS • 12 4 �� 2'1'• vi./ 46t. t- > l0 el-or U)Atyz 33w r ENGINEERS- NORTHWEST CONCRETE JAMB DESIGN (version 3.0) Sheet of 6869 Woodlawn Ave NE 1988 UBC Seattle,Washington 98115 10:06:01 08 -24 -1993 po 100 JAMB DATA height (ft) width (in) thickness (in). add thickness (in) K factor parapet ht (ft) 30.00 18.00 11.25 0.00 1.00 0.00 SPANDREL DATA thickness(in) offset (in. + outward) 9.25 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) height (ft) 0.0 0.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in (psf): 5.0 out (psf): 5.0 seismic... zone 3 press (psf): 31.6 import fact: 1.00 ledger LL(plf)= 0 DL (pif): 0 ecc (in): 0.0 % LL w/seismic: 0 concentrated load LL(lbs): 152000 DL (lbs): • 0 ecc (in): -5.5 % LL w /seismic: 0 concentric load LL(plf): 0 DL (plf): 0 % LL v /seismic: 0 horiz load pif (+ inward): 0 dist above floor(ft): 0.0 REBAR DATA Vertical 3 117 d: 8.75 Horizontal grin in ^2 / ft 0.27 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in-k) Phi *Mn (in-k) dell (in) Allow defl(in) Comments 1 1.9 8.8 496.42 0.02 2.40 case ok 2 1.9 -0.8 496.42 -0.02 2.40 case ok 3 1.9 61.4 496.42 0.13 2.40 case ok. 4 67.1 4.2 405.56 0.01 2.40 case ok used interaction curve 5 67.1 -17.4 405.56 -0.04 2.40 case ok used interaction curve 6 2.2 61.5 497.33 0.13 2.40 case ok 7 175.2 -29.4 56.65 -0.04 2.40 case ok used interaction curve LOAD CASES 1) .9DL + 1.3WL inward 2) .9DL + 1.3WL outward 3) .9DL + 1.43E0 4) 1.050L + 1.28LL + 1.28WL inward 5) 1.05DL + 1.28LL + 1.28WL outward 6) 1.05DL + 1.28LL + 1.4E0 7) 1.4DL + 1.7LL INTERACTION CURVE DATA .7 #Po .7 0bal .74Hbal .701n 192.8 43.9 480.3 381.5 NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL Shear Wall Design INPUT service loads DL Axial (kips) 40 Shear (kips) 0 Moe (ft -k) 0 Wall Ht (ft) 29.00 Wall L (ft) 10.00 Nall t (in.) 9.25 f'c (ksi) 3.00 Fy (ksi) 60.00 LL LATERAL 0 91 0 65 0 910 INPUT AXIAL STRESS= D =.9 *L= .2*F'c= 0.6 Bar area = 0.65 9,00 0.31 OUTPUT Loads (ult) Axial (kips) Shear. (kips) Moe (ft-k) Moe design Moe uncrack Axial stress Eccen (ft) a (ft) Cu (kips) Tu =Cu - Pu As= Tu /,65Fy Vu /phi (kip) 4sgrt(f'e) Vc kips Av= inA2 /ft spacing (in) P /A +H /S(.2Fc DL +LL 56.00 0.00 0.00 0.00 113.99 0.65 Load per ft (k1f)= 4.00 11.80 17.94 0.35 3.75 3.04 39.00 270.53 219.16 -17.00 107.13 127.76 0.00 2.75 3.28 0.00 151.67 151.67 547,17 109.43 0.00 13.41 0,05 DL +ED DL-E0 163.40 91.40 91.00 91.00 1274.00 1274.00 1274.00. 1274.00 DL +LL +E0 183.40 91.00 1274.00 1274.00 DL +LL -E0 71.40 91.00 1274.00 1274.00 72.15 10.95 21.84 3.97 2.85 286.09 205.95 102.69 134.55 2.63 3.45 151.67 151.67 0.08 0.08 0.08 0.08 13.41 13.41 13.41 13.41 0,84 0.77 0.85 0.75 Shear Wall Design INPUT service loads DL Axial (kips) 30 Shear (kips) 0 Mom (ft -k) 0 Wall Ht (ft) 29.00 Wall L (ft) 10.00 Wall t (in.) 6.50. f'c (ksi) 3.00 Fy (ksi) 60.00 LL LATERAL 0 91 0 65 0 910 INPUT AXIAL STRESS= D =.9 #L= .2 *F'c= 0.6 Bar area = 0.65 9.00 0.31 OUTPUT Loads (ult) DL +LL Axial (kips) 42.00 Shear (kips) 0.00 Moo (ft -k) 0.00 Mom design 0.00 Mom uncrack 80.10 Axial stress 0.65 Eccen. (ft) 4.00 a (ft) 0.38 Cu (kips) 39.00 Tu = Cu - Pu -3.00 As= Tu /.65Fy 0.00 Vu /phi (kip) 0.00 4sgrt(f'm) 304.50 Vc kips 76.90 Av= inA2 /ft 0.00 0.14 spacing (in) 19.08 19.08 P /A +M /Sf.2Fc 0.05 1.18 DL +ED DL -E0 154.40 100.40 91.00 91.00 1274:00 1274.00 1274.00 1274.00 Load per (t (k1f)= 12.25 16.69 6.47 5.14 DL +LL +ED 169.40 91.00 1274.00 1274.00 DL +LL -ED 85.40 91.00 1274.00 1274.00 50.70 11.52 18.92 7.00 4.84 328.23 260.59 354.73 ,245.62 173.83 160.19 185.33 160.22 4.46 4.11 Vii► 4.11 151.67 151.67 151.67 151.67. 0.14 0.14 0.14 19.08 19.08 19.08 1.11 1.20 1.09 ENGINEERS - -NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB No. JOB NAME DATE SUBJECT SHEET OF BY 0/9/70.0 70 MA kE 5frigit & WALL. 77/10 IE7 ..- f 9/D 12 L 0.41 ,va & ui ty ,ties e gkj (q, z1 ipt ?.L. Pau, eta • 125"'j, .1 4W- f, 1 v. &p,51` ^- I51 OF r‘4,i PHIS a ,a9z5(?.zs = a77 )#r #5c /1-»L Eat 1114x Ite PIt►ia rt wAy eat iA.) , Vic. 610 V, Iin {vr,_r 3.9Sir6• TI25 K 410,g IlxIIX2.5Tt,, 4,5.4r >4a -me .1(04- 1 ;11Fr e /tY'e. 7. 1 `! 4) ---� -� 06 ksi , /01 ale 18.5k. a. To rfr sr vsc I44x )4 -4 rG, �' PROGRAM : Concrete Column Design v1.07 PAGE NO. 1 ENGINEERS NORTHWEST, INC. TIME : Wed Sep 15 11:41:45 1993 JOB : COLUMN DESIGN JOB NO. : 21 RUN : S180TH DESIGNED BY: CHECKED BY: DESCRIPTION C O N C R E T E C O L U M N D E S I G N (CODE: ACI 318 -89) METHOD MODE TYPE SHAPE ANALYSIS TYP PILASTER STRENGTH CHECK TIED RECTANGULAR PDELTA M A T E R I A L D A T A Fy Es F'c We Ec Fsy K /In "2 K /In "2 K /In "2 Lb /Ft "2 K /In "2 60 2.9e +004 3 150 3.32e +003 K /In "2 C O L U M N D A T A ELEM X AXIS Y AXIS NO WIDTH DEPTH COVER BRACED Lu Kb Ks BRACED Lu Kb Ks In In In Ft Ft 1 24 16 1.5 Y 30.00 1.00 1.00 Y 30.00 1.00 1.00 L O A D D A T A LOAD NONSWAY CASE SWAY CASE COMB AXIS AXIAL MTOP MBOT Bd MTOP MBOT Bd Pu /Pc K K -Ft K -Ft K -Ft K -Ft DESCRIPTION : TOTAL LOAD 1 X 218 0 59 0 0 0 0.50 0.00 1 Y 218 0 0 0 0 0 0.50 0.00 R E I N F O R C I N G S E L E C T I O N TIE OR SPIRAL BAR. REINFORCEMENT NUMBER OF BARS DESIG DIAMETER AREA DESIG DIAMETER AREA RATIO AREA TOTAL X -FACES Y -FACES In In "2 In In"2 In"2 #4 0.500 0.200 #8 1.000 0.790 0.0165 6.320 8 8 4 C O L U M N P R O P E R T Y AXIS Ise Ig Pcb Pcs 0.1 *F'c *Ag Pub Mub In "4 In "4 K K K K K -Ft X 191 8.19e +003 837 837 115 285 230 Y 317 1.84e +004 1.86e +003 1.86e +003 115 316 285 PROGRAM : Concrete Column Design v1.07 ENGINEERS NORTHWEST, INC. JOB : COLUMN DESIGN RUN : S180TH PAGE NO. 2. TIME : Wed Sep 15 11:41:50 1993 JOB NO. : 21 DESIGNED BY: CHECKED BY: F A C T O R S U M M A R Y LOAD SLENDERNESS NONSWAY CASE SWAY CASE REDUCTION FACTOR COMB XDIR YDIR MAGX MAGY MAGX MAGY PHIX PHIY 1 N N 1.000 1.000 1.000 1.000 0.900 0.900 C A P A C I T Y S U M M A R Y LOAD R E Q U I R E D P R O V I D E D LOADING COMB Pu Mux Muy Pu Mux Muy RATIO K K -Ft K -Ft K K -Ft K -Ft 1 218 59 0 218 68.1 0 0.894 LOAD COMB # 1 GOVERNS COLUMN CHECK OK 0 0 0 O CROSS SECTION 1 ��- Mo, • 1^ it 11 10 0 n 8 4 2 -3 AXIAL (K x le +01412) l +cF ID: COLUM11 UESI6I1 R!UH ID: 6180TH 1 r ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB No. JOB NAME DATE SUBJECT SHEET OF BY I. 1 14/Fr 23•5ti __._...__..____ .. �......_�, __ 1 , 4) y.t 4..4...-----4.,* I . J a.. 235 �- a 2101 ok, 1.i 6,4) yy�� , 0i7 is i' 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 6IA0 SUBJECT ND/it no/. D E S i6,,cl I P 313 IC C j O .I( U U , o \....". W ,,`N N. II N i' N I © N E DATE 8/293 SHEET OF BY R/ v• P9 • N • ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E. - SUITE 205 - SEATTLE, WA 98115 • (206)525-7560 - FAX # (206) 522-6698 PG9 JOB No JOB NAME DATE SHEET OF BY SUBJECT 1.101211t on4r. Ic2,30') 2412,4(10) 7,7Z. 0 0 -1_,M: &ZS' bf\sr ttEki V1CST ao' v. ,— 1 --. 41'4 — -1 1 _ .---. 1 — ,411 -- r 1 .z--- L..., , - ., 1 0714 = 139)F 500= 5636 Icirr 3-Mg— 31.1 ').4 tut • tb :LUZ) o74 lcsi OK./ PA T. W4 (W.. ,115e51. 01C, e.5(10 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 DATE SHEET OF BY SMAU L0h0. ot)4:: OM* 32(k.): 046 Att. 914 tArfe ',soot( mei. orm= 53 (&))* 66) (0' wio 33.1(•‘e- •0 USE c5.s (8 cot- rot). I _r •1 +\ 11 _ ot)4:: OM* 32(k.): 046 Att. 914 tArfe ',soot( mei. orm= 53 (&))* 66) (0' wio 33.1(•‘e- •0 USE c5.s (8 cot- rot). ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB NO JOB NAME DATE SUBJECT SHEET OF BY pEs(L -iI t ktm 13 et 34.4 C1,4)G 0,0? .._..rte» $ Fi vu RID 34�` 1,33 (371, USE. 2416, V c (p.Vmb use 1" Ut ak,. 006M 1 �. - �,�- -IUOEST ChSE 0,4)_ 2..5 (2)(1,33 EA. Use- 7-*5 v. KW WELD 13 ea" MiLl" 1,353al) 2o 33) 2,11 \$e 3/4.11K4 M...W Of_ 4 ...(.7...,/611 tat. 1.4 , 11 bey trz., ••b '3 /4.11)4, & "Miv ryy Vie. s b k. 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 i3Li DATE 0/203 SUBJECT SHEET OF / BY � -AP.4LY1 Pc. PAAJF.LS MrER,d1.. KJWO LOMB ■ I tuA.o two, > i T^ �' 11,1 P5F. 14.gg F5F 14.1 P5f 13.2 P5F Psi 111 WS 1.4 1e,Fr . ib iu ,- , o 11,15 175E it.v titzAtsi - (DP. (. Cotu9rl! tt'/1rl v/ ) ENGINEERS-NORTHWEST INC. P.S. 15 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6698 Joe No JOB NAME DATE SUBJECT SHEET OF BY 10' 601.10 WALL peSv si J JAµb DESt i t a • ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 • FAX # (206) 522-6698 Joe No. JOB NAME DATE SUBJECT SHEET OF BY .V146 DEstliM --31‘146 DEStt,lIC 6869 Noodlawn Ave NE Seattle,Washington 98115 WALL DATA height (ft) 30.00 MATERIAL DATA concrete (psi) 3000 LOADING DATA unfactored 1988 UBC 14:41:23 08 -24 -1993 po 100 thickness (in) added thickness (in) 5.50 0.50 rebar (psi) 60000 r1 ..4611, i'/1A1 C. tat'a /44.1 O wind in (psf)= 14.0 out (psf)= 16.5 seismiczone 3 press (psf)= 16.9 import fact= 1.00 ledgerLL(plf)= 375 concentrated load LL(lbs)= concentric load LL(plf)= horiz load pif (+ inward)= REBAR DATA Vertical 15 at 12.0 in d= 2.50 Horizontal min inA2 / ft OL (plf)= 225 0 DL (lbs)= 0 0 DL (plf)= 0 0 dist above floor(ft)= ecc (in) 2.0 ecc (in)= 0.0 MOMENT AND DEFLECTION RESULTS + inward Case Pu (kips) Mu (in -k) Top of wall 1 2 3 4 5 6 7 Bottom of 1 2 1.2 1.2 1.2 1.6 1.6 1.4 2.5 wall 2.1 2.1 3 2.1 4 2.7 5 2.7 6 2.4 7 3.9 LOAD CASES 1) 2) 3) 4) 5) 6) 7) - outward Phi*Mn (in -k) defl (in) 20.6 38.23 0.30 -27.5 38.23 -1.48 -32.4 38.23 -1.69 19.5 38.75 0.29 -31.3 38.75 -1.92 -34.0 30.46 -1.67 -3.1 39.73 -0.04 10.7 39.29 0.01 -12.9 39,29 -0.01 -14.5 39.29 -0.01 10.4 39.96 0.01 -12.8 39.96 -0.01 -14.5 39,69 -0.01 -0.5 41.25 -0.00 .9DL + 1.3WL inward .9DL + 1.3WL outward .9DL +1.43E0 1.058E + 1.28LL + 1.28WL inward 1.050L + 1.28LL + 1.28WL outward 1,058E + 1.28LL + 1.4E0 1.4DL + 1.7LL 0.0 0.13 K factor parapet ht (ft) 0.89 1.00 % LL % LL 7. LL w /seismic= w /seismic= w /seismic= 0 0 strip width (in)= 0 0 Allow defl(in) Comments 2.14 2.14 2.14 2.14 2.14 2.14 2.14 0.53 0.53 0.53 0.53 0.53 0.53 0.53 case ok case ok case ok case ok case ok case ok case ok case ok case ok case ok case ok case ok case ok case ok. NOTE in cases 1), 2), 4),.and 5) the LL used is 1/2 of the applied LL 6869 Woodlawn Ave NE Seattle,Nashington 98115 1988 UBC 10 :45:47 08 -25 -1993 po 100 thickness 7.25 JAMB DATA height (ft) width (in) 30.00 36.00 SPANDREL DATA thickness(in) offset (in. + outward) 7.25 0.00 S 180TH DESIGN 2 (in) add thickness (in) K factor 0,00 0.85 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) height (ft) 9.0 10.0 9.0 10.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in (psf)= seismic... zone ledger LL(plf)= concentrated load LL(lbs)= concentric load LL(plf)= horiz load plf (+ inward): REBAR DATA Vertical 6 15 MOMENT AND DEFLECTION RESULTS + Case Pu (kips) Mu Top of wall 1 2 3 4 5 6 7 Bottom of 1 2 3 4 5 6 7 LOAD CASES 1) 2) 3) 4) 5) 6) 7) 4.6 4,6 4.6 5.6 5.6 5.4 7.7 wall 7.5 7,5 7.5 8.9 8.9 8,7 12.1 14.0 out (psf)= 16.5 3 press (psf)= 70.6 import fact= 1.00 75 DL (plf): 45 ecc (in): 2.0 0 DL (lbs)= 0 ecc (in): 0.0 0 DL (plf): 0 0 dist above floor(ft)= 0.0 d= 4.90 Horizontal min in "2 / ft 0.17 LL v /seismic= LL v /seismic= LL w /seismic= 0 0 0 inward - outward (in -k) Phi #Mn (in-k) defl (in) Allow defl(in) Comments 79.9 152.51 1.40 2.04 case ok -96.3 152,51 -1.88 2.04 case ok -113.9 152.51 -2.07 2.04 NO 8008 79,7 154.12 1.36 2.04 case ok -98.4 154.12 -1.88 2.04 case ok -116.7 153.80 -2.05 2.04 NO 8008 -3.0 157.38 -0.02 2.04 case ok (@) parapet ht (ft) 1.00 59.6 156.98 0.06 0.72 case ok -70.2 156.98 -0.05 0.72 case ok -75.6 156.98 -0.04 0.72 case ok 58.7 159.01 0.06 0.72 case ok -69.3 159.01 -0.05 0.72 case ok -75.7 158.75 -0.04 0.72 case ok -0,6 .133.37 -0.00 0,72 case ok used interaction curve .9DL + 1.3WL inward .9DL + 1.3WL outward .9DL + 1.43E0 1.05DL + 1.28LL + 1.28WL inward 1.05DL + 1,28LL + 1.28WL outward 1.05DL + 1.28LL + 1,4E0 1.40L + 1.7LL INTERACTION CURVE DATA .7 *Po .7 #Pbal .74Mbal .7 #Mn 124,2 26.8 159.5 111.7 NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL 6869 Woodlawn Ave NE Seattle,Washington 98115 _g- .JAMB DATA 1988 UDC S 180TH 10 :47:00 08 -25 -1993 DESIGN 3 5 po 100 thickness (in) add thickness (in) K factor parapet ht (ft) 7.25 0.00 0.85 1.00 height (ft) 30.00 SPANDREL DATA thickness(in) 7.25 OPENINGS LEFT MATERIAL DATA width (in) 33.00 offset (in. + outward) 0.00 width (ft) height (ft) 3.3 7.2 concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in (psf)= seismic.., zone ledger LL(plf) concentrated load LL(lbs)= concentric load LL(plf)= horiz load plf (+ inward)= REBAR DATA Vertical 4 115 RIGHT width (ft) height (ft) 9.0 10.0 14.0 out (psf)= 16.5 3 press (psf)= 59.0 import fact= 1.00 75 DL (plf)= 45 ecc (in)= 2.0 0 DL (lbs)= 0 ecc (in)= 0,0 0 DL (plf)= 0 0 dist above floor(ft)= 0.0 d= 4.90 MOMENT AND DEFLECTION RESULTS + inward Case Pu (kips) Mu (in -k) Top of wall 1 3.8 63.5 2 3.8 -76.7 3 3.8 -93.9 4 4.6 63.1 5 4.6 -78.1 6 4,4 -96.0 7 6.3 -2.4 Bottom of wall 1 6,3 48.2 2 6.3 -56.8 3 6.3 -63.5 4 7,5 .47.5 5 7.5 -56.1 6 7.3 -63.6 7 10.2 -0.5 LOAD CASES Horizontal min inA2 / ft 0.17 r. LL LL LL w /seismic= w /seismic= w /seismic= 0 0 0 outward Phi #Mn (in -k) defl (in) Allow defl(in) Comments 1) .9DL + 1.3WL inward 2) .9DL + 1.3NL outward 3) .9DL + 1.43E0 4) 1.05DL .+ 1.28LL + 1.28WL inward 5) 1.05DL + 1.28LL + 1.28WL outward 6) 1.05DL + 1.28LL + 1.4E0 7) 1.4DL + 1.7LL 118.04 1.07 2.04 case ok 118.04 -1.53 2.04 case ok 118.04 -1.81 2.04 case ok 119.86 1.04 2.04 case ok 119.86 -1.54 2.04 case ok 119.50 -1.79 2.04 case ok 123.66 -0.01 2.04 case ok 123.66 0,04 0.72 case ok 123,66 -0.03 0.72 case ok 123,66 -0.03 0.72 case ok 126.16 0.04 0.72 case ok 126.16 -0.03 0.72 case ok 125,84 -0,03 . 0.72 case ok 131.33 -0,00 0.72 case ok NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied II • ENGINEERS-NORTHWEST CONCRETE JAMB DESIGN (version 3.0) Sheet of 6869 Woodlavn Ave NE 1988 UBC S 18OTH Seattle,Washington 98115 10 :48:59 08 -25 -1993 DESIGN 4 po 100 JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor parapet ht (ft) 30.00 20.00 7.25 0.00 0.85 1.00 SPANDREL DATA thickness(in) offset (in. + outward) 7.25 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) height (ft) 0.0 0.0 3.3 7.2 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in (psf)= 14.0 out (psf)= 16.5 seismic... zone 3 press (psf)= 39.0 import fact= 1.00 ledger LL(plf)= 75 DL (plf)= 45 ecc (in)= 2.0 % LL w /seismic= 0 concentrated load LL(Ibs)= 0 DL (lbs)= 0 ecc (in)= 0.0 7.. LL v /seismic= 0 concentric load LL(plf)= 0 DL (plf)= 0 % LL u /seismic= 0 horiz load plf (+ inward)= 0 dist above floor(ft)= 0.0 REDAR DATA Vertical 2 15 d= 4.90 Horizontal min inA2 / ft 0.17 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phi *Mn (in -k) dell (in) Allow defl(in) Comments Top of wall 1 2.3 36.6 97.77 0.23 2.04 case ok 2 2.3 -44.4 97.77 -0.48 2.04 case ok 3 2.3 -58.6 97.77 -0.81 2.04 case ok 4 .2,8 35,9 99.10 0.22 2.04 case ok 5 2.8 -44.6 99.10 -0.49 2.04 case ok 6 2.7 -59.3 98.83 -0.80 2,04 case ok 7 3.9 -1.5 101.93 -0.01 2.04 case ok Bottom of wall 1 4.2 29.5 102.75 0.01 0.72 case ok 2 4.2 -34.8 102.75 -0.02 0.72 case ok 3 4.2 -42.6 102.75 0.01 0.72 case ok 4 5.0 29.0 104.78 0.01 0.72 case ok 5 5.0 -34.3 104.78 -0.02 0.72 case ok 6 4.9 -42.7 104.54 0.01 0.72 case ok 7 6.8 -0,3 109.14 -0.00 0.72 case ok LOAD CASES 1) .9DL + 1.3WL inward 2) .9DL + 1.3WL outward 3) .9DL + 1.43E0 4) 1.05DL + 1.28LL + 1.28WL inward 5) 1.05DL t 1.28LL + 1.28WL outward 6) 1.05DL + 1.28LL + 1.4E0 7) 1.4DL + 1.7LL NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL ENGINEERS - NORTHWEST 6869 Woodlawn Ave NE Seattle,Washington 98115 JAMB DATA height (ft) 30.00 SPANDREL DATA thickness(in) 8.00 OPENINGS LEFT MATERIAL DATA LOADING DATA wind seismic... CONCRETE JAMB DESIGN (version 3.0) 1988 UDC 10:53:57 08 -25 -1993 po 100 width (in) 30.00 offset (in. 0.00 width (ft) height (ft) 25.0 12.0 concrete (psi) rebar (psi) 3000 60000 thickness (in) 8.00 + outward) unfactored in (ps()= zone ledger LL(plf)= concentrated load LL(lbs)= concentric load LL(plf)= horiz load plf (+ inward)= REBAR DATA Sheet of S 180TH DESIGN 5 add thickness (in) K factor 0.00 0.85 RIGHT width (ft) height (ft) 0.0 0.0 14.0 out (ps()= 16.5 3 press (ps() =106.9 import fact= 1.00 375 DL (p1f)= 225 ecc (in)= 2.0 0 DL (Ibs)= 0 ecc (in)= 0.0 0 DL (plf)= 0 0 dist above floor(ft)= 0.0 Vertical 7 15 d= 5.68 Horizontal min in "2 / ft 0.19 LL LL LL wlseismic= wlseismic= w /seismic= 0 0 0 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phi *Mn (in-k) defl (in) Allow defl(in) Comments Top of wall 1 8.6 117.6 239.10 1.29 2 8.6 -151.6 239.10 -1.90 3 8.6 -179.9 239.10 -2.09 4 11.5 113.0 242.03 1.17 5 11.5 -164.7 242.03 -1.99 6 10.1 -185.4 240.65 -2.05 7 17.3 -25.3 205.72 -0.09 Bottom of wall 1 12.1 88.6 2 12.1 -106,2 3 12.1 -114.2 4 15.6 86.1 5 15.6 -106.2 6 14.2 -114.4 7 22.7 -5.0 LOAD CASES 1) 2) 3) 4) 5) 6) 7) .9DL + 1.3WL inward .9DL + 1.3WL outward .9DL + 1.43E0 1.05DL + 1.28LL + 1.28WL inward 1.05DL + 1.28LL + 1.28WL outward 1.05DL +.1.28LL + 1.4E0 1.4DL + 1.7LL INTERACTION CURVE DATA .7*Po .7 *Pbal .7 01bal .71Mn 137.1 24.7 218.6 176.0 196.90 0.06 196.90 -0.05 196.90 -0.05 202.88 0.06 202.88 -0.05 200.39 -0.05 215.13 -0.00 2.04 case ok 2.04 case ok 2.04 NO GOOD 2.04 case ok 2.04 case ok 2.04 NO GOOD. parapet ht (ft) 1.00 2.04 case ok used interaction curve 0.72 case ok used 0.72 case ok used 0.72 case ok used 0,72 case ok used 0.72 case ok used 0.72 case ok used 0.72 case ok used NOTE in cases I), 2), 4), and 5) the LL used is 1/2 of the applied LL interaction curve interaction curve interaction curve interaction curve interaction curve interaction curve interaction curve • ENGINEERS - NORTHWEST 6869 Woodlawn Ave NE Seattle,Washington 98115 CONCRETE JAMB DESIGN (version 3.0) Sheet of 1988 UDC S 180TH 11:05:04 08 -25 -1993 DESIGN 6 po 100 JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor parapet ht (ft) 16.00 24.00 5.50 0.00 1.00 0.00 SPANDREL DATA thickness(in) offset (in. + outward) 5.50 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) height (ft) 10.0 10.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in (psf)= 14.0 out (psf)= 16.5 seismic... zone 3 press (psf)= 35.2 import fact= 1.00 ledger LL(plf): 0 DL (plf)= 200 ecc (in): -1.0 % LL w /seismic= 0 concentrated load LL(lbs)= 0 DL (lbs)= 0 ecc (in): 0.0 % LL w /seismic= 0 concentric load LL(plf): 0 DL (plf)= 0 2 LL w /seismic= 0 horiz load pif (+ inward): 0 dist above floor(ft)= 0.0 REBAR DATA Vertical 2 15 d= 2.50 Horizontal min inA2 / ft 0.13 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phi*Mn (in-k) defl (in) Allow defl(in) Comments 1 2.1 26.1 39.27 2 2.1 -33.4 39.27 3 2.1 -21.3 39.27 4 2.4 25.9 39.66 5 2.4 -33.6 39.66 6 . 2,4 -21.7 39.66 7 3.2 -1.2 40.54 LOAD CASES 1) .9DL + t.3WL inward 2) .9DL +,1.3WL outward 3) :9DL +.1.43E0 4) 1.05DL + 1.28LL .+ 1.28WL inward 5) 1.05DL + 1.28LL +.1.28WL outward 6) 1.05DL + 1.28LL + 1.4E0 7) 1.40L + 1.7LL 0.37. -1.08 -0.11 0.37 -1.07 -0.11 -0.01 1.28 1.28 1.28 1.28 1.28 1.28 1.28 case ok . case ok case ok case ok case ok case ok case ok NOTE in cases 1), 2), 4),.and 5) the LL used is 1/2 of the applied LL ENGINEERS- NORTHWEST 6869 Woodlawn Ave NE Seattle,Washington 98115 CONCRETE WALL DESIGN (version 3.0) Sheet of 1988 UBC SI8OTH BLDG. 08:19 :53 09-12 -1993 TYP SOLID WALL 7.25" po 100 WALL DATA height (ft) thickness (in) added thickness (in) K factor parapet ht (ft) 30.25 7.25 0.00 0.90 1.50 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in (psf)= 16.5 out (psf)= 15.0 seismiczone 3 press (psf)= 20.4 import fact= 1.00 ledgerLL(plf)= 375 DL (p1f)= 255 ecc (in)= 2.0 % LL w /seismic= 0 concentrated load LL(1hs)= 0 DL (lbs)= 0 ecc (in)= 0.0 % LL w /seismic= 0 strip width (in)= 0 concentric load LL(plf)= 0 DL (plf)= 0 % LL v /seismic= 0 horiz load plf (+ inward)= 0 dist above floor(ft)= 0.0 REBAR DATA Vertical 115 at 18.0 in d= 3.38 Horizontal min inA2 / ft 0.17 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phi *Mn (in -k) defl (in) Allow defl(in) Comments top of wall 1 1.5 23.3 38.79 0.17 2.18 case ok 2 1.5 -22.8 38.79 -0.17 2.10 case ok 3 1.5 -35.4 38.79 -0.22 2.18 case ok 4 1.9 22.0 39.88 0.16 2.18 case ok 5 1.9 -23.7 39.88 -0.17 2.18 case ok 6 1.7 -36.0 39.34 -0.22 2.18 case ok 7 2.9 -3.8 41.99 -0.02 2.18 case ok Bottom of wall 1 2.6 11.7 41.26 0.00 0.48 case ok 2 2.6 -10.0 41.26 -0.00 0.48 case ok 3 2.6 -16.1 41.26 -0.00 0.40 case ok 4 3.2 11.3 42.70 0.00 0.48 case ok 5 3.2 -10.8 42.70 -0.00 0.48 case ok 6 3.0 -16.2 42.19 -0.00 0.48 case ok 7 4.6 -0,6 45.61 -0.00 0.48 . case ok LOAD CASES. 1) .90L + 1.3WL inward 2) .9DL + 1.3WL outward 3) .9DL + 1.43E0 4) 1.OSDL + 1.28LL + 1.2BWL inward 5) 1.050E + 1.28LL + 1.28WL outward 6) 1.05DL + 1.28LL + 1.4E0 7) 1.4DL + 1.7LL NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL 1 ENGINEERS- NORTHWEST 6869 Woodlawn Ave NE Seattle,Washington 98115 JAMB DATA height (ft) 30.25 SPANDREL DATA thickness(in) 7.25 OPENINGS LEFT MATERIAL DATA LOADING DATA unfactored wind seismic... zone ledger LL(plf)= concentrated load LL(lbs)= concentric load LL(plf)= horiz load plf (+ inward): REBAR DATA Vertical 2 15 CONCRETE JAMB DESIGN (version 3.0) Sheet of 1988 UBC 5180TH 08:23:20 09 -12 -1993 MAN D00R AT 7.25 PANELS po 100 width (in) 24.00 offset (in. 0.00 width (ft) 3.3 thickness (in) add thickness (in) K factor parapet ht (ft) 7.25 0.00 0.90 1.50 + outward) height (ft) RIGHT width (ft) height (ft) 7.2 0.0 0.0 concrete (psi) rebar (psi) 3000 60000 in (psf)= 15.0, out (psf)= 16.5 3 press (psf)= 35.2 import fact= 1.00 375 DL (plf): 255 ecc (in): 2.0 0 DL (lbs)= 0 ecc (in): 0.0 0 DL (plf)= 0 0 dist above floor(ft)= 0.0 d= 5.43 Horizontal min in "2 / it 0.17 MOMENT AND DEFLECTION RESULTS + inward Case Pu (kips) Mu (in-k) Top of wall 1 2 3 2.7 2.7 2.7 4 3.6 5 3.6 3.1 5.3 wall 4.4 4.4 4.4 5.6 5.6 5.2 7 8.1 6 7 Bottom of 1 2 3 4 5 6 LOAD CASES 1) 2) 3) 4) 5) 6) 7) 40.4 -48,5 -62.6 38.2 -51.1 -63.8 -7.1 19.4 -21,8 -27.0 18.8 -21.8 -27.0 -1.0 .9DL + 1.3WL inward .9DL + 1.3WL outward .9DL + 1.43E0 1.05DL + 1.28LL + 1.28WL 1.0501 + 1.28LL + 1.2BWL 1.0501 + 1.28LL + 1.4E0 1.401 + 1.711 LL LL LL w /seismic= w /seismic= w /seismic= 0 0 0 - outward Phi*Mn (in -k) dell (in) Allow defl(in) Comments inward outward 95.11 0.32 95.11 -0.69 95.11 -1.01 98.03 0,27 98.03 -0.76 96.59 -1.00 103.62 . -0.04 100.81 0.00 100.81 -0.00 100.81 -0.01 104.46 0.00 104.46 -0.00 103,11 -0.01 111.62 -0.00 2.18 2.18 2.18 2.18 2.18 2.18 2.18 0.48 0.48 0.48 0.48 0.48 0.48 0.48 case ok case ok case ok case ok case ok case ok case ok case ok case ok case ok case ok case ok case ok case ok NOTE in cases 1), 2), 4), and 5) the LL used is, 1/2 of the applied LL II EN61NEERS- NORTHWEST RETAINING WALL DESIGN (version 87.01) Sheet of 6869 Woodlawn Ave NE 09 -13 -1993 Seattle,Washington 98115 08:23:08 130 100 F.S. OVERTURNING = 3.19 F.S. SLIDING = 1.50 1411111 b Surcharge= 250 psf A K t= 5.50in. 0.6 kips r� 1.25 ft 0.75 ksf 4.0 ft 1.0 ft t =11.25 in * A 5.50 in.(val 3.00 ft Equivalent Active Fluid Pressure = 35 pcf Equivalent Passive Fluid Pressure = 200 pcf Allowable Soil Bearing = 2.00 ksf F'c = 3.0 ksi Fy = 60.0 ksi Coefficient of Friction = 0.35 0.41 ksf po 100 w- 228 psf STEM DESIGN (@ 1/10 th Pts. = 0.40) Mu (ft -k) Vu (ksi) d (inches) As (sq in) y Pbal Min vert Min horiz 1 0.0 0.002 3.13 0.00 0 0.08 0.13 2 0.1 0.004 3.13 0.00 1 0.08 0,13 3 0.1 0.007 3.13 0.01 1 0.08 0.13 4 0.2 0.010 3.13 0.02 3 0.08 0.13 5 0.4 0.013 3.13 0.04 4 0.08 0.13 6 0.6 0.017 3.13 0.05 7 0.08 0.13 7 0.8 0.020 3.13 0.08 10 0.08 0.13 8 1.1 0.024 3.13 0.11 13 0.08 0.13 9 1.4 0.029 3.13 0.13 16 0.08 0.13 10 1.8 0.034 3.13 0.14 17 0.08 0.13 TOE DESIGN (bottom steel) 0.7 0.007 7.88 0.03 HEEL DESIGN (top steel) 0.6 0.005 8.88 0,02 GENERAL CONTRACTO ROOFING SUBMITTALS FOR SOUTH 180TH RETAIL CENTER NOVEMBER 24TH,1993 TABLE OF CONTENTS 1. • SHOP DRAWINGS A. Waynes Roofing, Inc. Shop Drawings B. J.P. Stevens Details. (1 pages ) (4 pages ) 2. ROOFING MATERIALS A. J.P. Stevens Mech. Attached Specifications (6 pages ) B. J.P. Stevens Roofing Components (10 pages ) C. J.P. Stevens Lap Details (Reference) (3 pages ) 5. INSULATION PRODUCTS A. J.P. Stevens Approved Insulation List B. Celotex Blackore 2Z - R -19 Insulation C. International Permalite "S" Panel (perlite) CERTIFICATES A. J.P. Stevens Approved Applicator Letter B. U/L Approval Directory page 301. Class (1 page ) (2 pages ) (1 page ) (1 page ) (1 page ) 8. WARRANTY A. J.P. Stevens 15 year Warranty Sample (1 page ) Prepared by: WAYNES ROOFING, INC. 13105 HOUSTON ROAD SUMNER, WASHINGTON 98390 SHOP DRAWINGS N e 2 0 Is h a `r a �4 or, a 3 a w 0 .p • ,OSI c i o t 0 e % i t §% th u p a - o 3 g Q4Q<> DRAWN BY: JUAN A. I2 O....._......._....�, y.. ; .., �� l' b b b ` O t7 P O S i i •, i w f t 1 ' 1 1 a p 0 i b P a b p a i f b ' b �' P o i �..,., 4 1 r............ 6-- b f no b ' f 8, ■ s � .0' OZ{. O CD ROOF PLAN cl - 0 .p • ,OSI s6: 3S\RC ,l - o i 0 --..q, o p a - o DRAWN BY: JUAN A. pa WAYNES ROOFING, INC. 111111Ur 13 105 HOUSTON RD. - SUMNER, WA 98390 H1AS( U63.U55 SEATTLE (20 )57540711 FAX /2)5)1614lt O CD ROOF PLAN cl 0 s6: 3S\RC a C23C C 1 DRAWN BY: JUAN A. DATE DRAWN :111-23-93 WAYNES ROOFING, INC. 111111Ur 13 105 HOUSTON RD. - SUMNER, WA 98390 H1AS( U63.U55 SEATTLE (20 )57540711 FAX /2)5)1614lt Hi- Tuff'"' Specification Manual FASTENED 12" O.C. COUgN�TrERfo�HHIG'f�ROM UNIT -4-- -- BONDING ADHESIVE HOTAIR WELD INSULATION,;- 2 SEAM CAULK a_9ty HI•TUFF MEMBRANE Py( 0146425 ._ HI•TUFF PLATE & SCREW INTO DECK • All flashings must be a minimum of 6" high. r 4:z p PE$Ge G• STEVENS CURB FLASHING A Hi-Tuff ' Roofing Systems Revision No. 1 Issue Date 5/86 Drawing No. HT -431 Rsv. 1; 5 /66 SECTION 3 Hi- Tuff"" Specification Manual CONTINUOUS CLIP FASTENED 12" O.C. HI -TUFF ALL - PURPOSE SEALANT METAL CAP .+ tl� At.f' I3 GINSKS FASTENED.12" O.C. HI -TUFF MEMBRANE I-�- --- BONDING ADHESIVE tl HOT -AIR WELD SEAM CAULK HI -TUFF PLATE & SCREW INTO DECK OR APPROVED NAILER sTSELCIEr-A IrYoTH6K's b INSULATION rOR i2aregesce 0.9/ 2.2" -fix -19 • • Face fastening requires nominal 2X nailer thickness. • Nails must imbed in nailers 1'Iz" min. STEVENS CAP FLASHING TERMINATION B Hi- Tufty' Roofing Systems Revision No. 1 Issue Date 5/86 Drawing No HT -302 SECTION 3 Rev. 1; 5/86 a' Hi -TuffT1 Specification Manual HI -TUFF ALL- PURPOSE SEALANT BONDING ADHESIVE HI -TUFF MEMBRANE HOT -AIR WELD !11111t-' te ql 1144r4VONIA I7 ,r . F ..M fi :* r. INSULATION R -1q --o STAINLESS STEEL CLAMP O HI -TUFF .055" UNSUPPORTED • .. r 5 , • Flashing min, 6" high whenever possible and must be above roof flood level in all cases. rroP. fareatri.teo STEVENS VENT STACK A Hi Tuff'"" Roofing Systems Revision No. 2 Issue Oats 5/87 Drawing No. HT -401 Rsv. Z; 5 /e7 SECTION 3 Hi- Tuff'"' Specification Manual HI -TUFF MEMBRANE HI -TUFF ALL - PURPOSE SEALANT CLAMPING RING I t tTcN • tetY tmit.125 • Drain must have approved clamping ring. 13y eXiiEizS. STEVENS ROOF DRAIN A Hi -Tuff m Roofing Systems Revision No. 1 Issue Om 5/86 Drawing No; HT -201 Rev. 1; 5 /80 SECTION 3 ROOFING PRODUCTS Hi- Tuff'" Installation Manual A.2. Division 7 Specifications Stevens Hi -Tuff Roofing System — mechanica //y attached Part 1— General 1.01 Description A. Furnish and install mechanically attached roofing system in strict accordance with drawings and specifications as approved by J.P. Stevens &' Co., Inc. Special Conditions 1. This specification is intended to be applied without variation to building roofs that have deck structures meeting the guidelines herein and no abnormally severe or unknown envi- ronmental exposures, e.g. coastal winds or certain chemicals, except as specifically authorized herein, 2. Applications that involve severe exposures require review by J.P. Stevens & Co., Inc., Roofing Systems Technical Services, before any specification is valid. B. Related work. Metal work other than HI -Tuff Metal and Fascia is not covered by Stevens for Warranty. Metal work must be secured in a manner approved by Stevens to prevent damage from buckling or wind, All metal work must be sealed and waterproofed to prevent leakage. 1.02 Quality assurance A. Apply roofing system using a roofing contractor authorized by Stevens. B. Classified by Underwriters Laboratories, Inc. as a Class A sheathing material for use in construction of Class A roofing systems and also approved by Factory Mutual for Class I construction, subject to the conditions of approval as described in FM Reports J.I. 0G8A7.AM and J.I. 1H4AO.AM. C. Inspection: Upon completion of the installation, an inspection shall be made by a representative of Stevens to ascertain that the roofing system has been installed according to S tevens approved specifications and details. Upon approval of the project, a warranty shall be written. D. Changes: Should there be deviations or changes from this specification without written approval of Stevens, the project is not authorized for instal- lation and is not eligible for Warranty coverage. 1.03 Submittals A. Samples of all materials not supplied or approved by Stevens shall be submitted to Stevens for written approval prior to the start of installation. Authorized applicators must submit a roof drawing indicating which details will be employed in the project. Unusual details must be shown as to their anticipated construction, These drawings shall be approved by Stevens prior to the start of work. These should include: outline and size of the roof, perimeter and penetration details, loca- tion and type of penetration, and a copy of any special details used. 1.04 Delivery and storage A. All materials provided by Stevens shall be deliv- ered with appropriate packaging labels indicating appropriate warnings, storage conditions, lot numbers and usage instructions. B. Materials shall be stored in its original packaging and conditions shall be maintained in accordance with the manufacturers recommendations. 1.05 Precautions A. Adhesives, primer, and caulks as indicated are extremely flammable and/or toxic. Use precau- tions indicated on can and carton labels. B. Surfaces to be bonded shall be dry and clean. Suitable surfaces are usually considered to be smooth, solid masonry, wood, and metal plus well fastened insulation board that is considered water resistant and accepted for adhered applica- tions by Stevens. C. After exposure to sunlight for 24 hours or longer, Hi -Tuff membranes may have achieved a "sur- face" curing. Prior to hot -air welding an applica- tion of Hi -Tuff Primer is required to achieve a proper weld. The need for primer is determined by a test weld. Rev. 2; 5/87 * Starred material changed since last issue. a -11 Hi -Tuff' Installation Manual D. All fasteners should be installed with a depth, - sensing screw gun to prevent overdriving. ,, 1.06 Warranty A. A Stevens representative shall inspect the installation of the Hi -Tuff Roofing System, and upon approval a five (5) year Warranty shall be issued. B. A five (5) year Warranty is available at no additional charge for roofs 6500 sq ft or larger. A minimum charge shall be levied on all roofs less than 6500 sq ft. C. A ten (10) year Warranty is available at an additional charge. D. Upon acceptance through inspection, Stevens' Standard Warranty will be issued. E. Consideration should be given in the project design to problems that can precipitate from the smooth surface characteristic of the Hi- Tuff sheet. If access is required onto sloped areas when the membrane is wet, walk surfaces may be needed. For northern climates, snow sliding could create a hazard adjacent to the perimeter if a retarding system is not installed above 3 in. per foot slopes. Part 2 — Products 2.01 General A. All materials shall be furnished, specified, or approved in writing by Stevens. Samples of all materials used on the project that are not supplied by Stevens shall be furnished to Stevens for written approval prior to the start of work. 2.02 Membrane A. Membrane shall be .045 in. nominal thickness, scrim - reinforced uncured white Hypalon sheet 64.5 in. wide by appropriate length conforming to the following minimum physical properties. Table: Physical properties of Hi -TufFM field sheet (.045 in. nominal) Physical property Weight, minimum (Mass) Thickness tolerance Breaking strength, minimum Tear strength, minimum Low temperature bend, 1/8 in, mandrel Shore A hardness Heat aging Volatility, maximum volatile loss Hydrostatic resistance, minimum Ozone resistance" Emmaqua© concentrated natural sunlight, 3 million langleys Test method ASTM D -751 ASTM D -751 ASTM D -751, Grab Method ASTM D -751, Tongue Tear ASTM D -2136 ASTM D -2240 ASTM D -573 7 days @ 200 °F (93.3 °C) retention of tensile ASTM D -1203 Method A ASTM D -751 Method A ASTM D -1149, 3 ppm @ 30% strain @ 104 °F (40 °C): 72 hrs and 2500 hrs ASTM E -838 Dimensional stability ASTM D -1204 24 hrs @ 129.2 °F (54 °C) Puncture resistance, minimum FTM 191 B, Method 2031 Specification 0.29 Ibs /ft2 (1.41 Kg /M2) ± 10% 225 lbs 90 Ibs —40 °F (— 40 °C) Pass 80 ± 5 maintains 100% of original breaking strength 0.5% 300 psi no effect no visible surface cracking or stiffening 0.1% 200 Ibs 'Test performed on nonrelnforced materiel only. a -12 * Starred material changed since last issue. Rev. 2; 5/87 2.03 Related materials A. Flashing: Flashing shall be same membrane as in 2.02 except for perimeter use of Hi -Tuff Fascia or Hi -Tuff Metal for gravel stops or drip edges. Unreinforced .055 in. thick, uncured, white Hypalon shall be supplied for field - fabricated vent stacks, pipes, and corners. B. Bonding adhesive: Stevens Hi -Tuff Bonding Adhesive shall be provided to hold fleshings in place. Not to be used in the seams. C. Perimeter half sheets: For buildings less than 70 ft high in wind zones not exceeding 90 mph, two (2) shall be installed at all exterior roof perimeters that are not bordered by a parapet wall or an adjoining building a minimum of 24 in. higher than roof level. See special condition fastening specs at end of this specification for guidelines addressing more severe exposures. D. HI -Tuff Ail- Purpose Sealant: Provided to serve as water cut -off mastic, pitch -box sealer, and as a caulk to seal Hi -Tuff membrane to metal. E.. Primer and Solvent: Stevens Hi -Tuff Primer and Solvent are provided for the purpose of preparing cured membrane for hot -air welding. F. Seam caulk: Stevens Hi -Tuff Seam Caulk shall be provided for the purpose of sealing any cut edge of reinforced membrane. G. Overnight seal. Tie -offs that are effective in preventing moisture penetration under newly installed Hi -Tuff shall be made at the end of each workday and when weather threatens. H. Caulks. Only Hi -Tuff All- Purpose Sealant is authorized for miscellaneous caulking applications that are in contact with Hi -Tuff system components or are intended to seal a penetration through the membrane system. I. Insulation: Insulation or protection board must be accepted in writing by Stevens. All insulations must be approved by their manufacturer for Hi -Tuff installations. See the current Hi -Tuff Insulation List for acceptable products and instructions for qualifying alter- nate products. J. Mechanical fasteners for membrane: Shall be supplied by Stevens. Plates are 2 in. in diameter of 22 -gauge metal. Coated screws range from 16 /a in. to 12 in. long. Plastic fasteners with integral plates range from 3 in. to 5'h in. long. Coated spikes are provided as an alternative fastener for concrete decks. Hi- Tuff" Installation Manual Part 3 -- Execution 3.01 Substrate preparation A. The contractor shall be responsible for suitable substrate to accept Hi -Tuff membrane. In reroofing, test cuts shall be made by roofing contractor to determine existing condition and deck suitability. All saturated materials must be removed. In all cases, substrate shall be smooth and free of debris, sharp edges and other surface irregularities prior to the start of work. Any uneven or gapped joints in the membrane substrate can cause inconsistent membrane welds and must be avoided. B. Steel deck: Shall be covered with an approved Factory Mutual Class I insulation mechanically fastened to deck with fasteners approved by Stevens. C. Concrete, plywood, wood plank or flat sheet -metal surface: Shall be dry, clean, smooth, free of sharp edges, and suitable for acceptance of Hi -Tuff membrane. A rough surface that would cause damage to the membrane shall be covered with a protection board. Joints greater than Y4 in. wide shall be repaired. Stevens Hi -Tuff plates and screws must be used to anchor Hi -Tuff membrane to roof deck. Stevens fasteners are available for wood, metal, structural concrete, gypsum, and tectum. Other substrates that require special fasteners are considered on job basis. D. Reroofing over existing surface: Specifier and /or applicator shall determine condition of existing roof. Significantly deteriorated decking must be repaired or replaced, as appropriate. Wet materials (containing free moisture that would evaporate if exposed to atmosphere) must be found and replaced. Existing surface shall be dry, reasonably smooth and even, blisters cut, and excessive aggregate removed prior to installation of approved insulation board. Hi -Tuff fasteners or other Factory Mutual approved screws shall be used in conjunction with 3 in. FM approved insulation plate to anchor insulation board through the existing roof and into the deck. Hi -Tuff plates and fasteners shall be used to anchor the membrane to the deck. E. Vapor retarder: Is not required for protection of Stevens Hi -Tuff Roofing System. As a guideline, the National Roofing Contractors Association states, ". . vapor retarders should be considered for use when both of two conditions are anticipated: (1) the outside mean, average January temperature is below Rev. 2; 5/87 * Starred material changed since last issue. a -13 Hi- TuffrM Installation Manual 40 °F (4.4 °C), (2) the expected winter, interior relative humidity is 45 percent or greater." F. Nailers: Treated for rot resistance, wooden" nailers shall be installed at gravel stops or drip edges on outside perimeter of buildings. 