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HomeMy WebLinkAboutPermit 5977 - Shamrock Center - Building BSHAMROCK CENTER � UILOI G BP#5977 CITY OF TUKWILA 63010sml'THCENTERBOULEVARD, TUKWILA, WASHINGTON 98188 PHONE # (206) 433.1800 Gary L. VanDusen. Mayor MEMORANDUM TO: ir)o.rrNr oc.� C -end -C FROM: x t I a tl /01/4-te_s DATE: (YrA %Ych 1R JclC1 SUBJECT: d 1 I prp.1 Pckr ) - Lew) P-errni t 5cn inc ho,.r\-1)-e(50,)\10 �?• 5 hr5 @. $ /45,00 = 3 5 . 5 0 6ce), n.Q.c1 h ie6 C ` 5 D ‘ok) _ O -r'o -t-a3 36' -.so PoA $39r1 • f u_ipt 0OL1 PERMIT CEV . ER ACTIVITY LOG cny OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 4314670 FLAN untun NUMBER 6300 Southcenter Boulevard - #10 Tukwila Washington 9818 PROJECT: 644tvleag. CENrEe, &I:ate ..e.t•AITA 6'977 ADDRESS: CONTACT DATE COMMENTS INITIAL', 7 MAtZ. 9 i4 1 • 1'61 i k k . i r r Aid ICA ki m• AS '14 i .) . ..•°- 51 e op, 1' To Appi2LVD pa.t•is of me sfi-Eu. Few r/ ( t4 cepetz. r a. ..• 4.4 a vio `I • • 11J . ■ ' AI ....diP. th, Ita .......r.4 RA0e. Pima) A 1745170 Th ti_Tcsrtpa oF Fi43-641 Ai(b Q-141L4tE-D "1"--k LANDc1pii\lci . — "Ft-F,-... lizeaerAD Aric) COMM efX- A3614-oFr 12,r,:tAw_liems/ , t yis-/T c...._-( PA-A-K 0<eokAf, ct.-2,-., ,)-4,-- ,„,..ee 2e ) yc, ,,.....„_. „-(/, ,,, /fit t - ..., (-)...0,, ,„:.,...,,g..)c..„-c? le„c., ,r- (.1.-.._:7- i r .C!. 3,.._. :,.'•/;•1..•' ,:k (...., T-7 f.4 0 ....... .....„2, 1--) 84 .4/.24 r c.i. ..” if_ . 1•17/ 74- /3_•• rri; :',Y ' ■'(,) . 2) I 55 ,r:/''''' ..j /:• 7:;"' . ' P-CP:i A i- 77.--:::-.`2,, ,... , , r r co„..,..• rv:o (,)-(-)-- 4. s., C J. 1.4 c%.,l' cy __./..,_.2.e_....,- •,,; ' , ' .e ,6..4._.„..• .„. e.,...r,........t....L. „ ....._„..,. c. ck4._ (.,... ..,., TI::, ,--, , • ..., ,,,-- • , •(.. ' . — z ( i 762- .,--, ,- ' 7(7 /. ,,c - ---,rt:- A.,..,- ,, • 1? 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C."6-,% • • --.77■'7.,a/ i'," c ..I ( 4" (1) --;-*:!... e., 71: ,:,,..., .., „,.r .4..V.±(2_, ,'") l' y - '( ,/ y rr • Cr.";-.- / ,,..-,„. --;/.j...0 I.: •,(1...V‘-gi ..4.-'''' ' 'i.: •el .(7- • , V -4- 2-- -'- \\I k • • ''' .' ••• C--i- -' :117:::' -', 4' 'Ve*-.' ^ Yr. 7,- -- 4- ir,'-' - e .,' e, . <! .-- .,%-., ,, .-- .,.. , c-, t - . _4— (.., , 2 -I..-,--,- -,--4--e....- . r el (e) 9 _ I. /.4.1' ...., !i IF 1p 4: if .X.. • - / ' traL■ '/ . J . d.,,A.., 1Li.. ,W.6........a.i..n4,.6.,..4...... al,•.d.4., • 0I...MC ' IX, A. :::NICAF......,.... "AId. L4 A Zffk' . • BUILDIFS' a PERMIT (POST WITH INSPEC "'ION CARD AND PLANS IN A CONSPICUOUS LOCATION) CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 BUILDING PERMIT NO. DATE ISSUED: - 90 FEES DESCRIPTION AMOUNT RCPT 1 DATE BUILDING PERMIT FEE _3440.00 2,236.0(1 (v`WWi9 4030 3 - &`) °t 12 -06 -89 PLAN CHECK FEE BUILDING SURCHARGE 4._s0 L'919 ,-3-6n- 'io ENERGY SURCHARGE FLooR 1 W OTHER: OCC. LOAD 90UARE FEET OCC. LOAD TOTAL - 5 ,680.50 SQUARE FEET OCC. LOAD PLAN CHECK 89 -424 PROJECT INFORMATION SS 4600 S 134 P1 SUI VALU 0 U •N -$ PROJECT NAME /TENANT ASSESSOR ACCOUNT # Sha iso ente.^ Buildi g_B 261660- 0035 -0 TYPE OF New Building Li Addition L. Tenant Improvement (commercial) Li Demolition (budding) Li Grading/Fill WORK: ❑ Rack Storage ❑ Reroof ❑ Remodel (residential) ❑ Other: 966,942,00 DESCRIBE WORK TO BE DONE: Build new two story building. PROPERTY OWNER Holadav Parks, Inc. PHONE 292_1160 ADDRESS 616 First Avenue X600, Seattle, WA ZIP 98104 CONTRACTOR Robert E. Bailey Construction Tnr_ PHONE 621 -8884 ADDRESS 205 Columbia Street, P.O. Box 4567, Seattle, WA EXP. DATE ZIP 98104 -0567 5/g0 WA. ST. CONTRACTOR'S LICENSE # ROBEREB375NO ARCHITECT Edbergf Chri sti ansen Architects PHONE 682 -2857 ADDRESS 616 First Avenue #400, Seattle, WA ZIP 98104 TYPE OF CONSTRUCTION: v_N UBC EDITION (year)88 SETBACKS: N - S - CODE COMPLIANCE FIRE PROTECTION: ®Sprinklers ❑Detectors ❑ N/A UTILITY PERMITS REQUIRED? (t‘11-1 rough ❑ Yes ®N o Public Works) ZONING: M -1 BAR /LAND USE CONDITIONS ❑Yes (-2 No USE uWarehous4B COMPANY: /� /, C /a y- Pc4 v k G -2 Office /B -2 / / / FLooR 1 W SQUARE FEET OCC. LOAD 90UARE FEET OCC. LOAD SOUAFE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD TOTAL SQUARE FE TOTAL OCC. LOAD 1st 14,848 30 15,616 156 30,464 186 SHELL OILY TOTAL 30,464 186 TYPE OF CONSTRUCTION: v_N UBC EDITION (year)88 SETBACKS: N - S - E - — FIRE PROTECTION: ®Sprinklers ❑Detectors ❑ N/A UTILITY PERMITS REQUIRED? (t‘11-1 rough ❑ Yes ®N o Public Works) ZONING: M -1 BAR /LAND USE CONDITIONS ❑Yes (-2 No PRINT NAM E % BUILDING PERMIT APPLICATION TRACKING PLAN CHECK NUMBER PROJECT NAME 5h04rr i oc U rater la SITE ADDRESS SUITL O. INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that any time the status of the project may be ascertained. • Plan corrections shall be completed and approved prior to sending on to the next department. • Any conditions or requirements for the permit shall be noted on the plans 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 ". BUILDING SQUARE FOOTAGE/OCCUPANCY INFORMATION (to be filled out by Plan Checker) 1 sh W C�r.e hn11 SQUARE FEET NN,St(S F.5, to Lo OCC. LOAD 3() 15(n SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD TOTAL SQUARE FEET TOTAL OCCU- PANCY LOAD DEPARTMENTAL REVIEW "X" In box Indicates which departments need to review the project. DEPAR ........................... �O.UIREMEN: :COMMENT BUILDING - initial review FIRE a -. -qo (ROUTED) -/3 CONSULTANT: Date Sent - 1-a g 0 Date Approved - PLANNING INIT: FIRE PROTECTION: (l Sprinklers f] Detectors N/A FIRE DEPT. LETTER DATED: INSPECTOR: 573 O/44 ZONING: H / INIT: G<-� C%!rPI/.d'el , BAR/LAND USE CONDITIONS? Yes INj No REFERENCE FILE NOS.: K ry MINIMUM SETBACKS: N- S- E- W- a PUBLIC WORKS 0 OTHER INIT UTILITY PERMITS REQUIRED? (j Yes No PUBLIC WORKS LETTER DATED: 0- 1 f)- cto BUILDING - final review REVIEW COMPLETED TYPE OF CONSTRUCTION: UBC EDITION (year): VIA -0)tutlefiz26( PERMIT NO. CONTACTED DATE READY DATE NOTIFIED BY: (Init.) PERMIT EXPIRES 2nd NOTIFICATION BY: (init.) AMOUNT OWING �� —1 u • 3RD NOTIFICATION BY: (init.) 03/30/8r BUILDII PERMIT APPLICATION CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 APPLICATION MUS T BE FILLED OUT COMPLETELY FEES (for staff use only) - 1 ' ON ' • T CPT # DA BUILDING PERMIT FEE 311-/14/71b0 TYPE OF ■'' New Building r Addition • Tenant Improvement (commercial) • Demolition (building) WORK: • Rack Storage 0 Reroof 0 Remodel (residential) 0 Other PLAN CHECK: FEE A (27.3A06 4O l -k. Tf1 BUILDING SURCHARGE q, 5/ ) WILL THERE BE A CHANGE IN E No U Y� EXPLLA-IN: ENERGY SURCHARGE WILL THERE E STORAGE OR USE Of FLAMMABLE, COMBUSTIBLE OR AZARDOUS MATERIALS IN THE BUILDING? No 0 Yes IF YES, EXPLAIN: OTHER: , .. PROPERTY OWNER a d a 0� trl:. . )G d PHONE 2 l i , TOTAL - '550,C, ,C ZIPVI 4 SITE ADDRESS SUITE # Li 6'b0 3 1 3 Li pJ VALUE OF CONSTRUCTION - $ 6/1( q42- PROJECT NAME/TENANT C, - . ASSESSOR ACCOUNT # TYPE OF ■'' New Building r Addition • Tenant Improvement (commercial) • Demolition (building) WORK: • Rack Storage 0 Reroof 0 Remodel (residential) 0 Other DESCRIBE WORK TO BE DONE: /144C' i\J Z vlc -oic BUILDING USE (office, warehouse, etc.) rt SMEwgri-hkisg NATURE t�'�/�I�.�� � WILL THERE BE A CHANGE IN E No U Y� EXPLLA-IN: SQUARE FOOTAGE - Building: Tenant Space: /^' 6 I 2rf)rea of Construction: WILL THERE E STORAGE OR USE Of FLAMMABLE, COMBUSTIBLE OR AZARDOUS MATERIALS IN THE BUILDING? No 0 Yes IF YES, EXPLAIN: PROPERTY OWNER a d a 0� trl:. . )G d PHONE 2 l i , ADDRESS 6,(D rl�- tP & q`" ZIPVI 4 CONTRACTOR PHONE ADDRESS ZIP WA. ST. CONTRACTOR'S LICENSE # EXP. DATE ARCHITECT Cat STj ,4tr -Eti) Ifraki-Inzejs eWL74 PHONE (,GZ' C, � d ZIP ,q610.1.. • ADDRESS (,I& file T tvE• i- 1vv -�- CERTIFY >TH .......................... !'CORRECT, E READ AND <EXAMINED ::THIS':APPLICATION BUILDING OWNER OR AUTHORIZED AGENT SIGNATURE !AUTHORIZE .1' APF'L1 FOR THIS'pERMIT DATE ze PRINT NAME jz,,___ L E r PHONE Oz. 2g5-1 ADDRESS 0 4 rittcr Attf, '-'1 PqADLE J1O'1r- CONTACT PERSON rggefeT.It,l --fj PHONE Z- 51) 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 nommunity DRvelopment prior to application submittal. Contact the Permit Coordinator at 1133 -1851 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 433 -1849. DATE APPLICATION ACCEPTED DATE APPLICATION EXPIRES COMMERCIAL SLaMITTAL CHECK,IST . . . • ... . .. . . ... „.,.,:..,..,.....,.,.,.,.„ .......„ ....;..„ ... . :• Atisessot A000unt . ...................................................... ••• • • Two sets (2) 0! the toIng . • • •••• SpeCifiaationa:.: : Structural calctilation.s stamped by a Washington State Hoensed engineer : , : •::::.,,:: ::: . :;,•:::.;,:::::,.:: ' •••• • • ::.":":•,•:::: • •::::::::: .,:::::•••••••44fattiiiiii:4?1:,:(.7..t? C;( Soils report stamped by a:Washington State lice Topogrriphicalaurvey , :.:::•:.:•,:;.•;;,:;;::;,:.:::,::::::::•;:::....:;::„.