1. Reroofing: Use #2 or better wood treated for rot resistance. Creosote and asphaltic preservatives are not acceptable. 2. New roofing: As specified by architect. A treated wood nailer is recommended. Effective perimeter attachment must be achieved per details. 3. All construction: Nailer shall be anchored with a suitable fastener for the application having a minimum withdrawal resistance of 100 lbs staggered 6 in. O.C. within 8 ft. of an outside corner with 12 in. O.C. along other perimeter areas. 4. All construction: Nailer thickness shall be chosen to match the top surface of adjacent construction + or — % in. This permissible variation shall not contribute to ponding. 5. Nailers around skylight, curbs, expansion joints, etc., are not required. Use of Hi- Tuff plates and screws anchored to deck 12 in. O.C. through membrane and insulation is acceptable. 3.02 Application procedures A. Insulation or protection board: Since insulation requirements will vary for each project, the thermal value of the insulation must be calculated for the desired results. 1. Minimum thickness: Shall be approved in writing by Stevens. - • 2. Compatibility: Certain insulations such as polystyrene are not compatible with coal tar pitch. Contact manufacturer for recom- mendations. 3. Manufacturer's instructions: In regard to attachment, compatibility, spanning of metal flutes, etc., the manufacturer's instructions or specifications shall deter- mine the suitability for an application, sub - ject to acceptance by Stevens. 4. Precautions: The surface of the insulation must not be ruptured by mechanical fastening. 5. Expanded polystyrene: Must be covered with minimum ''A in. fiberboard. 6. Attachment: Insulation must be recom- mended by its manufacturer for mechanical attachment. All boards must be mechani- cally attached by an FM- approved plate and fastener. Boards must be fastened sufficiently to conform to the substrate surface geometry. See the Hi -Tuff acceptable Insulation List for minimum fastening requirements. Fastening patterns for other products will be set by Stevens after the manufacturer states his minimum requirement for the specific job. 7. A• - :red insulation: In some applications Stevens it ad h- ' gathe " n GIation with hot steep he board manuf- =r must reco : • • the a.. 'cation in writing for consideration. B. Attachment of Hi -Tuff membrane 1. Membrane is to be attached with Hi -Tuff screws and plates in wood and metal decks. Hi -Tuff concrete anchors and plates must be used in concrete decks (Consult Standard Details for appropriate spacing). 2. Lightweight cementitious d= s : s NTB (non - therma • idging) fasteners e- •e use .. r fastening into Elastizel Ill -B, • , - d tectum decks. Perform p stests in accor• - c�wy ith the Hi -Tu I -Test Worksheet and 'F baa iit� to ens for evaluation and establishmerTho of a fastening pattern. C. Installation 1. Approved insulation shall be laid with its longest dimension perpendicular to the direction of the membrane seams, with joints staggered over roof area to be cov- ered. Boards shall be butted as closely as possible with no gaps over 1/4 in. and mechanically attached as specified in 3.02,A,6 and illustrated in Standard Details. 2. HI -Tuff perimeter half - sheets: Two or more half - sheets are installed at exposed perimeter areas, except when the building is less than 70 ft tall, has continuous 24 in. high parapet, and is located in a 90 mph or less wind zone according to Factory Mutual Research. They shall be laid out in an approved pattern as shown in standard details. Hi -Tuff plates and screws or anchors are installed along the edge of the membrane through the insulation, (through existing roof in reroofing), and into the roof deck (See Standard Details for fastener spacing, location). At perimeters a -14 * Starred material changed since last issue. Rev. 2: 5/87 that are to receive a gravel stop or metal edging, the Hi -Tuff membrane must be brought over the outside edge and terminated 12 in. O.C. unless otherwise stated in the appropriate detail. 3. Field sheets: Hi -Tuff membrane shall be unrolled on an area to be covered, with the edge of the roll aligned on the seaming line provided. Hi -Tuff plates and screws are installed along the leading edge of the membrane, as illustrated in Standard Details, through the insulation (through existing roof in reroofing), and into the roof deck. Adjoining rolls of Hi -Tuff membrane shall overlap the fastened edge of the installed membrane by 4.5 in. (See standard details for fastener location!. D. Lap splice: Membrane shall be overlapped and hot-air welded. 1. Hot -air welding: An automatic hot -air welder and a hand -held welder are available for Hi -Tuff applicators. Complete training will be provided for their setup and use of the hot -air welders by the Stevens Technical Service Department. Small work and repairs can be done efficiently with the hand welder: however, hand -held welders are not a recommended means of field seaming. The entire lap must be probed each day soon after it has cooled to verify that the welder set-up is effective. The membrane must be allowed to cool. In addition, there should be periodic checks (including at the start of each day) to verify good peel strength. Cut edges shall be caulked by applying Hi -Tuff Seam Caulk from a squeeze bottle. 2. Hot -air welding of exposed and cured membrane: Hi•Tuff membrane is manufactured as an uncured Hypalon• based sheet and by design will cure with exposure to sunlight and moisture. After curing begins (from the top surface down), hot -air welding will be impossible without first applying Hi -Tuff Primer to the cured surface. a. Surfaces to be primed must be clean and dirt-free. Remove excessive dirt by washing with a detergent. Rinse thoroughly, allow to dry, and then wipe cured surface with Hi -Tuff Solvent. b. Brush or roller -apply a liberal amount of Hi- Tuff'" Installation Manual Hi•Tuff Primer. Allow the primer to surface dry (5 minutes). Primer should not be allowed to dry for more than 30 minutes. If this occurs, re -apply primer. NOTE: After prolonged exposure of the membrane to weathering, it is necessary to use a two -coat primer application procedure to ensure that the chemical bonding process between old and new Hi -Tuff Membrane is effective. Allow liberal first coat to thor- oughly dry (30 minutes or more). Apply second coat to both surfaces and hot -air weld after five minutes. c. Position the membrane that is to be welded to the cured membrane for proper seam overlap. d. Weld the two sheets of membrane together as if they were two uncured sheets. CAUTION: For standard Hi -Tuff Primer the temperature of the sheet and primer should be above 40 °F (4.4 °C) and rising. For tem- peratures lower than this, use Hi -Tuff Cold Weather Primer. E. Perimeter fastening: Wood nailers are required for perimeter gravel stops or drip edges. Membrane may be fastened at other terminations by use of Hi -Tuff plates and screws. 1. Wooden nailers: See 3.01. F. 2. Perimeter or curb flashing: Membrane shall be mechanically fastened 12 in. 0.C. through Hi -Tuff plate, membrane, and insulation (existing roof in reroofing) into deck. Fastening shall occur at parapet wall, curbs, skylights, expansion joints, and any other roof penetrations that exceed 24 in. in any dimension. F. Flashing: Perimeter, curb, vents, expansion joints, drains, and other details shall be flashed as shown in Hi -Tuff Detail Drawings. 1. Apply Hi -Tuff Bonding Adhesive to both underside of flashing and surface to which it is to be bonded, at a rate of approximately one (11 gallon per 60 square feet of surface coverage. NOTE: Bonding adhesive shall not be applied to that portion of the flashing that overlaps 'Onto itself. Hot -air welding shall be used throughout the system where Hi -Tuff Rtv, 2; 5167 * Starred material changed since last issue. a -15 Hi -Tufrm Installation Manual membrane overlaps itself. 2. Hi -Tuff Bonding Adhesive shall be allowed to dry to finger touch until it does not string or stick to a dry finger. Roll the flashing into the dry adhesive. Care must be taken to assure that the flashing does not bridge where there is any change of direction. 3. All flashing shall be mechanically fastened at the top under or through appropriate counter flashing with approved fasteners as shown in detail drawings. 4. Hi -tuff metal flashing at perimeter shall be made as in Standard Details. Laps shall ex- tend a minimum of 2% in. beyond fasteners onto field sheet. 5. Pipe fleshings shall be installed in accordance with standard illustrated details. 6. Expansion joints shall be installed in accordance with standard illustrated details. 7. Roof drains shall be installed in accordance with Standard Details. In reroofing, old drains must be cleaned or replaced as needed for clamping detail. Remove old leads and packings. Field seams should not be run through drains. G. Metal work: Metal work other than Hi -Tuff Metal and Fascia are not covered by Stevens for warranty. Drain sleeves are not covered under warranty. 1. Metal work shall be installed in a manner that prevents damage from buckling or wind. 2. All metal work must be sealed and water- proofed in an acceptable manner. H. Overnight seal /temporary water stop: Shall be made by sealer provided or approved in writing by Stevens. To protect the insulation from inclement weather at the end of a day's work, the membrane is extended beyond the insulation and set into the approved overnight seal material. 1. .Roof walkways: Wen- regular• - traffic -to service rooftop units-is indit..dted, -a-walkway over -the membrane -shall-be-made:-This-may consist of smooth surface paver-blocks or. asphaltic or rubber walk boards adhered to the - membrane with Hi -Tuff Bonding Adhesive. - 'o 4nstall•walk pads:. Clean roof surface of dirt and debris. 2. ash off membrane to achieve a cl su ace. 3. Apply i -Tuff Bonding Adhe e to both the und- side of the walk -ad and the area of the me • brane to b - overed by the walk pad. 4. Hi -Tuff Bondin• 4' dhesive shall be allowed to dry until i roe not string or stick to a dry finger 5. Flip or walk pad so t at the two areas coated with Hi -Tuff Bon •' g Adhesive pome in contact with each ..they. Walk on top of walk pad to en adhesion. NOTE: Use approximately one gallon of Hi -Tuff Bonding Adhesive per 50 square feet of roof coverage. However, a porous pad surface will require more adhesive in the form of a precoat. Because some walk pads are not compatible with Hi -Tuff Bonding Adhesive, the walk pad manufacturer must be consulted to ensure compatibility and their attachment requirements. ure Fastening variations for talc buildings NOTE: Fastening patterns are for 3/4 in. ply- wood, 22 gauge steel and 3000 psi concrete decks on buildings located more than 10 miles from coastlines. For other types of deck construction and seacoast applica- tions, contact Stevens. Fastening Pattern: Buildings 70 ft or less high 1. Two half - sheets, 12 in. on center, parallel to entire perimeter ("picture frame "). 2. Field sheets 18 in. on center. .Eastening Pattern: .B.ui4dings over 70 ft to 110 ft high 1. -Twe- half -sb rtterarout i ie th - field-sheet f ater,- with -all -three sheets i ist4 e-#r -leYout: 2. - Fields- sheets4.8+a,- ors - center. a -16 * Starred material changed since last issue. pev. z: 5te7 Hi- Tuff'" Specification Manual Hi -Tuff Field Sheet Membrane This product is intended for use by licensed applicators of Stevens Hi •Tuff Roofing Systems who have had instructions as to the proper use of this material and have read the complete Hi -Tuff Specifications. General description • Hi -Tuff field sheet membrane is a 45 -mil -thick (nominal). "Hypalon "- based. polyester scrim - reinforced roofing material. It is usually supplied in rolls 64'!: in. wide and 80 ft long. which provide a 4- square yield. Hi -Tuff field sheet membrane is manufactured by a proprietary calendering process and consists of two thicknesses of Hi -Tuff rubber that fully encapsulate the . reinforcing scrim. The "up" side rubber is colored white for reflectivity and is slightly thicker than the "down" side rubber, which is tinted blue for identification purposes. Hi -Tuff membrane rubber is formulated to be installed in an uncured. thermoplastic state. which permits seaming by the application of heat and pressure. It begins to cure upon exposure to the weather. Technical specifications Color: white Thickness (nominal): 0.045 in. Weight (45 -mil nominal): 0.29 1bs/ft:: approximately 145 lbs /80 -ft roll Breaking strength (minimum): 225 lbs (ASTM D -751 Grab Method) Tear strength (minimum): 90 lbs (ASTM D -751 Tongue Tear) Low- temperature bend, Vs-in. mandrel: -40°F ( -40 °C) (ASTM D -2136) Shore A. Hardness:' 80 _ 5 (ASTM D -2240) Tensile strength retention after heat aging: Maintains 100% of original breaking strength per ASTM D -751 after 7 days @ 200 °F (93.3°C) (ASTM D -573) Volatile loss (maximum):' 0.5% (ASTM D -1203 Method A) Hydrostatic resistance (minimum): 300 psi (ASTM D -751 Method A) Ozone resistance:* No effect (ASTM D -1149 — 3 ppm @ 30% strain, 104 °F (40 °C). 2,500 hours and 72 hours EMMAQUA! concentrated natural sunlight resistance: No stiffening or visible surface cracking after 3 million Langleys (ASTM E -838) Dimensional stability: 0.1% after 24 hours @ 129 °F (59 °C) (ASTM D -1204) Puncture resistance (minimum): 200 Ibs (FTM 101 B Method 2031) Packaging and storage Hi -Tuff field sheet membrane comes in a 641/2-in. width. rolled in 80 -ft lengths. Store in a cool, dry location with protective packaging intact. DO NOT REMOVE PROTECTIVE PACKAGING UNTIL READY TO USE. Precautions Do not damage or remove protective packaging until ready to install. Hi -Tuff rubber is formulated to begin curing when exposed to weather. A:! statements he :e.n are e■pres5•ons 01 opinion. which by pe'tc" —ance and;es!rn. are C ved to be accurate and rein; :e. but are aresentec wr;ho..! any know :edge rna: such recL- -^rended uses may i,r :rnge any patent No warranty 01 any -. id whatsoever e'.pressec implied, is made or intenCea 'Test :e :: rred Jn npnre;nlorcec material only. • Fife. 1; 5 /56 4 -3 Hi- Tuff" Specification Manual • Hi -Tuff Unsupported Membrane This product is intended for use by licensed applicators of Stevens Hi -Tuff Roofing Systems who have had instructions as to the proper use of this material and have read the complete Hi -Tuff Specifications. General description Nonreinforced, white Hi -Tuff rubber membrane is provided for making terminations that require higher extensibility than is allowed by scrim - reinforced membrane. Typical application examples include inside /outside corners, vent stacks, other penetrations, etc, Consult specification drawings for installation details. Technical specifications Color: white • Dimensions: 30 in. wide x 50 ft long (roll) x 0.055 in. thick (nominal) • Tensile strength (minimum): 1000 psi (ASTM D -412) Elongation (minimum): 400% (ASTM D -412) Tear strength (minimum): 150 Ibs /in., Tear Die C (ASTM D -1004) Weight: 42 lbs per 50 -ft roll Packaging and storage Hi -Tuff unsupported membrane comes rolled in 50 -ft lengths 30 in. wide. Store in a cool, dry location with protective packaging intact, DO NOT REMOVE OR DAMAGE PROTECTIVE PACKAGING UNTIL READY TO USE. Precautions Do not damage or remove, protective packaging until ready to install. HI -Tuff rubber is formulated to cure when exposed to weather. All statements herein are expressions of opinion, which by performance and testing are believed to be accurate and reliable: but are presented without any knowledge that such recommended uses may infringe any patent, No warranty of any kind whatsoever, expressed or implied, is made or intended. 4 -4 Rev. 1; 5x06 Hi- Tuff Specification Manual Hi-Tuff Bonding Adhesive This product is intended for use by licensed applicators of Stevens Hi -Tuff Roofing Systems who have had instructions as to the proper use of this material and have read the complete Hi -Tuff Specifications. General description Stevens Hi -Tuff bonding adhesive is a synthetic polymer -based contact adhesive that is designed for bonding Hi -Tuff membrane to wood, metal, masonry, and approved roof insulation board surfaces. Technical specifications Color: amber Solids content: 25% synthetic rubber Solvent: 75% petroleum distillates Weight: 38 lbs per 5- gallon pail (gross) Packaging and storage Hi -Tuff bonding adhesive comes in 5- gallon, removable -top containers, packaged 45 per pallet. Close container tightly after each use. Store in cool (60 -90 °F; 15.6- 33,2 °C), well - ventilated area. Keep away from heat, sparks, and open flame. Application Procedure Equipment: Adequate adhesive, rags. solvent - resistant gloves. and oil -grade rollers or brushes for application. Preparation: Mating surfaces should be dry, clean, and free from oil, grease, and other contaminants. Stir adhesive thoroughly before using. Application technique: Preglue both•the substrate (metal, concrete, wood) and the underside of the Hi -Tuff membrane to be attached, applying adhesive with roller or brush in an even coat at a rate of 60 -65 ft /gal. Allow to dry until surface of the adhesive does not stick to a dry finger. and then roll preglued membrane onto preglued substrate. Care should be taken to avoid application of bonding adhesive to hot -air- welding sites. Precautions This component of the Hi -Tuff Roofing System contains highly flammable solvents. Smoking or open flame must not be permitted at the job site, Adequate ventilation must be provided. Care must be taken to avoid breathing the solvent -based vapors, which are harmful to health. Follow other specific precautions listed on product package label and on Safety Data Sheets. Alt statements herein are expressions, al opinion. which by performance and testing are believed to be accurate and reliable: hut are presented without any knowledge that such recommenced uses may infringe any paten;. No warranty of any .'nc whatsoever. expressed or implied. is made or intended 4 -11 Hi- Tutf'° Specification Manual Hi -Tuff All- Purpose Sealant This product is intended for use by licensed applicators of Stevens Hi -Tuff Roofing Systems who have had instructions as to the proper use of this material and have read the complete Hi -Tuff Specifications. General description Stevens Hi -Tuff all- purpose sealant is a white, high - solids, one -part, gun -grade sealant material having excellent adhesive qualities. It is designed to be used as a water cutoff, pitch -box filler, and sealant for metalwork. Technical specifications Color: white Solids: 90% Solvent: 10% petroleum distillates Weight: 11.5 Ibs per gallon (gross) Consistency: gun -grade Packaging and storage Hi -Tuff all-purpose sealant comes in 10.5 -oz cartridges packaged 10 per carton and in 1- gallon, removable -top containers, packaged 4 per carton. Close container tightly after each use. Store in cool, 60-90°F (15.6-32.2°C), dry, well - ventilated area. Keep away from heat, sparks, and open flame. Application procedure Equipment: Adequate sealant, rags, cleaning solvent, solvent - resistant gloves. trowel, caulking gun. Preparation: The surfaces to be sealed should be dry, clean, and free from grease and other contaminants. Application technique: Hi -Tuff all- purpose sealant must be applied by caulking gun or trowel. Precautions This component of the Hi -Tuff Roofing System contains highly flammable solvents. Smoking or open flarne must not be permitted at the job site. Adequate ventilation must be provided, Care must be taken to avoid breathing the solvent -based vapors, which are harmful to health. Follow other specific precautions listed . on the product package label and on Safety Data Sheets. All statements herein are expressions of opinion. which by performance and testing are believed to be accurate and reliable: but are presented without any Knowledge that such recommended uses may infringe any patent. No warranty of any kind whatsoever. expressed or implied. is made or intended. 4 -12 Rev. 1 :3/86 Hi- Tuff" Specification Manual NEIN Hi -Tuff Seam Caulk This product is intended for use by licensed applicators of Stevens Hi -Tuff Roofing Systems who have had instructions as to the proper use of this material and have read the complete Hi -Tuff Specifications. General description Stevens provides a one -part, white, solvent -type seam caulk that fuses to Hi -Tuff membrane and is used to protect the exposed edges of trimmed seams and exposed scrim from the weather, It is used primarily at end laps and flashing terminations. Technical specifications Color: white Solids content: 56% synthetic rubber Solvent: 44% petroleum distillates Weight: 10.5 lbs/gal (gross) Consistency: squeeze -tube grade Packaging and storage Hi -Tuff seam caulk comes in 1- gallon, removable -top containers, packaged 4 per carton. Close container tightly after each use, Store in a cool, 60 -90 °F (15.6- 32.2 °C), well- ventilated area. Keep away from heat, sparks. and open flame. Application procedure Equipment: Adequate seam caulk, rags, cleaning solvent, solvent- resistant gloves, plastic squeeze bottles, stiff bristle brush. Preparation: Stir seam caulk thoroughly before using. The edge of exposed seam is to be free of dirt. moisture, and oil. Use clean, dry rags to remove moisture; use a stiff bristle brush to remove dry dirt. Use Stevens Hi -Tuff solvent to remove oils. WARNING: Protect hands and skin from solvent with proper gloves. Application technique: Use the squeeze bottle to run a bead of seam caulk along the exposed edge of the seam to form a smooth fillet. For further application instructions, see Stevens Hi -Tuff installation specifications. Precautions This component of the Hi -Tuff Roofing System contains highly flammable solvents. Smoking or open flame must not be permitted at the job site. Adequate ventilation must be provided. Care must be taken to avoid breathing the solvent -based vapors. which are harmful to health. Follow other specific.precautions listed on product package label and on Safety Data Sheets. All statements herein are expressions of opinion. which by perlormance and testing are believed to be accurate and reliable but are presented without any knowledge that such recommended uses may infringe any patent. No warranty or any kind wharsuever. expressed or implied. is made or 'mendeC Rev. 1; 546 4 -13 Hi- Tuff ?" Specification Manual Hi -Tuff Primer This product is intended for use by licensed applicators of Stevens Hi -Tuff Roofing Systems who have had instructions as to the proper use of this material and have read the complete Hi -Tuff Specifications. General description Stevens Hi -Tuff primer is a solvent -based synthetic rubber primer developed to solvent- reactivate partially cured Hi -Tuff membrane in preparation for hot -air welding. NOTE: A.sample test weld will indicate the need for primer. Surface curing will vary greatly with weather conditions. Hot, moist weather may initiate the curing process in 24 hours. Technical specifications Color: white Solids: 10.4% synthetic rubber • Solvent: 89.6% petroleum distillates Weight: 12.5 Ibs per gallon (gross) Packaging and storage Hi -Tuff primer comes in 1- gallon, removable -top containers, packaged 4 per carton. Store in cool (60 -90 °F; 15.6- 32.2 °C), dry, well - ventilated area. Do not allow primer to freeze. Application procedure Equipment: Adequate primer, rags. cleaning compounds (trisodium phosphate), solvent - resistant gloves, bristle -type paint brush (usually 2 in. x Y2 in.), or oil -grade paint roller. Preparation: Surfaces to be primed must be dry, clean, and free from oil. grease, and other contaminants. Application technique: After the application of Hi -Tuff solvent apply a liberal brush or roller coat of Hi -Tuff primer to cured surface. Allow the primed surface to dry (5 minutes or less). Primer should not be allowed to dry for longer than 30 minutes: if this occurs, reapply the primer. Position the membrane that is to be welded to the primed, cured membrane. The two sheets of membrane are then heat - welded as would be two uncured sheets. See specifications for a complete description of this process. Precautions Adequate ventilation must be provided. Care must be taken to avoid breathing the solvent -based vapors, which are harmful to health. Solvent - resistant gloves must be worn. Follow other specific cautions listed on the , product package label and on Safety Data Sheets. All statements herein are expressions of opinion, which by performance and testy. -g are believed to be accurate and re!iaole. Out are preserted wallow any knowledge that such recommended uses may infringe any patent, No warranty of any :crud whatsoever. expressed or implied. is made or intended. 4-14 Rev. 1: 5 /1111 Hi -Tuff"' Specification Manual Hi-Tuff Fasteners and Plates This product is intended for use by licensed applicators of Stevens Hi -Tuff Roofing Systems who have had instructions as to its proper use and have read the complete Hi -Tuff Specifications. General description Stevens supplies highly corrosion - resistant and abrasion resistant fasteners and deck plates (if applicable) for the attachment of Hi -Tuff roofing membrane to various substrates. Because of their performance characteristics, the use of Stevens fasteners is required for warranty of the Hi -Tuff System. The HI -Tuff Seam Fastening Plate Hi -Tuff corrosion - resistant, G -90, hot - dipped galvanized steel plates have a unique configuration designed to provide maximum wind uplift resistance. They have a recess that accepts all Hi -Tuff Fastener heads (except NTB). The Hi -Tuff Insulation Fastening Plate The Hi -Tuff insulation fastening plate is made of high - strength, impact - resistant plastic. It is 3- inches in diameter, has a unique backout- resistant design, and is gray in color. It also has a recess that accepts all Hi -Tuff fastener heads (except NTB). The Hi -Tuff Ail- Purpose Fastener Hi -Tuff all- purpose fasteners are No. 14 screws with extra deep threads for extra holding power and superior pullout strength. The head of the fastener is low profile and self - centers in the plates: a deep No. 3 Phillips depression provides excellent driving stability and eliminates cam -out. The head has no sharp edges to puncture the roofing membrane. All Hi -Tuff fasteners have been designed with a corrosion resistant coating. This coating has been selected to exhibit the best cross between corrosion resistance and abrasion resistance, This is assured through the proper selection of base and top coats. The coating applied to the Hi -Tuff fastener yields excellent corrosion resistance to acidic and salt environments. Hi -Tuff fasteners are self- tapping in metal and wood -deck applications. This fastener may also be installed into structural concrete deuKs. However, a pre - drilled pilot hole is required for this application. NOTE: Pull -out tests are necessary to determine the applicability of the Hi -Tuff Fastener in structural concrete decks. This is because concrete compressive strength and aggregate varies geographically. The Hi -Tuff Concrete Spike -Tuff Concrete Spikes are provided fow att ment of the Hi -Tuff Roofing System to structb .1 concrete decks. The concrete spike is classifies s a compression - expansion fastener which work ' 'n the principal of.'Spring tension. The fastener h.. an expansion offset located at the bottom of the %44ke. T,be offset straightens as it enters the hole, then attempts to retain its original shape, thusproNtOg pullout resistance. This fastener has ,proven 62t(emely resistant to vibratory loading!To install th�e -Tuff Concrete Spikes, a 1/2 in/pilot hole is drillei�to the concrete deck to a depth of approx'It ately 11/2 in. The fasteer is then driven into the hible for a minimurt� 1'/. in. embedment. NOTE: Te , ulls shall a required to determine the applicab 'ty of thi astener to the specific concrete deck and uld generally be used where the all- purpose fastener will not perform. The HI -Tuff NTB Plastic Fastener ff NTB Fasteners are used for attadhing a HI -Tu • .ofing System to light- wejghii; decks (gypsum, -`tum & Elastizell III ;B): The NTB fastener is m• -d from a reigforced plastic and contains a corro- resistant metal insert which extends in a barbe• ;: p'e to prevent backoff. The fastener is quic$ly i' alled into light- weight decks with a unique pneumatj, installation tool. In some cases.a' pilot hole maybe required. The pneumatic tpt51 drives the fastene ,with its integral plate into lace. A quick pull of the'tfigger sets the barb` NOS: Due to the wide variance of pullcith.values to deck conditions, each project musttest pulled and approved prior to warranty. Stainless -Steel Fastener -- Hi -Tuff stainless - 11- tastenerprovides exceptionally Iong..rrfitoxr ion resistance in the roofing -ste environmah * as a deep #3 Phillip f ve, deep thread configur- and is m. only in the #14 size. Rev. 2: 5/87 4 -7 length (inches) Hi -Tuff M Installation Manual Range of sizes of HI -Tuff m metal /wood fasteners; plate with screw head Is also shown. Rev. 2: 5 /117 It Starred, material changed since last issue. 