•,:::::::.:::..:.:*:.::::::::::::::::::::::::.:::::::::::; • strunOttdbya Weibingtfirt State' ken. .s.ed . ; •: Woricing.ciravirnos, stamped by' it Washington:State liven futhilect,..!Mich include::•:::.:; COMMERCIAL TENANT IMPROVEMENTS .....C.;;ont..„.:!..:.10:00bucng0ermf...ti70411t.10l1•;(0!"=!;:fPr••!1°!trtilee91.::::::::...i......::::::,: ,..: T,640- 42y69t*..0..t 0{1 0 !ilio0,...00... P419...6.1'iii h...ICM) ICILIC4i.!..::::::::;:..::::::::::::.;:.:::.!:::::0::::::,:.::::-.::::::::::::li*::::::::::".::::' .111"plan.... ''''' '''''.:: ' '': ''..... . ''..........:'.::' ."•::''''''..'s:::':::::'::::::,-t::. ''......: :::.:":.:::M.::::::::,......., iai.....1.:'en.dil;1r10110t .1;42 (73.....f1......!i...j................i.::::::::::::::.6.!....1';:.:1:4.'.......1.1:,..,...:...':..!::::..'..1.:::.:.......i.......:;.!;::.:::::::::.........::::::.:......:% .'..:)VAiaii building plan tenant)::::,:::::••....,......... . .. •"1:4,sitiioi,,,rfiee44int1,,4011itir;.:,...,,....,.......:;,::::::.:•::::::::::::::::::::.::::::::•:::::......::: ............;:::.::;;;;;.:::::.:::,...........::;:.;;::.......1.,;:•i;;;;;,;„.:,:„:;.;;:ii......i........;;.;:;;;,.....,..,...;:i;;;;:;;;;;;;:i.....„•:.: :::•:•:::::•■ Tenant location •;::::„.:::: ....... . .: . . .. , ... . . :"E)4411N. . ' .--..;;;;;;;;;'.:•';';:.:':;•.'••••••:':•'.:;:::...:.::::::::::;::::::;;:;::::::'::::.;::::::;:;.';';'::;;;;;„::::. ■: Use of adjacent (common wall): tenent::::::::•••:-:::::::: ........ ......... - " :•:::::.;:::::::,::::::,:::•:::::::.::::.::.:.,:::;,...„,:::::.:::.......,::„...:„........... ,.............:............ - .. Coverall dimensions Of building or square F!,.......:.....,...:..0...4i.....0.........,;4).:..r....,,,"d.,......:.,r!,,,!apace.„;::::;:„..„•"::::::::::;,•:;•;:••••••••::::.„•••;:,:.;;;;I::::•:::;.;•:;;;;;:::::::::;•::;H:••::•:•:;::::::::::::::::.:::;:'::::!........•:":::::::::::,":,:;•::: ••::••••::::•::::::::::::• • Tenant space plan ,with use of each rOOnt: tabeited:::::::...-::•::,:;•::::::::•::::::::::::::::: ....„.....,•;„ .• ;.: , • •••••;;• •• • ; •• • • •• ••,,••••• •••••;;; • ;.• • • ...• .. .,........„:„ . ..:.:.... . .....,.......:::::•:::.:„.• ......,....,:::::::::: ::::::•:•.::::::::,.........."„,.. Extj•doors,. egress: ptitterris: -.-..., ;::-.....::::":::.::::••-••••••::•::::.•.:::• ::::::::.:•:.:•::: ....::•:::::::::::::::::•:::::: •••••• 4, NeW walla;,:existing wall ',.and. Willi, to be dornalliihrid,.::::::":::::::::::::::::::::::::::: :,..:::.:::::::•.••:::: 1-1 Construction,;details:..:.:.::•••••:. •:: . .:.......„;.•:::: • ::,:..-: ...;:: ,::;::::„.;;::::::.:,•.;::::::;.:::„.............,;„:„.;:„...;„„;,::::::::„.;:.;•;.::::::::•::::. •::.,::::::::::.::::::::::::.' ::::::: :•:.:.:::,:.:.•,:::•,::.: • Cross sectiOns•shoWing:wall COnstruCtionland'rnethod:Of.E.:::::::::::::;::::::::::: • Sits pkkn . • Architectural drawings . • ..:••,, Mechanical 'drawings ElevatiOnt.• • • • •Civil ..,.., • •• • •• • •.• • •.• • •:.. ........, . . ... • ........... Completed utility permit; application for 'entire Sia(6) Settof NOTE Sae utitt* lien» t for spool. !ie.:— sirbmItbil . . RACK STORAGE Completed building permit application ••■■•••••■• Assessor Account Number ••• • :: • • • • •.:.•Two (2) sets of plans, which include: : •..: • .... lloor plan showing -..:••••••..: • Entire space where red o! will be tocal • Exit doors Dirnenskins of Tenant space floor plan showing rack storage laYout, aisles and .• NOTE : Include dirtlensions of racks (height, ■viettt ertsclenii0), eisfee . and et* i■Itya on �W). . . Structural cilloulatiorti stamped by a Washington Slate11cfalsed engineer (mcit.sbrage r and over), : • .• : : . .. • . ........ . . : : RESIDENTIAL : . . . . , Structural calculations stamped by a:Washington State ticensed . engineer may be required if structural work is to be done • • : • • • • . •••••• NOTE: If any utility work is to be done,:submitSepargte utiIiypermIt • ,..• ::;: ::::applicetkon ancl plans : . .. :.,:,::•RERoc Fi:::.:.. .:::...,:.:...::.:•I••:••:.:..: - _;.:;:...:'..':1:'' 1 1:;;...:;......1..,;;:..;.; E.6iio*iib4"N permit 13Ptcatio" (one for eaCk eructre;;;;;..1':.;;;..;:;':..i;.l.1.'..; ;:.;:1;::;.:.;.;'.;:;;;.;'.....1:''...!'';•;:::: ., ,. . . ,:...-., ..,.. ,..-..:i,::.::-:::.,:.i..,..::,,:•::::,: 44N:::IT.:..Afinct4:c).s.N■nr4 ; Siiiri $:Iirtir'...•:fidaA':•.t:•••••:cc,.b.....'.:...,:.....t'°:/.':.19:.•-:liiirl::::n.':.riItiefa...•-•:1%4'Ntler:iexisting u4n.!!:. i:eili:equin:.g!....',.P1)'.,.'r.:..o.: t: ,...ril4t1::.',..:;.:.....Ell'::-.::.•',.b.• e:...