2- 9 STEVENS f1f R/f COMPONENTS, ACCESSORY PRODUCTS & SYSTEMS Stevens Membrane Seam Fasteners JPS requires that only Stevens fasteners be used for attaching membrane to the roof deck. All Stevens seam fasteners and plates for wood and structural concrete decks meet Factory Mutual Standard 4470 for corrosion resistance. Multi- layered, abrasion - resistant, fluorocarbon base coatings protect Stevens carbon -steel screws and concrete spikes from the highly corrosive environments that can exist in a roof assembly. The coatings are specially engineered to resist the abrasion that typically affects common fasteners upon drilling through an old built -up roof and also at the point of entrance into a metal roof deck. Stevens 2 -inch (5 cm) plates are required for fastening in the seam. The barbed metal plates are made of corrosion- resistant Galvalume. Barbs protruding from the bottom of the plate grip the membrane to better distribute wind loads. A recess in the plate accepts all Stevens screws and spikes. The plastic 2 -inch (5 cm) seam plate on the ESL fastener also has membrane - gripping barbs for increased wind - uplift resistance. Stevens All- Purpose' #14 Screw Stevens System ESL The Stevens All- Purpose #14 Fastener is an abrasion- resistant self - drilling screw with a deep No. 3 Phillips head. The thread con- figuration provides excellent hold- ing power and superior pullout strength. It may be approved for use with the 2 -inch (5 cm) barbed metal seam plate only on standard system applications over the fol- lowing deck types: o Wood o Metal o Structural concrete tevens # 14 Stainless -Steel • The evens Stai ss -Steel fastener i self -dril g #14 screw with a dee • . o. 3 ' illips head having outst. • i • , corrosion resis- tance. The thr- configuration provides exce holding power and superior 11 • strength. It is required fo • se wi the 2 -inch (5 cm) ba ' • d metals m plate on selecte. •tal system a lications, and m. •e approved, alt • ugh not requ d, in standard syst- , appli- cat s, over the following , ck ty s: ood Metal The preferred method of at- tachment in the seam for the decks listed below is the Stevens ESL (Easy - Set/Lap) seam fastener. Pro- vided as a pre - assembled two -piece unit, the screw is the standard #14 all- purpose fastener with a tough, impact- resistant, barbed nylon plate mounted on the screw shaft, The fastener utilizes threads directly under the head which screw into the plastic plate, virtually eliminating fastener pop -up due to insulation compression. A special drive tool makes the Stevens ESL the fastest, truest - driving seam fastener in the industry today. It may be approved for use on all standard system appli- cations over the following deck types: o Wood o Metal tevens LD The one -p a ens LI? (Lightweight De' seam fastener with integral ch cm) plate is designee attach mem- brane t : tweight ce ti- tiou -cks. It is made of . :h p • • rmance reinforced nylo at naffected by the corrosive e ents normally found on a roof. Its 'de threads provide excellent llout values and extendable ngs eliminate backout. Pre - d ling is required on some deck St ens LD seam fasteners with ex . ndable prongs may be appro . d for -e on standard or total sys m app ations over the followin deck •es: ❑ Te m ❑ Gyp m ❑ Elast, -11 III -B Note: Du to wide varnatio . in pull-out r. istance betwe- similar deck types, •re job pull -o tests are require or approv Stevens Co rete Spi F The Stevens 4 ncrete Spike with Permagrit'u ting is the preferred attac e . method for structural con to • ks. It is a compression -: ' • ansi' carbon - steel fastene hich w ks on the principle of • ring tens . When driven int• . predrilled e, the preforme' • -shape comp ses with spr : tension agains e concre at three points of • tact, foreve' rying to regain the o :inal confi: ation, exerting trme ous forc • gainst the wall of the h Hol • g power is retained throu out e depth of the hole. Steven C. rete Spikes may be approve f• use on standard or total system plications over: Structural concrete decks Insulation Fasteners Stevens Roofing System specifi- cations require that screw fasteners used to attach insulation to the roof deck be FM- approved and have a 3 -inch (7.5 cm) plate. However, for added corrosion resistance and reliability, JPS recommends the use of the Stevens fasteners described on the preceding page in conjunction with the Stevens 3 -inch (7.5 cm) plastic insulation plate shown below. The following fasteners may be approved for insulation attach- ment over the indicated deck types • (Note: Only Stevens insulation fasteners and 3" (7.5 cm) plates will be approved for use in Total System applications.): For Wood & Metal Decks: ❑ Stevens #14 all - purpose screw & 3" (7.5 cm) insulation plate. ❑ Stevens ESI (Easy Set/Insulation) pre - assembled two -piece insula- tion fastener & 3" (7.5 cm) plate. ❑ Any JPS - approved FM screw fastener & 3" (7.5 cm) insulation plate. AINIAINIONWINNINKIIMPOIMIP adiismmuluarmimmilwiPPI afillieWNTRIMIMPTPINIMI mirmalIMMITIRIptramite L-1 ONWINNAradiekaliNiiiiiiagaiNf Stevens Pavers Mechanical attachment is of eal for all applications (i.e., of ks with high- strength or h a egate structural concret w . h can make pre- drilling hol and fastener driving a •st- pro itive form of attachrn t, or for a..thetic consideration- -tc.). ere extremely high ind or memb e protection is a • ncern, the Ste ns Paver System pro- vide wa . nted protection gainst damage • m winds up to 20 mph (193 k . And from a gle source of . pply and res nsibility: JPS! Stevens Pavers wit tor system for maxi riocking connec- plift protection. Stevens Pave ' ha the following features: ❑ Exclusive c necto ystem positively i' erlocks avers where req 'ed for e reme uplift resistanc ❑ Lightwei; t concrete locks are 8" x 16" 2.5" (20 cm 41 cm x 6 cm) w h a footprint rea of not Less th 50 sq. in. /sq. (360 cm2 /m to protect insu tion from shear : mage. ❑ Overs ed two -way ove . • w drain :e channels assur apid wat- discharge and min izes pos• •ility of hydroplani , under ex sive storm -water co * itions. ❑ U .sue patterned surface high wind laminar fl • for r 'uced uplift. ❑ fety surface protects too embrane from rotif traffic. ❑ vailable in colors, Available in 3 material weigh (Types LW. MW. SW) to match project requirements. 07500 /JPS BuylUnte 2195 Stevens Walkway Pads The Hi- Tred "' Walkway Pad 'om JPS is the only walkway a owed for use on Hi -Tuff roof. ;. t is uired on Hi -Tuff' Pius insta ti s. Hi -Tred is ideal for pro cting th- •tevens Roofing System ecause it is nstructed of multiple . •yers of scri einforced, Hypalon ased Hi -Tu embrane. maki it one of the tou- ' est, most punct e- resistant vvalkwa' •ads on the m -et today. It ca also be hot -, .pped to a built -up r• f using T:c. • III or IV asphalt. Stevens Hi•Tred ay Pad is puncture, UV, chemical, a ather resistant Steve Hi -Tred «'a way Pads have the flowing featut ❑ Same 7 cellent weathe lg -, and c . mical- resistanc : roper- ties a " he Hypalon -base :Stevens Hi -T roofing membran • Emb sed surface reduce- , hance of sl' page. ❑ Eas o install using Steven bo ng adhesive. No fasten s re( red. ❑ P size is 24" x :i5. °_.i•' - .1 (6 mm x 972 nun x 4 mm) ❑ S ndard color is black. Also liable in blue. grey. tan. and ite. ❑ ininlize abrasion and risk of lechanic•al damage to the roof lenlbrane. 41/2" -.K-11/2"-30- LAP CROSS SECTION STEVENS • See Chart 1 for fastener spacing. PERIMETER FASTENING PATTERN Hi Tuff" Roofing Systems Revision No. 1 Issue Date 5/86 Drawing No. HT -601 Hi-Tuff"' Specification Manual 41/2" h*1 /2"4.- LAP CROSS SECTION + + 4. • See Chart 1 for fastener spacing, • Run membrane perpendicular to direction of insulation's greatest dimension, STEVENS FIELD FASTENING PATTERN Revosion No HiTuffrM Roofing Systems Issue One 5/86 Drawing No. HT -602 SECTION 3 Rev. 1; 5/e6 r 41/2" LINE SEAM OVERLAP MINIMUM 41/2" STEVENS 1/2" LINE OUTSIDE EDGE OF MEMBRANE • Disc shall be 1/2" minimum from edge of sheet. PLATE AND FASTENER PLACEMENT Reveuon No. Hi TuffTM Roofing Systems Issue Date 5/86 Drawing No. HT -623 a. INSULATION PRODUCTS Insulation Lest and Fastening Rates /Patterns kits f mi. ROOFING SYSTEMS The following is a listing of insulations accepted for use under the Hi -Tuff Mechanically Attached, FuIIy Adhered and Ballasted Roofing Systems. The mechanical fastening rates and patterns listed are the manufacturer's requirements for their insulation under the Hi- Tuff Mechanically Attached and FuIIy Adhered Roofing Systems. For Ballasted Systems all insulation is to be loose laid as outlined on the Ballast and Paver Division 7 Specifications. The list also indicates which boards are approved for recover and Hi -Tuff Plus applications. In addition a separate list of barrier boards which are used as fire retardant barriers in Hi -Tuff systems is included. For all insulation boards: 1. Insulation must be no Tess than 1 inch thick with exception fiberboard, perlite, extruded styrene, and tapered areas. Check minimum • allowable thickness required to span metal deck flutes by referring to each Manufacturer's Published Literature. 2. Consult Stevens if the insulation manufacturer's current instructions conflict with information published herein. The board manufacturer's literature frequently establishes specific fastener placement criteria. 3. The applicable building codes should always be checked prior to proposing the application to Stevens or the building owner. 4. For FM and UL fire related assemblies and their (specific thicknesses) are listed in the Factory Mutual Approval Guide or Underwriters Laboratories Building Material Directory and Fire Resistance Directory. The UL and FM columns indicate only that the board is listed under one of the UL and FM Hi -Tuff assemblies. Consult the appropriate directory for specific assemblies. For polystyrene boards: 1. Expanded Polystyrene (EPS) insulation must be covered with an insulation board or slip sheet specifically accepted by Stevens and by local building codes. Expanded polystyrene must have a minimum density of 1.25 lbs. per cu. ft. and must be overlayed with an approved insulation. EPS with a minimum density of 1.5 lbs. per cu. ft. is required to be overlayed with an approved slipsheet. Please note: 1.5 lbs. density EPS applications on steel and wood decks require the use of ES fasteners for membrane and insulation attachment. For concrete and other decks, contact the JPS Design Review Group for approval. 2. Extruded Polystyrene with 25 psi compression strength may be suitable for use under the Hi- Tuff System without an overlayment but design acceptability according to applicable building codes should always be checked prior to proposing the application to Stevens or the building owner. For Extruded Polystyrene with a compressive strength greater than 17 psi but less than 25 psi, no overlayment is required on steel and wood decks provided ES fasteners are used for insulation and membrane attachment. For concrete and other decks contact the JPS Design Review Group for approval. 3. Polystyrene may require the use of a thermal barrier underlayment of 1/2" gypsum board, 3/4" perlite, or 1" wood fiber board when the application is directly over a metal deck and if the building is not equipped with an interior sprinkler system. Consult local building codes for thermal barrier requirements. 4. Polystyrene is not compatible with Coal Tar Pitch. Consult each manufacturer for specific application requirements. For boards not listed: The insulation must be FM or UL approved for the type of single -ply system being proposed and bear each Agency's labeling on its packaging as does the Hi -Tuff Membrane. You must forward a letter to JPS Design Review Group signed by an authorized officer of the company stating they will take full responsibility for the performance of the product in accordance with their published literature for the suitability of the product for the specific application for 10 years under the Stevens Hi -Tuff Roofing System. The letter must also state their fastening pattern requirement and must reference the particular job. No blanket letters will be accepted. Use of the insulation is still not authorized until accepted by Stevens in the context of the Request for Warranty, job approval procedure. 8.2104/90 JPS Elastomerics Corp. /Roofing Systems Division STEVENS Printed in U.S.A. 395 Pleasant Street, Northampton, MA 01060 413/586 -8750 Fax: 413/584-6348 ©1990 JPS Elastomerics Corp. Roofing Systems table insulations: See Hi -Tuff Div. 7 Specifications ' Manufacturer Brand name Insulation type Facer UL FM Approved for HI•Tuff Plus Approved for Recover Applications Approved for Fully Adhered Applications Fastening Requirements Mech. Attach. Fastening Regtfiremanta Fully Adhered Amoco Foam Amocor P638 & PG 39 Amofoam Extruded Polystyrene N/A X Fesco Yes' • Yes No 4 per 2'148' 6 per 4'x8' 7 per 4'x9' N/A AFM Corp. Perform 1.2.3 Contour Tile Expanded Polystyrene N/A Foil & FB X Gypsum No Yes No 6 per 4'x8' N/A Atlas Energy A/C Foam I Isocyanurate Foam Glass X X . Yes' Yes No New Const. 4 per 4k8' Reroof 5 per 4'x8' 1 per 2 sq. ft. AC Foam II Isocyanurate Foam Glass X X Yes' Yet Yes AC Foam Supreme Isocyanurate Foam Foil X X Yes Yee Yes Celotex • H•Therm AP Isocyanurate Foam Glass X X Yes' Yes Yes 5 per 4'x8' Note: Lap Seems must run perpendicular to 8 tt. dimension of board or 8 per 4'x8' 1 per 2 sq. 11. H•Therm Composite Isocyanurate Foam Glass No Yes No H•Therm SP Isocyanurate Foam Glass Yes' Yes No H•Therm Pyrox Isocyanurate Foam Glass Yes' Yes No H•Therm White Line Isocyenurate Foam Glass X X yes. Yes No HI•D Fiber BO Fiber Board N/A No No No ToprII Isocyanurate Foam Foll X X Yes Yes Yes Star AP Isocyanurate Foam Glass Yes' Yes No Tri•Ster Isocyanurate Foam Foil Yes' Yes No H•Tec Isocyanurate Foam Glass X X Yes' Yes No Diverslfoem Certifoam Extruded Polystyrene N/A X Yes' Yes No 3 per 2'x8' 5 per 4'x8' N/A Dow ® SM Syroloam, Blue Bd. 25 PSI Extruded Polystyrene N/A X Yes Yes No 2 per 2'x8' 4 per 4'x8' 1" 6 per 4'x8' N/A Dyplast laoshield STD, R•Plua & Adhered Plus Isocyanurate Foam Glass & Foil Yes' Yes • Yeti. (Adhered Plus Board Only) 4 per 4'x8' 1 per 2 sq. tt. Manville 0 Fesco•Foam Polyurethane Foam with 'h" Petite Asph /Glees X X No No No All Boards: 2 per 2'x4', 3'x4' & 4'x4' 4 per 4'x8' N/A Fescore Polyurethane Foam w/ layer of Fesco both sides Fesco X X No No No Ultragerd Gold Isocyanurate Foam Glass X Yes' No No Ultregard Premier Phenolic Foam Glass No No No N.R.G. Energy 1 Polyisocyanurate Foam Glass X X Yes Yes Yes All Boards: 4 per 3'x4' &4'x4' 6 per 4'x8' 1 per 2 sq. ft. Barrier Board Plus Polyisocyanurate Fosm w3.4" Partite Asph /Glees X X No No No R. Max Multl•Max Polyisocyanurate Foam Glass X X Yes Yes No 4 per 4'x8' 1 per 2 sq. ft. Thermarool Plus Polyisocyanurate Foam Foil /Glass X X Yes Yes No Multi•Max FA Polyisocyanurate Foam Glass X Yet• Yet Yes Temple•Eastex Tempro STD Isocyanurate Foam Glass X X Yes* Yee No 4 per 4'x8' 1 per 2 sq. ft. Tempro HD Isocyanurate Foam Glees X X Yes' Yes Yes UC industries Fosmular 250 Fosmular 404 Extruded Styrofoam Extruded Styrofoam N/A N/A X X Yes' Yes* Yes Yes No No All Boards: 2 per 2'x8' 4 per 4'x8' N/A Wood Fiber IU.S.G) Industries Structo Dek Fiberboard N/A X X Yes Yes Yes 4 per 4'x4' 8 per 4'x8' 1 per 2 sq. ft. Thee' products &reconsidered as Barrie Boards used in insulation assemblies to meet, re ratings or local building codes. They must be covered byone of the acceptable insulations previously mentioned. P1 farto the FMApprovelGu deand /o UL Building Materials Directory and Fire Resistance Directory for Barrier Board requlrsrnen s. 'This insulation is approved for HI-Tuf Plus applications, but will Incur an additional charge of e.03 per square foot over the normal HI•Tuff Plus warranty Ise. Barrier Board List and Fasteninfa Rates /Patterns Manufacturer Brand name Insulation type Facer Preliminary Fastening Patterns Celotex Celo•Therm Partite N/A See pg. 1 International Permalite Sealskin Partite N/A 1 per 4 sq, ft. Manville Fesco Perlite N/A See above Owens Corning © Fiberglas Fiberglas '4" Beads: 16 per 3'54' tsrtt -tor Thicker 4 per 3'x4' 16 per 4'4' 11 per 4'x8' Various Wallboard Type X Gypsum Paper Min. Consult Board Mfg, 4 par 4'x8' bd. TECHNICAL FOOTNOTES: • Q Dow requires 20 sq. ft. et each ounlds corner of their boards to be adhered in place with Dow Construction Adhesive on a Ballasted System. Consult Dow Specifications and Published Literature for more Inlormatlon. a Manville may require an overlaymsnt in some applications. Please consult them for specific requirements. ,. C Owens Coming requires their Olesfest systems for mechanically attachment of Fiberglas. For Ifl•Tutf Membrane attachment, Hl.Tuff ESL fasteners must be used. Hi- Tuffr" Specification Manual 2'x4' 3' x 4' 4' x 4' 00 NOT USE FOR INSULATIONS LISTED IN APPENDIX SECTION B. ALL PLATES & FASTENERS MUST BE A MINIMUM OF 6" FROM EDGE OF BOARD 4' x 8' + 4' x 10' + Review current product literature by manufacturer of insulation for specific fastening requirements and approval for specific application. CaII Stevens regarding any conflicts. • Not Approved for Hi -Tuff PIus,Total Roofing System STEVENS ALTERNATE INSULATION ATTACHMENT Hi -Tuff' Roofing Systems Revision No 2 Issue Date 5/87 Drawing No. HT -622 SECTION 3 Rev. 2; 5/87 ;.` .r' • ^!' •�, rye r'S`: .�:: •..r;s}: =•. :Ne+;, .A r i OLO C4& ra RO +INF INSUsATION, INISICSISPITION Celotex® IIV -TEC B BLACKORE. Roof Insulation is a patented, rigid, modified- polyisocyanurate foam cone with organic/inorganic facers. BLACKORE signifies a major breakthrough in foam technology. The addition of carbon black and improvements in chemical and process technology have increased the conditioned R -Value of Celotex roof insulation products up to 20%. AMMINTACES • HIGHEST R -VAWE OF ANY FELT-FACED POLYISOCYANURATE ROOF INSULATION. Reduces installed costs due to thinner insulation thicknesses and shorter fastener length. �. UGHTWEIGHT Easy to cut and handle, reducing installation time. �. EXTREMELY VERSATILE Can be used with all roofing systems. sySIF • LOOSE -LAID AND BALLASTED SINGLE -PLY • : MECHANICALLY AND SINGLE -PLY • FULLY: ADHERED SINGLE-PLY ■ MODIFIED BITUMEN • BUILT -UP ROOFING ■ WOOD, CONCRETE & METAL DECKS NOTE See Celotex HY TEC BLACKORE Roof Insulation Application Instructions (Form No. 2766 -0391) for Product details. recommended uses and warnings. NOMINAL PRODUCT THICKNESS CONDITIONED R- VAI.UE('l MAXIMUM FLUTE SPANABIUTY -.:1':Ot .::+i7. ,.z.:.'.• k.. - ^.'.: '' ~'"_ a., .... 1 i as r • . : " at .. • . :rte: :, '�-W c' m.,.�.. ' 1..'_. ; • ..v..10- 7.-.••• 1. 11.2 Compressive Strength 1.5" t3.1 .' 4W 1.9' 18.2 44/8" 2.0' 17.1 4W 2.1" 18.2 4W 2.4" 2 r. 43/4" 2.5" .2 4W 2.7" 23.3 4W 3.0' 25.8 3 28.4 3.2' 27.5 29.6 3.7" 31.7 4W 4.0" 34.3 4W (1) Conditioned R- Values were determined by ASTM C 518/C 238 In accordance with the conditioning p cedures outlined in Pima Technical Bulletin 101. For California thermal values consult Celotex. El Not Factory Mutual Class 1 Approved. 0 Factory Mutual Class 1 Approved. TYPICAL. PHYSICAL PROPERTIES PROPERTY TEST METHOD VALUE Dimensional Stability Chg. 158•F/97% R.H. Less than 2% Unear Change Service Temperature - -100'F to +250'F Product Density - Nominal 2 pcf Compressive Strength ASTM D 1821 16 psi Minimum Core Foam Flame Spread' ASTM E 84 (25' 'Nnnel Test) 25 Maximum 'These numerical ratings are not Intended to reflect hazards presented by these or any other material under actual fire conditions. COMPLIANCES --; 41 i I r k i FEDERAL SPECIFICATION HH -I- 1972/2 UNDERWRITERS LABORATORIES, INC.: Classified as "Built -Up Roof Cowering Materials" for use In the construction of Class A built -up roof coverings and loose - laid and ballasted single -ply roofing. U.L. Construction 120 and 123. FACTORY MUTUAL Subject to the conditions of approval as a roof Insulation when installed as described In the current edition of the FMRC Approval Guide. i i -- 1 :_ APPROVED STATE OF CALIFORNIA: Meets Insulation quality standards and Title 25 Foam Flammability Standards. MODEL BUILDING CODE SECTIONS: Complies with: BOCA Section 2002.0 ICBO Section 1713 SBCCI Section 717. N Characteristics, properties or performance of materials manufactured by The Celotex Corporation herein described are derived from data obtained under con- trolled test conditions. Celotex makes no warranties, express or implied, as to their characteristics, properties or performance under any variations from such condi- tions in actual construction. The Celotex Corporation assumes no responsibility for the effects of structural movement. Any deviations from these instructions voids all warranties, Including implied war- ranties of merchantability and fitness for a particular purpose. HY -TEC BLACKORE Roof Insulation Board products are protected by one or more of the following U.S. Patents: 3,903,348 4,028,168 4,169,921 4,348,133 3,940,517 4,043,719 4,284,683 4,388,983 4,411,949 4,572,885 RE30984 4,795,763 Form No. 2762 -0391 Rev. A Member /Supporter asssasssysss� ASPHALT ROOFING MANUFACTURERS ASSOCIATION NATIONAL ROOFING CONTRACTORS ASSOCIATION o- ROOFING INDUSTRY EDUCATIONAL INSTITUTE CONSTRUCTION SPECIFICATIONS INSTITUTE spri SINGLE PLY ROOFING INSTITUTE POLYISOCYANURATE INSULATION MANUFACTURERS ASSOCIATION BUILDING PRODUCTS DIVISION THE CELOTEX CORPORATION POST OFFICE BOX 31602 TAMPA, FLORIDA 33631 -3602 Printed in U.S.A. • Tapered Roof Systems The Systematic Solution to Water Problems Description Permalite tapered roof insulation, cant, and edge strip are factory fabricated from rigid perllte insulation board. Tapered Roof insulation System's are available with slopes of VW, Ye", 'he", 'II ", 'le ", 1l7" per foot and in thicknesses of 1/2" to 2'4Y. International Permalite Sealskin® roof insulation Is used as a filler. Uses • Where positive drainage Is required to eliminate ponded water. • Where insulation with additional R -value is required. • A sloped substrate for most mem- . branes over all structural deck systems. Benefits • The most cost - effective design for both positive drainage and insulation. • International Permalite provides color - coded shop drawings. • Accurate and competitive bids from Independent contractors using manufacturer's material estimates. • Quality application by trained contractors. • International Permalite Sealskin proves its performance over 30 years. • Complete design, take off, and system information services from a national network of 4 design centers. Tapered Insulation Values .. Arerege' .; 'Thlclmosa.::.. r '': ;:1tlominal ~c. ,'r�� •!C "Values•.,i. :"A ?iYalues ., lib' .24 4.17 2" .18 5.56 2'b" .15 6.67 3" .12 8.33 3'h" .103 9.71 4" .09 11.11 4'h" .08 12.50 • " PER FOOT STANDARD • we 1'/; t• 11/4' Itailiniit,1111 ECONOLINE D w PermaColor label (ORANGE) 1/.• 1/• ':.eiieilK111111 ECONO•PLUS 8 2 /. PANEL BUNDLE Pas.. S. EA 24 2 A 16 128 B 1 96 C 10 64 D 8 64 E 6 48 F 6 48 4 32 3/16" PER FOOT lv; STANDARD A3. TRW As a4. Pe olor IT i' Shop • ngs- 1/4" PER FOOT 1Y; �n• AA BB STANDARD AI 84 ECONOLINE 2 /i ECONO•PLUS A � PPANEL ...`: .: g 1.' •3 7 ":. :BUNDLE .111/4:3-.f.....'. S.F. A3 r 12 18 144 B3 8 12 96 BB I T.11 PermaColor label (YELLOW) 4)ANEL ;1.Z.... , BUNDLE Pcs:-.:..S.F. • AA 12 96 BB 8 64 A4 18 144 4 10 80 C 6 48 D4 4 32 3/a" ER FOOT t, 13/4* LSA B38 STANDARD PermaColor label (BROWN) :; • ANEL.4..- •BOND �:■4,ry'r•Y.•; -,-,•', .:.Parr, •; S. A38 16 128 B38 8 84 ' ANEL:1 ;; ','BUNDLE • • 'j.. ".-i'... _.. .:pa': S.F. S 12 96 aripgussysamemseseIBers Typical Tapered Perlite System 6 Tapered Penile Boards Perlite FIII Boards Typical Tapered Perlite Panel Size CERTIFICATES Mr. Don Guthrie WAYNE'S ROOFING, INC. 13105 Houston Road Sumner, WA 98390 Re: Approved Contractor Status STATEMENT OF APPROVAL OF CONTRACTOR This is to verify that Wayne's Roofing, is an approved contractor with Steven's Roofing Systems and has been since July of 1984. They continue to do outstanding work and are therefore, eligible for the manufacturer's guarantee on all projects that meet Steven's specifications. Sincerely, STEVEN'S ROOFING SYSTEMS • Michael Minturn District Manager MM:ns JPS Elastomerics Corp . /Roofing Systems Division STEVEI V� 395 Pleasant Street, Northampton, MA 01060 413/586- 6750 Fax: 413/554-5348 Roofing Systems ROOF COVERING MATERIALS (TEVT) 301 ROOFING SYSTEMS (TGFU) -- Continued Class A — MechanIcalty_F�� 1, Deck: NC q �Tnci ne: No Limitations Insulation: Cellular concrete, gypsum concrete, vermiculite concrete, perlite concrete or struc- tural concrete. Slip Sheet (Optional): JPS Supreme. Membrane: "HI•Tuff" (CSM). 2. Deck: NC • incline: No Limitations Insulation (Optional): Any of the following UL Labeled insulations: polystyrene, glass fiber, perlite, perlite /urothane. wood fiber or polyisocyanurate, any thickness. Barrier Board: 1/2 in. thick gypsum board. Membrane: "HI-Tuff" (CSM). 3. Deck: NC insulation: Polystyrene, any thickness. Slip Sheet: JPS Supreme. Incline: No Limitations 4. Deck: NC incline: 3 insulation: Celotex "Hy.Tec ", "Hy-Therm AP ", "Hy-Therm SP ", "Thermax Top R II ", NRG Barri- ers " E'NRG'Y 1M", Firestone "ISO 95 +GL ", 1 in. m . M : mbrane: "HI•Tuff" or "Hi-Tuff Colors" (CSM). Inc ne: 3 Insulation: Po ys rene, any ckne Slip Sheet: JPS Supreme. Membrane: "HI-Tuff" or "Hi-Tuff Colors" (CSM). 8, Deck: NC incline: 3 Insulation: Cellular concrete, gypsum concrete, vermiculite concrete, perlite concrete or struc- tural concrete. Membrane: "Hi-Tuff" or "Hi-Tuff Colors" (CSM). 7, Deck: NC Incline: 3 Barrier Board (Optional): 15/32 in. min plywood. Insulation (Optional): Any UL Classified, any thickness. Insulation: 1/2 in. min wood fiberboard. Membrane: "Hi-Tuff" or "HI-Tuff Colors" (CSM). 8. Deck: NC incline: 2.1/2 Slip Sheet (Optional): (15 mil min) JPS Slipsheet or Lydall "Manniglas 1200 ". Insulation: One or more layers fiber glass, perlite board, RMax "Multi-Max", Wood Fiber Indus- tries Inc. "Structodek ", Huebert wood fiber, Apache "White Line ", Atlas Energy Products "AC Foam I" or "AC Foam 11 ", NRG Barriers "E'NRG'Y 1M". Celotex "Thermax Tap R 11 ", "HyTec ", "HyTec II, "Hy-Therm SP ", "Hy-Therm AP", "Hy-Therm White Line" or "Thermax Star AP ". any thickness. Membrane: "Hi-Tuff" or "HI-Tuff Colors" (CSM). 9. Deck: NC Incline: 1 Insulation: RMax "Thermaroof Plus ", any thickness. Membrane: "Hi-Tuff" or "HI-Tuff Colors" (CSM). 10. Deck: C-15/32 Incline: No Limitations Insulation (Optional): Any of the following UL Labeled insulations: polystyrene, glass fiber, perlite, perlite /urethane, wood fiber or polyisocyanurate, any thickness. Barrier Board: 1/2 in. min gypsum board with all joints staggered a min of 8 in. from the ply- wood joints, Membrane: "Hi-Tuff" (CSM). 11. Deck: C•15/32 Incline: 3 Barrier Board: 1/2 in. gypsum board with all joints staggered a min of 8 in. from the plywood joints. Insulation (Optional): Celotex "Thermax Top R I( ", "Hy•Tec ", "Hy.Tec II ", "Hy-Therm SP ", "Hy- Therm AP ", "Hy-Therm White Line ", Firestone "ISO 95 +GL ", Atlas Energy Products "AC Foam 1" or "AC Foam 11 ", NRG Barriers " E'NRG'Y 1A ", " E'NRG'Y 1M, wood fiber or perlite, any thick- ness. Membrane: "Hi-Tuff" or "Hi-Tuff Colors" (CSM). 12. Deck: C•TG 1.1/2 Incline: 3 Barrier Board (Optional): 1/2 in. plywood. Slip Sheet: (15 mil min) JPS Siipsheet, Lydall " Manniglas 1200" or "Manniglas 1151" (foil side down). Insulation: (1.5 in, min) Celotex 'Thermax Top R II ", "Hy-Therm AP", "Hy-Therm SP ", "HyTec ", "HyTec II" or NRG Barriers " E'NRG'Y 1", Membrane: "HI-Tuff" or "HI-Tuff Colors" (CSM). 13. Deck: C 15/32 Incline: 2.1/2 Barrier Board: 1/2 In. gypsum board with all joints staggered a min of 8 In. from the plywood joints. Insulation (Optional): Apache "Pyrox" or RMax "Multi-Max", any thickness, Membrane: "HI-Tuff" or "Hi-Tuff Colors" (CSM). 14. Deck: C•15/32 Incline: 2 Slip Sheet (Optional): Fortlfiber Corp. "Pyrokure 800" or red rosin sheet nailed followed by Type 15 asphalt organic felt, hot mopped. Slip Sheet: (15 mil min) JPS Slipsheet or Lydell "Manniglas 1200 ". Insulation: Glass fiber, 15/18 in, min or perlite, 3/4 in. min. Insulation (Optional): Celotex "Hy-Therm White Line ", "HyTec", "Hy-Therm SP ", "HyTherm AP ". 'Thermax Top R II ", Firestone "ISO 95 +GL ", NRG Barriers "E'NRG'Y 1M", Manville "UI• traGard Gold ", RMax "Muiti•Max" or ' Thermaroof Plus", may be placed over the 15/18 in. glass fiber or 3/4 In, perlite, any thickness. Membrane: "Hi-Tuff" or "Hi -Tuff Colors" (CSM). 15, Deck: C•15/32 Incline: 1 Barrier Board: 1/2 in. gypsum board with all joints staggered a min of 8 in. from the plywood joints. insulation (Optional): Polystyrene, 1 In. max. Barrier Board: 3/4 in. min partite board. LOOK FOR MARK ON PRODUCT Hi- Tuff' Specification Manual /u 14JJ ,�rtil p ll r., �. /N s ,r. 'O rr ' =' ,. Ju sr'. ".n•• ti � j. .f, 1 �— ll, ati 5i r tit /IfL yaNSta —� t Hr. .,t115Jr -•� t /p, 1N �•�� IIL 0 fi . 4 STEVENS Elastomerics J.P. STEVENS & CO.. INC. NORTHAMPTON. MA 01061 (417) 586-8750 H af1 . WARRANTY FOR COMMERCIAL. BUILDING Building Owner Building Location __ A Date of Completion _ )at'6 of Inspection Approved by J. P. STEVENS & CO., INC„ tevens ") warrants to the Building Owner, ("Owner"), of the building described above, that subject to the terms, conditions, and limitations stated here- in, Stevens will repair any leaks in the Hi -Tuff Roofing System 1 "Roofing System "), but not to exceed the Owner's original cost of the installed roof over the life of this Warranty, in• stalled by a Stevens Authorized Roofing Applicator for a period of tD years com- mencing with the date of the final Inspection and acceptance of the Roofing System installa• tion by Stevens (except as stated in paragraph No, 6) TERMS, CONDITIONS, LIMITATIONS 1. Owner shall provide Stevens with written notice within thirty 1301days of the discovery of any leaks in the Roofing System. 2. 11, upon Stevens' inspection, Stevens determine, that the looks in the Roofing System are caused by defects In the Stevens Roofing System's material or workmanship of the Stevens' Authorised Roofing Applicator tempt se provided In parsgr.phl No. 3 and /,Owner's remedies and Stevens' liability shall he limited to Stevens' repair of the Roofing System. subject to the cost limitation set forth above. 3. This Warranty shall not be applicable. If. In the judgment of Stevens. any of the following shall occurs tai The Roofing System is damaged by natural disasters, including but not limited to lightning. pia, hurricanes, tornados, and serthqu►kes.or: lb) The Roofing System is damaged by any acts of negligence. accident,. or misuse. Including but not limited to, vandalism, civU disobedience, or acts of war, or: n•, Mend work. droll Inertia. (d.lrnrrr, or other material nut furnished by Stevens a toed in the R,adtnu wn,mr and %'Y` d ! (00000 link„ AP 4. This Warranty shall be null and void if in the Judgment of Steven, any of the following shall occur. s ,. 3,. 4i It afar installation of the Roofing System by a Staves Authoritd Roofing Applicator there are any alteration' or repairs made . ' ••c •X on or through the roof or objects such ea, but not limited to structure'. fixtures, or utilities an placed upon or attachd to the roof. y>i sw� • without lint obtaining written authoriuuon from Simone or: �..;. y.. 'r Ibt t• oilurebytheOwne torbare touse raaonableaninmomtalnlngtheroof .o, '' (Q�rt- tci Owner 40810 comply with every lean or condition stated therein. � . f''L • r: ;y� S; During the tom of this Warranty, Stevens. its apnea or employees. shill ha Wt free teems to the root during regular business hours. i 'i ' 6. Stwen, shall have no obligation under this Warranty until all bills for installation. supplies and service have been paid in full to the r• y, e Stevens Authorized Roofing Applicator and aU material suppliers. including Stevens. ». i;; 1. Stevens' failure at any time to enforce any of the terms or conditions surd herein shall not be construct to be a waiver of such provi• "ion, 6. This Warranty supersedes and a in kw of any and all other exorcised warranties that are in conflict with the tams and conditions '+y stated herein.•. 'a�w� ,• THERE ARE NO WARRANTIES WHICH EXTEND BEYOND THE FACE HEREOF. STEVENS r�✓ / /'� SHALL NOT BE LIABLE FOR ANY INCIDENTAL OR CONSEQUENTIAL DAMAGESRESC'LT• j ING FROM ANY BREACH OF WARRANTY, ; NO REPRESENTATIVE OF STEVENS HAS AUTHORITY TO MAKE ANY REPRESENTA. 1� TIONS OR PROMISES EXCEPT AS STATED HEREIN. 9i: STEVENS ELASTOMERICS 10' ?; J. P. STEVENS &CO „INC, i •,"•. , likift i� The Hi- Tuff' Warranty. 1 Rev. 2: 5/87 1 -3 . •� ts„ °SJ.1 , • • • i • • • • e- • Report • Geotechhical Engineering Services Lot No'. 3' Segale Bu; * • 'Park • Tukwila, Washington • • September 8; 1993 • • P. 1 •1 1 ,• Geo 0 Engineers M.A. Segale, Inc. P.O. Box 88050 Tukwila, Washington 98138 Attention: Mr. Dana Warren September 8, 1993 Report Geotechnical Engineering Services Lot No, 3 - Segale Business Park Tukwila, Washington • File No. 0171- 030 -R02 Geotechnlcaf; Geoenvironmental and Geologic Services INTRODUCTION This report presents the results of our geoteclmical engineering services for the development of Lot No. 3 at the Segale Business Park in Tukwila. Lot No. 3 is located south of South 180th Street, and west of Andover Park West, at the north end of Segale Business Park. Our services are performed in accordance with a services agreement dated April 20, 1993, that you executed on August 12, 1993. Our understanding of the current project is based on information you provided and on our past experience at the site. The information includes a topographic map of, the site that shows the proposed building outline, foundation loading information, and settlement data from the preload program that was conducted at the site from March through June, 1991. We understand that the project will consist of a single story office building and warehouse structure, with adjacent parking areas and access drives. The structure will be 600 feet long in the east -west direction and 150 feet wide. The structure will parallel an existing railroad track on the south side of the building and will have dock -high retaining walls along the track and at truck loading docks. Gco &ngincers completed an exploration of the site for an earlier deVelopment plan. The results of these past services were presented In a report dated May 19, 1983 (GEI Pile No. 0291- 002 -R02). We have also completed numerous other geotechnical explorations in the general project area. The discussions and recommendations presented in this report are based on our experience from these past projects; test borings specific to the proposed building were not ,included in our scope, GeoEngineers, Inc, 8410 154th Avenue N.E. Redmond, WA 98052 'Mephone (206) 8611000 Fax (206) 861•050 __ .•_ .�• �+aP_c I'I!'LLLL P.3 M.A. Segale, Inc. September 8, 1993 Page 2 PURPOSE AND SCOPE The purpose of our services is to develop geotechnical engineering recommendations for the currently proposed site development scheme on the basis of existing geotechntcal information for the site; and to evaluate the past surcharging of the site. The scope of our services includes the following specific tasks: 1. Develop recommendations for site preparation and earthwork. 2. Develop recommendations for shallow foundation and floor slab support. 3. Esth'.ate postconstniction foundation settlement, 4. Evaluate the past preloading of the site and develop reconunendations for additional preloading, if necessary. S. Develop recommendations for pavement sections. 