„ 1...:n..:..:.g.''':..e.'removed, iii..: 1•:......:%...:::'.."'•'!':.1..;"d...:,'.:'..:.::..::::',.'.::'..........;•••:.•::i''..).i:.::.;::••••„''..:::::::•...........is: ' de"ibln9 9x ••••::: ;•:"..'::::':::::::::::::: •••••••::::: -:•-•:•:";;';''''''''WOir 04: ../40.7.•.:.:...:. ..anc!.::.:..,,::::-,:•:::...:i • aterim Lf°,...° . . • :• : • :•:...- • ::••• fthd poor: rq. P , , Netrati_tve,„sAnci Installe0,::,:.•::•:::: ,•••::•••::•::.:.,:::;,_ riEll iiiioc ....... . :::6f19.1:Tf...r7P:::)6°:**'......r:.'.',.:A.:..:.:.cTu.'...•::.,.-.::::iiii''..!0°wif11:6EhEli:...;:c.:.-.....l,,.111',.68::....::IC:ei!':9:!811!:,:..".:.te;::7'. 7..:.7...,7,::...,.. ., . •.' - • : ...: :. MSc! ./Aaii4i ....:..:....1:::•:':'••• '''''': ... tion.‘„,:...,......,....,,..,,,....... iii,:p1ii'rt(!t:!.!..;4i..;1.iiti and sets 9f idinaand!0!..;.„..:.,.:.: ,,.;„:,,,,.....;;.iii.i.,........... . ‘ ;:.n::Structural'ClEctilatiOrta:atimOed.by,:aWathIngtok,.State."11Censed•::::::::;::::.:::::::: ••• •.;:.,:..:..engioqe.r en:Oi.:liik C:fqt!if8C1.):.:%:''''''''''''...:; E Detor".:..!!11r*.:::::•:,11!7 ,::..::::•..::,:::::.:,:•:: . ::: . :,::: . -:::::::m.:- . ..::: . :::::::::.?:::::::::::: ............ . ,:::::::::::::::::::::::::::::::: . .:.:::::::•::::::::::::::::::::::::::::::-;::::::::::,:::•:::::.:::::,:::.:::::::::::::::::::::::::::::::::::::::.::::::::',::.:::.:::,::::',..,.,:::::::: • NEW •: • Completed bullcing perkilt aOPROatiori:(one for each 0 Completed I:Wilding permit application (one for each structure) : : • :::: • • : :•. .•::: • :::::: •: LI Legal sclesCription 111 Aitreasor:Account. Numbffr • Two (2) lets of working drawings, which include.: Assessor Account Number • • • ; • ••••.• :...••••••• • • • • • • • • . T■vo sets (2). Of working • . . . . • • , • . • , . .. „. Silt) alai) • ••• „: . •••.. ••: l• • • •••••• " • ..• • Plan, :•::::;• • • Roof plan . . • .. •.••.•••.: •••::::: ....... • Buildng.eievationw (ail. . . • . :• . • Structural framing plans ••••••"•• • ' E Washington ,State Energy Code :data Completed utilfty permit E:1 •••••••••••• Sin (6). sets of site plans showing utinties : . • „.: • , • „., NOTE::: Building slte plan and utility site plan may coinbkwd Sae utility 000011 application and checklist for Specific submittalrnitilrernents..1; ".. • Anal topographipel.and soils infommeen maybe mqvk.dd ......... site •CenditIons. • : • Foundation plan Flpcir•pI9.ny • • . . . •.: • Root plan .• . . . framing plans . . . . NOTE 11 8nyor!ilit)(Wptils to•pp cforp.P■To#09.1t■t1■isy:per;n7i.t....; tri.irst.ba . • Completed • application (ona for each suGture) • E..Assetsor'ACColint • Number • ::: • ...•.• •••:E Narrative dritiOribinO eitistintii*Oot:' Materiel .061.90.i0Oiciliedi:ind::••••:::::'. NOTE:AoertiffPetten: otter ell of the • • • • • , " " " : ' ; : " • • ," • • • • " CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTIOI'G RECORD -,.>> 6300 Southcenter Boulevard - #100 Tukwila Washington 98188 PROJECT: YDC,IL_ 0 A . b • PERMIT NO. S SITE ADDRESS: L b 1 DATE CALLED: _ ) &. TYPE OF INSPECTION:, DATE WANTED: - , -C'j 1 a.m. SPECIAL INSTRUCTIONS: .__.- ____ _� REOUEESTERP'< PHONE NO.: Q% 33- g--) ) INSPECTION RESULTS /COMMENTS: ( (') /c 7 - =; 7-7 G, / '1 i INSPECTOR: 0 (-e,t _. --1_,14777 --) DATE: — /•3 - 9/ INSPECTION RECORD CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: k0//10.0 ' P_-/). PERMIT NO. 69 7 -7 / SITE ADDRESS: Lilo d( j (3L �- 1)/a ('.QJ DATE CALLED: q---- - / �__ - TYPE OF INSPECTION: 1-,. ?d) DATE WANTED: , -/4 --77 -p;�, SPECIAL INSTRUCTIONS: /nI REQUESTER: ,M% PHONE NO.: V.3-5 -87 /,' INSPECTION RESULTS / COMMENTS: 4% �� ."7,01.-"."7,01.-"tee/ e-, �,0" c c34.7 C.f / /,t e..-1-2,_," / INCDCf•TAD. r,.. _ o ✓� —...4-...-- neTP• q ice' _G 1 V7 5 ,55.77 Permit No. 0r__ Date 112. CITY OF TUKWILA Building Division 6200 Soulhcenlor Blvd, Tukwila, WA 98188 433 -1845 Job Address 600 /311/1-' CORRECTION NOTICE The following items are found to be in violation of Ordinance and shall be corrected. 2 -/ /7J /7+ o''a 1"-4 ��S u,-0LA-74—•j- /�, —�C 9 go- �,:e/ 5- 5 ���J `� G\ itJI4` .Y a ( o e—!/ {a>, 4'� FCC/ dtle4 (,s,4"" ff_x_cile_4.k. 4 Gx "L V.6 41- Signed IW O % ', 4n 4, 01, Atr Id( g Of i lal/In pector INSPECTION RECORD CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: t�0 .. 4 4 PERMIT NO. (5-9 7 DATE CALLED: 7 - ?, SITE ADDRESS: /lD 6 • 5 l5 % TYPE OF INSPECTION: ,L��%� DATE WANTED: p' 7-2�,/ , SPECIAL INSTRUCTIONS: REQUESTER: PHONE NO.: ' INSPECTION RESULTS /COMMENTS: (-2, 4j /3 s. . Q . r,o.