6. Discuss seismic design criteria, 7. Docutnent our services in a written report containing our conclusions and recommendations, We lave already completed the evaluation of the preloading and settlement data for the preload program that was conducted at the site from March through June, 1991. We presented our evaluation in a letter to M.A. Scgale, Inc. dated August 27, 1993, That letter also presented recommendations for modifying the preload fill to accommodate a reconfigured building outline. The evaluation of the preload program and the recommendations for modifying the preload fill are not included in this report. SITE CONDITIONS The Lot No. 3 site is nearly level and the ground surface ranges from approximately Elevation 20 to 24 feet. An existing Quick Stop store occupies the northeast corner of the property, and a railroad track parallels the southern property line•of the site. As part of our evaluation, we reviewed geotechnical data from our past exploration at the site, and data from nearby sites. This data consists of test borings, dutch cone probes and test pits that describe the subsurface soil stratigraphy, and laboratory test data that describe the geotechnical characteristics of the subsurface soils. The subsurface conditions at the site are as follows. The project site is mantled by a variable thickness of older and more recent fill. The older fill ranges from approximately 3 to 7 feet thick, and consists of loose to medium dense sand and silty sand, and soft to stiff silt and sandy silt, The recent fill is from the preload placed at the site in 1991, and covers most of the arca of the proposed new building. This fill is about 2 to 3 feet thick and consists of dense sand and gravel. The fill is underlain by interlayered deposits of very loose to medium dense sand and silty sand, and very soft to medium stiff silt and sandy silt, These deposits extend•to a depth In the a c A x n V 1 n! At :L) 1.1 Jj UV • 1'J LHIILL I•IULLLLL: cUV Ja�J'U .4 P.4 M.A. Scgalc, Inc. September 8, 1993 Page 3 range of approximately 15 to 20 feet below the ground surface. The interlayercd deposits are moderately to highly compressible and could cause significant total and differential settlement of foundations and slabs -on -grade unless a suitable preload program is performed at the structure. The interlayered deposits arc underlain by a relatively thick deposit of sand and silty sand with Isolated lenses of silt and sandy silt. This deposit extends to a depth in excess of 120 feet below the site. The sand is generally medium dense to dense and the silt is medium stiff to stiff. Relative to the current development plans, these soils are essentially incompressible and should not affect the building performanr_. Ground water measured in borings at the site ranged from 80. to 9 feet below the ground surface. CONCLUSIONS AND RECOMMENDATIONS GENERAL We .conclude that the site is suitable for development of the proposed project. The additional preload to accommodate a reconfigured building outline that we recommended in our letter dated August 27, 1993 is currently in place. We understand that the building construction will begun in late September, 1993. The following sections present our geotechnical recommendations for the project. EARTHWORK Site Preparation The subgrade materials in areas to receive structural fill, pavements or structural improvements should be recompacted prior to placing fill, or constructing pavements or improvements. The subgradc preparation may require that the subgrade material be scarified to a depth of about 8 inches, and moisture conditioned. Recommendations for moisture conditioning and fill compaction are presented in the following sections of this report, Structural Fill Material All fill used on the project should be structural fill quality material. Structural fill material should be free of debris, significant organic contaminants and rock fragments larger than 6 inches. The workability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing the No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult or impossible to achieve, If material is imported to the she for structural fill during dry weather conditions, we recommend that it. have no more than about 15 percent fines, If the material Is too wet when O t o R n r i n t e r s nu. 1q, no-te n,n.nn, P.5 M.A. Segalc, Inc. September 8, 1993 Page 4 delivered to the site, or of it becomes overly wet from rain, it must be aerated and dried out prior to placement as fill. To remain workable during wet weather construction, material with no more than about 5 percent fines should be used. Fill Placement We recotnmcnd the following general requirements to be applied to all fill and backfill placement. • 1. All fill and backfill must be plartd in thin lifts so that uniform compaction can be achieved throughout the entire lift thickness. In general, soils with more than about 5 percent fines must be placed in lifts of 8 inches or less loose thickness. Granular soils with less than 5 percent fines can be placed in lifts of about 12 Inches or less loose thickness. Each lift must be compacted prior to placement of the subsequent lift. 2. All general fill and backfill must be compacted to at least 90 percent of the maximum dry density determined by the ASTM D1557 test procedure. All fill below foundations must be compacted to at least 95 percent of the maximum dry density (ASTM D1557). The uppermost 12 incites of subgrade soils below slabs -on -grade and pavements must also be compacted to at least 95 percent of the maximum dry density (ASTM D1557). 3. Prior to compaction, the material should be moisture conditioned to within about 3 percent of optimum moisture content. 4. Compaction must be achieved by mechanical means. Jetting, ponding or•flooding must not be allowed as a means to achieve compaction. During fill and backfill placement, a suitable number of in -place density tests should be performed concurrently with the placement to check that the required compaction is being achieved. Temporary Cut Slopes Temporary cut slopes arc anticipated for construction of dock -high retaining walls and underground utilities. All temporary cut slopes and shoring must comply with the provisions of Title 296 WAC, Part N, "Excavation, Trenching and. Shoring." The contractor performing the work must have the primary responsibility for protection of workmen and adjacent improvements, deciding whether or not to use shoring, and for establishing the safe inclination for open -cut slopes. Temporary unsupported cut slopes and trenches less than 4 feet decp may be inclined at 111:IV (horizontal to vertical). Some sloughing and ravelling of these cut slopes should be expected. Temporary covering with heavy plastic sheeting should be used to protect these slopes during periods of rainfall. o e o E n s i n e e r s Pile No, 0171 .07A402 . .it. ___•. Li M.A. Segale, Inc. September 8, 1993 Page 5 P. Drainage All ground surfaces, pavements and sidewalks should slope away from the structure. Surface water runoff should be controlled by a system of curbs, berms, drainage swales, and/or catch basins, and discharged into a storm water collection system. Roof drains should be tightlined to discharge into the storm water collection system and must not be directed into wall backdrains. No surface water should be discharged into wall, footing or floor subdrains. Utility Trenches Trench excavation, pipe bedding, and trench backfilling should be completed using the general procedures described in WSDOT Standard Specifications, Section 7 -17, or other suitable procedures specified by the project civil engineer. Utility pipes should be bedded in sand and smooth rounded gravel, such as specified in WSDOT Standard Specifications, Section 9- 03.15. Additionally, we recommend that the pipe be covered with bedding material to at least 1 foot above the pipe. This bedding material must be compacted as specified above, but care must be taken to avoid damage to the pipe. Backfill placed above the bedding material must consist of structural fill quality material as discussed above. If material is hnportcd for trench backfill, we recommend ,importing bank run gravel as specified In WSDOT Standard Specifications, Section 9- 03.19, limited to less than 5 percent fines, Utility trench backfill can be placed in lifts of 12 Inches or less loose thickness below a depth of 5 feet from finish grade. Within S feet of finish grade, backfill should be placed in lifts of 8 inches or less loose thickness such that adequate compaction can be achieved throughout the lift, Each lift must be compacted prior to placing the subsequent lift. Prior to compaction, the backlil should be moisture conditioned to near optimum moisture content, if necessary. FOUNDATION RECOMMENDATIONS Footing Design We recommend that the proposed structure be supported on conventional spread footings, We recommend continuous wall footings be a minimum of 18 inches wide and isolated column footings be a minimum of 24 inches wide. Exterior footings should be founded at least 18 inches below the lowest adjacent finished grade. Interior footings should be founded a minimum of 12 inches below lowest adjacent soil grade. Footings can be designed for an allowable bearing capacity of 3,000 psf. This bearing capacity is for the combination of dead and long -term live loads, and may be increased by up to one -third to account for short -term live loads such as wind or seismic forces. GcoEnglneors File Uonh7l.111A.PAT P.? M.A. Scgalc, Inc. September 8, 1993 Page 6 Foundation Settlement We estimate that the total postconstnrction settlement of structures supported on footings designed according to these recommendations could range from about 1 to 1 inch. Maximum differential settlements should be less than r/ inch, measured along 25 feet of continuous wall footing or between adjacent comparably loaded isolated footings. We expect that these settlements will tend to occur rapidly after the loads are applied. Loose or disturbed soils not removed from the footing excavations prior to placing concrete will result in increased settlement. Any soft or loose material encountered or created in the footing excavations must be repaired. Repairs can consist of recompacting the material, if the soil moisture content is appropriate, or removal and replacement with suitable structural fill. The depth of removal should be determined by a representative of GeoEngineers. Lateral Load Capacity Lateral loads can be resisted by a combination of friction between foundation concrete and the supporting soil, and by the passive lateral resistance of the soil surrounding the embedded portions of the foundations, A coefficient of friction between concrete and soil of 0.35 and a passive lateral resistance corresponding to an equivalent fluid density of 300 pcf (pounds per cubic foot) may be used for design. The friction coefficient and passive lateral resistance are allowable values, and incorporate factors of safety of approximately 1.5, if soils adjacent to foundations are disturbed during construction, the disturbed soils must be recompacted, otherwise the lateral passive resistance value must be reduced. RETAINING WALLS The structure will include dock -high walls at the truck loading areas and on the south side of the building along the existing railroad track. The dock -high walls should be designed as retaining walls. We expect that the walls will not be structurally restrained; therefore, active lateral earth pressures are appropriate for design of the walls. The walls will also be surcharged by live loads from equipment used to unload delivery trucks and rail cars, and possibly by stacked merchandise. The retaining walls should be designed to resist lateral soil pressures equal to an equivalent fluid density of 35 pcf (pounds per cubic foot). Additional lateral pressures should be superimposed on the soil pressure to account for surcharges. We recommend assuming a uniform lateral pressure of 100 psf for equipment surcharges and/or stacked merchandise. These pressures assume the walls are fully backdralned and hydrostatic pressures are prevented from building up behind the walls, To provide backdrainage behind retaining walls, we recommend that backfill within 2 feet of walls consist of free draining material. Free draining material should consist of a mixiure of about 30 to 40 percent clean medium to coarse sand and 60 to 70 percent fine gravel, with less than 5 percent fine material, GeoUnsinecrs P.8 M.A. Segale, Inc. September 8, 1993 Page 7 A 4-inch- diameter perforated, heavy wall collector pipe should be installed within the free draining material at the base of the wall: The pipe should be laid with a minimum slope of one percent and discharge into the storm water collection system to convey the water off- -site. The pipe installation should include a cleanout riser with cover located at the upper end of the pipe run. The cleanout could be placed in a flush mounted access box cast into the floor slab. We recommend against discharging roof downspouts into the perforated pipe providing wall backdrainagc. I3ecause the dock -high wall at the railroad track will be on the order of 480 feet long, it may be necessary to have several discharge locations for the wall backdrain pipe. We recommend that each backdrain pipe segment have a cleanout. Alternatively, the walls cart be provided with weepholes to discharge water from the free - draining wall backfill material. The weepholes should be 3 -inch diameter, and spaced about every 8 feet center -to- center along the base of the walls. The weepholes should be backed with galvanized heavy wire mesh to prevent loss of the backfill material. Care should be taken by the contractor during filling adjacent to walls to avoid overstressing the walls. Pi11 placed within about 5 feet of walls should be compacted with hand - operated or small self - propelled equipment, Heavy compactors should not be used within about 5 feet of walls. SLAB- ON•GRADE FLOORS We recommend that concrete slabs-on-grade be constructed on a gravel layer to provide uniform support, drainage and to act as a capillary break. The gravel layer should be placed upon a suitably prepared subgrade. We recommend that the subgrade soil for slabs -on -grade be compacted as described previously. The prepared subgrade should be evaluated by proofrolling thoroughly to locate any soft or pumping soils. if proofrolling is not practical, the prepared subgrade should be evaluated by probing with a 1/2- inch - diameter steel rod. If any soft or pumping soils are present, such unsuitable soils should be overexcavated and replaced with structural fill to the depth determined by a representative of our firm. The gravel layer below slabs -on -grade should consist of 4 inches of clean crushed gravel, with a maximum particle size of 11/2. inches and negligible sand or silt. If water vapor migration through the slabs is objectionable, the gravel should be covered with a heavy plastic sheet to act as a vapor barrier. This will be desirable where the slabs will be surfaced with tile or will be carpeted, We recommend against covering the plastic sheet with sand In areas where the slabs will support travelling equipment loads. I3ecause the slabs will support travelling loads from equipment such as•.fork lifts, we recommend that any expansion or construction joints be reinforced with dowels to limit movement between the adjacent segments, and reduce edge spalling. G c o E n 6 1 n o e r C aegale, Inc. September 8, 1993 Page 8 PAVEMENT DESIGN AND SUBGRADE PREPARATION Parking area and access drive pavement subgrades should be prepared as described previously in the earthwork section of this report. In addition to these requirements, we recommend that the prepared subgrade be proofrolled thoroughly prior to paving to locate any soft or purnping soils. If proofrolling is not practical, the prepared subgrade should be evaluated by probing with a 1/2-inch-diameter steel cod. If soft or pumping soils are encountered, such unsuitable subgrade soils should be overexcavated and replaced. The depth of overexcavacion should be determined by GeoEngineers. It may be possible to limit the depth of overexcavacion of unsuitable subgrade soils by placing a geotextile reinforcement fabric such as lvtirafi SOOX (or similar material) on the overexcavated subgrade and covering the geotextile with base course material or rock spalls. The geotextile will provide additional support by bridging over the soft material, and will help reduce fines contamination into the gravel or rock spalls. The combination of geotextile and gravel or rock should provide a stable base on which to place and compact other pavement base course materials. We recommend the pavements in areas to be used exclusively for light vehicle parking (no truck parking) consist of 2 inches of Class B asphalt concrete over 4 inches of crushed surfacing base course. For pavements in access drives and truck parking areas, we recommend providing 3 inches of asphalt concrete over 6 inches of crushed surfacing base course. The base course should be compacted to at least 95 percent relative compaction. If pavements are not constructed prior to we weather, consideration should be given to covering the areas to be paved with ATB (asphalt treated base) for protection. Parking areas should be surfaced with 3 inches of ATB, and driveways for materials delivery should be surfaced with 4 inches of ATB. Prior to placement of the final pavement sections, we reconunend that areas of ATB pavement failure be removed and the'subgrade repaired. If ATB is used and is serviceable when pavements are constricted, the crushed surfacing base course can be eliminated, and the design asphalt concrete thickness placed directly over the ATB. These pavement sections and recommendations for temporary protection may not be adequate for heavy construction traffic conditions such as imposed by concrete Transit mixers, dump trucks or crane loads. Additional pavement thickness may be necessary to prevent pavement damage during construction, and /or repair of damaged pavements should be anticipated. SEISMIC CONSIDERATIONS General The project site is in an area generally considered a seismic hazard area because the site is on the Green River flood plain and Is underlain by loose alluvium below ground water level. Loose alluvium below ground water level is considered to be potentially susceptible to earthquake induced liquefaction. GeoEnRinoori no No. O%71.030•R0: September 8, 1993 Page 9 The Puget Sound area is a seismically active region and has experienced thousands of earthquakes in historical time, Seismic hazards from earthquakes include ground shaking, ground rupture from lateral spreading and surface fault rupture, liquefaction, and landslides. No active faults are known to cross the site; therefore, the potential for surface fault rupture is considered low. The project will not have significant slopes; therefore, landsliding will not be a concern, The site has been subjected to several moderate to severe earthquakes in the last several decades. However, we find no evidence that these earthquakes resulted in damage to structures, roads or burled utilities in the immediate area of the project. On the basis of past earthquake activity, the Uniform Building Code (UDC) has assigned the Puget Sound region a Zone 3 rating for seismic activity on a scale of 1 (lowest) to 4 (highest), The subsurface soil conditions at the site are most appropriately classified as a Soil Profile Type S3 as defined in UBC. Liquefaction Liquefaction Is a phenomenon where soils experience a rapid loss of internal strength as a consequence of strong ground shaking. Ground settlement, lateral spreading and /or sand boils may result from soil liquefaction, Structures supported on liquefied soils could suffer foundation settlement or lateral movetnent that could be severely damaging to the structure. Conditions favorable to liquefaction occur in loose to medium dense, clean to Moderately silty sand, that is below the ground water level. Such soil and ground water conditions are present at the site. The interlayered deposits of loose to medium dense sand and silty sand that underlie the fill to 'a, depth of approximately 15 to 20 feet below the ground surface are potentially liquefiable. Ground water was observed in borings at the site ranged from 81/2 to 9 feet below the ground surface. Therefore, the zone of potential liquefaction extends from about 812 to 20 feet below the ground surface. The upper 81/2 feet of existing soil above the ground water Ievel is nonliquefiable, The site development also calls for grade to be raised by about 3 feet at the structure. Therefore, the potentially liquefiable soils will be covered by about 111/2 feet of nonliquefiable material. Because the potentially liquefiable soils will be covered by about 111/2 feet of nonliquefiable material, it is our opinion that liquefaction within these lower soils should not result in disruption at the ground surface. However, we can not conclude absolutely that ground surface disruption will not occur. If the possibility of liquefaction induced ground surface disruption is not acceptable, than the structure would need to be supported on deep foundations extending below the potential depth of liquefaction. It should be noted that these conclusions regarding seismic Liquefaction are based on qualitative evaluations, and not on site specific seismic analyses. The conclusion that liquefaction O o o E n a t n a t r s Pill No. 0171 -0304102 1Vl.H..�egaie, me. September 8, 1993 Page 10 within lower soils at the site should not result in ground surface disruption is not intended to preclude structural damage resulting from other earthquake characteristics, such as severe ground shaking. LIMITATIONS We have prepared this letter for use by M. A. Segale, ,Inc. and other members of the project team Involved in the development of Lot No. 3 at the Segale Business Park in Tukwila, Washington. The conclusions and recommendations in this letter should be applied in their entirety. If there are any changes in the grades, location, configuration or type of construction planned, the conclusions and recommendations presented in this letter might not be fully applicable. If such changes are made, we should be given the opportunity to review our conclusions and recommendations and to provide written modification or verification, as appropriate. There are possible variations in subsurface conditions from those we assumed to develop our conclusions and recommendations, Because of this, some contingency for unanticipated conditions should be included in the project budget and schedule. We recommend that sufficient monitoring, testing and consultation be provided by our firm during construction to confirm that the conditions encountered are consistent with those we assumed, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated; and to evaluate whether or not earthwork and foundation installation activities comply with the contract plans and specifications. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No other warranty, express or implied, should be understood. a 0 •�• ■.iul £L L.. September 8,'1993 Page 11 We appreciate being given the opportunity to provide services on this project. If you have questions or wish to discuss this information, please call. TAT;J WK; Document ID: 017I030.R Two copies submitted Yours very truly, Geo1ngineers, Inc. -745414eo A grye-k. Thomas A. Tobin, P.E. Senior Geotechnical Engineer Jon W. Koloski Principal Geo Engineers M.A. Segale, Inc. P.O. Box 88050 Tukwila, Washington 98138 Attention: Mr, Dana Warren August 31, 1993 RECEIVED CITY OF TUKWILA S E P n 1 1993 PERMIT CENTER Geotechnical, Geoenvironmental and Geologic Services Geotechnical Services Interim Evaluation and Preliminary Recommendations Lot No, 3 - Segale Business Park Tukwila, Washington File No. 0171 - 030 -R02 INTRODUCTION This letter summarizes our evaluation of settlement and surcharge data regarding Lot No, 3 at the Segale Business Park in Tukwila. We also present recommendations for additional preloading of the site to accommodate a revised building outline, and preliminary geotechnical recommendations for foundation design. The discussion herein confirms our previous verbal discussion and preliminary recommendations given to you for this project. Our services are performed in accordance with a services agreement dated April 20, 1993, that you executed on August 12, 1993. Our understanding of the current project is based on information you provided and on our past experience at the site. The information includes a topographic map of the site that sliows the proposed. building outline, foundation loading information, and settlement data from the preload program that was conducted at the site from March through June, 1991. We understand that the project will consist of a single story office building and warehouse structure, with adjacent parking areas and access drives. The structure will be 600 feet long in the east -west direction and 150 feet wide. The structure will parallel an existing railroad track on the south side of the building and will have dock high retaining walls along the track and at truck loading docks. GeoEngineers, Inc. 8410 154th Avenue N.E. Redmond, WA 98052 Telephone (206) 861-6000 Fax (206) 861-6050 M.A. Segale, Inc. August 31, 1993 Page 2 GeoEngineers completed an exploration of the site for an earlier development plan. The results of these past services were presented in a report dated May 19, 1983. We have also completed numerous other geotechnical explorations in the general project area. The discussions and recommendations presented in this letter are based on our experience from these past projects. SITE CONDITIONS Lot No. 3 is located south of South 180th Street, and east of Andover Park West, at the north end of Segale Business Park. The site is nearly level and the ground surface ranges from approximately Elevation 20 to 24 feet. An existing Quick Stop store occupies the northeast corner of the property, and a railroad track parallels the southern property line of the site. As part of our evaluation, we reviewed geotechnical data from our past exploration at the site, and data from nearby sites. This data consists of test borings, dutch cone probes and test pits that describe the subsurface soil stratigraphy, and laboratory test data that describe the geotechnical characteristics of the subsurface soils. The subsurface conditions at the site are as follows. The project site is mantled by a variable thickness of older and more recent fill. The older fill ranges from approximately 3 to 7 feet thick, and consists of loose to medium dense sand and silty sand, and soft to stiff silt and sandy silt. The recent fill is from the preload placed at the site in 1991, and covers most of the area of the proposed new building. This fill is about 2 to 3 feet thick and consists of dense sand and gravel. The fill is underlain by interlayered deposits of very loose to medium dense sand and silty sand, and very soft to medium stiff silt and sandy silt. These deposits extend to a depth in the range of approximately 15 to 20 feet below the ground surface. The interlayered deposits are moderately to highly compressible and could cause significant total and differential settlement of foundations and slabs -on -grade unless a suitable preload program is performed at the structure. The interlayered deposits are underlain by a relatively thick deposit of sand and silty sand with isolated lenses of silt and sandy silt. This deposit extends to a depth in excess of 120 feet below the site. The sand is generally medium dense to dense and the silt is medium stiff to stiff. Relative to the current development plans, these soils are essentially incompressible and should not affect the building performance. Ground water measured in borings at the site ranged from 81 to 9 feet below the ground surface. CONCLUSIONS AND PRELIMINARY RECOMMENDATIONS GENERAL We conclude that the site is suitable for development of the proposed project. The following sections present our evaluation of the past preload fill program at the site, G e o E n g i n e e r s File No, 0171 -030•R02 M.A. Segale, Inc. August 31, 1993 Page 3 recommendations for additional preloading of the site, and preliminary geotechnical recommendations for foundation design. EVALUATION OF SETTLEMENT DATA The preload fill placed at the site in 1991 ranged from about 11 to 12 feet thick. The filling began in March 1991 and occurred in phases over about 41 weeks. Initially, about 2 feet of fill was placed, and the balance of the fill was placed about three weeks later. Settlement monuments were installed with the preload fill and were read intermittently until the fill was removed above Elevation 24 feet in June 1991. Our evaluation of the performance of the preload fill indicates that the compressible soils reached 100 percent of the expected total consolidation due to the influence of the preload fill in a period of about six weeks from the start of filling. We compared the internal soil pressures resulting from the preload fill with those pressures that will result from the building proposed for the site. We assumed that the structure will be designed using the allowable bearing pressures given below. We assumed continuous exterior strip footings, interior isolated columns with 30 by 60 foot bays, and a uniform slab -on -grade load of 200 psf (pounds per square foot). On this basis, it is our opinion that the site has been sufficiently surcharged below the footprint of the preload fill to accommodate the proposed building with little additional settlement from the compressible soil layers. RECOMMENDATIONS FOR ADDITIONAL PRELOADING The currently proposed building will cover a different footprint area than the area that has been surcharged by the preload placed at the site in 1991. Therefore, the areas outside of the older preload fill must be preloaded to surcharge the compressible soils below these areas; otherwise, excessive total and differential settlement of these areas could be experienced. We understand that the new preload fill will be left in place for about one month. On this basis, we recommend that the new preload fill be configured as follows: • The preload should be at least 6 feet thick. • The lateral limits of the top of the preload fill should extend at least 5 feet outside of the lateral limits of the proposed building footprint, where possible. • The preload fill should slope down at an inclination of about 2H:1V (horizontal to vertical). • The new preload fill should be monitored with settlement monuments. Readings should be taken prior to filling and at least weekly through the duration of the preloading. The configuration of the preload fill along the south side of the building will result in the railroad track being temporarily covered. If this is not feasible, the preload fill will have to be truncated along the railroad track. To truncate the fill, we recommend that the face of the fill be supported with a temporary retaining wall of ecology blocks. We recommend that the block wall be at least two tiers high. GeoEng ineers File No. 0171-030-R02 M.A. Segale, Inc. August 31, 1993 Page 4 Alternatively, the face of the preload fill could be reinforced with layers of structural geosynthetic material to truncate the fill. The geosynthetic material should be placed concurrently with the preload fill, at separations of about 18 inches between each layer of geosynthetic material. The geosynthetic material should extend at least 6 feet into the preload fill, and the material should wrap around the face of the soil fill. By wrapping the face, the reinforced soil fill can be constructed with a near vertical face inclination. PRELIMINARY FOUNDATION RECOMMENDATIONS We recommend that the proposed structure be supported on conventional spread footings. We recommend continuous wall footings be a minimum of 18 inches wide and isolated column footings be a minimum of 24 inches wide. Exterior footings should be founded at least 18 inches below the lowest adjacent finished grade. Interior footings should be founded a minimum of 12 inches below lowest adjacent soil grade. Footings can be designed for an allowable bearing capacity of 3,000 psf. This bearing capacity is for the combination of dead and long -term live loads, and may be increased by up to one -third to account for short-term live loads such as wind or seismic forces. SEISMIC CONSIDERATIONS The project site is in an area generally considered a seismic hazard area because of the possibility that the site could be underlain by loose alluvium below ground water level. Loose alluvium below ground water level is considered to be potentially susceptible to earthquake induced liquefaction or ground rupture. Liquefaction is a phenomenon where soils experience a rapid loss of internal strength as a consequence of strong ground shaking. Ground settlement, lateral spreading and /or sand boils may result from soil liquefaction. Structures supported on liquefied soils could suffer foundation settlement or lateral movement that could be severely damaging to the structures. Conditions favorable to liquefaction occur in loose to medium dense, clean to moderately silty sand, that is below the ground water level. Such soil and ground water conditions are present at the site. The interlayered deposits of loose to medium dense sand and silty sand that underlie the fill to a depth of approximately 15 to 20 feet below the ground surface are potentially liquefiable. Ground water was observed in borings at the site ranged from 81/2 to 9 feet below the ground surface. Therefore, the zone of potential liquefaction extends from about 81/2 to 20 feet below the ground surface. The upper 81/2 feet of existing soil above the ground water level is nonliquefiable. The site development also calls for grade to be raised by about 3 feet at the structure. Therefore, the potentially liquefiable soils will be covered by about 111/2 feet of nonliquefiable material. Because the potentially liquefiable soils will be covered by about 111/2 feet of nonliquefiable material, it is our opinion that liquefaction within these lower soils should not result in disruption G e o E n g i n e e r s File No. 0171 -030 -R02 •, . . M.A. Segale, Inc. August 31, 1993 Page 5 at the ground surface. However, we can not conclude absolutely that ground surface disruption will not occur. If the possibility of liquefaction induced ground surface disruption is not acceptable, than the structure would need to be supported on deep foundations extending below the potential depth of liquefaction. It should be noted that these conclusions regarding seismic liquefaction are not intended to preclude damage resulting from other earthquake characteristics, such as severe ground shaking. 4 O • We appreciate being given the opportunity to provide services on this project. If you have questions or wish to discuss this information, please call. TAT:JWK:cms Document ID: 0171030.L1 Two copies submitted Yours very truly, GeoEngineers, Inc. -Tkewago . 7s-4;#.. Thomas A. Tobin, P.E. Geotechnical Engineer u kcrQea.��. /r�r Jon W. Koloski Principal 03/01/94 12:21 FAX 206 575 3207 MA SEGALE INC t 93- 0067 RED 3 -oi y SEGALE 8US!NESS FAARK TELECOPIES (FAX) TRANSMISSION FORM (Ab' u I/ DATE: 3" 1 l G l' 2-I FROM: L ?AV OUR REF: TRANSMISSION NO: 1 e '1 TIME: THIS PAGE AND FOLLOWING PAGE(S) TO MESSAGE: (1001 CON O -06?- i.J uvk1 L O F llol -111 e LI "IV �Gtu�o CDOwt -( l‘ 1tNist e.bt s- s OF -Cwo t..f}� �I-i"C S oskib Cis • RECEIVED `.. MAR 01 .1994 TUKWI iA PUaLIG WC1FIKS P.O. BOX 88050 ■ TELEPHONE: (206) 5754200 II TUKWILA, WASHINGTON 93138 . • 03/01/94 12:21 FAX 206 575 3207 MA SEGALE INC 0]002 March 1, 1994 4t. SEGALE BUSINESS PARK Mr. Dave Clark Surface Water Management Division King County Department of Public Works 700 Fifth Avenue, Suite 2200 Seattle, Washington 98104 ECE VED MAR 011994 TUKWILA PUBLIC WORKS RE: Permanent Right of Entry for Inspection, Maintenance and Repair of Flood Control Levee Dear Mr. Clark: HAND DELIVERED Thank you for having four (4) sets of Attachments B and C to the above- referenced document delivered to our offices this morning. We have reviewed them and they appear to be in order. Accordingly I have executed duplicate originals of the above- referenced document, which are enclosed together with one copy. We have retained the second copy for our records. Please see that both originals are executed on behalf of King County and that one is returned to us following excecution. We understand that you will undertake to have the other original recorded and would appreciate your advising us of the King County Auditor's File No. once recording has been accomplished. It has been a pleasure working with you to conclude this paperwork. Regarding future work in connection with the subject levee, 1 would be pleased to work with you. Please contact me at 575 -3200. Very truly yours, SEGALE BUSINESS PARK 4s •aevasd Mario A. Segale Enclosures RO, BO)( 88050 ■ TUKWILA, WASHINGTON 98138 • TELEPHONE 206 575 -2000 • FAX 206 575-1837 • 03/01/94 12:22 FAX 208 575 3207 MA SEGALE INC (71003 After recording return to: Jim Kramer, Manager Surface Water Management Division King Cowuy Department of Public Workr 700 Fifth Avenue, Suite 2200 Seattle, Washington 98104 PERMANENT RIGRT OF ENTRY FOR INSPECTION. MAINTENANCE AND REPAIR OF_FLOOD CONTROL LEVEE The Grantor, hereinafter called the "Owner ", hereby grants to King County, the Grantee, a political subdivision of the State of Washington, hereinafter called "King County', a permanent right of entry for the purposes hereinafter set forth, upon lands of the Owner hereinafter described in Attachment 'A" which is Incorporated herein by this reference, subject to the following terms and conditions: 1. This irrevocable permanent right of entry for inspection, maintenance and repair ( "Permanent Right of Entry ") is in addition to those River Protection Easements previously recorded in favor of King County in King County Auditor's Office under file numbers 6027013 and 6027015 (the "River Protection Easements "). 2. This Permanent Right of Entry includes the right to access, repair, and maintain a flood control levee as described in the As-Built plans attached hereto as Attachment "B ", hereinafter referred to as ''Levee", and all appurtenances thereto, along the Left bank of the Green River. Attachment "B" is incorporated herein by this reference. 3. This Permanent Right of Entry includes the right to inspect, repair and maintain such works on Lands of the Owner hereinafter shown and described in Attachment "C ", which may extend beyond the boundaries set forth in the River Protection Easements. Attachment "C" is incorporated herein by this reference. 4. . This Permanent Right of Entry shall be.limited to inspection, repair and maintenance of the Levee, along the left bank of the Green River. 5. This Permanent Right of Entry shall not preclude the Owner from exercising any and all of its rights to the property described in Attachment "C" for any purpose including but not limited to the use, construction, extension, repair and /or maintenance of any facilities on the property including but not limited to buildings, parking lots, yard storage areas, railroad spur tracks, utilities, landscaping or any other facilities. 6. All tools, equipment and other property taken upon or placed upon said land by King County shall remain the property of King County and shall be removed by King County at any time within a reasonable period after the term of their utilization in the exercise of rights under this Permanent Right of Entry. 7. King County will be responsible for damages arising from the activity of King County, its officers, agents, contractors, employees, or representatives on said land, in the exercise of rights under this Permanent Right of Entry, and promptly following, the exercise of any rights granted hereunder, shall restore the property to its condition, including line, grade and slope, prior to such exercise. 8. This Permanent Right of Entry is granted as of the date hereof. 9. The land affected by this Permanent Right of Entry is located in the State of Washington, County of King, as described in Attachments AN and "C" hereto. 10. In the event this instrument is not recorded with the King County Auditor's office within sixty (60) days of the data of execution, the agreement evidenced by this instrument shall be null and void and of no further force or effect. PERMANENT RIONT OP WIRY POR INSPECTION, MAINTENANCE AND REPAIR OP FLOOD CONTROL LEVEE Page 1 of 2 • 03/01/94 12:22 FAX 206 575 3207 MA SEGALE INC IN WITNESS WHEREOF, the undersigned have set their hands this day of March ACCEPTED AND AGREED TO BY KING COUNTY, WA. GRANTOR, Maio A. Segale, a married man acting with respect to his separate property and estate, d/b /a SEGALE BUSINESS PARK By: STATE OF WASHINGTON COUNTY OF KING ) ) ) ss. King County Executive APPROVED AS TO FORM: By: King County Prosecuting Attorney On this day personally appeared before me MARIO A. SEGALE, a married man dealing in his separate property and estate, d/b /a SEGALE BUSINESS PARK, known to me to be the individual described in and who executed the foregoing instrument, and acknowledged that he signed the same as his free and voluntary act and deed for the uses and purposes therein mentioned. GIVE under my hand and official seal this 1 day of NMa....X,.' , 19 94 . Signature of C C.43 . (A Print or. Stamp Name of Notary Notary Public...." in and for the State of Washington, residing at v. My commission expires l a-1 1 S STATE OF WASHINGTON COUNTY OF KING ) )ss. ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged that he /she signed this instrument, on oath stated that he/she was authorized to execute the instrument and acknowledged it as the — of 'Kine County. Washington, a political subdivision of the State of WvbingLog to be the free and voluntary act of such corporation for the uses and purposes mention in the instrument. GIVEN under my hand and official seal this day of , 19 Signature of Notary Prini or Stamp Name of Notary Notary Public in and for the State of Washington, residing at My commission expires PERMANENT RIOHT OF ENTRY FOR INSPECTION, MAINTENANCE AND REPAIR OF FLOOD CONTROL LEVER Pap2of2 a004 ' 03/01/94 12:23 FAX 206 575 3207 MA SEGALE INC 6027013 21153 Zee iss4 tido .�� dry at ' 1966 between • Granter, an Grantees gtot►, G: wlISMSSETR, that first part?, in oeosi'deritiao dt $1.04 _ receipt of vision is ackeovledged, and the benefits vbidliali°l macros to i�. the land of Grantor by the exercise of the rights herein granted, do hereby d ,else, release and forever grant onto the Orontes, its snaeesaors and . assigns, an easement and right -or-ray for the purposes hereinafter stated :a. slang the Lo bsalC of drssa River, within strip of Ian sec widtb that is parsue1 to ana landward of the top of the river bank as constructed or reconstructed on the following describ- ed property. T.L. 18 111 of Gov Lot S in Section 35, 1wp. 23 N.B. 4 E.Y.X.. •2.L. 36 Portion of Gov Lot 6 lying Bast of County Reed, leas portion Soathweatarly of line beginning on the Easterly margin of aeld Road 313.17 ft. north of the month line of Lot 6, themes S. 67.36' East to White River. Said 30 foot Easement and right et way shall be confined and restricted to the aligpment of the top of the bank, as shown on Droving Numbered E -66-1. B-68-2, and B -68.3, on file at the ]Ling County Flood Control Office Said esse :art and right -ot -way are for the following purposes: iF- right to enter upon the above described land to construct, reconstruct, maintain and repair a bank protection and /or other flood control works. including ail appurtenances thereto, together with right to trim, cut. te11 and re =ova ell such trees, brush and otber natural growth and obstruct- ions ea are noceaaary to provide adequate clearance and to eliminate inter- ference wltn, or daserds to the structures. The oonstderetlon above mentioned, is accepted ea full compensation to the exercise of ebe rights above granted. To have and to hold. all end singular, V1e said easement end right - of -way, together vltn eppurtenenoes, unto Grantee, its suaoeseors and assigns. IN WITLESS WHEREOF* the Greeter bereunto sat ale band, the day and year above written. • :an or vii' a- ar STATE OP WA ttMGTOR )Da CUNT 0P KENO ) Or this day appeared before me Tana Se ale to a o owe v be the Indirido61 doacribed Tn sad who executed the foregoing instrument, sod aaknor ec ad to me that he signed the sane as free and voluntary act .107-4-178, for the urea and purpose• t wan men coed. tic Gives under my hand and official seal this nee da /Jar Rotary Public in and :or tea Stet* o a noon, ra 2/1O/6 14. /� s+1 cLLspw 1� f..i�r�'0/ .47I it Njb 'l j lit .wows J laid J Wiley Lealdieoa POW w npataa, Croft iArr )1 •sift. Attachment °A° Page 1 of 2 , • 03/01/94 12:23 FAX 206 575 3207 MA SEGALE INC 6027015 between - » i« Setae Grantor, —IETA ag County, a Ina subdivis oa s s a• an, Grantee: 07 l, z>$, that first party, in aaaaideraticn of $1'W receipt of which ie acenowledged, and the benefits union will accrue to it the land of Grantor by the azarats• of the rights herein granted, do hereby .4 remise, release and forever grant onto the Grantee, its successors and meniscus, en easement and right -of -way for the purposes hereinafter stated along the Left bank of River, Within • i strip of land 30 Zest in vdtb thareelfga landward of the top of the river bank as constructed or reconstructed on the following deacrib- od property. T.L. 55 . Gov Lot 2, the S.V.1. of the N.B.* add portion of the B.S.{ of the S.W.i lying 8aaterly of Ann Bees County Hoed, less beginning et s point 449.50 feet East of the Northwest corner of the S.V.} or the I.3. }, tbenc• S.1• 05T14° Nest. 401.77 ft., thence S. 88•54/46w Vest, 421&.89 ft., thence S. 86°58f0011 Nest, 103.76 ft., thence S., 58.20150" Vest to Eaaterly margin of road, thence northerly along read to North line of 9.E.; of the N.N.; thence East to beginning, less beginning on easterly margin of Hoed 724.86 ft. Southerly of North line of Subdivision, thence non *.fuming southerly 151 ft., thence S. 71.43140 East 203.51 ft., thence N. 16.2o'50° East 151.08 ft., thence N. 71•43/140° Vest, 199.53 tt. to beginning, less County Road in Section 35. Twp. 23 B.H. L. E.W.M. amid 30 feet Easement and right of way shall be confined and restricted to the alignaent of the top of tbo book as ebown on drawings Numbered 3- 68 -1.- H. 68•-2 it'd 3-68 -3 on file at the King County Mood Control Office �x Said eaae%eot and right -et -way are for the following purposes: '^:e right to enter upon the above described land to construct, reconstruct.. moinceta and repair a bank protection and /or other flood control works, including ell appurtenances thereto, together with right to trim. out. re11 and remove ell such trees, brush and other natural growth and 'obstruct- ions as err necessary to provide adequate alearano• and to eliminate inter - ference with, or hazards to the structures. The consideration above mentioned, is accepted es lull compensation :o the exercise of the rights above granted. . To beve end to bold, all and singular, the said easement and right- of-way, together with appurtenances. unto Grantee, its successors and ensigns. IN WITNESS WHEREOF the Grantor hereunto set kis hand, the day and year above written. renter rac or srxr. 0P VASH7NOTOM ;aa =STY OF 1CLNG On this day eppeered besore me Narita. Se ale to :e • owr. • 9 t• n •ua - Her •e• n an• w execute foregoing instrument, and eeknowIiged to se that Le signed tbs sane se bit free an4 voluntary cot sn .• , for t uses and purposes tber•`1a wwntioned. Given winder my hand and otticia1 seal this, 22•d day ...esa........ e2 Notary Pubic in and for the State a Vi1bL0gton, residing ,� °:•� �C . ...TJ..r . e EA°41 kr+ If W . JA M go..., e1 Mai 4 Banta Nam c.o., soar Attachment WAs Page 2 of 2 . • 03/01/94 12:24 FAX 206 575 3207 MA SEGALE INC a 007 e ATTACHMENT C LAND DESCRIPTION Commencing at the most northeasterly corner of King County Short Plat No. 8609081152, Records of King County, Washington; thence S 36 -31 -53 W 'a distance of 135.86 feet along the easterly boundary of said short plat to a point of curvature; thence continuing southerly along said boundary 108.62 feet along the arc of a tangent curve to the left having a radius of 430.00 feet, through a• central angle of 14 -28 -22 ; thence continuing• along said boundary S 22 -03 -26 W a distance of 34.28 feet to a point of curvature; thence continuing along said boundary 103.21 feet along the arc of a tangent curve to the left having a radius of 800.00 feet, through a central angle of 7- 23 -31; thence N 75- 20-00 W a distance of 9.05 feat more or less to a point on the landward•boundary of an existing river protection easement recorded May 11, 196'6 under recording number 6027015, records of King County, Washington and the TRUE POINT OF BEGINNING; thence continuing N 75 -20 -00 W a distance of 31.23 feet; thence S 8 -18 -37 W a distance of 48.46 feet; thence'S 6 -15 -12 W'a distance of 48.00 feet; thence S 5- 22.35 W a distance of 51.88 feet; thence S 1 -44 -44 W a distance of 54.54 feet; thence S 0- 59' -37 W a distance of 49.32 feet; thence•S 1- 26-02 W a distance of 51.42 feet; thence S 1 -09 -37 W a distance of 45.75 feet; thence S 6 -52 -34 W a distance of 49.46 feet; thence S 6 -23 -30 W a distance of 48.57 feet; thence S 6 -47 -00 W a distance of .48.11 feet; thence S 7 -09 -06 W a distance of 51.18 feet; page 1/2 , . 03/01/94 12:25 FAX 206 575 3207 MA SEGALE INC 0]008 t thence S 11 -38 -13 W a distance of 48.38 feet; thence S 10 -32 -20 W a distance of 49.71 feet; thence S 11 -38 -57 W a distance of 47.56 feet; thence S 9' -37 -46 W a distance of 49.48 feet; thence S 9 -23 -33 W a distancew of 49.57 feet; thence S 7 -08 -54 W a distance of 53.06 feet; thence S 8 -19 -38 W a distance of 51.68 feet; thence S 11 -22 -19 W a distance of 50.89.feet; thence S 8 -39 -42 W a distance of 48.97 feet; thence S 10 -08 -14 W a distance of 205.93 feet; thence S 14 -18 -13 W a distance of 90.98 feet; thence S 23 -38 -09 W a distance of 75.48 feet; thence S 29 -45 -56 W ,a distance of 52.12 feet; thence S 41 -22 -46 W a distance of 164.08 feet; thence S 44-55-59 W a distance of 183.39 feet; thence S 35 -55 -33 W a distance of 75.30 feet; thence S 30 -17 -06 W a distance of 65.71 ,feet; thence S 24 -18 -06 W a distance of 106.25 feet; thence 5'16-10-23 W a distance of 83.66 feet; ' thence 5 12 -30 -39 W a distance of 70.00 feet; thence S 77 -29 -21 E a distance of 21.49 feet, more or Less, to a point on the landward boundary of of said river protection easement;. thence northerly along the landward boundary of said river protection easement to the true point of beginning. page 2/2 City of Tukwila Department of Public Works February 22, 1994 Mr. Dana Warren M.A. Segale Inc. P.O. Box 88050 Tukwila, WA 98138 Subject: Segale Simulcast Facility 6101 South 180th Street Project, No. PRE93-014 Traffic Mitigations Bond Dear Mr. Warren: John W. Rants, Mayor Ross A. Earnst, P. E., Director As we previously discussed, most recently on February 11th, the Developer's Agreement involving the simulcast facility needs to be completed. This Agreement was to be presented to the City Council in mutually agreed to format and content for final approval and execution. This action was to occur prior to final inpection by the Public Works Department for occupancy. More recently, you indicated to Ron Cameron that it was your intention to furnish bonding for the completion of construction to offset required traffic mitigation measures totaling $89,839.00. Ron emphasized to you that possibly this bonding might not be credited toward required mitigations, if not approved by the City Council, since a Developer's Agreement had not been finalized. However, your proposed bonding when received and approved will suffice to authorize final inspection by the Public Works Department for occupancy. If this is not your understanding of this matter or if there are further questions concerning the above, please contact me as soon as possible. Sincerely, John A. Pierog .E. Development E neer JAP /jap cf: PW Utilities Inspector, Development File AMP 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 4313665 SEGALE BUSINESS PAIL P.O. Box 88050 _ .. Tukwila, Washington 98138 Tel: (206) 575 -2000 Fax: (206) 575 -1837 TO: A'il T1ON• PHONE. ❑ Mail ❑ Messenger e ❑ MEMO ❑ TRANSMITTAL ❑ PHONE LOG DATE. 7'215-! 4 JOB NAME. JOB D S: Hand Delivered ❑ Fax # pages incl. cover COPY TO: SINCERELY: 42.4//,(14,mv FILE TO' SAFECO „%FECO INSURANCE COMPANY OF AMERICA ENERAL INSURANCE COMPANY OF AMERICA FIRST NATIONAL INSURANCE COMPANY OF AMERICA HOME OFFICE: SAFECO PLAZA SEATTLE, WASHINGTON 98185 Bond No 5765458 KNOW ALL BY THESE PRESENTS, That wc,LA PIANTA LIMITED PARTNERSHIP a Washington limited partnership as Principal, and the SAFECO INSURANCE COMPANY OF AMERICA, a corporation organized under the laws of the State of Washington, and authorized to transact the business of surety in the State of WASHINGTON as Surety, are held and firmly bound unto THE CITY OF TUKWILA, WASHINGTON in the just and full sum EIGHTY —NINE THOUSAND EIGHT HUNDRED THIRTY - 0NINE & 00/ 00********* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Dollars($'I`* *89,839.00 * ** ), for which sum, well and truly to be paid, we bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, firmly by these presents. Scaled with our seals, and dated this 23rd day of February, , 1 S)4 THE CONDITION OF THIS OBLIGATION IS SUCH, That, WHEREAS, LA PIANTA LIMITED PARTNERSHIP SHALL FULFILL ITS OBLIGATION TO PAY SAID SUM UPON DEMAND BY THE CITY IN CONNECTION WITH CERTAIN STREET CAPACITY IMPROVEMENTS (SEPA #93 -0067) NOW, THEREFORE, If.tlie said LA PIANTA LIMITED PARTNERSHIP FULFILLS SUCH OBLIGATION then this obligation to be void; otherwise, to remain in full force and effect. LA YhHN.'L'H_ L1MU.'M.) PARTNERSHIP A Washington limited partnership by Metro Land Development, IncESeat) a Washington Corporation, its Principal General Partner By _ (Seal)' Principal (Seal) M.A. Segal?; President Principal SAFECO INSURANCE COMPANY OF AMERICA oh n '. McIonal ttorna - n -F ct • KNOW ALL BY THESE PRESENTS: POWER OF ATTORNEY SAFECO INSURANCE COMPANY OF AMERICA GENERAL INSURANCE COMPANY OF AMERICA HOME OFFICE: SAFECO PLAZA SEATTLE, WASHINGTON 08105 No. 337 That SAFECO INSURANCE COMPANY OF AMERICA and GENERAL INSURANCE COMPANY OF AMERICA, each a Washington corporation, does each hereby appoint JOHN A. McDONALD; SANDRA W. McDONALD, Seattle, Washington Its true and lawful attorney(s)-in -fact, with full authority to execute on Its behalf fidelity and surety bonds or undertakings and other documents of a similar character issued in the course of its business. and to bind the respective company thereby. IN WITNESS WHEREOF, SAFECO INSURANCE COMPANY OF AMERICA and GENERAL INSURANCE COMPANY OF AMERICA have each executed and attested these presents this 4th day of January ,1993. CERTIFICATE Extract from the By-Laws of SAFECO INSURANCE COMPANY OF AMERICA and of GENERAL INSURANCE COMPANY OF AMERICA: "Article V, Section 13. - FIDELITY AND SURETY BONDS ... the President. any Vice President, the Secretary, and any Assistant Vice President appointed for that purpose by the officer in charge of surety operations, shall each have authority to appoint individuals as attorneys - in-fact or under other appropriate titles with authority to execute on behalf of the company fidelity and surety bonds and other docurents of similar character issued by the company in the course of its business ... On any Instrument making or evidencing such appointment, the signatures may be affixed by facsimile. On any instrument conferring such authority or on any bond or undertaking of the company. the seal, or a facsimile thereof, may be Impressed or affixod or in any other manner reproduced; provided, however, that the seal shall not be necessary to the validity of any such Instrument or undertaking" Extract fran a Resolution of the Board of Directors of SAFECO INSURANCE COMPANY OF AMERICA and of GENERAL INSURANCE COMPANY OF AMERICA adopted July 28, 1970. "On art/ certificate executed by the Secretary or an assistant secretary of the Company setting out, (1) The provisions of Article V, Suction 13 of the By -Laws, and (11) A copy of the power -of- attorney appointment. executed pursuant thereto, and (III) Certifying that said power -of- attorney appointment is in full force and effect, the signature of the certifying officer may be by facsimile, and the seal of the Ccmpany may be a facsimile thereof" 1, R. A. Pierson. Secretary of SAFECO INSURANCE COMPANY OF AMERICA and of GENERAL INSURANCE COMPANY OF AMERICA, do hereby certify that the foregoing extracts of the By -Laws and of a Resolution of the Board of Directors of these corporations. and of a Power of Attorney issued pursuant thereto. aro true and correct, and that both the By -Laws. the Resolution and the Power of Attorney are still in full force and effect, IN WITNESS WHEREOF, I have hereunto set my hand and affixed the facsimile seal of said corporation this 23RD day of FEBRUARY , 1994 % CrWrt�!l+.�t \�,I "s ! / ' ,�, +" r) :: ■r ,; A 11,l' Pititlti,.a.1 0 Registered trademark of SAFECO Corporation. TO M. A. SEGALE, P. 0. Box 88050 18010 Southcenter Parkway Tukwila, Washington 98138 • (206) 575 -3200 FAX: (206) 575 -3207 OLLI 06° Tt(fiaud,,i____ r GENTLEMEN: — WE ARE SENDING YOU L TTU A oIF TIO jai DATE z-LL q ATTEN)191G JOB NO, RE /(f-b-2' RefLrl €593- 03LI0 Attached ❑ Under separate cover via ❑ Shop drawings ❑ Prints I / ❑ Copy of letter ❑ Change order s 4 c/ ❑ Plans ❑ Samples the following items: ❑ Specifications COPIES DATE NO DESCRIPTION R �1 1 1 THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted 0 Resubmit copies for approval For your use ❑ Approved as noted ❑ Submit copies for distribution As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS RECEIVED CrTY OF TUKWILA FEB 251994 PERMIT CENTER COPY TO SIGN ED: % Z�--. WAYNE'S ROOFING, INC. February 24, 1994 M.A. Segale, Inc. 18010 Southcenter Parkway Tukwila, WA 98138 Attn: Steve Nelson RE : South 180 Retail Budding 6101 South 180th Street Tukwila, WA Dear Steve, Pursuant to your request of this date , I am writing to provide information relating to the compostion and U/L rating of the roof system installed by our firm on the above referenced project. This information is outlined below: ROOF DECK: Steel, 22GA Minimum (By others) ROOF INSULATION: 2.2" Celotex Biackore Isocyanurate Foam R -19 ROOF MEMBRANE: J.P. Stevens 45 mil reinforced "Hypalon" Mechanically Attached System U/L RATING: External, U/L Class "A" Rating The roof /insulation assembly was installed by our firm in accordance with the manufacturer's recommendations for the conditions encountered, as well as submittals approved for this project. If you have any questions, or require additional information, please contact me. Sincerely, WAY E' - OOFING, INC. Donald uthrie Vice Pr ent DDG/wp RECEIVED CITY OF TUKWILA FEB 25199t PERMIT CENTER 13106 Houston Rd.. • Sumner, Washington 98390 Sumner (206) 863 -4455 • Seattle (206) 575 -0078 • Fax(206)863-8311 WA.YN4G•R•4046 T0'd LT6 -1 :WO8J 4£8TS4S90ET :01 S2:2T t'6, 92 as CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 RECEIVED CITY OF TUKWILA FEB 2319911 REVllS1 N SUBMITTAL * DATE 2-- a3 " 1 PROJECT NAME o -,-) ADDRESS G/D Ct. -,,cVn 1 IS-C-4 PERMIT MINTER CONTACT PERSON IVe,(� Gs�1 PHONE S% 5"--Z00 U ARCHITECT OR ENGINEER Z e Q G w u LK) PLAN CHECK/PERMIT NUMBER ED 3 - 03440 'TYPE OF REVISION: SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMI tvi'ED TO: \kr r1 ,)n February 16, 1994 M.A. SEGALE, INC. GENERAL CONTRACTORS Mr. Ken Nelson City of Tukwila Building Department Minolta Bldg. 6300 Southcenter Blvd. Tukwila, WA 98188 Re: South 180th Retail Center, Tukwila, WA Permit #B93 -0340 Dear Ken: RECEIVED CITY OF TUKWILA FEB 1 7 1994 PERMIT CENTER You have requested additional information regarding structural observations from Jose Parada, P.E. from Engineers Northwest, The following information should clarify the comments in his letter dated February 4, 1994. All of the items listed by Mr. Parada were addressed during construction and are listed in the special inspectors' reports. I have reviewed the reports and have noted where the inspection occurred for your reference. Item #1: Top Seam Welding See Otto Rosenau's reports dated 12/14/93 and 12/15/93 for inspection of metal decking. Item #2: Ledger Connection The grid location in Engineers Northwest letter of 5 -E is incorrect; it should be 2 -E. See attached drawing from Engineers Northwest dated 2/15/94 for revised detail K -3.1 for welding of the 6x4 angle ledger to the wall embed. See Otto Rosenau's report dated 12/23/93 for the final inspection of welding. Item #3: Closure Pour Strip The closure pour strip at Grids 5 & 7 between E & F was widened per detail H -2.1. (We scored the top of the concrete slab and jack - hammered the concrete out to expose the rebar from the adjacent slab.) See Otto Rosenau's report dated 12/27/93 for conformance. P.O. BOX 88050. ■ 18010 SOUTHCENTER PARKWAY o TUKWILA, WASHINGTON 98138 ■ . TELEPHONE: (206) 575-3200 ■ FAX: (206) 575-3207 223.01- SE- GA•LM- A372NO An equal opportunity employer Mr. Ken Nelson February 16, 1994 Page 2 If you have any questions regarding the above items, please call me at 575 -2000. Very truly yours, M.A. SEGALE, INC. Steve Nelson Project Manager dk a :mvlimporpt Enclosures cc: Jose Parada, P.E. RECEIVED OTTO ROSENAU & ASSOCIA .7t1S, INC. 6747 M. L. KING WAY SOUTH, SEATIt.c, °WA 98118 725.4600CITY OF TUKWILA CONSTRUCTION INSPECTION REPORT FEB 17 199it PROJECT: 180th Retail ADDRESS: 6101 S. 180th, Tukwila INSPECTOR AND DATE PERMIT CENTER PERMIT NUMBER: B93 -0340 JOB NUMBER: 93 -284 INSPECTOR'S REMARKS J. Hamm Inspected tilt -up wall panel bottom weld connections to footing embeds 12 -7 -93 at line A from panel 168 at line 5 to line 161 at line 1; line 1 from line A to E; line E from line 1 to 2;. line 2 from line E to F; line F from line 2 to 5 at panel 1146. All per detail and ready for grout except for panel 1160 on line 1 - missing one weld embed in footing. Contractor to correct before.grouting underside, of panels. J. Hamm STRUCTURAL STEEL FABRICATION, INSPECTED AT J & E FABRICATION SHOP: 14 each 12 -9 -93 11A mechanical supports, all per detail. J. Hamm Inspected welding of tilt -up wall panel bottom connections to footing 12 -9 -93 embeds. All panels except for those listed below are OK to grout: Panels 1124, 25, 26, 63, and the three (3) wing wall panels south side of building at the three loading dock area doors. Also, inspected welding of the nine 11A's and the seven 13B's - mechanical unit supports - which were shipped from J & E Fabrication Shop on 12 -8 -93 without fabrication shop inspection. J. Hamm Inspected welding of roof joist to top of joist girder at lines A, B, C, 12 -10 -93 & D, from line 1 to line 5. Found one at line A2+ with only 1" weld each side. Requires 2" weld. Also joist at D4 has no welding, only construction bolt. Inspected and approved the resteel and forms for.column at north end of shear wall panels #63 & #64, lines 5E & 7E. The W18x35 and W24x55 on line 5 - none are welded per detail at lines A, B, C, & D. The joist girders were set on top of each column. Requires four each A325, 3/4" diameber bolts. Only have 1, sometimes 2 construction bolts. Also top of girder flange have long slotted holes which will require the use of 1/4" plate washers. Inspected remaining bottom connection welds for tilt -up wall panels. J. Hamm Inspected resteel for support leg on shear wall panels at line F at 12 -14 -93 lines 5 & 7. OK to close in forms. () Inspected slab dowel embeds welded to tilt -up wall panels at line 1 from A to 3rd from last embed off of E line, line A from line 1 to line 11. Found one embed only welded on one side at 2nd embed off of line 6 (6 +8'). Inspected metal pan roof deck welding and button punching at lines 1 to 3 between lines A & F. Found some areas not complete. Contractor wanted me to stand by until correction completed, but corrections taking too long. Contractor stated we could pick them up on this afternoon's inspection. J. Hamm Reinspected metal pan roof deck at lines 1 to 3 from A to E for corrections 12 -14 -93 on welding and button punching of seams. Found wall at lines A, E, & F, (PM) joist and 2nd ledger angle not complete at this time. Night shift to correct. Also, mechanical opening needs puddle welds around edge of opening to support frames. To be reinspected tomorrow. -5- OTTO ROSENAU & ASSOCIATES, INC. 6747 M. L. KING WAY SOUTH, SEATTLE, WA 98118 725-4600 CONSTRUCTION INSPECTION REPORT PROJECT: 180th Retail ADDRESS: 6101 S. 180th, Tukwila PERMIT NUMBER: B93 -0340 JOB NUMBER: 93 -284 INSPECTOR AND DATE INSPECTOR'S REMARKS J. Hamm Inspected top welds only of joist to top of joist girder at lines 5 to 7 12 -14 -93 from B to F. OK to deck. Wall line at A & E not welded at this time. (PM) Ledger angle to embed at E2 - Engineer requires all three sides to be Continued welded. Not done at this time. J. Hamm Made final reinspection of metal pan roof deckiing for all corrections 12 -15 -93 of welding and button punching of seams for covering with roofing, at line 1 to line 3 from A to E. Continuous roofing inspection of Hi -Tuff welded seam roof system at A line to A +35' between lines 1 & 3 -12'. Inspected spot welding and button punching of metal pan roof deck at lines 3 to 7 between A & E except along wall lines A & E. Inspected welding of roof joist to ledger and top of joist girders between lines B & F from 5 to 10. OK to place decking. Note: Each day of roofing inspection the following items to be checked: 1) Final check of metal pan roof deck for all corrections and OK to cover. 2) Removal of ice and water from surface of metal pan deck before placement of insulation. 3) Screw down of insulation with five (5) per sheet and all are down tight. 4) Clean off of insulation surface before . placement of roof cover. 5) Check that roof cover screwed down on edge, less than a full sheet at 12" on center (wall line) and full sheet and last full sheet at ridge at 18" on center. Check that surface of roof cover clean and dry before welding seams. Check that seams are probed for tightness. Check that and cut edges are chalked and any tears or burn areas are patched. 7) Check that drain areas, parapet walls, and mechanical unit boxes are clean and dry before placement of glue. Check glue is tacky before placing roof cover and that all areas are rolled flat and smooth and that corners are wrapped and welded correctly. 8) Insure that all edges are watertight at end of day. J. Hamm Continuous roof. inspection of weld -seam Hi -Tuff system. Placed remaining 12 -16 -93 area of roof between lines 1 & 3 -12' from A to E. Lost main power in early afternoon; had to bring in outside power to watertight area of roof. Used portable lights after dark. ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522.6695 '.JOB No JOB NAME ` ©I �/ DATE /5/ 0 SUBJECT wgJ_t7 L.F kikt AP STi, LED6Eg, @ 6,UL7 A414. DE461. LOAD SHEET O//F BY t� �f�tGfse Tor. AtAt tuur OF t ra l) = 040 U. w, co . 15.(5.-056.3s.). 74.16 664 AJ.JALE. Avaaz. 3401 V. yoM.T g. 341 C.( (369)633 /o3.7K 7564, 0,41,-- OTrO ROSENAU & ASSOCIATES, INC. 6747 M. L. KING WAY SOUTH, SEATTLE, WA 98118 725.4600 CONSTRUCTION INSPECTION REPORT PROJECT: 180th Retail ADDRESS: 6101 S. 180th, Tukwila PERMIT NUMBER: B93 -0340 JOB NUMBER: 93 -284 INSPECTOR AND DATE INSPECTOR'S REMARKS G. Moe Inspected and approved the resteel and forms for tilt -up wall panels: A -1, 12 -21 -93 A -2, A -3, B -1, B -2, D -1, D -2, D -3, D -4, D -5, D -6, D -7, P -31, P -54, & P -55. Reinforcing per specifications. Resteel is grade 60, as specified, from Salmon Bay Steel. G. Moe Inspected and approved the resteel and forms for .closure slab on grade at 12 -22 -93 7.2 through 8.1 at grid A, 1 through 2 lines at grid E. All reinforcing members were found to conform with project plan and specifications for size, grade, and spacing of bars, noting correct clearances for concrete cover. Resteel is grade 60, as specified, from Salmon Bay Steel. J. Hamm Verified that all corrections were complete for metal pan roof deck to be 12 -22 -93 roofed. Continued roofing inspection at lines C to F, 8 -12' to 9 -20'; D.8 to F from 9-20' to 9; 9 to 12 from F to F -12', 12 to 12 -12' from C to F. Wall and boxes wrapped. Note:. 