-.c�./ f",�. / /- i>2 6 I' 51..). -. — c-7-( e_r /--e ter, S -' !_ A/ 2 /j. 6 is x .46, cam- ,,,� i 1, /--- 6 A e/4 ,. // T7J �i�lT"' � .G�sr� G cg'` , iueoerftrno. Y / -- - J . A nf1... niorr. 7 _....s1-2....._44, A?, INSPECTION RECORD CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: c _4tiz29 f.,_4 /2 PERMIT NO. S" % 7 SITE ADDRESS: L// QQ S.,0 /3 Cl `4- /g DATE CALLED: 7 ,--- / TYPE OF INSPECTION: �G, J /,`l DATE WANTED: �,_._9 _ -rf,/ p SPECIAL INSTRUCTIONS: _ - REQUESTER: 1-- _e_.,4,-, PHONE NO.: INSPECTION RESULTS /COMMENTS: ` �. ,/ , // c, (S 92-- /- ��t�c7V INSPECTOR: /c _.. ,4 ,e.,JL, DATE: 7-- .. -4/ INSPECTION RECORD -41/e CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206)491-3670 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: /tA.,A� 1 j �I PERMIT NO. 7�_ SITE ADDRESS. < • ILV/ '� i , T „I ,,I. �S DATE CALLED: (p -- i, n DATE WANTED: — ,Z„'' q ". TYPE OF INSPECTION: A ic. M SPECIAL INSTRUCTIONS: REQUESTER: PHONE NO.: 3,:-.) -- 6'7/5 INSPECTION RESULTS /COMMENTS: 2 j,, ,-/_,,.,,,„... LIJa. // -•1 4,--,- •1 �--/40 , a _ !.0 '.. fir `L,97 G / INSPECTOR: hilL6, ,i _,,,., DATE: .�-- 2--q1 INSPECTION RECORD CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 A 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: %i�W,,Y``Ar �1, $ i 't PERMIT NO. 61/1 SITE ADDRESS: 4( (5U ` (4 ---- DATE CALLED: / 0 `V� TYPE OF INSPECTION: 51‘,,f DATE WANTED: ( PI 1 OP SPECIAL INSTRUCTIONS: (uMi- iW G� ,Ax — REQUESTER: (to (i V I O , OD ..- 1,I' OD ` PHONE NO.: 3 2rif INSPECTION RESULTS /COMMENTS: A r . . J j • J - • INSPECTION RECORD CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: .5 i- e.. -1... c t C.ce.. fit-(° . PERMIT NO. �', 7 7 SITE ADDRESS: DATE CALLED: TYPE OF INSPECTION: fro t,4- K. DATE WANTED: (p " .5-'1( ;T ; SPECIAL INSTRUCTIONS: c.�... REQUESTER: K -.-- -- PHONE NO.: INSPECTION RESULTS /COMMENTS: L.14.r. "7'- bs1 Q- -,.,a " INSPECTOR: ( ,,.L..,_ DATE: 6- S-- q( INSPECTION RECORD CITY of TUKWILA Dept. of Community Development - Building DMsion Phone: (206) 431 -3670 6300 Southcenter Boulevard — 11100 Tukwila Washington 98188 PROJECT: 4,/)/V-1\./1 r C'P 9AAtid11/ PERMIT NO. i ll SITE ADDRESS: orKf' L[ ) 51 j 3 ti v 1 DATE CALLED: c5'?' -- 1 I , TYPE OF INSPECTION: (,t DATE WANTED: V-' i- - i I ca SPECIAL INSTRUCTIONS: / REQUESTER: � PHONE NO.: ( P - ) - - I d.-?- 0 INSPECTION RESULTS /COMMENTS: �e e ..t..�n`" • I`ti� 6J L- 4. --1 t-Jt_ .(.. .Pri G=-cu 1 �- lall-- c- .ctl�- R-c'`- •-��-a. = S'Q "�- ' .�_. -,.� tea_ �. , .- ,�I,.UR��,� -�� �-�> �� 1-�" r J V / --� �L_4 .....:x .6t-Q.+L. . 14-c. ( c1.. Ati-e ... ( 2) YY44:)t ,1s .1-L x-3,,...,,,-- (L -. -C,1 _4 -r . ,1 1'61S 4C. - 14-- qr•.. , may. O..M.J • Imo-- t- irl. -.�. -- r -42,1 — (i J-:. LI C -ka_t.. - - 1 �U ( J4- -k�`� 01 INSPECTOR: ( a .J? eATE• ..c*— 2 L /.. `('/ CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTION RECORD 6300 Southcenter Boulevard — 0100 Tukwila Washington 98188 PROJECT: L, / L/ '' 1 Lr - di ` 6 ' PERMIT NO. "„ SITE ADDRESS: (/() 2' Q. ' a DATE CALLED: DATE WANTED: .� i REQUESTER: 04,.., _PHONE NO.: Lf �� - %� 7 ) ° ?i %,) t • ,n�. OF INSPECTION: TYPE O �i� SPECIAL INSTRUCTIONS: INSPECTION RESULTS /COMMENTS: y - - . , / /,L r l =, /..0r .4-7 ._ ` - ` _ �r. C INSPECTION RECORD CITY OF TUKWILA Dept. of Community Development - Bulking Division Phone: (206) 431 -3670 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: c - / '71 /ZQ P....JCC A.t ef , 4 6.! ' . 12) PERMIT NO. 6 q7'7 SITE ADDRESS: — if (V ` 1:;3e - — ,E' Z . — DATE CALLED: 4-i — 3 U '' i / DATE WANTED: S. —) q f REQUESTER: L9-4L,2 QV-1Z TYPE OF INSPECTION: (s 1t )2 c?i _x___ — XY.1GY� A') SP CIAL INST UCTIONS:.,.„ 1 Mv _, illjik„-e..' l ;h , fjhJ) / �, PHONE NO.: "(33— X' 7 l 3 A - L-' eat 2 INSPE TION RESULTS /COMMENTS: /l , /9„—, /e.."..,-....., C Aft INSPECTOR: /_G.,,P L..- ri1-r12, DATE: '"- 5/ INSPECTION RECORD CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 n 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: At , ,i r-- -- 3241 PERMIT NO. 6 9 77 SITE ADDRESS: , / 1 i , , DATE CALLED: — c9--o1- — TYPE OF INSPECTION: L/P71- -- 8:,04-7r DATE WANTED: — 2-3 —q ( 1 SPECIAL INSTRUCTIONS: REQUESTER: e,{ ..,. PHONE NO.: 33 -- 7/i INSPECTION RESULTS /COMMENTS: /30 /72 ,Q //4.• , " C, L, DATE: 41.