14 roofers. D. Newman Inspected and approved the resteel and forms for closure strips around 12-23-93 perimeter. Resteel is grade 60, as specified, from Salmon Bay Steel. J. Hamm Reinspected welding of joist girders to top of columns. Joist girder at 12 -23 -93 line 5F still not welded; .2nd' time ,marked. All other welds for roof.. support system are per detail. Only the bottom chord connections on lines 1 & .12 are not welded until dead load on roof. Weather today is light snow. Stood by for roofing to start at 8 AM. Main roof cover completed. All edges watertight, boxes and parapet" all wrapped for area roofed over today. Note: 14 roofers. OTTO ROSENAU & ASSOCIA co, INC. 6747 M. L. KING WAY SOUTH, SEAL. CeA 98118 725.4600 PROJECT: ADDRESS: INSPECTOR AND DATE CONSTRUCTION INSPECTION REPORT 180th Retail PERMIT NUMBER: B93 -0340 6101 S. 180th, Tukwila JOB NUMBER: 93 -284 INSPECTOR'S REMARKS G. Moe Inspected and approved the resteel and forms for tilt -up wall panels: A -1, 12 -21 -93 A -2, A -3, B -1, B -2, D -1, D -2, D -3, D -4, D -5, D -6, D -7, P -31, P -54, & P -55. Reinforcing per specifications. Resteel is grade 60, as specified, from Salmon Bay Steel. G. Moe Inspected and approved the resteel and forms for closure slab on grade at 12 -22 -93 7.2 through 8.1 at grid A, 1'through 2 lines at grid E. All reinforcing members were found to conform with project plan and specifications for size, grade, and spacing of bars, noting correct clearances for concrete cover. Resteel is grade 60, as specified, from Salmon Bay Steel. J. Hamm Verified that all corrections were complete for metal pan roof deck to be 12 -22 -93 roofed. Continued roofing inspection at lines C to F, 8 -12' to 9 -20'; D.8 to F from 9 -20' to 9; 9 to 12 from F to F -12', 12 to 12 -12' from C to F. Wall and boxes wrapped. Note: 14 roofers. D. Newman Inspected and approved the resteel and forms for closure strips around 12 -23 -93 perimeter. Resteel is grade 60, as specified, from Salmon Bay Steel. J. Hamm Reinspected welding of joist girders to 'top of columns. Joist girder at 12 -23 -93 line 5F still not welded; 2nd time marked. All other welds for roof support system are per detail. Only the bottom chord connections on lines 1 & 12 are not welded until dead load on roof. Weather today is light snow. Stood by for roofing to start at 8 AM. Main roof cover completed. All edges watertight, boxes and parapet all wrapped for area roofed over today. Note: 14 roofers. L. Ross Inspected and approved the resteel and forms for the closure strip joint 12 -27 -93 on F line from 2 to 8.5 line and 20 diamonds covering the base plates at the bottom of the columns. There is grout under the base plates and 4 bolts in each one. The 20 columns are from 2 to 7 and B to E line. Resteel is grade 60, as specified, from Salmon Bay Steel. J. Hamm Continued inspection of roofing. Remaining parapet walls wrapped, the 2" 12 -27 -93 lap turned down and nailed to outside of parapet walls. All pipe penetrations in roof wrapped and water tight at this time. Complete roof is water tight. Started at west end of building (line 1) and probed seams. Seams rewelded that were not fully sealed. Areas requiring patches marked and patched, working first 200' section of building. Inspected and approved the resteel and forms for slab closure around column bases of remaining columns except C4, C6, & C8. Verified bolts and base plates were grouted. Also inspected resteel for two bottom stair landings off line F at east side of line 5 and the west side of line 7. J. Hamm 12 -28 -93 -9- CITY 9hr TUKWILA DeparThent of Community lveldpment FAX TRANMITTAL FAX NUMBER: (206) 431 -3665 TO: .04... 066 PNRA1>A DATE f 1 ! 1'044 TITLE: Ads000kur 1,',,,,E, . FROM: 4:61.3 qteLsEw COMPANY: Embi Minns .»J • TITLE: °PLA 4 EXAAANsi DEPARTMENT: DEPARTMENT: A.A Vr•SSSSv....41Y:Sc:rii<S< "v.<• 4>:L•4 4 5.4.....A Awsv FitS<i. v. W): v. iiS4: v' ti :•:KSS......:U.wr.v.St<iJ44:Svi ri< S+< 4.4 SHV. ww 4r: K4iWMw. iv:}. 4 :<i<4i:4:<44K4 4w•:.4wr.4Ci«<v:4 FAX NO. CALLED: NUMBER OF PAGES TRANSMITTED, INCL. THIS COVER SHEET: Szz 4‘41 .:: n xv.•):'Sti ' }:: +•'•' 'ii "ii'i "'S ": } "� >:4:i• xr<vv rxrn4r' fA:; Sr: iSiYri) iY: i4) isS•} i'+ i:•: 5::• is4) isi•:' r$; iY:J. �$" ir: i�):•:<}) i): v: v>: sfti: Y+ Yr::.: vxxir: Y. i•) i:)):+ r: i}:::' i', v}:: Y:::•}:• i. r.. rr. rxrr.,. x..•. r.... nG4: i<:• i4Y: v: S��ii:>: 4' i%?: �' iY>' i'r}:•:r$;il.�:SCtiiC:: >:ii4iYY: "'i "'rriY " "` ♦ r rx r7 x .w .. r. .n r SENT BY (INITIALS) t: SUBJECT: COMME TS _ . 55GAIA 15101414 WIAIL COMMENTS /MESSAGE: irxl. 4 )rm:J.:<•:•}r:invhv}Y:iWN:4):4i w�V. v' mrY: iArin' m•. wx: rx:G Cii:' fi: 9i: v}} r' r: W: v} Y: O7x\ vr+ rriO) xfti•. v:<L:4.:4}Nlit).4 } }YYinv4XVY:4i v):v)i i•nv:Wx: } }: i}.A•r hSY�:.i•n4).• }:iv::•Y}:K4.V.v i4} JN: Y) T: ititi•: WrrriKK•: w:iv.W)rival:4lirX•Xi4iv� <i <iii<v i<iiKiiH: }.`•:vine: IF THIS COMMUNICATION IS NOT CLEARLY RECEIVED, PLEASE CALL: r: xnw4vrv/. vxe. vr. 5. yrvrr.. Sw> riv" i. v) iriii vriv,> n' xn4mx. vxrnv:. avvYYr :ivriiiKiviriii.4b <4:ii<vi:v! rn.neM.r.x:xnvnwxm'x + m+4xr::iiri:i':v:4'ri.4:i lrri4:iS•:4ri «tiii: Sri': i ii v: ri: K< i:< iKKriiii4: tiiY}: ivri•% rii•) kvinYiiiii4 :i4:ivv::vrti4iyiriKiivrim:"r DEPARTMENT OF COMM INI Y DEVELOPMENT 6300 Southcenter .Boulevard. Tukwila WA 98188 Office: (206) 431 -3670 06/01/02 City of Tukwila John W. Rants, Mayor Department of Community Development Rick Beeler, Director February 10, 1994 Jose L. Parada, P.E. Engineers Northwest 6869 Woodlawn Ave. N.E. Seattle, WA 98115 RE: Segale Business Park, South 180th Retail Building Permit number B93 -0340 Dear Mr. Parada: Your February 4th letter to Mr. Duane Griffin Building Official of Tukwila was forwarded to me by Mr. Griffin. We would like to solicit additional information regarding your earlier comments on your site visit structural observations as follows. Regarding observation comments for December 14, 1993; 1) You stated you had conveyed to Steve Nelsen about the inadequate seam welds on the roof deck and that he was going to have them corrected. Can you confirm if these weld corrections have been made? 2) The continuous ledger connection at Grid 5 -E has only about 4 -1/2" overlap versus the 8" shown in the approved designed, ( detail "K" of sheet S3.1 ). The submitted corrected drawing dated 12/15/93 does not demonstrate equivalency for the insufficient welding noted in your comments. Please provide specific reference to the original construction documents to show that the 4 -1/2" overlap is equal with the approved 8" or provide additional information. In either case this change must be handled as a revision and must be submitted to this department for our approval. (note, accompany any revision with your Engineers seal). 3) It was noted that the closure pour width at the shear walls along Grids 5 and 7 needed to be increased to 6'6 ". Can you confirm if this has been done or not? I will follow -up these concerns with our Building Inspectors as well as applicable Special Inspectors. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 .Page 2 of 2 To confirm you have received these comments please contact this office as soon as possible. Feel free to call me if there are any questions at 431-3670, 8:30 a.m. to 5:00 p.m.. Sincerely, Ken Nelsen Plans Examiner TRANSMISSION RESULT REPORT (FEB 11 '94 10 :05AM) TUKWILfD /PW THE FOLLOWING FILE(S) ERASED FILE FILE TYPE OPTION 012 TRANSMISSION (AUTO) TEL NO. PAGE RESULT 9*5226698 03 OK ERRORS 1) HANG UP OR LINE FAIL 2) BUSY 3) NO ANSWER 4) NO FACSIMILE CONNECTION NORTHWEST f z February 4, 1994 City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Attention: Mr. Duane Griffin Reference: Segale Business Park South 180th Retail Building 93- T- 11 /RFA #93102 -07 Dear Mr. Griffin: I visited the construction site for structural observations of significant stages for the above referenced project. • The first visit was on November 2, 1993. On this date, the pre -cast panels were being cast, the panel reinforcing that I observed seemed to have the proper clearances and appeared to be properly placed. 90% of the footings and slab were built and seemed to be in good condition. • The second visit was on December 4, 1993. On this date, the contractor was in the process of tilting the pre -cast panels. I observed some of the panel connections for alignment while the perimeter steel ledger was being erected, and it appeared to be properly aligned. • The last observation was on December 14, 1993. I visited the site for a roof deck welding inspection. The roof deck was 25% welded. The area inspected was from Grids 1 -5 (west end of the building). I noticed that approximately 10% of the top seam welds for Zones 3 and 4 were not adequately done. I brought this to Steve Nelson's attention and he was going to have it corrected. The top seam welds need to be at least 1- 1/2" long and must engage the top inner leg. See deck details on Sheet S1.2. RECEIVED FEB 0 81994 ENGINEERS NORTHWEST, INC. P.S. - CONSULTING ENGINEERS DEVELOPMENT 6869 WOODLAWN AVENUE N.E. SEATTLE, WA 98115 (206) 525.7660 FAX (206) 522-6698 February 4, 1994 City of Tukwila Segale Business Park South 180th Retail Building Page 2 of 2 The plug welds and button punching of this portion of the deck appear to be adequate and in accordance with the contract documents. I noticed that the connection of the continuous ledger at Grid 5 -E had about 4 -1/2" overlap with the 7/8" plate instead of 8 ". The connection did not have enough weld. See attached sheet for this fix. I also noticed that the closure pour for the shear walls along Grids 5 and 7 was built 3' wide instead of 8'6" wide. See attached sheet for this fix. While this report makes reference to observations of certain items of work, it should not be construed that other work not mentioned was acceptable or even observed. It is the contractor's responsibility to see that all work is completed in accordance with the plans and specifications. If I can be of further assistance, please feel free to call me. Sincerely. ENGINEERS NORTHWEST INC., PS. /add, Jose L. Parada, P. E. Associate ENGINEERS NORTHWEST, INC. P.S. - CONSULTING ENGINEERS 6969 W000LAWN AVENUE N.E. SEATTLE; WA 98115 (2061 525.7560 FAX (2061 522.6698 ENGINEERS- NORTHWEST INC. P.S. 6869 WOOOLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Jou No SUBJECT AMID -JOB NAME •. /... I • .. De i_se9227L 4. O 2g 7 . E. -ph/ lle .S F/CA,2 Lll6tL! (OAIAl • TO SLAP, P, o ft l a1eA A8. Vakatai. 94. V P.: PAIL DATE j2 /J, i 3 SHEET ( OF BY j AM 4xcs Ye, Ler E:.. 1K.11 -1,0 LEOGE..e rn 7s" 2 a/ I /4' FItu r(,u.ArcI- ub) x isi eilk LAP GOM,,l EC_i1Da1 2 C icID 2- AAID id -E .SAC-:. A MNER.TD .Pb REtur. id 0 31 t CLbSU t STK!P J f1C.L H Ismptre. T-o exiPosc Izeia! F, -Ike x Colo" @ I Cal R.0 'p. C.. 'P MIL " u+orti , . . . /4- // e?auT gabur P.C. PAkiEL V Fc 1 FY SP/ICJ/J.4 of ..SLEEV Es. FY. Z4" t (Co P AU.. MN� Ep, 21' G LOS uXE WAL3 041 (10 51 7 To: Ron Cameron, City Engineer 'From: John A. Pierog, PW Development Engineer Date: February 11, .1994 Subject: Segale Retail (Strander) Se ale Simulcast (South 180th Street) 6g5-`034O Final Inspection and Occupancy At your request at this morning's engineers' meeting, I telephoned Dana Warren to discuss the above subject. I reminded him that the Developer's Agreement for the subject projects was required to ,be in a final format which was mutually agreed to prior to final inspection by Public Works for occupancy. He acknowledged this requirement which had been previously pointed out. JAP /jap cf: PW Utilities Inspector Building Division Development. File October 27, 1993 t M.A. SEGALE, INC. GENERAL CONTRACTORS Mr. Bob Benedicto City of Tukwila Building Dept. Minolta Building 6300 Southcenter Blvd. Suite 100 Tukwila, WA 98188 tail t No. B93 -0340 Confirming our phone conversation today, the stairs that will service the mechanical and electrical rooms can exceed the 7" maximum rise requirements per the exception listed under Section 3306(a) of the U.B.C. Very truly yours, M.A. SEGALE, INC. Steve Nelson cc: Kevin McClay RECEIVED NOV - 2 1033 DEVELOPMENT P.O. BOX 88050. a 18010 SOUTHCENTER PARKWAY IN TUKWILA, WASHINGTON 98138 N TELEPHONE; (206) 575.3200 ■ FAX: (208) 575.3207 223.01-SE- GA•LM•A372N0 An equal oppartunity employer 4 M.A. SEGALE, INC. GENERAL CONTRACTORS October 14, 1993 Mr. Duane Griffin Building Official City, of Tukwila 6300 Southcenter Blvd. Tukwila, WA 98188 RE: Permit No. B93 -0340 180th Retail • Dear Duane: RECEIVED CITY OF TUKWILA OCT 1 5 1993 PERMIT CENTER Per the. Permit Condition letter, Item 7 requires notification of the special inspector to the building department. The following firm will be doing our inspections: Otto Rosenau & Associates, Inc. 6747 M.L. King Way South Seattle, WA 98118 (206) 725 -4600 Fax: 723 -2221 If you need additional information, please call me at 575 -2000. Very truly yours, M.A. SEGALE, INC. Steve Nelson cc: Kevin McClay P.O, BOX 88050, 1 18010 SOUTHCENTER PARKWAY Y TUKWILA, WASHINGTON 98138 • TELEPHONE: (206) 5753200 • FAX: (206) 575.3207, 223.01•SE7GA'LM- A372NO • An equal opportunity employer • MEMO TO: Planning FROM: Ken Nelsen, Building Division DATE: September 29, 1993 SUBJECT: Segale 180th, B93 -0340 ***************************,******** * ** * * * * * * ** * * * * * * * * * * * * * * * * * * ** The complete file has been routed to the Fire Division. These Landscape plans and one set architectural drawings are for review prior to your receiving the file. CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 * * REVISION SUBMITTAL DATE 94-7(q3 3 PROJECT NAME /AO 1,1014! ADDRESS em '7 CONTACT PERSON ?i o/ PHONE 675"--245i9 O It II tI — 8. /' 4444114s4 - PLAN CHECK/PERMIT NUMBER 1613 -Dle0 TYPE OF REVISION: /%15/G1 '1G :, /2‘145 SHEET NUMBER(S) !— "Cloud" highlight all areas of revisions and date revisions. SUBMI'1'1'ED TO: CITY OFETUKWILA SEP 2 8 1993 PERMIT CENTER SEGALE BUSINESS PA • •. P.O. Box 88050 _ .. Tukwila, Washington 98138 Tel: (206) 575 -2000 Fax: (206) 575 -1837 TO: ATTENTION. PHONE. ❑ MEMO ❑ TRANSMITTAL ❑ PHONE LOG DATE. U`'T" ! JOB NAME. JOB ADDRESS: ❑ Mail ❑ Messenger Hand Delivered ❑ Fax 11 pages incl. cover /4./‘ .,4J•p q3 -0 I Jehn off. COPY TO: SINCERELY: FILE TO: CITY �OFETU Wll q SEP 2 8 1993 PERMIT CENTER 1 City of Tukwila Department of Public Works John W. Rants, Mayor M E M O R A N D U M NOTIFICATION OF UTILITY PERMIT ACTION TO: PERMIT CENTER FROM: PUBLIC WORKS ENGINEERING DIVISION DATE: OCTOBER 7, 1993 SUBJECT: UTILITY PERMIT AVAILABILITY /REQUIREMENTS Segale Retail (S. 180th St.) 6101 South 180th Street Project No. PRE 93 -014 Activity Nos. PW93 -0220 thru 0223 Contact Person: Dana Warren Telephone No.: (206) 575 -3200 Ross A. Earnst, P. E., Director THE FOLLOWING PUBLIC WORKS PERMITS ARE AVAILABLE FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON OCTOBER 7, 1993: Curb Cut /Access /Sidewalk Sanitary Side Sewer Sewer Main Extension (private) Storm Drainage Permit fee $ 25.00 $ 466.25 $ 25.00 $ 25.00 TOTAL $ 541.25 Please have the developer complete the attached Non - Residential Sewer Use Certification and Business Declaration Forms and forward the originals to METRO. Two copies of the confirmed Utility Permit Application Form and approved plans have been inserted in the permit files. JP /cd Attachments a/s c f : METRO Finance Department (w /copy of application) City Utilities Inspector (w /copy of. plan /application) Development file (w /copy of plan /application) CD.D25.SEGALWRRT.UPA 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433 -0179 Fax (206) 431-3665 City of Ti wila ti 0 n # ANL. 73— oiod. Central Permit System – Engineering Division f.3 20 6300 Southcenter Blvd., Suite #100, Tukwila, WA 98188 4.3,r) 4022, Phone: (206) 433-0179 UTILITY PERMIT. APPLICATION Oj Site Address: .6-2-rst South 180th St .7. Tukwila, WA • 98188 •.1:ORMATION m ame of Project: 180th Segale Retail - Property Owner: Street Address: Engineer: Dave Street Address: Contractor: _ Street Address: Mario A/ Se ale P.O. Box 88050. Millard, M.A. Segale, Inc. P.O. Box 88050 Phone No.: 575-3200 cit Tukwila ; WAT, 98138 ::s Phone No.: 575-3200 City/State/Zip: Tukwila, WA 98138 Phone No.: 575-3200 ------ City/State/Zip: King Cty Assessor Acct #: 19 n 49'119 Contractors , 'ERMITS 0 Channelization/Striping/Signing i.:REQ1.1ESTED::::::)3 Curb Cut/Access/Sidewalk •xx ' :#74:06+1r43 Fire Loop/Hydr. (main to vault) - No.: O Flood Zone Control O Hauling . PER RDAIC.)0 Land Altering 10,000 cubic yards /14..41.44VE-Y:1 Landscape Irrigation O Moving an Oversized Load License #: SEGA A-5 11:1 ye5 Sizes: r 0 A/41.etdowd .1.1/0/e.uni.(531 .1/4041-imOKJ 0 etery,y7- Date: - Est. start/end times' LMA 372 NO Exp. Date: 1011/93 Sewer Main Extension 3 Private 0 Public Storm Drainage . Street Use Water Main Extension Ed Private 0 Public Water Meter / Exempt: - No.: Sizes* Deduct 0 Water Only n Water Meter/ Permanent - No • _A_ Sizes:J.,5_ Water Meter / Temporary: No.: Sizes*._ Estimated quantity: Schedule: yESX:1 Sanitary Side ewer- No.: 1 0 Other: TER.NaT DEPOSIT/ Btu .... .. . . . . . RV.1. B1LUNGS Name: s eq ale ';* Street Address: Name: Se ale Business Park P.O. Box 88050 Business Park Phone No.: 575-3200 City/State/Zip: Tukwila WA 98138 Phone No.: 575-3200 Street Address: P . 0 . Box 88050 City/State/Zip:Tukwila , WA 98138 f..5a Water ,Z3 Sewer L Metro 0 Standby 1.10000.40.:110)4 .. 30 ... '''''''' O Single-Family Residential 0 Multiple-Family Dwelling 0 Hotel No. of Units: 0 Motel O Duplex O Triplex O Apartments O Condominiums O Other: CommerciaVIndustrial 0 Office 0 Warehouse 0 Retail 0 Manufacturing El New Building 0 Remodel/ Square Addition Footage: 89,250 SF . INFORMATION • •• King County Assessors valuation of existing structures: $ O Church O Hospital School/College/University O Other: Square footage of original building space: wA, Square footage of additional building space:114:x ,/, .5 750 Valuation of work to be done* ^ e49-, :?'VtitHtt3..r.,,,V#ffrTIFTT.HATi::1.:VAVE:REAL7.71711$.::::APPLICATIC)NANID)K.140MTWSAAW7Q13g:TRUE.APRRE.C.T.. • • Applicant/Authorized 4-- ) / Agerit Signature: t,„/,/1/4 /.4/011./ Contact Person (Print name): Dana Warren Print Name: Dana Warren Address: P .0. Box 88050, Tukwila, WA 9813 Date: 9/1/93 Phone: 575-2000 '" Phone: 575-2000 Date Application Accepted: Date Application Expires: 04/22/92 • (�7 4 mETRD Non- residential Sewer Use Certification (To be completed for all new sewer connections, reconnections or change of use of existing connections. This form does not apply to repairs or replacements of existing sewer connections.) Pursuant to Metro Council Resolution Nos. 5719 and 5968, all sewer customers who establish a new service which uses metropolitan sewage facilities after February 1, 1990 shall be subject to a capacity charge. The Metro Council has established the amount of the charge at seven dollars ($7.00) per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. The charge is collected semi - annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to Metro at 684 -1740. (Please print or type) Owner's Name Property Legal Address: Subdivision Plat Property Street Address (Last, First, Middle Initial) Party to be Billed (if different from owner) Party's Mailing Address: (if different from property address) City, State, Zip City or Sewer District Date of Connection Side Sewer Permit # Owner's Phone Number ( Owner's Mailing Address: (if different from above) A. Fixture Units Number of Fixtures x Fixture Units = Total Fixture Units (Public or Private) Kind of Fixture Fixture Units No. of Fixtures Total Fixture Units Public Private Public Private Bathtubs and /or shower 4 2 Dental units or lavatory 1 — Dishwasher, commercial 4 — Drinking fountain (each head) 1 — Hose blbb or sill cock 5 3 Laundry tub or clotheswasher 4 2 Sink, bar or lavatory 2 1 Sink, clinic, flushing 10 — Sink, kitchen 4 2 Sink, other 4 2 Sink wash, circle spray 4 — Urinal, flush tank 3 — Urinal, pedestal 10 — Urinal, wall or stall 5 — Water closet tank 5 3 Water closet, flush valve 10 6 Total Fixture Units Residential Customer Equivalents (RCE) 20 fixture units equal 1.0 RCE Total No. of Fixture Units 20 RCE For Metro use: Account# Monthly Rate Slx Month Due 10513 (Rev, 5191) White — Metro B. Other Wastewater Flow (in addition to Fixture Units identified in Section A) Type of Facility /Process: Estimated Wastewater Discharge: Gallons/day Residential Customer Equivalents (RCE): 187 gallons per day equals 1.0 RCE Total Discharge (gal /day) 187 RCE C. Total Residential Customer Equivalents: (add A & B) A B RCE I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corrected data for determination of a revised capacity charge. Signature of Owner/ Representative Print Name of Owner/ Representative Date Yellow — Local Sewer Agency Pink — Sewer Customer Business Declaration Part I Fill out this form, fold it so the business -reply portion is showing and return it to Metro's industrial waste section. If you need to use additional sheets of paper, please mail the entire package of information in a se arate envelope. Mail to: Metro Industrial Waste Dept. Company name: Contact person at your company: Title: Telephone number: Mailing address: Type of business: What does your firm manufacture or produce? Number of business sites: Address of each business site 1. 2. 3. Use additional sheets if necessary. No. of employees at site Part II Please circle the correct answer as it applies to the business site given below. If you have more than one business site, please copy this page and fill out a form for each site. Company name: Site address: Contact person: Title: Telephone: 1. Does your company use water for cooling, production, manufacture, washing, rinsing or floor cleaning in production areas? Yes No 2. Does your building have floor drains, catch basins, sumps or sinks in production areas or any other outlets to the sanitary sewer? Yes . No 3. Does your business store or mix liquid chemicals? w Yes No 4. Does your company use solvents or flammable substances? Yes No 5. Does your company process food or animal matter? .Yes No 6. Does your company use metals or metal solutions - in manufacturing, processing, treating waste, etc.? Yes' No 7. Does your company pump or discharge groundwater for construction dewatering or groundwater remediation? Yes No 8. Does your company have outdoor activities, such as vehicle maintenance, equipment washing and drum cleaning, or uncovered storage areas? Yes No 9. How•many gallons of industrial wastewater does your company discharge each day? (check one) ❑ Less than 5;00 gallons .- ❑ 5,000 - 25,000 gallons ❑ More than 25,000 gallons THANK YOU. BUSINESS REPLY MAIL FIRST CLASS PERMIT NO. 10919 SEATTLE, WA POSTAGE WILL BE PAID BY ADDRESSEE 4P.METR0 MUNICIPALITY OF METROPOLITAN SEATTLE ATTN MARY REARDON MS LAB 821 2ND AVE SEATTLE WA 98104-9986 • II1I111Ii,I11,,IIIi,111 ";'1I11111111111iI�,!III II NO POSTAGE NECESSARY IF MAILED IN THE UNITED STATES CITY OF TUKWILA Id: ACTP125 Keyword: UACT User: 1677 09/29/93 Activity Table Processing BUILDING PERMIT Permit No: B93 -0340 Tenant: 180 SEGALE RETAIL Status: PENDING Notice: JUSTIFY 3 CURB CUTS (180TH).DELI TO BE REMOVED IN FUTURE. Type: B -BUILD Vers: 9101 Screen: 01 Base Information Parcel No: 352304 -9119 Owner: SEGALE MARIO A ' Validated-By: SAO Plan Ck Approved: / / Status: PENDING Applied: 9/ 1/1993 Issued: / / Active /Inactive: A Completed: / / To Expire: / / C of 0 Issued: / / Bus Lic #: Final Notice: / / Nature of Work: NEW RETAIL 89,250 Location: Category: NCOM (N= NEW /A= ADD /ALT + SFR,DUP,TRI,APT,MH,COM,IND) Zoning: Gas /Elec: Census Code: 327 # of Units: # of Bldgs: 1 Pub Own:N Streams: Slope: N Wetlands: Water:TUKWILA Sewer:TUKWILA Setbacks - North: .0 South: .0 East: .0 West: .0 Valuation: 5,293,417.50 Fire Protect:SPRIN Type Const: II -F.R. Type Occ:0023 410PPRIPm UBC Edition: 1991 Occupant Load:4,950 F7= Update, F2= Previous Line, F1= Screen Index, ESC =Cance CITY OF TUKWILA Id: ROUT130 Keyword: UACT User: 1677 Activity document routing maintenance. BUILDING PERMIT Permit No: B93 -0340 Tenant: 180 SEGALE RETAIL Status: PENDING Route: 1 Current Route Line: 5 of 10 Packet Units Description Station Status Received Assigned Complete aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa Packet Units Action Station Initials Status Received Assigned Completed BUILD 01 01 C BLDG KEN Approved 09/03/93 09/07/93 09/29/93 Priority (0/10w..9/high): 0 Regular hours (HH.MM): 00 Overtime Hours(HH.MM): Comments 1[MET WITH REPRESENTITIVES FROM SEGALE 10AM 9/10/93. BOB ] 2[FADDEN ARCHITECT WILL SUBMIT REVISED DRAWINGS AND ASKED ME ] 3[NOT TO COMPLETE MY REVIEW UNTIL REVISION COMES ON 9/14/93. ] 4[REVISION TO BUILDING COMMENT O.K. 9/29/93. KEN ] 5[ ] 6[OCC. LOAD 4,950 TOTAL ] 7[EXIT PROPROSED O.K. ] 8[ ] 9[FIRE PLEASE REVIEW AND COMMMENT. ] 10[(LAND SCAPE PLAN ROUTED TO PLANNING 9/29) ] aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa 09/29/93 F1 =Help, ESC =Exit current screen. SEGALE BUSINESS PARK P.O. Box 88050 _ ... Tukwila, Washington 98138 Tel: (206) 575 -2000 Fax: (206) 575 -1837 RECEIVED CITY OF TUKWILA S E P 2 9 1993 PERMIT CENTER DATE egg/93 ❑ MEMO ❑ TRANSMITTAL ❑ PHONE LOG JOB NAME' JOB ADDRESS. ATTENTION: PHONE. ❑ Mail ❑ Messenger ❑ Hand Delivered ❑ Fax b pages incl. cover v Om died f62� rew- t�I COPY TO: SINCERELY: OdzieVadat/ FILE TO' lance mueller* & associates architects September 27, 1993 Ken Nelsen Plans Examiner CITY OF TUKWILA 6300 Southcenter Boulevard, suite 100 Tukwila, Washington 98188 RECEIVED I CITY OF TUKWIA SEP z 9 1993 PERMIT CENTER Re: SOUTH 180TH RETAIL BUILDING PLAN CHECK NUMBER B93 -0340 Dear Mr. Nelsen: The following is our response to your plan check comment letter dated September 20, 1993: 1 a. This is not a mixed occupancy building. It is a type A2.1 building. The "Support Office" area is exempt by section 503(a) exception 2.B as an accessory use as an administrative and clerical office which does not exceed 25 percent of the floor area of the major use. Every part of the structural framework of the roof of this Group A Occupancy is not less than 25 feet above any floor therefore fire protection of all members of the roof construction, including those of the structural frame, may be omitted per section 1806. 1 b. No fire separation between these two areas is required be section 503(a) exception 2B. 2. Sheet A2 now shows three areas of Evacuation Assistance. Each of these areas show two wheelchair spaces of 30" x 48" and protected with one hour assemblies per section 3104. 3. Note removed. 4. Insulation values now shown and coordinated. 5. Reference to the minimum ventilation volumes for each occupancy as required by the Washington State Ventilation and Indoor Air Quality Code are made on sheet A2. Details to verify to be submitted at a later date. 6. Rest room calculations on sheet Al have been revised. 7. Exit lighting, emergency lighting, etc. will be submitted on the tenant improvement drawing after pathways have been established. 130 lakeside • suite @60 • Seattle, weshingtan 98122 • 208 / 328.2883 • fax: (208 328.0884 lance mueller ale, eel • senior aasooletes' robert olsohewsky, sheen tummy associates' robert fedden, miohasl gelbralth, rlohard harnlsh, robert wells a washington corporation furnlehing architectural servloes by and under the supervision of registered architects a lance . mueller SI associates architects September 27, 1993 Ken Nelsen Plans Examiner CITY OF TUKWILA Page Two 8. A lighting budget per the Washington State Energy Code has been Al. I hope the above comments have answered your concerns and allows you plan check. If you have any other questions please do not hesitate to call. Sincerely, LANCI LER &ASSOCIATES/ARCHITECTS Thomas Zander Project Architect TZ:z provided on sheet to complete your 130 lakeside • • sups 260 • • Beattie, weahington 96122 • 206 / 326.2663 • text (206) 326.0554 lance muelior ales eel • senior sssoulatus; robert oisahsweky, oilmen furn.y aaepaiatsat robert Fadden, miohsel gaibrsith, rlohard hornbill* robsrt we0o . a Washington aorporatIan furnishing architectural.earvicee by and under the supervision of registered architects DATE • CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 * * REVISIO' ` SUBMITTAL PROJECT NAME ADDRESS 2XX /Ao. CONTACT PERSON P~ �/��G,�i�O -�,C� PHONE 7J '—Z. ARCHITECT OR ENGINEER t4 Fdi /4/1(21 *'% PLAN CHECK/PERMIT NUMBER -O3' O /fJ p� 1: lam TYPE OF REVISION: 'l'. /I/ �fi(4 -/e'AL SHEET NUMBER(S) 74 ( /1 "Cloud" or highlight all areas of revisions and date revisions. SUBMTI'1'ED TO: 40 i' f' i — CIrY OFETUKWILA SEP 2 9 1993 PERMIT CENTER EDWARD S. SIDER & ASSOCIATES, INC. BIECIiAN1CAL ENGINEERS EDWARD S. SIDER AND ASSOCIATES SOUTH 180TH RETAIL CENTER Energy Code Compliance CITY OF�TUK WILA SEP 2 9 1993 PERMIT CENTER File Code: ECSo180E Engineer: PJ Proj. No.: ESS & A Cade Referance: 1991 WASHINGTON STATE ENERGY CODE. Table 5 -2 Remarks: Date: September 27, 1993 Energy Code Standard Proposed Design Component Area U -Value A x U Area U -Value A x U Roof #1 89250 0.035 3123.75 89250 0.05 4462.50 Roof #2 N/A N/A 0.00 N/A N/A 0.00 Wall #1 37731 0.25 9432.75 37731 0.12 4527.72 Wall #2 6975 0.25 1743.75 6975 0.66 4603.50 Wall #3 N/A N/A 0.00 N/A N/A 0.00 Glazing #1 N/A N/A 0.00 N/A N/A 0.00 Glazing #2 N/A N/A 0.00 - N/A N/A 0.00 Door #1 168 0.25 42.00 168 1.10 184.80 Door #2 966 0.25 241.50 966 0.54 521.64 Door #3 660 0.25 165.00 660 0.14 92.40 Totals: 135750 14748.75 135750 14392.56 Overall U- Factor: 0.108646 This building does comply with the Energy Code. Overall U- Factor: 0.106023 180 Nickerson, Suite 304 Seattle, Washington 98109 (206) 285 -2966 Fax (206) 285 -1045 . = ' EDWARD S. SIDER & ASSOCIATES aI:C.ILAMG.U. mamas Project 1 1 it(4= Subj, l� CL_Thrie Made , Ckd. Sheet Joh No. �-�•J Dateq�, /(� _ +Date Of CO F r v►G�e A', r• -UP Q d .�' �--'►q i�',�'t c1 = .n s meArA 1 Oec1c'1 ncj XAS c•'e A'1 r- L c& 11 Co\s- t-rv- c +tJ-1 u =' /1 Z = o , oS O.61 ao, / 0. 0.6 CAA-5',6e A'1 6" C.,nc . Lx.,11 i r15'tdC A.1,- • b ' EDWARD S. SIDER t & ASSOCIATES MWWJi4Mru. FACINrr.M. Project Subj. Eieratj (csci -P Joh No. 1 C 61 ICs. S S) v C12c3II —Ut7. Made P J Ckd Dated /al /4Date Sheet Of i CITY Oc TUKWILA. Department of Community Development FAX TRANS : ; IT'TTAI. FAX NUMBER: (206) 431 -3665 TO: v\t Watrrev\ DATE: Sei+. e 1 19cl TITLE: • . FROM: .Kete■ 14e( s.en COMPANY: Ai.. .. A A. O� .os L\c • TITLE:. P\ �� -x (/� _\ 1 v\ e r ' DEPARTMENT: � DEPARTMENT: a) \ (4 ■ A iiiiw~A4KOWiu iWWAS iJi;i4:i:.Vii WAVviii“ ::4:iiwi "ww•t;:::;i:;fic:::+4•M V, 44 4: 444 4::Mtua:uaua:i.W.,4:u;::;•ci r:::i44:4::0:44:4:4345 :vc:i: •444 i:i;r.:44,0M::au » i ; :::v:::iM::;aw»:4M:i444 4.4 koxou::vxioct�a <a FAX NO. CALLED: NUMBER OF PAGES SENT BY TRANSMI'1Tr:,D, INCL. (INITIALS): THIS COVER SHEET: ~Kw«cw.�i.4:i'dir/.Gr haia rror.zts >awk r: w: L: wk: w :riw:lr:;;:K:C+:ci;:.::i;r:i:': f:�YH2iii i•N:i:�R:viN.rKiiyV:.•.•.; (4 .. kwwa.•ii',v't4cw f:.WA:S:'w;;4:' ::::GRk:rr :,r:: v:J. tk::::.<.i4g4M40:,4,0 4W ,Wc:i40:4:::W4t4ors-nh?Gtfi.Y.0. 575° Mvl li% tiii:" NriT. 4iGKviM4: vll, R: W�: VFhwiWi�. iWnS:C vYi4: iVmn •Nrn•.iw�.v..5iw.wCiW:KririY.4ri is rrnwn. :nrr�ii7.v,vMt'f•4<:oierA olenreiilMiNivive. eAsiiw:{ v: W Y %ii4 M:4WM.W.1Wi:iK:yKKP:li+i. IF THIS COMMUNICATION IS NOT CLEARLY RECEIVED, PLEASE CALL: Viiehredv iiLiisiif 4Aw./.<4ii**AiiW'UYisi+d.tvAS's :4:K.(4140•:ri ~5i4,62ioWeK.iLi MASi vi:ldW4Wrt%4,4i;ii:'4..A.6050., 0: W: ivi/ NGR> Y .M X. ir%,:".4. 42..7..fi,:44,44x..rn.W.X.i$444 tiiiitiiiiir%: i. YM 'wvikiJ✓.w.HW,/:f4*ih++w{�404, DEPARTMENT OF COMMUNITY DEVELOPMENT 6300 Southcenter Boulevard, Tulcwila WA „98188 () Office: (206) 431 -3670 c)/6 City of Tukwila John W. Rants, Mayor Department of Community Development Rick Beeler, Director September 20, 1993 Dana Warren M. A. Segale, Inc. P.O. Box 88050 Tukwila, WA 98138 RE: South 180th Retail Building Plan check number B93 -0340 Dear Mr. Warren: Review of the revisions received September 15th has determined that additional information and /or corrections. must be submitted to complete the plan review. Please address the following comments. 1. The architectural plans designate both B -2 and A -2.1 occupancies. It was understood at our September 10th meeting this would be done to identify exit requirements, rest room requirements, etc. However, this occupancy designation creates additional construction requirements that must be addressed on the architectural drawings as follows: (a) All of the structural frame in the B -2 portions of the II -F.R. building, regardless of height are required to be protected by a two hour rating per U.B.C. Section 1906 reference to Section 1806. Provide specific drawing details describing an approved method for this protection, include specifications, extent of frame protection, etc. Note: Any future change to retail of this type II -F.R. structure will require the entire roof to be protected by one -hour. (b) Drawing details must show the construction of the 1 -Hour occupancy separation required by U.B.C. Chapter 5 and separation for the above subject(a) construction requirement. Detail must also demonstrated that the occupancy separation wall is structurally suitable for its height. 6300 Southcenter Boulevard, Suite 11100 • Tukwila, Washington 98188 • (206) 431.3670 • Fax (206) 431.3665 Page 2 and 3 2. Provide complete construction details for what is assumed to be the Areas for Evacuation Assistance at the buildings south wall exits, U.B.C. section 3104. ' 3. Sheet A4 wall detail B notes, "flame spread 25 not required where covered with GWB ". Delete this portion of the note. This exception for U.B.C. Section 1714 does not apply in type II -N construction. 