-, 9 •i -_ c, / INSPECTOR: it ■ _4 -47. ,� CRY OF TUKWIu Dept. of Community Development - Building Division Phone: (206) 431-3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: i� 1. ! � it , • J to 1 '. PERMIT NO. x.79 -7.1 . SITE ADDRESS: 44(1) 0 0 .. -) . i Li '" n I', DATE CALLED: 4-- j%---./ TYPE OF INSPECTION: 0 cryik i . ' . — cti;O(j 4p■'1 DATE WANTED: 1-4-- /q-- -C 1 1a:1rr, PECIAL INSTRUCTIONS: L. / 0 G A� REQUESTER: 62,4&_, PHONE NO.: ►- 1 INSPECTION RESULTS /COMMENTS: &• l -k A. 4 : ■.._ --..,__,_. L.t..,, -Y- +-o (c—ce. ,,. .A...--k 1.,..,k 1,9 r— IN9pE@TAA! 7,-•.? ' .-- e-- nAfe. 17_1 e; _ ' f / �R• INSPECTION RECORD CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: ,1 _I/ LI , � i L:�. .j / PERMIT NO. 5977 SITE ADDRESS: sm yswArsze 1 , DATE CALLED: 0 q TYPE OF INSPECTION: (t/Y ?L . 1 - (2.1094L-Ii) DATE WANTED: Ll 11/ q ( SPECIAL INSTRUCTIONS: REQUESTER: PHONE NO.: 47133 - 51/ INSPECTION RESULTS /COMMENTS: / .. - .., - s ,- e. , - r ,4) e•.a) 4-.. %%�.�� / — , <'4-t, , „,I/ .4, , 11-e ,3 4 -5 i -t INSPECTOR: / a,P r— ti-t, DATE: 47-//:--- az, 9�.iii.:.fi i�1';;;9i= �:5+Y: �'H,rt;.!:r•••;:cs�.:1n CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTIO1r4 RECORD 6300 Southcenter Boulevard - #100 Tukwila Washington 98188 PROJECT: "71 «1 9 ( f : ,_ l} f 7 - , / •, ,,, j PERMIT NO. S 9 7 7 SITE ADDRESS: L' n ) ..' / 6-- DATE CALLED: 2i — 9.-- f/ TYPE OF INSPECTION: co c ,',- -- DATE WANTED: 2-7/—/0--- J/ I:: SPECIAL INSTRUCTIONS: Z'") REQUESTER: PHONE NO.: �;4, /� - i,i jl' INSPECTION RESULTS /COMMENTS: jr , / a ' ,INSPECTOR: ,h-2,,0 ,(11.--)..4-6, DATE: 44---/0--q) INSPECTION RECORD CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: .y1k /-P2 l /it J�..) PERMIT NO. ,�5 7 7 SITE ADDRESS: �!X) S J � vitae z_9 CALLED: — a -7--q I — TYPE OF INSPECTION: -- 'f) a , ,DATE DATE WANTED: 3-2q--q 1 o.m. SPECIAL INSTRUCTIONS: ' L.,,, , / . / i i _x?/ REQUESTER: PHONE INSPECTION RESULTS/COMMENTS: /4-7,-7.,, , /f� 5,r ti /l /LI a h , ,Z'C'. - LL ctu,4.-„ e-./4d.--. y / LS' /� / C - ' � ' / i z - ' s J 2i 4- 7- il s 74- L, . ,t 5 'r-- /,J, l�r,'.� 77,404 e- tider /) pea ty,:- '& \ Se' .--q r/ ,-%-z, A ; n •r „, ' r.} /4 o 40 /4,,.t1,t9 %714 -- �I �.�y4 clam,,- «, n, f 1, / ,Q -S /) �. -Ay /, ,e,,., ,4,'2..G' fig. -,ti G£ c -',-- 7,,,, S J� �e✓ ,, / P..( ri/ I''/ r�J,�,- -(t' ,`1•g7/ ->ti t .e. ?<'/'2�' ,f--y-77--ro C.)eel/ „ INSPECTOR: /)6..4, 1/2 ,,1.11.1”, DATE: , 3- Z - 9/ t INSPECTION RECORD CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: CS o,ni 11.' k . PERMIT NO. 5q-7.1 • - Q DATE CALLED: 2 j SITE ADDRESS: t. 0 6 TYPE OF INSPECTION: • -' /.-`, 30 DATE WANTED: -- ?rI °-`� 1 �.�. D.m, SPECIAL INSTRUCTIONS: a� REQUESTER: PHONE NO.: 4- " 5-- R--7 15 INSPECTION RESULTS /COMMENTS: e c ` . L'` _` ' %) � e `�` /.NILI r3 ry ,6- ` a . 1\\."\ 1 ( , ---d . U INSPECTOR: ( J ` \ ... ...' - --'" DATE: .- Z(- 5 1 CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: 11 __AV r , ° _Liiii4 Air gi 6 PERMIT NO. 7 SITE ADDRESS: aLQ Q� 1_ j 0 P c. Q it 1 DATE CALLED: A r id i/ AP TYPE OF INSPECTION: 0 / .....4.2 -- , ,41, DATE WANTED: 3 / 3 h, SPECIAL INSTRUCTIONS: ___. /, 1 / '/L 0' . a r> REQUESTER: Q1X3c, ,, G,C2 e-, PHONE NO.: (37(i- ' 8:1-t- .-- INSPE TIO RESULTS /COMMENTS: �/l� � i � L, Ge. / 1; ,7 c c�i-- 5 • "Lc 1 �� c ;,-- ■^c 7 ' �� �l•�{ � f / r, ,4-,L -r. ..-^ s-7 ea e--1.- -7 — / �. e' . Zt^,,e• .k. C( 24 4 c C ,v d f/- -(Z ( 1. �' 7cf /-, �" - (ee Ate. (� d/� 5,-AP _ C>Z 11� � J (?c (G cr- , - h L 9I , . INSPECTOR: f2-t.,e j.,.s„,, DATE: 1-2j -- ii) -W ' 1906 City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Gary L. VanDusen, Mayor TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Control No. Permit No. Project Name 5.4 Address ' -'x Suite # Retain current inspection schedule Needs shift inspection Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: /) Hood & Duct: �- Halon: Monitor: -.. Pre -Fire: Permits: r, r Authorized Signature' Date FINALAPP.FRM T.F.D. Form F.P. 85 FIELD REPORT - A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: /1- lo-Diesi govt.- w •. 4/4 /s-t 4 c7s Hof) AP 77 el- a/O %IQS /D ATTN: £,AWrt (0649/161W-4.- PREVIOUS REPORT No. DATE / ( / _-4.? / V */ 1 1 /_ 33414— PROD CCTT �p t7AI a �/� i's1 G'' /J . LOCATION /5 pOWNER F . .�`i77 HER TEMP. AT AT AM PM EPU� %�/�Y % �� ARCHITECT CON ACTOR 7 T.. 8�9yj ef yi C wfr (9,estrit-LA-0 r4/77Arcee..,eisePrz.,,,,over dimper>if.z. Pnver/e/t/ egp D7004cAri/Aft;ti s-/Epe . Ise' W,i' weif . D AlA5are G6#v£e7t,- i , c:7-0m4vo 41L iczpvektoiseyeL �/€ 7E- -�/' D�tO d' Q �/�% /71.s 141 A-e7 7`P Y#/dG''?7 7. j s , /* � get /,'� ier 07.e7i9,/f)7fif v GWA-i✓stviv agp kate, ,ems 09.4/eAaE_gitriilf 7,00c. Fai 4'1,s /27I/7 41)Fl varf o00r7,4 70afat_-, 'VD ' >. 04 /l oytr/ em✓ u 0 44.rr.4v s�,��1 /ivrr,:sr l s INSPECTOR: ' /'r i.t4 <;; c; cr COPIES TO: -TLkuAla Ras . J/ NW) a Gaut r i a'ttaA3 - a.nc. 1 _.,,_ -O,. FIELD REPORT SIGNED: LD REPORT .R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: /J(I7)/7 /rZ/ < Zv e 6/ c-;- (S-FR77't 8 me/ ATTN: (//2i )ti// ,cre PREVIOUS REPORT No. N2 1902 DATE 7-./.(---- 7/ '/- 3/1"-- . PROJE T S �m2.1c /-kve— L LOCATION 6.-C . /3Vj. BLDG. PERMIT NO., 977 OWNER WEATHER TEMP AT AT AM PM ENGINEER �// I _ • V R IV ARCHITECT . v /72e-ii n/15010' 6#11,/ 3T CZ CTOl R 7 , _may Lam9 62/(1_57_ 5-Zw 0.4 & Ga /errs "4 —k- i'e_� ?-rTh e4 G/ rte 7 ;- 4' f70ra 4r Al/ Z4/10P1)-- /pry 7f, v 0/ ?/. 7 ,l i j/ Get/ 4J ri -�j0 wiz f -5C -7- -j S . �nr r:,1 jj ul,-22 1991 ciTy PL./A14;.,,i`.:; �!..3N: >... •_ . COZIES TO: TLVlLILLL cl kt19 -Deitt Engoleo" t)\ .1) �-�JJJ dad `«��Qav�IL Ib ^�i� INSPECTOR: fe,, //( CYLINDER REPORT A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: 11021q m91-- PAR DTI C ' ATTN: 5 NA/ C' ' ,iAIAC R ‘/‘ / i511/`- .cLIe7E 6 MIX NO. o l?X REPORT NO. .-7" fr N_ 4203 CR DATE G /g -9/ FILE NO. i --3/6 PROJECT s4' »m Roca (r2. 01- DCA 23 P1. LOCATION 4/66o s /:VY BLDG. PERMIT NO. ,S9 77 OWNER WEATHER ( 97 TEMP AT 8.3C AM LS'2,d AT PM ENGINEER _ F-A/ , ,/ 2 • ARCHITECT CONTRACTOR - t` f4vL- 1/ FIELD TEST DATA TRUCK SAMPLED J2 6 TRUCK TICKET NO. /7 /n 3I3 / TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR ? 30 if `' i76e) Y6 7d 0 3070 6 75, ( 7 ■z° -Go TOTAL Co QQL I _ 6 28 I COMPRESSIVE STRENGTH BATCH DATA FOR 1 CUBIC YARD DATE MADE DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 6'7 7 STRENGTH PSI SET NO. FA. /g,2Q 6" -Z5 7 CA. i76e) Y6 7d 0 3070 WATER syOl4 -Go TOTAL CYLINDER NUMI3ER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 68V-- 6-/g 6" -Z5 7 6 /ci a Y6 7d 0 3070 ai3� -Go z-8 Co QQL I _ 6 28 I PRODUCERS CONCRETE: /�� CEMENT CU. YARDS PLACED ,374--- d= AEA. 3'`S 3:4/ /e4Di9*R ADMIX CAC12 % DESIGN STRENGTH L.Frn &l a PLACEMENT AREA IL NOTES SPI.A4"S__ 0.74.1 P f LA) . off' S.-- kkit,217 S- 7- L - Cam' E o, 3 f -ro A .6 . ALLSo /4,47 2,512_16.4 Cc A) a mss. INSPECTOR: COPIES TO: I. ,0] . I.l.,,l„ fin ,.. Pn lrk A.A.R. TlIYAB ORY, INC. SIGNED: Y .A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 . �/?i L`9NA ? [.J cO rlv,'y. CLLINDER REPOR: TO: ATTN: 6// /.d 4,) e_ =.;A; 00 e_i-t/ \L& 71/ 67'41 MIX NO. O7 SEE FIELD REPORT NO. 7 CR N_ 40 90 DATE 6 --....5----7/ FILE NO. 7/- 3 /s PROJECT 51 Q M r0c.k 847 SLUMP LOCATION _ 6 eC .v / 3 / /" %/� 4 . UNIT WEIGHT BLDG: PERMIT NO./., .may. ;7.,,:.;, OWNER TEMP. WEATHER L 0ijEi". "...aS' TEMP .p•0 AT 9 45- AM AT PM ENGINEER 4f ARCHITECT ' (/5 tob CONTRACTOR RE Ai. :, /e 'P, C�44 .;. -- FIELD TEST DATA TRUCK SAMPLED TRUCK TICKET NO. TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONE AIR -% 4f / � r7 (/5 tob 9/60 ,5 i .r yy ,,l 7 -3 TOTAL /632o0 . 770 )--1 6,-0/ li /sls7oo 550 i-1 COMPRESSIVE STRENGTH BATCH DATA FOR 1 CUBIC YARD DATE MADE DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT i 7 7 STRENGTH PSI SET NO. FA. /3'70 ‘ -/0Z, 7 4-CA. / � r7 (/5 tob 9/60 WATER .r yy 7 -3 TOTAL /632o0 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. ‘' 417 99 6 -5' ‘ -/0Z, 7 6 X a (/5 tob 9/60 i-i 6. Vo 7 -3 -,z y /632o0 . 770 )--1 6,-0/ li /sls7oo 550 i-1 PRODUCERS AEA. ADMIX CAC12 rr`` , V~ / 6) J r) PLACEMENT AREA 8 NOTES 1 5 2- cc,(,), h �l �- � � r�G'• t I � _, 1 a 1 `C4 h a. 1 A. t i a T c......4-,5- . 4- ,5 "/.;c1 1 i h e} C5-5,s(5) CONCRETE: 41,/. s CEMENT ! �% CU. YARDS PLACED DESIGN STRENGTH SOT) INSPECTOR: COPIES TO: 114.■=w,1a 131d, ?$ es66lQ5 µ 1.4ci. 22 A.A. ESTI LABORATORY, INC. -. 14 - q 1 SIGNED: TO: C LINDER REPORA. A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (�T2�I01 6) 881 -5812 FAX (206) 8 81 - 5441 • //4+) y ?Avid .L Ak ,v,vle ATTN: 6-/; /',966 47" C. 60 z/i/q, 77/O MIX NO. p 9X SEE FIELD REPORT NO. N_ 4112 CR DATE 6-7 -7/ FILE NO. 9r -3/s-- PR7 /l z l e�. /` /�G/Q LOCATJ5 ee, �, 7.7.1/7/,/e2.. BLDG. PERMIT NO. OWNER er... WEA ac //s J j TEMA-i p AT `tom- M ENGINEER Eif e' /A/z S Ma/ ARCHITECT CONTRACTOR A', E , Fi4v / ee7A,5%belsieA FIELD TEST DATA TRUCK SAMPLED* /2.._5_,---- TRUCK TICKET NO. he / 753-7 2 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR r/114 17I _ _„_-- - �f` .C& lg' ° ze -7-5 TOTAL /367o0 L�C� 3� /--/ (,5-66, i -7-5- ii_ z! /L-l75o o 5z -a6 -/ 6,567 1 i -/L / 7q /00 ,7800 COMPRESSIVE STRENGTH BATCH DATA FOR 1 CUBIC YARD DATE MADE DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT S7l STRENGTH PSI SET NO. FA. /y20 6- 41 7 Pe.A. /76 /07/00 3790 WATER 6 54. 