4. The architectural plan insulation values, door, and glazing square footage details do not match the submitted Energy Code calculation completed by Edward S. Sider & Associates. Provide comparable compliance information to the State Energy Code. 5. Reference must be made on the drawing as to the minimum ventilation volumes for each occupancy as required by the Washington State Ventilation and Indoor Air Quality Code. Details to verify a mechanical method to provide these requirements may be submitted on a separate mechanical permit at a later day. 6. The proposed rest room calculation for mens fixtures and the total number of drinking fountains do not reflect the State 1991 U.P.C. Appendix C requirements. The mens fixture count requires 8 water closets and a additional 8 urinals minimum. The number of drinking fountain are 33 total and any reduction of these must be specified. Note: Because the actual rest room layouts and construction details have not been submitted with this building permit, it must be noted that the rest room requirements will be submitted under a separate Tenant Improvement Building Permit. 7. A electrical design was not submitted to identify the exit lighting, emergency lighting, audible and visual alarms, power supply, etc. Provided information as to how these are to be accomplished. 8. At minimum provide on the plans reference as to how the building lighting budget for the exterior and interior will be accommodated per the Washington State Energy Code Section 505. Page 3 of 3 To confirm you have received these comments contact this office and/or submit revisions within ten working days. Feel free to call me if there are any questions at 431 -3670, 8:30 a.m. to 4:30 p.m. Sincerely, Ken Nelsen Plans Examiner DESCRIPTION (Lot 3) Proposed o a +- :: O) b 0,0 g ■o O +.3 : tl 1.1 p0 •ri 0 Cd in N +-1 cd in 4-+ Ld •1-1 • O N i ^OO +.) O O 4 in M o tl O O (.+ V 0 4-) ^ 0 0 +.i C 7 0 4-1 - N O) cd 00 in u) • �, 1� o O q) .r4 VI O (I) z (1 0�.0+j v) �"0 z a . CT 0 (s4 •0 0 �p •0 O O a-+ 4.0 in tr • 3 O ir-1 O � C ,N � i 4.4 • C g • .0 o� O Oct OW O 0 O •0 0 (y.4 ba0 ''44 O . O O � 4j IA = 0 r` E-4 +•) 'v'- M U 0 U Ld O %O z 4.3 00 1.4 4a� +L�N.0`'0 oW :14:0 :11: ��O �QW li • 4•I 0 p CO W O O r:11:0110:—:1) r7 ^ D �M•�O O NEB 3 0 ,d cd O cv .o ^f0 o' et 0 hoc) = .N .0 U ^.0 O 0 p to {_, r-1 O4.t4t .-C 3 0)44 N V) 0 0 '4J l.4 •W +� O • Z to 3 ;b • ^ +'o+ ai in a▪ ,) = M al O t:1 4a O N N 'L7 u) 4-1 4 1�-1 O rf 0 461 Z O v `� . ▪ 'D ga- oFo`"t'),,cN. +J � 1.4 O 1-4 c9 ■p O CO ' zU .4 a) �wco0 $-,o O0a) 44 4.) o � ., 0�� c 0 i� O O+: •O LD 0 c7 Ell Z O I-I CO 0 g Q ++M 0 z+� O •Z 1.1 CO OW 4-) 1-4 in .4 uD 11 as N 4.3 -. A, O 0 Z 40) M a 6 .1 .N N r-t cadU0 64 N O t a i ) = = 1 � i U 0- = O cd 0 01-4 ) a 0 1.4 C) Q) E-1 c/) U 0 cd E-I c/) cd 0 44 0 329,742.15 SF or 7.57 Acres Containing: RECEIVED CITY OF TUKWILA SEP 0 1 1993 PERMIT CENTER DESCRIPTION (Lot 3) Proposed e .• G)+-'••. G)b CIO C;!oo O y. .O 0) r-I .0 ••"I O Ott) eV 4.3 4 ed c.r) +•► cd •.-I • O 4J O G O 4461 To) 0 •U ed 6:10 2 20 Ct M .-L$4 U) - 00 i-,U ir0 0 4 ..O CO CA • N 0 cdd�oo►n NzC. .•I i-, O 0 G) .r4 NI O C) Z en Z .«O 4-) N 1.4 p 3 p Z iii = c' � = C/) ed in .' O z $4 • C)4 0O OHO- •..p O= $ O wod0 ,�+•3 Q• .[ 0 0 r-+ G) O• r G) W co O�O•0o ., CoO w0 - o 1-I w ~ .. W ed C .y n o d r-. Q • 0 oW a, 0Li -tocN =0 is `r w °a,o61oww LW,— ° M O M M "i O U G +'3 • E" 1 i-+ ~ �, b c3 • n! •. V) ' U G) O N G ° � e E C _""*P4 V -* �) p 0 O 4.) .4 r-1 U U •.= .L = O O G W p +-' 0 • O p 0 64 P. Z. Z y 3b $.., V) .. , +o ON O C= O O M cd O ed C O W G) O NI 4•J ▪ x W 0 ▪ W O Z▪ Neto• N • M 0Z G t • •••44 ,,0•P4 •6+ gi) i•+ i •• CD p O CO v•••1 0 s p U .^, 6 + ) ' W oo O i•, 0 W U) +» .O C) n • W 0 •a' O o G) F., y� C) O O Z F.r 'C 4'4/ i i.l c.a ti' ^ en C p 0. C G) G) 4J M o Z 4.> z °• z •$.1 c 0 144 O • O CO U cd4.)MO E O cn+4= a O p Z G) a .,-.4.-1 •--I aC -1.-1 ..-1 W ,, co - .0 •O -o • - en G7 co ▪ U en Z i., O N O O 1-, U G) - IQ • O ca O o ,-I O a o Fr 0 O) ►.a E-• v) 3 U O ca 3 E-* C et cd I O 329,742.15 SF or 7.57 Acres Containing: RECEIVED CITY OF TUKWILA SEP 0 1 1993 PERMIT CENTER EDWARD S. SIDER & ASSOCIATES, INC. MECHANICAL ENGINEERS EDWARD S. SIDER AND ASSOCIATES SOUTH 180TH RETAIL CENTER Energy Code Compliance Engineer: PJ File Code: ECSo180 Proj. No.: ESS & A Code Reference: 1991 WASHINGTON STATE ENERGY CODE. Table 5 -2 Remarks: Date: August 26, 1993 Energy Code Standard Component Area U -Value A x U Roof #1 86820 0.035 3038.70 Roof #2 N/A N/A 0.00 Wall #1 16950 0.25 4237.50 Wall #2 25428 0.25 6357.00 Wall #3 N/A N/A 0.00 Glazing #1 1800 0.25 450.00 Glazing #2 648 0.25 162.00 Door #1 252 0.25 63.00 Door #2 960 0.25 240.00 Door #3 210 0.25 52.50 Totals: 133068 14600.7 Overall U- Factor: This building does comply with the Energy 0.109724 Code. AliVe 4 1V, r,/01 „lox RECVED CITY OF TUKWILA SEP 0 1 1993 PERMIT CENTER Proposed Design Area U -Value A x U 86820 N/A 16950 25428 N/A 1800 648 252 960 210 133068 0.08 6945.60 N/A 0.00 0.13 2203.50 0.13 3305.64 N/A 0.00 0.65 1170.00 0.65 421.20 1.20 302.40 0,16 153.60 0.40 84.00 14585.94 Overall U- Factor: 0.109613 180 Nickerson, Suite 304 Seattle, Washington 98109 (206) 285 -2966 Fax (206) 285 -1045 EDWARD 5. SIDER Project ..04.—% l J ' R e— , '" ° r & ASSOCIATES w, c,un,ru :I KRA Subj. Juh Yo. _(6 /55\ -QCs: s(5-'s7 .;-- L11 Co^.s-t- cuc -��� '--C, - *= 1 4' 4v Made P J Ckd. Sheet j Date q"...---1/93 Date Of / 0,08 0. 1 . 0, b‘, o. o. 6g • R O B E R T FOSSATTI A S S O C I A T E S CONSULTING ENGINEERS August 2, 1993 A PROFESSIONAL 1001) NORTON BUILIDING 118 SOI TII IIOTEL STREET SERVICES 801 SECOND AVENUE SUITE 2O2C CORPORATION SEATTLE, WASIIINGPON 98109 HONOLULU, IIAWAII 98814 TELEPIIONE: (206) 021 -1003 • TELEPIIONE: (808) 533.8890 FAX: (208) 821 -974(1 FAX: (808) 545.2200 City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Attention: Duane Griffin Reference: 93- T- 10 /RFA 1193102 -06 (Segale Retail Center) 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. In GeoEngineers' June 30, 1993, letter, GeoEngineers stated that their November 30, 1992, letter was not a comprehensive report. Since additional geotechnical recommendations are provided in their June 30, 1993, report, this report should also be referenced in the Structural Notes. 2. Complete the drawings and details for our review. For example, Section B -7 is incomplete. All plates and reinforcing needs to be called out, typically. 3. The diaphragm welding schedule does not call out adequate zones in the area bounded by Grids Q -U and 14.4 -17. Refer to page L9 of the calculations for actual shear forces in this area. 4. Chord reinforcing appears to be missing from some panel elevations. For example, see precast panels along Grid N. Review all locations. 5. Page L11 of the calculations shows a shear force of 111.8k along Grid 12 at the high roof. Page L26 of the calculations only uses 90.6k at this location. Also, page L11 of the calculations shows a shear force of 220.1k at Grid 9 and page L12 only shows 177.5k at this location. Please clarify. 6. Please indicate where the wall is that is designed on page W2 of the calculations. RECEIVED AUG 0 31993 CUmMUNIT Y DEVELOPMENT 93-T-10/RFA #93102-06 (Segale Retail Center) August 2, 1993 Page 2 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 calcula- tions, as required. Very truly yours, ROBERT FOSSATTI ASSOCIATES, INC., P.S. afieza- kze,6 Crystal Kolke CK/jw:1 cc: Lance Mueller & Associates Architects 130 Lakeside Seattle, WA 98122 )T t4/�' .. . 1■.)e.,\ ••.R otA .. C, AME.Rom --7;A)/ la u ( (.4 --DCW1301 •%3 E /1 A 4.434 c - 8S5' Gs1Sd y -34'7O 1 -1 3,7..553 5. _ 3 Z6G Q 9- 9c 7 ?s -.200 75 = ?oo° as - (. 55 - .433-.01 -79 2 t 4eic 11%) b Co,µwN.Isuu►.- 5 4'6- ' t4A6E ,„vess X912< 9A1e B- ► a5 }/9-k \N. R 0 B E R T FOSSATTI. A S S O C I A T E S . CONSULTING ENGINEERS . . September 23, 1993 A PROFESSIONAL 1000 NORTON BUILDING 116 SOUTI I HOTEL STREET SERVICES 801 SECOND AVENUE SUITE 202C CORPORATION SEATTLE. WASHINGTON 08104 HONOLULU, HAWAII 06813 TELEPHONE: (2061021 -1803 TELEPHONE: (808) 533.6698 FAX: (200) 621.0740 FAX: (808) 545 -2200 City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 RECEIVED CITY OF TUKWILA SEP 2 3 1993 PERMIT CENTER Attention: Duane Griffin Reference: 93- T- 11 /RFA #93102 -07 (Segale Business Park) 69-e.5..0 c� O 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, calculations, and soils report for your use. Very truly yours, ROBERT FOSSATTI ASSOCIATES, INC., P.S. Crystal Kolke CK /jw:3 cc: Lance Mueller & Associates Architects 130 Lakeside Seattle, WA 98122 • R O B E R T A S S O C I A T E S CONSULTING ENGINEERS September 21, 1993 • A PROFESSIONAL 1000 NORTON BUILDING 116 SOUfII HOTEL STREET SERVICES 601 SECOND AVENUE SUITE 202C CORPORATION SEATTLE, WASHINGTON 00101 HONOLULU, HAWAII 96013 TELEPHONE: (206) 621-1803 TELEPHONE: (808)533.6699 FAX: (206) 621.0740 FAX: (808) 545.2200 City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 SEP 22 DEVELOPMENT Attention: Duane Griffin Reference: 93- T- 11 /RFA #93102 -07 (Segale Business Park) 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. 1. The Roof Diaphragm Welding Schedule and Plan, Sheet S1.2, references Grid 11 and should reference Grid 12 instead. Section K-3,1 is not called out on Sheet S3.1. 3. The joist girder along Grid E, between Grids 4 and 5, needs to call out 45k axial force, not 4k. 4. At panel elevations 63 and 64 on Sheet S4.2, there are two notes calling out the vertical reinforcing at the pilaster. Revise to 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 calcula- tions, as required. Very truly yours, ROBERT FOSSATTI ASSOCIATES, INC., P.S. Crystal Kolke CK/ jw: 2 cc: Lance Mueller & Associates Architects 130 Lakeside Seattle, WA 98122 SEP 2 21993 COMMUNITY DEVELOPMENT c CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 * * REVISION SUBMITTAL * * DATE /45 -'15 PROJECT NAME /oadt &i / • ADDRESS ./6g'2* CONTACT PERSON f ?74ff edine ARCHITECT OR ENGINEER PLAN CHECK/PERMIT NUMBER 5 ‘73 -a 5.e TYPE OF REVISION: ,,CV&I ,Oke � ? MV PHONE 675- SHEET NUMBER(S) ,- ( /Iry h6' "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: C1ryn �ve0 rUkw�� SEp y ,y 1993 pe Mir cFNre • R O B E R T FOSSATTI A S S O C I A T E S CONSULTING ENGINEERS September 7, 1993 A PROFESSIONAL, 1000 NORTON BUILDING SERVICES 001 SECOND AVENUE CORPORATION SEATTLE, WASHINGTON 08101 TELEI'IIONE: (200) 021.1003 FAX: (200) 021 -0740 City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 110 SOUTH IIOTEI, STREET sum; 202C IIONOLULU, IIA11'A11068(3 TELEPHONE: (008) 533.60E19 FAX: (808) 545.2200 bc10-°51#‘() Attention: Duane Griffin 11 Reference: 93- T- to /RFA #93102 -07 (Segale Business Park) 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. The drawings and calculations do not appear complete at this time. We have provided a preliminary review; however, we will need complete drawings and calculations to finish our review. Please note that the following comments do not represent a complete review. The soils report needs to be sealed by the geotechnicai engineer. The report indicates that it contains preliminary recommendations; we need the final, complete report for review. Also, the Structural Notes reference a soils report other than the one submitted. 2. In the design of the distribution of lateral forces, loads need to be attributed to the walls along Grid E at 1 -2 and 10 -12 and between Grids E and F at 2 and 10. Considering the rigidity of the walls relative to the flexibility of the roof diaphragm, forces will be directed to these walls and must be considered accordingly. Revise the drawings and calculations as necessary. 3. The roof diaphragm welding schedule and plan, Sheet S1.2, indicates that Zone 4 welding is only required to have a shear force of 710 lbs /ft, however, the calculations show 780 lbs /ft along Grid 12 for example. Coordinate all values as necessary. 4. Provide a detail of the connection of the drag strut to the shear wall at Grids 5 and 7. 5. The Roof Framing Plan, Sheet S1.2, references Sections E -3.1 and J -3.1 along Grid 12. Section E -3.1 shows a column -to- girder connection; however, there are no columns along this grid. Revise section references or plan to clarify. RECEIVED SEP 8 1993 COtvl(vIUN 1 Y nFVELOPMENT v,+ 93- T- 10 /RFA #193102 -07 (Segale Business Park) September 7, 1993 Page 2 6. Section E -3.1; how is the column connected to the concrete wall? This attachment is required per Section 2614 (c). 7. Compression members are required to be provided with lateral ties per Section 2607 (k) 3B. Refer to panels 63 and 64 at Grid E. . The panel elevations show wall -to- footing connections typically. Clarify which detail is to be referenced. 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, ROBERTFOSSATTI ASSOCIATES, INC., P.S. /eat.. Crystal Kolke CK /jw :1 cc: Lance Mueller & Associates Architects 130 Lakeside Seattle, WA 98122 4t City of Tukwila John W. Rants, Mayor Department of Community Development Rick Beeler, Director September 1, 1993 Robert Fossatti Associates Consulting Engineers 1000 Norton Building 801 Second Avenue Seattle, WA 98104 Regarding: 93 -T -11: (B93 -0340) Please do structural review per U.B.C., 1991 Edition. Sincerely, Syl 7. a A. Osby.. Permit Technician 6300 Southcenter Bouleyard, 'Sulte #100 :• Tukwila, Washington': 9814 8 ,• 1(206) 4313670 Fax (206) 4313665 • SEGALE BUSINESS P tiK P.O. Box 88050 ..._ . Tukwila, Washington 98138 Tel: (206) 575 -2000 Fax: (206) 575 -1837 ro Cr/ of 7kivr14 ATTENTION PHONE. ❑ MEMO ❑ TRANSMITTAL ❑ PHONE LOG DATE. 94'43 JOB NAME. JOB ADDRESS: ❑ Mail ❑ Messenger ,' Hand Delivered ❑ Fax # pages incl. cover 1 1g# / one/ a p/i a - /,; kt. C1i.�L e Z , I�CP/7'. z 37,714- Itefi b /r, 1 lni�1gail l- 2 5 lth2W G2 P4; 645 - 1 4,tIC T63 - RECEIVED CITY OF TUKWILA SEP01199'9 COPY TO: SINCERELY:. PERMIT CENTER Oariaiw FILE TO i - CITY OF TUKWILA Department of Community Development Phone: (206) 431 -3670 Vl 1 1 V1 sa rs.VVILi-it PRE - APPLICA 1ON PROCESS MEETING ATTEIKJANCE RECORD - Building Division 6300 Southcenter Boulevard - #100 fit, Tukwila Washington 98188 'r PRE- APPLICATION FILE NO. PRE93 -014 PROJECT: MEETING DATE: 05/06/93 TIME: 2:30 Segale 180th Retail 9 - O3 L4b SITE ADDRESS: 62XX S 180 St DATE CHECKLIST MAILED: BY: STAFF PRESENT Building (431 -3670) Duane Griffin, ® Fire (575 -4404) Mike Alderson, ® Planning (431 -3680) Diana Painter, NAMES / TITLES Building Official Fire Marshal Associate Planner; Denni.Shefrin, Associate Planner ® Public Works (433 -0179) Ron Cameron, City Engineer ❑ Parks & Rec (433 -1843) © Police (433 -1804) Tom Kilburg, Crime Prevention Cl Permit Center (431 -3670) © Other: ( - ) Jack Pace, Senior Planner APPLICANT / REPRESENTATIVES PRESENT Contact Person Name Dana Warren Company/Title Segale Business Park Street Address P.O. Box 88050 Phone 575 -3200 City /State /Zip Tukwila, WA 98138 Others Name Present Phone Company/Title Street Address Name Company/Title Street Address Name Company/Title Street Address Name Company/Title Street Address Name Company/Title Street Address City /State /Zip Phone City /State /Zip Phone City /State /Zip Phone City /State /Zip Phone City /State /Zip IPREAPPLICATN CHECKLIST CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION — PERMIT CENTER 6300 Soulhcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PRE - APPLICATION FILE NO.-Pee ci3.. Olt-1 PROJECT: p,A.it• 1`60 -1-11 2-�G_∎ 1 MEETING DATE: 3 o- Cr?..) TIME: g3) SITE ADDRESS: o-' S . )< x The .fdllownq' ,'comments.are based;on,alvreliminary. review. Additional informatlon nay,be'needed. Other requirements /regulations may need to be met. B UIL DING DIVISION 1. Comply with the Uniform Building Code, 1991 Edition. 2. Comply with the Uniform Mechanical Code, 1991 Edition. 3. Comply with the Washington State Energy Code, 1991 Second Edition. Provide energy calculations stamped by a Washington State licensed architect or engineer (see attached format). 4. Comply with Washington State Barrier Free Code, 1991 Edition. 5. Apply for and obtain the following Building Division permits and approvals through the Permit Center: • Building Permit • Rack Storage • Mechanical Permit • Demolition (building) • Other: 6. All applications and plan submittals must be complete in order to be accepted by the Permit Center for plan review. Use the Plan Submittal Checklist provided on the reverse of the application forms to verify that all the necessary materials and information has been supplied. 7. Construction drawings must be stamped by a Washington State licensed architect. 8. Structural drawings and calculations must be stamped by a Washington Stated licensed structural engineer. 9. A boundary survey prepared by a Washington State Registered Land Surveyor must be submitted as part of the Building Permit application. 10. Temporary erosion control measures shall be included on plans. Normally, no site work will.be allowed until erosion control measures are in place. 11. Rockeries are not permitted over 4' in height. Retaining structures over 4' in height must be engineered retaining walls, and require a permit. 12. All rack storage requires a permit and rack storage over 8' high must be designed for Seismic Zone 3. A Washington State structural engineers stamp will be required on plans and structural calculations submitted for rack storage over 8' high. 13. Construction documents shall include special inspection requirements as specified in Sections 302(c) and 306 of the Uniform Building Code. Notify the Building Official of testing lab hired by architect or owner prior to permit issuance date. The contractor may not hire the testing lab. 14. Construction documents shall contain soils classification information specified in Table 29 -B of the Uniform Building Code, stamped and signed by Washington State licensed architect or engineer in responsible charge of the structural design work. 15. Demolition permits are required for removal of any existing buildings or structures. 16. Comply with UBC Appendix Chapter 35, Sound Transmission Control (R -1 occupancy group). 17. Obtain approvals and permits from outside agencies: IVELECTRICAL PERMIT /INSPECTIONS are obtained through the Department of Labor and Industries (248- 6630). 18. 19. 20. PLUMBING PERMIT /INSPECTIONS are obtained through King County Health Department (Inspec- tions: 296 -4767; Permits: 296 - 4727), KING COUNTY HEALTH DEPARTMENT must approve and stamp plans for public pools /spas and food service facilities prior to submittal to the Tukwila Building Division (296- 4787). FIRE PROTECTION SYSTEMS plans are reviewed through the Tukwila Fire Department (575- 4404). Checklist prepared by (staff): Du4.1:fie c:'; TL.\ • Date: 5/7/9, 3 PRE-APPLICATItN CHECKLIST CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION — PERMIT CENTER 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PRE - APPLICATION FILE NO. VIZE I3• D) PROJECT: , 026-7-1/L. MEETING DATE: 6-q -c TIME:?_ 30 SITE ADDRESS: 6z» S. I C�kM ED 1. 2. as' #1:190 r , r ' ultOnitts1 ma,y need ; PLANNING DIVISION -- Land Use Information Comply with Tukwila Municipal Code (zoning, land use, sign regulations, etc.) Obtain the following land use permits /approvals: CI) B• oundary Line Adjustment LD Building Site Improvement Plan (� Comprehensive Plan Amendment 0 C• onditional Use Permit 0 Design Review in Design Review - Interurban • 'D Environmental (SEPA) ` D P• lanned Mixed Use Development Planned Residential Development Zoning designation: M•Z Minimum setback requirements: Front: F,' Side:. Rear: Maximum Building Height: g- L7 i Height exception area? Yeses- No Minimum parking stalls required: ? EIRE- APPLICAN CHECKLIST CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION — PERMIT CENTER 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PRE - APPLICATION FILE NO. P2E193-OIL/ PROJECT: ,Q>eG v a 1.e MEETING DATE: S -lb .93 TIME: ,D :3() SITE ADDRESS: (o& Y u J . (.) 11' 1 I!'tioitatt nh �tb►, 4ononO is 1 e 4basOdaon plp i leg*10e' f w r arko !i " , e Q e�, i errigulre meii #Situ P* io ray.. - n. eed..,. 1/4, .he,_ n FIFE DEPARTMENT - Construction Information 1. The City of Tukwila has adopted the 1991 Uniform Fire Code. This and other nationally recognized standards will be used during construction and operation of this project. (TMC 16.16.120) 2. Fire hydrants will be required. (City Ord. #1626) llti-3. Required fire hydrants shall be approved for location by the Fire Department, approved for purity by the Water Department, and fully in service prior to start of construction. By line of vehicular travel a fire hydrant must be no further than 150 feet from a structure; and no portion of a structure to be over 300 feet from fire hydrant. (UFC 10.301 and City Ord. #1626) Automatic fire sprinklers are required for this project. Sprinkler systems to comply with N.F.P.A. #13. Sprinkler plans shall be submitted to Washington State Surveying and Rating Bureau, Factory Mutual or Industrial Risk Insurers for approval prior to being submitted to Tukwila Fire Marshal for approval. Submit three (3) sets of sprinkler drawings. This includes one for our file, one for company file, and one for the job site. (City Ord. #1626) 7. Maximum grade is 15% for all projects. Hose stations are required. (City Ord. #1626) A fire alarm system is required for this project. (City Ord. #1626) Plans shall be submitted to the Tukwila Fire Marshal for approval, prior to commencing any alarm system work. Submit three (3) sets of complete drawings. This includes one for our file, one for company file, and one for the job site. Special installations of fixed extinguisher systems, fire alarm systems, dust collectors, fuel storage, etc. require separate plans and permits. Plans to be submitted to the Fire Marshal prior to start of installation. (UFC 10.301) Portable fire extinguishers will be required in finished buildings per N.F.P.A. #10. (Minimum rating 2A. 10 BC) Buildings utilizing storage of high piled combustible stock will require mechanical smoke removal per Section 81 of the 1991 UFC. K11. During construction, an all- weather access will be required to within 150 feet of the building. (UFC 10.207) 12. No building will be occupied, by people or merchandise, prior to approval and inspection by Fire and Building Departments. 13. Adequate addressing is required. Number size will be determined by setback of building from roadway. Four inch numbers are minimum. Numbers will be in color which contrasts to background. (UFC 10.208) Ni 14. Designated fire lanes may be required for fire and emergency access. This requirement may be established at the time of occupancy and /or after the facility is in operation. (UFC 10.207 as amended) 15 Special Fire Department permits are required for such things as: storage of compressed gas, cryogens, dry cleaning plans, repair garages, places of assembly, storage of hazardous materials, flammable or combustible liquids or solids, LPG, welding and cutting operations, spray painting, etc. (UFC 4.101) 16. Fire Department vehicle access is required to within 150' of any portion of an exterior wall of the first story. Fire Department access roads in excess of 150' require aturn around. Fire Department access roads shall be not less than 20' wide with an unobstructed vertical clearance of 13'6" (City Ord. #1632). 17. Adequate fire flow availability will need to be demonstrated for this project. fl 18. Checklist prepared by ( staff):. ±,E'L_.. - ____, Date: `{29 CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION — PERMIT CENTER PRE - APPLICATION CHECKLIST 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PRE - APPLICATION FILE NO. -R2.f1613 -014 PROJECT: ,eccCll.e ( /1b2a tritL t MEETING DATE: TIME: gi5b SITE ADDRESS: ( Y • . l$O ca , kfdl%tiwIng comments, YehArcion•ol thnitiP., i4dditlonatJnlbrinatiQn:m3y;be needed:; 4therrequIre'mentWiesi1laalonO lnay n tx 1 I i FIRE DEPARTMENT- Inspections Underground fire line from vault to a. Thrust block and rodding b. Type of pipe c. Depth of cover d. Flush 2. Overhead sprinkler piping a. Hydrostatic test b. Trip test c. Alarm system monitoring test 3. Underground tank a. Location b. Distance between tanks c. Distance to property line d. Depth of cover 4. Fire alarm a. Acceptance test b. Fire Dept. approved plans 5. Hood and duct inspections a. Installation b. Trip test 6. Spray Booth a. Location b. Fire protection, c. Ventilation d. Permit 7. Flammable liquid room a. Location b. Fire protection c. Permit 8. Rack storage a. Permit b. Mechanical smoke removal c. Rack sprinklers d. Aisle width 9. Fire doors and fire dampers a. Installation b. Drop testing SZ. 10. Fire final a. Fire Dept. access b. Building egress and occupancy load c. Hydrants d. Building address riser e. f. 9. Hydrostatic test Fire Dept. approved plans Materials and test certificate d. Fire Dept. approved plans e. Sprinkler head location and spacing e. Vent piping, swing joints, fill piping, discharge piping f. Anchoring g. Hydrostatic test h. Separate Fire Dept. approved plans 11. Other: a b c d Checklist prepared by (staff):.___ e. Fire protection systems: (1) Halon systems (2) Standpipes (3) Hose Stations (4) Fire Doors (5) Fire Dampers (6) Fire Extinguishers JAC,. J`}�LiQ,eGS QA/ Date' 4 3 PRE - APPLICATIOItCHECKLIST RECEIVED CITY OF TUKWILA ' '.DEPARTMENT OF COMMUNITY DEVELOPMENT QIJILDIf)G DIVISION - PERMIT CENTER AP.R 2 61993 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: '(2061',f31-3670 '1.0^, './5 t.,t't • .J., PUBLIC• WORKS}DEPAR•TMENT The following comments are based on a preliminary review. Additional information may be needed.. ,Ober requirements /regulations may need to be met. 1.' Apply for and obtain the following permits /approvals through the'City's Permit Center: • Channelization /Stri in /Si nin p' g g g ��;�� L'73 Sewer Main Extension (private)�sEE/uo; /9 >• Curb Cut /Access /Sidewalk fPTSewer Main Extension (public) <'i A,k/9) (—) , (public) (7) Storm Drainage (sr-E/✓o .6.) . Fire loop /Hydrant (main to vault)( 9 Water Main Extension (private) (,Sef. 1'' /9 n Flood Zone Control • n Water Main Extension (public) E■114`. N9 )) Hauling (2.000 Bond. Cert. Ins.), Water Meter (exempt) (sEwo. N) Landscape Irrigation(r enm /8-) Water Meter (permanent) Owe' # 41. )9 Mo'.ing an Oversized-Load • (T) Water Meter (temporary) Sanitary Side Sewer (..re. /9) (?) Other: z4449 A /.vr�SEE.r n. Z2 �sA4c >. Hauling Permit' required prior to start of any hauling•"of'material on public right -of -way ($2,000 bond, $1,000;000•certhficate of insurance, route map and $25.00 permit fee required)... All applications, and plan submittals must be complete in order to be accepted by the Permit • • Center for plan'review. Use the Plan Submittal Checklist provided 'on the reverse of the . application forms to verify that all the necessary materials and information has been supplied.. 7 7 7 1 ?) Water and sewer assessments may apply and will be determined during the utility plan review process. No„G',rr ?d.*w //J se Pee: 644Ce y »1/, G✓9�ti'O /rs'ryc�` rf�'ry��'ei Provide sidewalks per Ordinance Nos. 1158, 1217 and 1233, or obtain waiver. . Provide Hydrological- Gebtechnical analysis. • �r 7. Provide erosion control plan as part of gtadtng/fttt -it application. 8. Identify building elevation above 100 year flood elevation per FIRM maps (use NGVD datum and . recognized benchmarks). /distrYl ion 9. Provide traffic analysis /trip generationnstudy 10. Provide developers agreement for :_1.f1,.1n/.40. ths_/;d/ ,74,ff.d Iv l 11: Provide the following easements and maintenance agreements: f,- any eA.is;, y2O.f. i:1.?e- iomMVn /..!!%Ze/e Gam - r71 - 7% 12. Provide water /sewer availability letters or certificates from districts serving your development. • /S/, //rxs• he..dee-.40,,,: i.'c • 13..:.ODtain.,METFRO_Waste 'Discharge permit or approval (684 - 2300)..• ri,E7X0 fivJincrr Gee /:v.,r'ir)/AGfteeler) 14. Complete . and return to METRO (self addressed and stamp provided). 15: Review the following City studies when designing your project and preparing your plan submittal: z I L •C • /y'eee• e/JiliG /%ry4Jeese�.S*) &c mp/es4d .'W✓de.r.5+n p�rvmater -.r an✓ nvi� a!e-f/ '16. 2Se_.tr kezze fie/- f/3i.z tNCm,e, t✓e/141e-6 ,-.i4'r ra., 4 r ee• Atur sysece»i romp/d c w :444 /1J••'n,n4r arm, .dews' /es deleeso/ -tar.F why •aareenS i/ 17.:.:rA.)/1 erfs/r. w! 18., :1tca :r c emo ./,- tai sr `/.,r,;Q.'r eidyyr /n oegrEC 441r12 - � 's -Rie D) • e%ti/i dleJ J/y/ eAreeree ex/:rx'/%)9 on,✓/ord/vojGa / 4dI,' ✓. ,,e'pry ✓,Ce, /)e€.✓ e$ 6e rlfow/1 19. en d2g..7p /.. G•/: mr/// eq. .. an sr /.• / yrr_ t in /r. e.- 7,2!or: 20.. $nsliia `L e t - xl a ^ :,"("1rr q• -I d7 ar � r v �/ dr �&reec. • sEEB/C+C hecklist prepared by (star,. )• • �'' r-su/f . Date• J7.4/49 • �. .5'w- // r-r .0.1./ /me. e4y.,..',- % 7 /lee/ hc:. w /JC '.� i/ I /� • � a 4'/' i'i.' .Yj h/,/ /// . tee! ♦NJ: ..,; �'.:' .b•/ •'e• • ✓ / ✓ % %/� D�</' ✓TiJn/ /n I/�/ t• i ..u': y4✓:.,/,.7�J /::•'r'r1/4, zree- r r Yr r. �.':.>/ ,;•Y� w a;: • :r ' :1 "c ✓YJt =:• ✓n .:.•/ j �cJ+rGXl e S L' b 1 7.'14",;.- ('..% %i /.':'=/) / /•.ter• L.OS Yl ooY' rs eLa/r1Pe /aoirlPUJ I (?) 0 1 w lla )117._ C�k+ 4elk dI) Pic t)11, -.5 1.o5 el)) + • ?I" I I i'wrJ C r' U ---1" 61 r. 1 � c;� K.\ ALAI CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION — PERMIT CENTER I PRA- APPLICARON CHECKLIST 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PRE- APPLICATION FILE NO fre.q -ol�l' PROJECT: aQt' Gl.:fe. I /()•1-4 : 4).-4 -Gt. I I MEETING DATE: 5- L" 93 TIME: a1 30 SITE ADDRESS: Cno2 k k 3. I ?) `‘)1 The following comr,`iehts are based on a preliminary review. Additional information may be ,n eded_ Other requirements /regulations may need to be met. POLIO' DEPARTMENT CRIME PREVENTION SECURITY RECOMMENDATIONS 1. Security Camera System: Recommend that a good quality surveillance video camera system be installed during construction. The cameras should have sufficient quality to be able to identify a subject from the video recorded tape. One security person can monitor several areas of concern with a surveillance video system. It is a deterrent to potential thieves and great for prosecution to have the actual crime on tape. 2. Security Alarm: Recommend installing a security alarm system during construction that would report a robbery in progress as well as a burglary in progress when the store is closed. 3. Restrooms: If the restrooms are open to the general public I recommend they not have false ceilings. There have been problems with subjects hiding in the ceiling area and then dropping down later to do robberies. 4. Cashier Platform:/ The cashier's area should be on a raised platform in order for the employees to have a better view of the entire business. This would help provide an atmosphere that the employee has control of the area thus reducing the opportunity for crimes to occur. 5. Doors: Doors should have quality locking mechanisms with minimum one inch deadbolt locks. All exit doors shall be operable from the interior without the use of a key or any special knowledge or effort. The Crime Prevention Unit should be contacted for information regarding correct hardware usage (433 - 1823). 6. Windows: Consideration should be given to providing hardened coverings (such as security film, etc.) for ground level windows where glass breakage would allow for access to building interiors by burglars. 7. Orientation of Windows: Windows should be located so that the parking lot area can be easily surveyed by employees inside the business. Also the windows should be located so that a patrol car passing by can easily survey inside the business, this helps reduce the opportunity for armed robberies. 4 s. Lighting: Energy efficient security lighting is a relatively low -cost, yet extremely effective way to protect your business. A well- designed system will: Illuminate a security target. Burglars and vandals simply don't like light, preferring the cover of darkness for their dirty work. Create a psychological barrier. Alarms can frighten would -be intruders away once they've reached your building. Security lighting discourages them from even coming near in the first place. Provide people with a legitimate sense of security. Lighting protects not only you, but employees and customers. Help security people and police identify and capture criminals. Well- designed security lighting will help you meet these basic security objectives along with those that may be unique to your business. 9. Landscaping: Plant materials should be placed and maintained so to provide visibility and prohibit hiding places for unauthorized people around ground level door and window areas Sticker shrubs may discourage crime activities. Low shrubs and umbrella trees (where the canopy is maintained above five (5). feet from the ground) will allow surveillance opportunities, hence reducing the potential for criminal behavior. 10. Identity: A system for identifying the location of each separate business upon entering the site should be established. Site development which does not properly identify buildings will delay emergency responses by police, fire, and aid units. Checklist prepared by T. Kilburg 433 -1823 5/6/93. 4 . * * *k * *. *. *k * * ** * * ** . *k * * * ***** ****** *** *kk•k* **k*h***•************* CITY OF TUKWILA, . WA TRANSMIT *'+ 4**4**** k* h************ k********* **** ** * * * *k *k * * ***h****k*, * * * ** TRANSMIT Number. 93001218 Amount. • 919.5.0 09/02/93 10,.20 Permit No. 893.:0340. Type: 13'--BUILD DUIL.DINO PER 2 1Q �g Payment Me.t ;Mad. CHECK: M.A. SEGALE, xNC: Iri i a *******:************** k.*** k * * * * * ** * *. * * * * * * * ** * * * *. * * * * *k *+4 ** ** * ** Account tilde D scriptioM plod. 0001315.830 PLAN CHECK - "NONRES 919.'50. Total :(This Payment): 919.•50 Total Fees: Total Al .1 Payments._ Balance: 20,01.4.88 7,882.08 12, 132.00 GENERA 919.50 TOTAL 919.50. CHECK 919.50 CHANGE . 0.00 4o15AO,o0 1518 0 IJ 0) 0 C.1 0 .44.• NOM OIMINIIOMNIIIIIIIMMO EXISTING CURB, GUTTER AND SIDEWALK EXISTING DRIV =.WAY 5 87' 50' 09" E NEW CURB CUT r- LANDSCAPING C C C C C C C C c C C NEW CURB. CUT SOUTH 180th STREET 786.92' LANDSCAPING JE_crc. c c r , C C C C C C C C CC C CC BO 39 PARKING LOT STRIPING SPECIAL, INSPECTION BY AN APPROVED TESTING LABORATORY IS .EQU1 VJ D FOR THE FO OWING. 1. et 3. w;&14.40. THESE INSPECTIONS SHALL BE ADMINIMRED AS DESCRIBED IN U.B.C. SECTION 306 F:XIOR: TO THE FINAL .FU ..DLINTG INSPECTION. EXISTING DELI ENTRY 7 _` EXISTING LANDSCAPING EXISTING DELI AREA -- NO NEW WOR 4 EXISTING DELI. HANDICAP CURB CUT PER DETAIL BELOW LOCATE PER T.I. DRAWINGS cn 6 17142 N CONCRETE WALK 12 1' w h LcJ a 1 l 1 1 1 EXISTING ENTRANCE 24' 19' 1 UPPORT OFFI 1 PERSON PER 10' S.F. 0' ESTIMATED OCCUPANICY AREA IS 9,000 S.F. MAX. OCCUPANT LO D IS 90 PEOPLE. , TOTAL EXIT WIDTH R Q'D. 90 X .2 = 18" OR 1 3' DOOR. LOUNGE AREA & S 83' 6' HIGH CONC. DUMPSTER SCREEN WALLS - PAINT PORT FUNCTION ONE PERSON PER 15 .F. ESTIMATED OCCUPIED A EA =, 72,900 S.F. MAX . OCCUPANT LOAD • 4,860 PEOPLE. TOTAL EXIT "'NIDTH RE0'D. 4,860 X 0.2 = 972" OR 27 3' i)OORS. NEW BUILDING 25' ND w va d- 0 4" CONC PAD % FLUSH WITH LOADING DOCK AC PAVING (10' X 15') RETAINING WALL aimiwoommuit 20' RR EASEMENT SET BUILDING 2' NORTH LOADING DOCK EXISTING RR TRA " CONC SLAB S 87 50' 09" E 802.76' EW 40' CURB CO IN EXIST. CURB AND WALK /. VICINITY MAP rigs ^ t f.,.. �Dl GYJl �C4wcr 4u", 4S79!' fN" J•.+'t�%kYIAY.�M°L�J!GS;.�p'{tS i%.R"r'OW.",u'^llri±/.t .�i:rLSfCf�`, si ro6'.:` '1`v` i ,.. ks J: l�ifi' "�J1".4ldd.� i ... f ht's' :, sx, ., �iY' "iii ♦.v,r.:li '"J'".ry�'"Y" a ..� „r xc:r". ,. 9."0" - 5' OR a' 9 * -0" PER PLAIN HANDICAP PARKING SPACE WITH PAINT ON SYMBLE STRIPED OUT ISLE SPACE REGALE DRIVE D (PRIVATE STREET) SITE PLAN ,* HANDICAP CURB CUT WITH TEXTURE SURFACE HANDICAP PARKING SIGN MOUNT ON WALL TOOLED EDGE EXP. ---3 si. AGGREGATE AC PAVING ji nWT ^K, +.,^'� +ir,- ..�+'�,:;.,+ r:,...,..,..:,,. , .: t SCALE: 1' = 30' -011 III 1 1 C 15' 30' 60' 4" THICK CONC. WALK WITH EXP. , AGGREGATE FINISH CONTROL JOINS AT 5' EXPANSION JOINTS AT 20' • 4 • 9 • • 4, • 111 -111- - -111-- -1 4 -_"�I 11` 1 11E-��1 COMPACTED FILL AND BASE PER SOILS ENG. FINISHED GRADE \ EXTf1.IDED CONCRETE CURB SET IN MASTIC WITH EXP. JOINTS AT 20' AND 3/4" WEEP HOLES AT 20' AkIP eirr /0•49 r� /, �4 +: / SEPARATE PERMIT PiEGUIRED FOR: )(MECHANICAL IfilEIECTRICAL P AS1NC PIPING CM OF TUKVVILA DIVISION BUILDING AC PAVING AND BASE PER SOILS ENGINEER r H' d. �' . t � .yp 'r 7• Y }` 1' : +vrl fin` I111I1{II1 {I ' I{ III {IIIIIII {II111I111I1III111� 1I {!�,�' 3 4 r' 1 0 le TH$ INCH 1 I r: r""- "wn - w. FILE I:o-PY .�, 1i1#it the Plan Check appr 1 understand Qns and aI;F,... `' and onlissi sublect to esrUre a � O,�. violation ;� g not o` auk �{�espt, �1� fr plans 3C 6,01.0%00 of tr' By Data Parma NO. r .r I !II {II I11 1 iI pi II Ii II II'I'I 1 5 6 :....L.w,_....._7::....,. . , -8 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the original document. ' "1 cr w 0 91 5t bt et zt ja 01, 5{ 111, :111 !zlai;l (iIII I i, 11011111 �1!II 11iJ11!II(111I1j61111111 {J L 9 S ' £ Z t Wry {!I iII�I ;��IIIIIIIIIIIII;I�LiIIII!Il IIIl illil�Ii�i11111III1 111iIIIIIIIIINI) 1 SITE DATA & NOTES SITE AREA 329,745.86 S.F. BUILDING AREA 89,250 S.F. GROSS PARKING SHOWN: 446 STALLS INCLUDING 9 HANDICAF AND 45 COMPACT SPACES OTHER PARKING LOCATED OFF SITE OCCUPANCY GROUP IS A2.1 CONSTRUCTION TYPE 2 F.R. - FIRE SPRINKLER LOT COVERAGE 27% IMPERVIOUS AREA 9C or USE ZONE M-2 BUILDING CODE IS 1991 UBC AND STATE AND CITY OF TUKWILLA ORDINANCES SPECIAL INSPECTION: ALL APPLIED FIRE PROOFING TO BE INSPECTED. OTHER SPECIAL INSPECTIONS SEE STRUCTURAL FIRE RATING OF EXTERIOR WALLS - 4 HOURS FIRE RATING OF OPENINGS -- NONE FIRE RATING OF COLUMNS AND VERTICAL SUPPORTS -- 2 HOURS FIRE RATING OF ROOF STRUCTURE -- NONE (IN EXCESS OF 25 FEET EXIT REQUIREMENTS LOUNGE AREA & SUPPORT FUNCTION 1. 4 MIN. REQUIRED PER 3303. 2. MAIN EXIT TO ACCOMMODATE 50% OF EXIT LOAD PER 3317o FRONT ENTRY AREA TO PROVIDE 14 3' DOOR LEAVES. 3. SIDE EXIT MINIMUM LOAD SHALL BE 1/3 OF TOTAL EXIT LOAD OR 9 FEET MIN. PER EXIT PER 3317b. 4. EXIT LOCATIONS - EACH SIDE OF BUILDING . PER 3317b. 5. EXIT SPACING -- AT LEAST ONE EXIT 1/2 THE DIAGONAL DISTANCE FROM MAIN ENTRY PER 3303b. 6. MAXIMUM TRAVEL DISTANCE TO EXIT BY ACTUAL PATH IS 200'. CO 0} CO SUPPORT • OFFICE 1. TWO EXITS MIN. PER 3303. 2. EACH EXIT TO ACCOMODATE 50% OF LOAD PER 3317o IF 2 PROVIDED. EACH EXIT TO HAVE 1.5' OR 1 3' DOOR IF ONLY 2 ARE PROVIDED. 3 SIDE EXITS NOT REQUIRED. 4. EXIT LOCATIONS -- 1/2 DIAGONAL DISTANCE IF 2 REQUIRED 3303c. LEGAL DESCRIPTION THAT PORTION OF THE SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SECTION 35, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M., IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHWEST CORNER OF THE SOUTHWEST QUARTER OF THE NORTHEAST QUARTER OF SAID SECTION 35; THENCE SOUTH 87 50' 09" EAST ALONG THE NORTH LINE THEREOF, 449.30 FEET; THENCE SOUTH 02' 09' 51" WEST, 36.00 FEET TO THE SOUTH MARGIN OF SOUTH 180th STREET AND THE TRUE POINT OF BEGINNING; THENCE . SOUTH 87 50' 09" EAST ALONG SAID SOUTH MARGIN, 786.92 FEET; THENCE ALONG A CURVE TO THE RIGHT HAVING A RADIUS OF 50.00 FEET THROUGH A CENTRAL ANGLE OF 95' 35' 05" , AN ARC DISTANCE OF 83.41 FEET; THENCE SOUTH 07' 44' 56" WEST, 348.56 FEET; THENCE NORTH 87 50' 09" WEST, 802.76 FEET; THENCE NORTH OZ 09' 51" EAST, 401.77 FEET TO THE TRUE POINT. OF BEGINNING. REST ROOM CALCULATIONS LOUNGE OCCUPANT LOAD 4,860 (2,430 MALE - 2,430 FEMALE) SUPPORT OFFICES 90 (45 MALE -- 45 FEMALE) FIXTURE REQUIREMENT - LOUNGE 3 WC FOR FIRST 400 MALE - 8 1 WC FOR EACH ADDITIONAL 500 2 WC FOR EACH ADDITIONAL 300 MALE WATER CLOSETS 2/3 WC - 1/3 URINALS BASE NO 3 REQ'D. BAL. © 1/500 5 ADDITIONAL TOTAL = 8 FIXTURES. MALE URINALS TOTAL MALE LAVITORIES 8 FIXTURES. BASE NO. 3 REQ'D. BAL. @ 1/500 4 ADDITIONAL TOTAL = 7 FIXTURES WC FOR FIRST 400 FEMALE MALES ' FEMALES FEMALE WATER CLOSETS BASE NO. 8 REQ'D. BAL. @ 2/300 14 ADDITIONAL TOTAL = 22 FIXTURES FEMALE LAVITORIES BASE NO 3 REQ'D. BAL. @ 1/500 4 ADDITIONAL TOTAL = 7 FIXTURES DRINKING FOUNTAINS 33 REQUIRED --- WATER STATIONS MAY SUBSTITUTED FOR DRINKING FOUNTAINS FIXTURE REQUIREMENT -- OFFICE WATER CLOSETS - 5 TOTAL LAVATORIES -• 3 TOTAL DRINKING FOUNTAINS - 1 LIGHTING BUDGET ALLOWABLE INTERIOR -- ` T.I. EXTERIOR ,- SURFACE PARKING 0.05 ,W/SQ:FT. = 8,200 W BLD'G. PERIMETER 7.5 W /LIN'T.= 6,998 W TOTAL = 15,198 W ACTUAL. INTERIOR -- T.I. EXTERIOR -- 10 400W HP S POLE LIGHTS (450 X 10 = 4500 ' W 4 250W HPS WALL MOUNT (275 X 4) = 1100 7 150W HPS WALL PACK (175 X 7) = 1225 TOTAL = 6,825 W RiC,veo CITY, Op. TUKWILA SEP' 2 `9 PERMIT ceE CiTY 01.11)1(WiLA APPROVED 6 �T10 1993 IHL0NG ,..DIVISION " SCALE SHOP RI OR OTHER VIII 1NDtCATEd ON TNt4 DRAWIliO >H PlifIft OR Et1c1Rfetc tack IS TED CPR THE tES*t4 PROW/044 )SF IN mrasu5iNC Sett ANO PROPORTION ONLY. THE Commack ANY OTHER ASOa C►R PART! ARE" Mdf TO . SCALE DOS _OAR ANY OTHER tMIFANO PROOU MANWLLY OR latOt dair4LY FR01i. TnC? ' ' I( 1ti MOD TO IKS PROJECT. '-'11'Z ACtUPA,CY Of, M CROMS AVE ONLY $11EI Et• FOR wcN usr Aye,SNwo NOT 6t REUI, 00 TO.ROLE T s i 3i1E Get AS OtIIIT COMMONS, ' .<'!^ b•', 1: �!f±Y:;,� "f.Z�u.ir,..�v.••a+Y.. ✓:: w.nay.�Dlw/.IM' rl+fv_.✓«..!•� �S'�. •. ..,,� E SHO W OR. {±�p� 0 fFR3 ORIMII�iC RVfl . k trr4'� otILY• ; Atli14R,�, q�AHY?ROOUC�pECpr N09 TG Y' 1 flt9At Ri QFiItX Ifi TOUR TO 416SUG! )(11Cir :1 of MIm ci a i $4m fioR 34!(x1 && 11'!) Jf4OVLD 1 OT eE ` M»J D O C..1 EXALT Sift .,_ -_- Star comma 60' -0" 60'—O" 120' -0" 217' -8" ABILITY TO PUT OPENINGS 0000000 1 CENTER OF EACH PANEL AT THIS ELEVATION N 0 u') —o 1 SIDE PANEL OF SMOOTH, FINISH TO EXTEND THROUGH TO GRID LINE 0 0 M ROUGH --IN ,PLUMBING FOR POSSIBLE FUTURE HANDICAP TOILET ROOMS 41440 AREA FOR EVACUATION ASSISTANCE WITH ONE HOUR WALL AND DOOR ASSEMBLY. TYP. 3 LOCATIONS WHEELCHAIR SPACE 30' X 48" SEE, DETAIL 19 I SHEET A5 FOR ENLARGED PLAN 15' -=0" 10' -6" CONC. SHEAR WALL • �- CONC. SHEAR WALL ELECTRICAL R0 1M ( 6' 5 • 0 r7 RETAINING WALL CU 10' X10' UPWARD ACTING STEEL SECTIONAL -' PAINT NOTE: U = 0.14 DOOR HARDWARE SHALL BE FOR GROUP "A" OCCUPANCY - TYPICAL. 57' -0" MITER OUTSIDE CORNER OF EXPOSED AGGREGATE PANELS 2' -0" 4' -0" 10, -0 "/ /10' -0" 52' -0" E SPRINKLER ROOM 31' --0" 37' -0" 94' -'0" 12' -0" 31' -0" —74 /4' 52' -0" 68'.- G 5 625' -0" FLOOR PLAN /161 60' -0" 60' -'O" 4 25' 0" b 22' -4" 22' - 4" 152' -8". ALL TENANT IMPROVEMENT DRAWINGS ARE TO DEMENSTRATE COMPETENCE r OR EACH OCCUPANCY TO THE WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE. 9' X10' UPWARD ACTING STEEL SECTIONAL - PAINT U =0.14 PAIR 3'X 7' ALUM. STOREFRONT U = 1.1 DOOR SCHEDULE soon 3' X 7' PAIR,_ 3' X7' HOLLOW METAL HOLLOW METAL PAINT PAINT U = 0.54 U = 0.54 3' X7' HOLLOW METAL ONE HOUR ASSEMBLY PAINT U = 0.54 ALL TENANT WORK TO BE SUBMITTED UNDER SEPERATE PERMIT. • w a_ 0 to ROOF. HATCH .4estallegamVaikrIONSIbM* CONC. RETAINING WALL ROOF. 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BOTH SIDES FIRE TAPE PANELS DESIGN FOR FUTURE,, CUT ,OUT.. SEE STRUCTURAL DRAWINGS. EAST ELEVATION FUTURE OPENING WEST ELEVATION AECEomb ceryfew TUhWR;;A`, -,. SEP!•,919a'. PERIVITr CENTER' SCALE SNO'Y'lrf�o4R� O NERR;ASE .TED ON ii'IC , ; P4 PRO: OA COM EWS:'t TO N P "WMW o LY. DIE �s9ib�tN. t ►N we vroo,Naw oi110l ,rr,� t Oft $0tEtzsu s ro tun nts sit r •. , 1 A/ ORUtI:t�C *�''. ARE OILY . T APO SS/4°1" *31 9441183 ta. EXAr;T sat >l TIT : ; • ,; <r • , ' .. w++l�arvrRJ* r� ...: .. '..rS"k'V'..;�+s+�4'Wf. A•." ;:: `� '�J�'''w �.�ifi� n, s Tw.w•M,r• ;.'.... _,. .� , S•, :.:' r, .... ,..+�.. �,.eC,d�,�s .a.i -I -, ��.�5'...:: ",:. ,., „{�y`, +try ., r•::Y N 11 r rr.•�fA' �a >• d,. may. Y. ` n ,. .. f .n ... • . II�III�lll�lll (lll�lll1lll1ill1ill1lJ 1IIh1Ill) I iI 111111 ( jl�a %4/3 I I Q tb TNZ INCH 1 2 a/ y •-t'•'r 1111l" II 4 5 6 7 8 NOTE: If they microfilmed document is lens clear than this notice, it is due to the quality of the original document. • 0e 6Z 8c! 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OCT 10 193 81.1■1..tmNG INVISION ISMIEBRIMENESSERNESEIMUM : -;('' ..•"/".,'"7"-:. ,;^..''..;!.;:''',,''...': 11' ' 11 11 01111 1t11 '.; ;'M il t' 1 i ffrITRITIFIIM 4 5 6 7 P NOTE: If the microfilmed document is less clear than this ( , . 1 , notice, it le due to the quality of the (original document. , OC 6Z 84 L2 9Z GZ *.7Z : CZ ZZ 17., OZ 61 81. a 111111H11111_111M111,111111111111!!111111iIII:11111111611111C11111111111111IIIIIIULIIIIIIiii114414[111[111111111111 )-;.,,,,'-''•.i-.34.1#04057"7.,-,..,-'..' -:,-••' .c , ! 91 St i el el 11 OL 1111111111(1J111.14,11111111111Will1111111111111111!1111111111 1111 'w " • 8 49 G Z NY+ 0 IIIIIIIillit1111111111111,11,11(111(111I11111111111111,111111111111iIilil!11111111111111111 •.' . ' PANEL PER L -2.1 GALV. STL. ANGLE 13" TYP. P.C. PANEL PER ELEVATIONS ----- -�,`__ SLAB ON GRADE PER FDN. PLAN 1 P.C. ELEVATIONS PER ELEVA SIDEWALK PER ARCH. �-... BALANCE PER SECT. A -'2,1 ,,r----- P.C. PANEL BEYOND .. - #4 CONT. CONC. STAIR PER M -2.1 J C000, `'�TILITi' "il 111 -1-TIT =-f 1=' COVER w/ 3" MIN. CONC. OVER STL. WELD I x2xW -6" i,. CONT. SOLID NON- SHRINK GROUT - FINISHED GRADE PER ARCH. ---� T,S. COL, PER PLAN SLAB ON GRADE PER FDN. PLAN �- P.C. PNL, PER PLAN EMBED PER SECT. A -2.1 _...r -EMBED PER SECT. A -2.1 �'`-- FTG. & CONN. PER SECT. A -2.1 I PER PLAN - FTG. & CONN. PER SECT. A -2.1 00 0• n _ •o' DQ• P.C. PANEL PER PLAN P.C. PANEL PER ELEVATIONS SLAB ON GRA PER PLAN P.C. . PANEL PER ELEVATIONS SLAB ON GRA PER PLAN P.C. PNL. PER 2 "0 SLEEVE 0 16 "oc 2'- C #4 - -" 0 24" o/c 'TYP. AROUND PERIMETER oi� DEPRESSED SLAB AREA #6 x 6' -O' DWLS. 0 16 "oc & FILL w/ GROUT TO MATCH CONC. STRENGTH 2 #5 T. CONT. 49" LAP P.C. PANELS PER ELEVATIONS. C.1. P. PORTION OF WALL EXTERIOR FINISH 1 PER ARCH. DWGS. EMBED PER \\ / SECT. A -2.1 2 #5 B. CONT, (PER PLAN) GROUT (PER PLAN) (PER PLAN EMBED PER SECT. A -2.1 1�1-. ,1� � 1.i l lire #4 0 24 "o /c EA. WAY 0 LOWER SLAB FIG. DETAILS PER SECTION A -2.1 SECTION K -2.1 SECTION H-2.1 PER ARCH. 2 #5 CONT. 2 - #5 T CONT. FOOTING PER PDN. PLAN REINF. PER SCHEDULE #4 E.W. 016" o/c f #3 NOSING BAR. TYP. 1 #5 CONT. FREE DRAWING MATERIAL PER SOILS REPORT FIN. GRADE PER ARCH. CONC. SLAB PER ARCH. MI3ED PER SECT. A-2.1 (PER PLAN) 5 CONT. SECTION M -211 M6ED PER SECT. A-2.1 — CONC. RAMP NOTE: DO NOT BACKFILL RET. WALL UNT;L THIS SLAB IS CAST AGAINST P.C. WALL OF WALL 2' -0" x 2' -0" ERECTION FTG. (CONTRACTOR TO LOCATE AS NEEDED 20' -0" MAX. SPACING) SECTION SECTION MAXIMUM SPACING & LOCATION PER FDN. PLAN SLAB PER PLAN --� SLAB PER PLAN 'I /2 "L x 3'-0" PLAIN BAR t� 24" o c CUT ONE END. w/o FLARE & GREASE SAME END 704110.4 "-tat - I `I�aa°���J i�ir- P.C. PANEL ----or T.S. COL. PER PLAN CONSTRUCTON JO!NT (c.J.) SHRft*AGE JOINT S.J.) CLOSURE STRIP PER PLAN WALL DOWELS CONT. FTG, , BEYOND.` EXTEND; CONT.: FTCL - BARS . THRU PAD FIGS. TYP. o d 2." CLR. t1 #4 x" 0 24 o/c TYP. U.N.O. NO GREASE ON DOWELS 0 CLOSURE STRIP FOOTNG SCHEDULE MARK SIZE REINFORCEMENT F4.0 4'--O" x 4' -O" x 1' -O" 5 - 4 E.W, � ^;�T. F4.5 4' -6" x 4' -6" x 1'--O" 6 �- '4 F.W. BOT. FS.O 5' -0" x 5' - -0" x 1' -1" 5 -f5 E.W. BOT. F5.5 5' -6" x 5' -6" x 1' -3" 5 -#6 E.W. E OT. F11.0 11' -o" x 11' -O" x 2' -6" 15 - (6 E.W. BOT. 15 -4 E.W. TOP F 14.0 14' -O' x 14' --O" x 3•--Q" 18 - 7 E.W. BOT. 18 - #4 E.W. lop. AVM CONT. FTG. SECTION S SEGFDS5 hitabi irp' '�3 4 ' t NOTE _,.I f . . notice, it • ..,.. mss. �...... II �� !��,��Il _ ^1�1tlV`�i����l�cI1'! ifij. � 11-1 014:1111 5 6 7 $ 1 1 the rmicrofitmed document is less clear than) this is due to the quality of the original document. O£ 6z 8d GZ 9z 9Z '7Z 'CZ Zi !Z OZ 6l H� Ll ( I ,� 1 � y7a;.t, irk :L ;ci. /;f . tl+ !1• 1 1 11 1 111111 10 91. II ail Cl Zl LI ()I 6 8 b 9 S 7 C Z 1.0,0 iti�l�iii� TOP OF' PARAPET PER ARCH. DINGS. ( USE 4x TO MATCH PNL. THICKNESS w/ rift A.B. 0 48 "o /c MIN.) TYP. lgarsffl 3" MIN TYP. PER PLAN> H.S.B. DECK �CPER PLAN> 7DEECK AN GLE H.S.B. DECK SEE SHT. S1.2 LEDGER PER SECT. 8 -3.1 -JOIST PER PLAN NOTE: JOIST MFR. TO DESIGN ROOF TRUSSES WITH AN AXIAL LOAD OF 2,370# (SEISMIC LOAD) OR 1,640# (WIND LOAD) WIND LOAD MUST BE COMBINED WITH ONE HALF THE SNOW LIVE LOAD OR THE FULL SNOW LIVE LOAD WITH ONE HALF THE WIND LOAD WHICH EVER IS CRITICAL. CONTINUO LEDGER PER ROOF PLAN w/ 2 - "v x 4" W.H.S. 0 12"o /c CTR'D. UNDER EVE Y JOIST (1 STUD 6" EA. SIDE OF Q OF' JOIST). PROVIDE SPLICES 0 PNL. JOINTS PER DTL. BELOW TYP. � RNL.� 6" JT.p [PER PLAN) CONT. 1.1.D ER PER PLAN w/ 1 "0 x 41" W.H.S.'s 0 4' -O"o /c (CENTER STUD ANGLE STRUT) PROVIDE: SPLICES 0 PNL. JOINTS PER SPLICE DETAIL ILJOIST GIRDER PER PLAN JOIST PER PLAN CL 1st PAIR OF STUDS BRIDGING PER JOIST MFR. 6" 6" ADD A "0 X5" GIRDER PER PLAN - W.H.S. AT EA. END OF SPLICE . TYP. 7"Xi "X4" STABILIZER R T.S. COL. PER FDN. PLAN T.S. COL. SECTION A -3.7 SECTION D -3.1 SECTION E -3.1 3 -p C.. OF JOIST GIRDERS BRG, R PER SECT. D-3.1 H -3.1 T JOIST GIRDER PER PLAN 6" VFY. W. MFR. 2 " x 2 " BLK. PR SEC .A -3.1 --- STL. BEAM PER PLAN EA. SIDE\ OF COL,, STL. BM PER ROOF PLAN BM. PER PLAN STABILIZER R PER SECT. D -3.1 STABILIZER R PER SECTION D -31 SECTION F -3.1 PLAN H -3.1 T.S. COL. PER FDN. PLAN SECTION 2 ROWS 0 6" O/C C. OF GIRDER CONT. LEDGER PER ROOF PLAN W /„ "0 x 4 HILTI KWIK BOLTS 11 ®.,,,4', O/C W/ 4" LONG SLOTTED HOR6Z. ' HOLE (PLACE BOLT 0 C. OF SLOT) i ". CONT. R TO MA1�CE1 PNL. THICKNESS W/ i "o W.H.S. 0 36" 0/C STL. JOIST PER PLAN g" BR,G. R TYP. w/4-1"0 BOLTS, (VFY. w /TRUSS MFR. FOR GAGE DISTANCE) -- P.C. PANEL & REINFORCING PER PANEL ' ELEVATIONS T.S. ,;OL. PER FDN. .PLAN SECTION SECTION TOP CHORD PANEL POINTS (TYP.) r JOIST TOP - OPEN WEB CHORD STEEL JOIST NOTE: TRUSS MFR TO DESIGN TRUSS w/ 8 KIPS AXIAL SEISMIC DR : WIND LOAD 0 TOP CHORD CONT. LEDGER 'PE" PLAN SPLICE PER SECT. :A -3.1 1YP - MFR'S CURB If mia__. K-- SERIES JOIST PER PLAN C6x13,x 12b_6 ". BENEATH F.A. LONG EDGE OF CURB. ONE DiREC1 LY OVER GIRDER.. TYP. Vii" Ft TO MATCH PNL. ' THICKNESS w /4 - 0 x6" RC. PANEL PER W,H,S. 0 12" o/c MAX C" ELEV's FROM EA. END. `STL. JOIST PER PLA P.C. PANEL PER ELEV's MC8x 18.7., (FLAT) COPE FLANGES TO FIT OVER JOISTS AND PANEL, /NOTE: TRUSS MFR TO DESIGN TRUSSES w /8K . AXIAL LOAD 0 TOP CHORD' --- '"\/\""-' (WIND OR SEISMIC) P.C. PANEL PER ELEV's INCLUDE BK AXIAL 0 TOP CHORD FOR DESIGN OF THIS TRUSS COPE FLANGES ' MAX. WIDER THAN JOIN TOP CHORD WIDTH STL, JOIST PER PLAN DETAIL 6' -D" 6'-b" 12' -6" BOT. CHORD � SEE DIAGONAL PANEL POINTS 2 ® 0 ® BRACE DETAIL" (NP') �--- JOIST BOT. CHORD HANG WITHIN 3" OF ANY UPPER PANEL POINT FOR "K" SERIES JOIST. HANG WITHIN 3" OF ANY LOWER PANEL POINT FOR "K" SERIES JOIST. TRAPEZE BETWEEN ANY PANEL POINTS. ADD AN ANGLE E.S. TO STIFFEN THE BOTTOM CtIORD SEE DIAGONAL BRACE DETAIL. NOTES; (THE FOLLOWING LOADS MAY BE ADDED D SEE DIAGONAL: BRACE DETAIL. ADD AN ANGLE E.S. TO STIFFEN THE TOP CHORD TO JOIST WITHOUT PRIOR APPROVAL OF JOIST MANUFACTURER.) SEE NOTE 6. 1.) SINGLE LOADS LESS THAN. 5D# MAY BE ADDED ANY WHERE ALONG THE TOP CHORD (NOT JUST AT PANEL POINTS) WITHOUT ADDING ANGLES TO STIFFEN THE JOIST. 2.) THE MAX. , ALLOWABLE SINGLE LOAD THAT MAY BE ADDED TO A JOIST AT ANY ONE POINT. = 500#. 3.) DO NOT .CUT OR DRILL ANY JOIST MEN& ib. 4.) THIS DETAIL IS APPLICABLE TO SUPPORTING MECH. EQUIPMENT, SPRINKLER PIPES, ETC. 5.) JOIST MANUFACTURER To ACCOUNT FOR ABOVE LOADING ON JOIST DESIGN. 6.) THE LOADS IN NOTES 1 THRU 3 ARE IN ADDITION" TO THE ' LOADS SHOWN ON THE PLANS. MY OF TUK.WI1 A APPROVED OCT T 10 1993 „0!. £+' ._ `t'NG DiViS!Q GREATER THAN 3" PANEL 1 , POINT TYP. 'E.E, \OF ANGLE ALLOWABLE METHODS & LOCATIONS FOR SUPPORTING LOADS FROM OPEN WEB STEEL JOIST 020 io N.T.S. ADDED .L2 x 2 x ADDED 12 x 2 x #((ONE E.S. OF (ONE E.S. OF (:)19r NE CONCENTRATED, LOAD 50# OR GREATER UP ' TO 1040# MAX. , 1.) WHERE WHERE .. CONCENTRATED LOADS ARE SUPPORTED . 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A -2.1 /-- -L4x4x x 1' -3" / W/ 2 - #6 x 3' -0" V. / 09" 0/C ii_ e.. ,or Q. \ y .1 Q OF WELD R _TYPE K:) CONN. 4 11 `r. J U 0 -i4x3x (L.L.V.) P.C. N .C. P A EL PER ELEVATIONS O S CONT. -� TYP 6 R 6x4x6" w /2- " qs x43" W.H.S. 0 4 "o /c (SPACE 0 1O' -O" MAX,) 8xx8 W /4 -i" x6" W.H.S. 0 o/c (SPACER 0 6'- 0 "o /c) P.C. SPANDREL C S A DREL PER ELEVATIONS SECTION A -5.1 �S2.T REBAR DETAILER TO REPRODUCE SECTION ! THRU IV ON EACH SHEET OF PANEL ELEVATIONS ON THE REBAR PLACING PLA S NO EXCEPTIONS. SECTIONS NOT TO BE SMALLER THAN i" SCALE SHOWN. - 1' -0" #4 RAISER BARS FOR VERT. JAMB REINF. --- ---�,_ TYP. VERT. WALL REINF. OVER OPENING TOP R 2. 0 .TYP. 0 TOP OF WALL 3" CLR. BOTTOM OF NFADER - ---�-- 1i" CLR 3� CLR. TY P. HORIZ. . R INF. 0 E HEADER SECTION - -.2. #5 VERT. TRIM • BARS 1 11 HORIZ. & /OR CHORD REINF, PER PANEL ELEVS. PROVIDE #4 RAISER BAR 0 5'-0 "o /c OPENING a c) CLR. i V Q TYP. HOR12. REINF. a r _I' 0 sky Y CHAIR REQ'D. VERT. JAMB REINF. OPENINGS PER PANEL ELEVS. ' JAMB SECTION II TILT --UP . PANEL TYR WALL REINFORCING PLAC MENT RE ... 3" x " x WELD 8" x x 1' -5" w/ 6- " x 6" W.H.S. 0 6" O/C O.S. FACE OF WALL MAX. REVEAL 5'" 4 x 5 x L3 x 3 x xON-6" w/ 2 - "0 x 6" W.H.S. 0 4 "o /c \-- INSIDE FACE TYPE Q CONN. 6 x 8 x w/2- in x in LONG W.H.S. 0 6 "GA 6" 4)12 1/ x 1/ x 0 EA. SIDE P.C. PANEL I.C. SPANDREL EDGE OF fe. & ANGLE FLUSH w/ INSIDE FACE 2" CLR, 4- #304 "oc - MC12 x 31 x 0' -9" w /4 -i" x 6 "W.H.S. 0 6 "o /c & 4 #5 x 2' -6" 0 6" o/c WELDED TO FLANGES TYPE CO CONN. 3' -0" CAULK JOINT OLD 1" LR 1 1 .....,. 3 #4 LONGITUDINAL CONT EQ. EQ. Lai V r0 (A36) THREADED R OD 0 h" 1 o/c TYP 1"16 SLEEVE 0 16" o/c TO MATCH. THREADED RODS TYP. "xix4" WASHER 7YP TIGHT NUT ` P.C. PANEL PER ELEV's " KEY TYP SECTION B -5.1 ONE CURTAIN REINFORCING (U.N.O.) SECTION III O.S. FACE OF WALL ---- MAX REVEAL o: w a HOLD 17 " CLR. HOLD i "CLR. STEEL EACH FACE SECTION IV HORIZ. REINF. EITHER FACE VERT. REINF. TYPICAL WALL REINFORCING PLACEMENT PRECAtI PANE! NOTES' 1, PANEL ELEVATIONS SHOW INSIDE FACE. ?.. CONTRACTOR TO VERIFY ALL DIMENSIONS IN FIELD PRO 1R TO FORMING PANELS. 3. PROVIDE ADDITIONAL HORIZONTAL REINFORCING PER PANEL ELEVATIONS AT OPENINGS WITH HORIZONTAL TRIM BARS EXTENDING 3' -O" BEYOND EDGE OF OPENINGS. VERTICAL TRIM BARS TO RUN FULL LENGTH. 4.) PANEL LIFTING STRESSES ARE TO BE CHECKED BY THE CONTRACTOR WHO SHALL PRO'/IDE REINFORCING STEEL AS REQUIRED FOR HANDLING AND ERECTION. USE STRONGB C�KS AS REQUIRED AT EXCESSIVE PANEL OPENINGS. PROVIDE , CHAMFER AT ALL EXPOSED CORNERS UNLESS OTHERWISE INDICATED ON ARCH, ECT•URAL DRAWNINGS. PROVIDE 3 COATS ASPHALTIC PAINT OR A 3" MINIMUM CONCRETE COVER AT ALL CONNECT! NS EXPOSED TO EARTH OR WEATHER. PROVIDE " NON- SHRINK GROUT BETWEEN BOTTOM OF PRECAST PANELS AND TOPS OF FOOTINGS. 7.) 8.) MAXIMUM DEPTH OF REVEAL STRIPS TO BE i" . SEE ARCHITECTURAL DRAWNINGS FOR. LOCATION. VERIFY ALL PANEL THICKNESSES WITH ARCHITECTURAL DRAWNINGS. 10. PROVIDE CONNECTIONS C EARANC FOUND Ohl THIS SHEET. PANEL BETWEEN PRECAST ELEMENTS UNLESS NOTED OTHERWISE, 11. SHOP DRI L (i" DIAMETER) AIR RELEASE HOLES IN EMBEDMENTS AT 6 "o /c AS REQUIRED IN :ORDER TO DISPLACE ANY VOIDS IN FORMWORK. 12,) REMOVE ALI. WELD SLAG AROUND EMBEDMENTS EXPOSED TO WEATHER AND SAND - BLAST. PROMTLY PAINT WITH 2 COATS OF RUST INHIBITING PRIMER PRIOR TO FINAL PAINTING. 13.) PLACE VERTICAL & HORIZONTAL REINFORCING STEEL PER TYPICAL WALL REINFORCING PLACEMENT DETAIL (THIS SHEET). »',.. 11 0 Y..:- :f`p.'. r'•. .:':) }•a0:..:1 ?d.,v:..:: a::..... IIIIIIIfIIIIIIIIlIIIIIIISII!II. ( \''I. I � � � � � j 1 ! I E�1`�11�11 � 111111 •111 { �1� ,I111 11111 111111111I,fJ I 4111 2 i4'/3 4 5 h 7 P. I I NOTE: If the itcrofilmed document • is less clear than this notice, it is due to the quality of the Original document. IIIIIIIIIII' 18 rHs INCH 1 1 4• - #3 0 4 "oc L6 x 4 x 7" x 0' -6i" w/ 2 - #6 x 3' -0" ® 2"GA. H. & 1 - #5 x 2' -6" V. " RANDOM FIBER LASTOMERIC BRG. PAD BRG. R 7i" x x 0' -63" w/ 2-#6 x 3 -0" 2"GA. H. & 1 - #5 x 2' -6" V. 0 " BRG. TYPE \-/b) CONN. ANGLE PER CONN. Q " R PER CONN. 11 x 1/ x Y, 0 EA SIDE " 1 MC 1 x 16.7 x O' -9" w/ 2 -" x 6" W.H.S. 0 6 "o /c &45x2' -6" 6 "o /c WELDED TO FLANGES TYPE 4__ CONN. w w .. w.:' til .:lw`..4n- ...✓Y�ili.Y...�MMI4• ..... .... 0> 6Z ee Le 9Z SZ 47Z £Z ZZ LZ 03 6l el LI 91 GI 61illllllll1!lii illllll!! Whin! I i III IIIIIfII :!1!lint! '!llillli !u4111 (j li�l I!lII�� II IJ ! �II' 1111,IIII • j ti.1;g1! 1111 !1111j111111i111i11111!11111! 111111 9 ; 10 11 MADE IN GERMANY 12 0 hl £l el LL of 6 0 l 9 S ri £ Z L ww 0 II III ! I� ► j, 1111 .. 1 ,. I!!! 1 I{11!II11111ii!111III1I!II1 ! (,iiLl„lii� Illl!!II I!rilJl II 1,11.1 ill!iil II I�IIII II �111� ll�i�l!ii�li!ilnii Illi,l!II II1 ,r. 1GE1NE L NOTE THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE CODE: UNIFORM BUILDING CODE -- -• 1991 EDITION - ASTM'S LATEST EDITION LIVE LOADS, ROOF 25 PSF PLUS DRIFTING SNOW WIND 80 MPH, EXPOSURE C SEISMIC ZONE 3 V ZIC W/RW = 0.3* 1.X2.75 W/6 = 0.1375W FOUNDATION THE FOUNDATION WAS DESIGNED WITH AN ASSUMED ALLOWABLE SOIL BEARING CAPACi1Y OF 3000 PSF, IN ACCORDANCE WITH SOILS REPORT PREPARED BY GEOENGINEERS DATED SEPTEMBER 8. 1993 (#0171- 030 -R02), THE SITE SHALL BE PREPARED PER SOILS ENGINEER RECOMMENDATIONS. ALL FOOTINGS AND SLABS SHALL BEAR ON PROPERLY PREPARED NATIVE SOILS OR ON COMPACTED STRUCTURAL FILL, SEE SOILS REPORT. ALL STRUCTURAL FILL AND BACKFILL TO BE COMPACTED PER SOILS ENGINEER RECOMMENDATIONS. THE MAXIMUM DENSITY SHALL BE DETERMINED BY ASTIM D 1557. ALL FOOTINGS TO BE FOUNDED 18" MIN. BELOW FINAL GRADE. SEE ARCH. AND SOILS REPORT FOR SLAB ON GRADE UNDERLAYMENT. Bit� GRADE THE SLAB ON TRADE FOR THIS PROJECT IS TYPICAL OF OTHER BUILDINGS WITH SIMILAR FLOOR LOADING AND SOIL CONDITIONS CONSTRUCTED IN THIS AREA. THE SLAB HAS NOT BEEN DESIGNED FOR ANY SPECIFIC LIVE LOAD (INCLUDING CONSTRUCTION LOADS) AND HAS BEEN DETAILED TO MEET LOCAL INDUSTRY STANDARDS FOR SIMILAR BUILDINGS. THE OWNER OR HIS REPRESENTATIVE HAVING REVIEWED THESE DRAWINGS PRIOR TO START OF' CONSTRUCTION IS AWARE OF THE PROBLEMS WHICH MAY ARISE WITH THESE SLABS AND ACCEPTS THE RESPONSIBILITY THERE OF. THE CONTRACTOR SHALL REVIEW WITH THE SOILS ENGINEER THE CONSTRUCTION LOADING OF THE SLAB AND SOILS BELOW. HE SHALL TAKE THE NECESSARY MEASURES TO INSURE THAT THE SLAB AND SOILS BELOW WILL NOT BE AFFECTED OR DAMAGED BY THE CONSTRUCTION LOADING CONCRETE Frc 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 BE USED AIR ENTRAIN ALL CONCRETE EXPOSED TO WEATHER WITH 3% TO 6% AIR BY VOLUME. 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 IWLL ALLOW THE ADDITION OF A FIXED AMOUNT WATER REDUCING AGENT OR A FIXED AMOUNT OF SUPER- PLASTIZER AT THE SITE, PRECAST I ALI PRECAST PANEL LIFTING STRESSES ARE TO OE CHECKED BY THE CONTRACTOR AND ADEQUATE REINFORCING STEEL, AS REQUIRED BY THE CONTRACTOR'S METHOD OF HANDLING AND ERECTION OF PRECAST PANELS, SHALL 13E PROVIDED BY THE CONTRACTOR. USE STRONG BACKS AS REQUIRED AT EXCESSIVE PANEL OPENINGS. CONTINUOUS GROUT BETWEEN PANELS AND FOOTING SHALL BE A NON - SHRINK TYPE GROUT. REINFORCING STEEL ALL CONCRETE REINFORCING STEEL SHALL BE DEFORMED PER ASTM A615-78, GRADE 60 (41= 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 SURFACkS..WEATHER & EARTH FACE 1 -1/2 INCHES ..INTERIOR FACE 3/4 LIVERS REINFORCING STEEL WELD ALL WELDED REINFORCING STEEL TO BE ASTM A615, GRADE 60 (fy= 60,000 psi) AND WELDED PER "ANSI /AWS D1.4 -79 STRUCTURAL WELDING CODE - REINFORCING STEEL " PIECES TO BE WELDED SHALL BE PREHEATED IN SUCH A MANNER THAT THE CROSS SECTION OF THE BAR OR PIECE SHALL BE AT OR ABOVE 500 DEGREES FAHRENHEIT. AFTER WELDING IS COMPLETED, BARS SHALL „ BE'„ALLOWED TO AIR COOL TO AMBIENT TEMPERATURE. QUENCHING IS PROHIBITED. ALL WELDING SHALL BE BY CERTIFIED WELDERS. USE ONLY FRESH LOW HYDROGEN E90XX ELECTRODES (AWS DESIGNATION A5.5). IF WELDED REINFORCING IS TO BE GENT, BENDS SHALL CONFORM WITH ACI STANDARD BENDS AND NO BENDS SHOULD BE WITHIN 3" OF WELD. PROVIDE SPECIAL INSPECTION PER UBC 306(A)4. V •'. T. ALL WORK IN ACCORDANCE ACCCORD�ANCE WITH "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR " `' AND THE "CODE OF STANDARD PRACTICE". STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: STRUCTURAL STEEL TUBE COLUMNS WELDHEAD STUDS MACHINE BOLTS ASTM A -36 (Fy =36,000 PSI) ASTM A -500, GRADE B (Fy =46,000 PSI) ASTM A -108 (Fy= 46,000 PSI) ASTM A-307 HIGH STRENGTH ASTM A -325N PROVIDE MINIMUM EMBEDMENT FOR ANCHOR BOLTS PER UBC TABLE 26E FOR CONCRETE. APPROVED EXPANSION CONCRETE. CONFORM MAY BE USED INSTEAD OF ANCHOR APP BOLTS " ANCHORS USED ALL WELDING TO CONFORM WITH AWS D1.1 "CODE FOR WELDING IN BUILDING CONS TIO / " N", WELDS INOTICS ECIFIEDOSHAI .LOBEEIP4NSCONTIN000S FILLET MINIMUM. ALL WELDS BY CERTIFIED WELDERS. USE FRESH 70XY\ TRUE ELECTRODES. SEE SPECIFICATIONS FOR ITEMS TO BE GALVANIZED. MISCELLANEOUS STEEL SHALL CONFORM TO ASTM A -36 (fy; 36,000). WELDS NOT SPECIFIED SHALL BE 1/4 CONTINUOUS FILLET MINIMUM, ALL WELDS TO. BE BY WABO CERTIFIED WELDERS. USE FRESH E70 ELECTRODES. MISCELLANEOUS HANGERS TO BE SIMPSON OR ICBO APPROVED EQUAL. ALL HANGER HOLES ARE TO BE N AI LED PER MANU F ACTURER'S NAIL SCHEDULE, UNLESS INDICATED OTHERWISE. PROVIDE MINIMUM IMUM EMBDMENT FOR ANCHOR BOLTS PER UBC TABLE 26-G. PARABOLTS WITH DESIGN VALUES PER ICBO RECOMMENDATIONS EQUIVALENT TO ANCHOR BOLTS MAY BE USED INSTEAD OF ANCHOR BOLTS. INSTALLATION TO CONFORM WITH ICB0 APPROVAL OF CONCRETE ANCHORS USED. MACHINE BOLTS TO BE PER ASTM A -307. STRUCTURAL STEEL WELDING ALL WELDERS L I AT C WELDS 3/8" AND LARGER. INSPECT ALL FIELD WE DS. FULL PE NET ATION 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 D SHRINKAGE, STRAINS, SHALL BE ULTRASONICALLY INSPECTED FOR DISCONTINUITIES DIRECTLY BEHIND SUCH WELDS AFTER JOIN T COMPLETION. ANY MATERIAL DISCONTINUITIES, SHALL BE ACCEPTED OR REJECTED ON THE STRUCTURAL BASIS OF THE DEFECT RATING I N ACCORDANCE WITH THE LL REFLECTOR) r NO THE -CONTRACTOR r SA R E DNG AND RE NSPECTION OF (LARGE NOT MEETING SPECIFICATIONS. INSPECTOR SHALL THE ENGI; R OFWELDNOT MEETING DIRECT TENSION INDICATORS. IF CALIBRATED WRENCHES ARE USED, A MINIMUM OF THREE BOLTS OF EACH DIAMETER Dw WRENCH TIOR GHTENED T NC SPECIFICATIONS. ALL HIGH STRENGTH BOLTS SHALL BE TIGHTENED USING THE TURN -OF- THE -NUT" METHOD, CALIBRATE E MUST BE TIGHTENED AT LEAST ONCE;. EACH WORKING DAY IN A CALIBRATING DEVICE THAT DIRECTLY READS THE BOLT TENSION. TO EEDESJOI TS & FABRICATED �I ED IN ACCORDANCE WITH "STANDARD JOISTS AND. JOIST GIRDERS, STEEL JOIST INSTITUTE AND AISC. VERIFY ALL MECHANICAL AND AND "RECOMMENDED CODE OF STANDARD " SPECIFICATION FOR OPEN WEB STEEL JOISTS' A BRIDGING. AND CAMBER 0 ELECTRICAL LOADS. PROVIDE ONE STRUCTURAL GN CAMBER ENGINEER .RIRLICENSED BY IN THE "STANDARD IN WHICH THE OPEN WEB STEEL JOISTS'. SUBMIT `SHOP DRAWINGS AND CALCS. STAMPED AND SIGNED BY PROJECT IS ..70 BE BUILT, INCLUDE JOIST CALCS, LAYOUT AND PLACEMENT PLANS. INDICATE ALL BRIDGING, BLOCKING AND BRACING. SHOW ALL BEARING CONDITIONS INCLUDING ADDITIONAL BEARING CLIPS TO INSURE ADEQUATE BEARING AREA AND WHATEVER ELSE IS DEEMED NECESSARY BY THE JOIST ENGINEER. SHOP DRA.WINGS TO BE PREPARED UNDER DIRECT SUPERVISION OF THE ENGINEER. FABRICATION IS NOT TO BEGIN UNTIL THE DRAWINGS ARE APPROVED BY ENGINEERS NORTHWEST. JOISTS „; ARE TO BE DESIGNED FOR MECHANICAL UNITS PER MECHANICAL DRAWINGS. JOISTS AND GIRDERS SHALL BE FABRICATED IN A STEEL JOIST INSTITUTE (SJI) APPROVED PLANT BY A FABRICATOR WITH AT LEAST 5 YEARS EXPERIENCE IN THIS TYPE OF WORK. A COPY OF THE (SJI) PLANT APPROVAL TO BE SUBMITTED WITH THE SHOP DRAWINGS. VERCO HSB -36 - 1 1 2 - GALVANIZED -- ,36 WIDE . STEEL ROOF C� // .... DE STEEL ROOF DECK -- TO CONFORM WITH ASTM A446 GRADE A. GALVANIZE G -60 PER ASTM A525. CONFORM WITH ICBO 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. . SUSPENDED CEILING CEILING SYSTEMS AND THEIR CONNECTIONS TO 1'HE BUILDING STRUCTURE SHALL BE DESIGNED AND CONSTRUCTED TO RESIST THE LATERAL FORCES SPECIFIED IN CHAPTER 23 OF THE UNIFORM BUILDING CODE. INSPECTIONS INSPECTIONS ARE TO BUILDING DEPT. AND FOUNDATION: CONCRETE: REINFORCING: CONC. ANCHORS: ROOF: WELDING: BE PER UBC SECTION 306 AND ARE TO BE BY AN INDEPENDENT TESTING LAB APPROVED PRIOR TO STARTING CONSTRUCTION BY THE THE ENGINEER. INSPECT E FOOTING CYLINDERS XA EXCAVATIONS AND PROVIDE COMPACTION TESTS: AS NOTED ABOVE. AS REQUIRED. VERIFY SLUMP AND STRENGTH.. VERIFY FIELD INSTALLATION OF CONC. ANCHORS IDS TO BE IT IN ACCORDANCE WITH ICBO AND IS REQUIRED O BEECONTINUOUSLY INSPECTED. DE CONTRACTOR IS TO HAVE A COPY OF ICBO EVALUATION REPORT ON SITE FOR CONC. ANCHORS USED. CALL BLDG. DEPT. ED WELD NG. ENGINEER VERIFY CERTIFICATION OF WELDERS. CONTRACTOR SHALL PAY FOR REWELDLNG ' AND REINSPECTION OF ALL WELDS NOT MEETING SPECS. INSPECTOR SHALL NOTIFY STRUCTURAL ENGINEER OF WELDS ' NOT MEETING SPECS. SHOP DRAWINGS SUBMIT 2 SETS OF PRINTS OF SHOP DRAWINGS AND 1 SET OF REPRODUCIBLE SEPIAS OF SHOP DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED & STAMPED FOR COMPLIANCE AND PRIOR TO FABRICATION FOR: GLU- •LAMS, STRUCTURAL STEEL, MISCELLANEOUS STEEL, REINFORCING STEEL, TRUSSES AND TILT -UP LIFTING CALCULATIONS. SPE IAIL C..ihI,DITICNS 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. NOTE TO MECHANICAL AND ELECTRICAL TRADES CONTRACTOR SHALL SUBMIT PLANS SHOWING LOCATION. LOAD AND ANCHORAGE SPRINKLER LOADS IN EXCESS OF 50 POUNDS. ANY. ROOF MOUNTEMOUNTED k:QUIPlAEN OF ALL HANGERS SUPPORTING ANY MECHANICAL, ELECTRICAL, PLUMBING OR NHORAGE PLUMBING T SHALL BE INCLUDED IN THESE PLANS AND SHALL SHOW LOADS AND LOCATIONS. THESE SHALL BE SUBMITTI IZ TO ENGINEERS NORTHWEST FOR APPROVAL PRIOR TO INSTALLATION OF ANY OF THIS EQUIPMENT. ABBREVIATIONS 8. OR BOT. = BOTTOM O.T.O. C.I.P. = CAST IN PLACE REINF. R.O. sw SIM. SYMM. T. T.O.F. TYP. U.N.O. CLR. = CLEAR CONT. = CONTINUOUS EL. OR ELEV. = ELEVATION E.N.W. OR ENW = ENGINEERS NORTHWEST E.F. = EACH FACE E.W. = EACH WAY F.O.C. = FACE OF CONCRETE F.O.W. = FACE OF WALL FTG. -_ FOOTING H. OR HORIZ. = HORIZONTAL I,C.B.O. = INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS I.F. = INSIDE FACE N.T.S. 0.F. otriz • NOT to SCALE = OUTSIDE FACE V. OR VERT. V.I.F. V.O.F. OUT TO OI9T = REINFORCING = ROUGH OPENING SHEARWALL = SIMILAR = SYMMETRICAL TOP TOP OF FOOTING = 'TYPICAL AT ALL SIMILAR PLACES = UNLESS NOTED OTHERWISE = VERTICAL = VERTICAL INSIDE FACE = VERTICAL OUTSIDE FACE W.A.8.0. = WASHINGTON ASSOC. OF BUILDING OFFICIALS .e 1' nr :%.• n' c.. •i ;Yr'+i i W * «Y A: :. , w:.. w....... ,... ,.. r - + CITY OF 'I UKWU. {1 APPROVED OCT 101)3 Fs= W U cr J Q smommeas CL. Q Fan ran W Z LU IP= cog) 0 0 1.,,wwr",r.rq...L.0.0**4. .Y`:i...�:v Yu'W!.J n�(Y!i h�• r. MMYMLY. �.�M..htii].Yi+y%f3lMOrYT�a`.,J: 9ti!k�iP .s!.rrrv.f.w :.,. sheet CNI • SEGF11 51 • FIB I'''. 0-1,.) 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IE 18.52 12 IE 18.52 8"S 29.00 923. EXISTING`' ASF'NALT� PA'`t = tv1 922. VICINITY MAP SEGALE BUSINESS PARK 0 600` 1200' 1800' 822.30 EXISTING CB TYPE 1 GRATE 22.38 P25.75 PARKING LOT STRIPING PROPOSED TEMPORARY PARKING STANDARD STALLS {8'64X19') =553 COMPACT STALLS(8`6'X16` +) =230 TOTAL PARKING STALLS =783 CONSTRUCTION NOTES: 1. ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE CITY OF TUKWILA'S STANDARDS AND SPECIFICATIONS. THE GRADING, PAVING AND DRAINAGE CONSTRUCTION SHALL MEET CITY OF TUKWILA REQUIREMENTS, 2. THE SITE GRADING IS BALANCED BETWEEN THE ONSITE 'CUT' AND P22.99. LEGEND: EXIS N COVER 22.34 IE 13.19 3Q "N -0 a, EXIST LIGHT STANDARD 8 . EXIST TREE EXIST PHOTINIA SHRUB A m EXIST WATER VALVE EXIST FIRE HYDRANT .-�-- 24 ---°' P23.06 OCAMIIMIIMMII ANDLIIIIIIMI = EXISTING CONTOUR FINISH PAV'MT ELEVATION x FINISH CONTOUR = PROPOSED CRASS Theta bele oSoktind by Os Pablo We a" rnent conformance with current City star'. Ao staneo s,i,foc+ to errors err. orrhb which go not author itJ:: ,- 4c)1:19arw ao() i ed standards or*dinancose The responsibility for the adequacy of Itte design rests totally with the designer. Additiop, deletions or revisions to these drawings alts this data will Void this acceptance and will require a res ubmlttaI of revised drawings for Swett approval. the Public Works t RECEIVED FEB 281994 TUKWILA PUBLIC WORKS P23.00 CAD FILE NAME, APEPARK2 /201(PLOT P 40' SCALE) SITE PLAN ANDOVER PARK WEST TEMPORARY PARKING LOT INS MO SITE AND LANDSCAPE PLAN GRADING PLAN „► 1 rm 2 *wad muillo 201 -93XXX :'r`.:,:,•'x_. -..J yr...Gw sy" 16 THS INCH I 1`_ i,' : • - ; 1 ► 1. 1► 1611.E 1,1, • I .GZ 9Z SZ bZ ' CZ 4Z tZ oe 6l 1i1111iiiIi, iiililfilillililiiliiiili1iil 'iiru4�lliiilllitill�aiii!iU J i (i !I 'fir: t x rs rl�I14'Rs is .ijs.y"JfarG ,rr: C i -ra �. f r � `<, -i- '' ! r iF f.4.7.t .", `° < f . i � J f. 1- 11 _ 1 lt 1I ► 1 . 1. 11 11 :11 4 -if' ich euiC Ufil xv..ti �__ I�OTE vied .document is Toss clear than this • notice, It is due to • the quality of the original dotuatent. at 4l 91 ;wI i u yy r.i FY�iY• M� -- . 11111 118111(1 11111 I,1 111.. 10 11• IM65 RI GERWM Y 12 K 111111111i11 11•11111H 111111109 '11111111111i1141111111 ul IIIl Ol• 6 9 , 1111111111I1111l1111111 111111 Iii 111111