5 -7-5 TOTAL /367o0 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 65 K 6-7 6- 41 7 'x1Z /07/00 3790 6 54. 5 -7-5 /367o0 L�C� 3� /--/ (,5-66, i -7-5- ii_ z! /L-l75o o 5z -a6 -/ 6,567 1 i -/L / 7q /00 ,7800 /-/ itZ PRODUCERS CONCRETE: /0.icigs CEMENT CU. YARDS PLACED 2. , LO L�� AEA. , ADMIX CAC I2 DESIGN STRENGTH PLACEMENT AREA & NOTES .l( `` / eite�b j r t./ , p.4. 74,24,21-s- 47/ HAced e y. sa 64i 0A) "1,3---e ftfi r, INSPECTOR: COPIES TO: T11 '41A1 tICX -Bas, / lYVGeirS (\, C1/ 'J A.A.R. e e Ba y 1 e.� y= . . �. - Iq ` I SIGNED: EST LAB ! RATORY, INC. /07/16/91 12:45 FAX 206 431 3665 �J DATE TUK PUB WORKS CITY OF TUKWJLA 6300 SOUTHCENTER BOULEVARD 'TUKWI L A, WA 98188 RECEIVED (ITYOFTLIKWIL.A JUL 1 8 1691 PERMIT CENTER * * REVISION SUBMITTAL * * July 18, 1991 PROJECT NAME _ ADDRESS CONTACT PERSON Shamrock Center Building B 4600 South 134th Place, Tukwila, WA 98168 Bonny O'Connor /June Nailon PHONE 292 -1160 ARCHITECT OR ENGINEER Edberg /Christiansen (Landscape Architect: Lynn Horn) PERMIT NUMBER - 5 T (If previously issued) PLAN CHECK NUMBER -. LIQ L, TYPE OF REVISION: Landscape Architectural 1. Use Western Red Cedar or Austrian Black Pine in lieu of Shore Pines 2. Use 8 -10' trees in. lieu of 5 -6' trees. *3. Arran e for 3 years maintenance to insure life of trees either on site or throu:h a maintenance 'erson. 4. 7 trees across back of property instead of 9. lit 003 *Note: HP guarantees the survival of the nonirrigated trees fv-L Llu ee years. If the trees die within that period, HP will replace with trees at equal to or SHEET NUMBERS) LA1 greater than the original size plus expected "Cloud" or highlight all areas of revisions and date revisions. growth. SUBMIT'T'ED TO: P cxn r r\ 6/dF( (g2 3 CC'LINDER REPORT"" SEE FIELD REPORT NO. /2 D A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO. 1/O/. PG r K -1- i LJ C , ATTN: i Ce )37- Gt (,iC 3 u; o 5 -f/ /-e(A) . ? V C) L/ MIX NO. 0 N 3435 CR DATE ("/ - / / - / FILE NO. c / -3is PROJECT ,SL‘c,►,?-•/`dc_k Cen4< b1o47 t3 LOCATION G / : ac) S- /3 c/ f`' PL , BLDG ERMfT OWNER IT:TEMP I/ v L, d, Al AM AT PM ENGINEER ARCHITECT RACTOR 5Ay /y e.„ 5�.. FIELD TEST DATA / TRUCK SAMPLED C-/ TRUCK TICKET NO. / 7 O(,,. L-/2, ! TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 1 . �NS CA. 3 / ? 5-0 3 9/0 5 • s 6/0 t �A /3 2Y TOTAL 4 5,19 s = 2.8 COMPRESSIVE STRENGTH BATCH DATA FOR 1 CUBIC YARD DATE MADE DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT S r STRENGTH PSI FA. `3 v LV--/ S 7 CA. 3 / ? 5-0 3 9/0 se_ r 3 WATER t �A /3 2Y TOTAL CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 5 2- 7 - / -// LV--/ S 7 6 x/2 //oboe; 3 9/0 se_ r 3 ,-/28 [ s -/ 2Y 4 4 5,19 s = 2.8 PRODUCERS AEA, ADMIX C AC12 DESIGN STRENGTH 361 O) PLACEMENT AREA NOTES 5 r c_ )64 p o l7 4/ C42U 4 CONCRETE: CEMENT CU. YARDS PLACED JU� INSPECTOR: COPIES TO: iikV...W1.Q, acct AJ ►hits Nw1 : , \Q _ v A. A. R. TEST LABORATORY, INC. SIGNED: o� C"LINDER REPOT?' A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: Yo (G c. G y - ATTN: ( /CR ,5I cue_ 3u rie_ (coo SFGH A, Luc,. c MIX NO. SEE FIELD REPORT NO. (/2 7 o 3434 CR DATE om/ // - (/ FILE l / - .� /S— TIME PROJECT S IOCAel'‘ re ck e'e.. -,7)(v, b 4,19 13. LOCATION c/6 an rS . /.S e :i PC.. YIELD BLDG,p,.F4MITO OWNER FACTOR CONC THER n / A ✓pT C /!1 is cA TEMP AT AT AM PM ElpINEER n9.. /1)2 5r�'Q s- 72 ARCHITECT /5. /6.60 9RACTOR , DA //•C / C!1 5 ( • FIELD TEST DATA TRUCK SAMPLED i 3 r/ 3 TRUCK TICKET NO. no, 544.3 / /70 s-•7 3 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 1• L/S S Ile / Z9' /o`) 5r�'Q s- 72 6'7 /5. /6.60 L /'/2 S 1/2 6 l " S IZ3 ,3=5 2% ) V s--12..y f / -/t &I -4 .-7 6,>c12 /263 -ba 41 7/ COMPRESSIVE STRENGTH BATCH DATA FOR 1 CUBIC YARD DATE DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 577 STRENGTH PSI SET NO. FA. / 3r'0 y -ib 7 C.A. / Z9' /o`) 5r�'Q WATER g 6, /5. TOTAL CYLINDER NUMBER DATE DATE TESTED AGE DAYS DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. ,512/ /MADE 7 -/I y -ib 7 654(2 Z9' /o`) 5r�'Q / S IZ3 ,3=5 2% ) V s--12..y f / -/t &I -4 .-7 6,>c12 /263 -ba 41 7/ 5c '2 s -, 2s j 3---9 2 5' 3-I2 3--) r5 1 PRODUCERS CONCRETE: /21, /' S CEMENT AEA ADMIX CAC12 CU. YARDS PLACED J 3 g' DESIGN STRENGTH S 006 PLACEMENT AREA 8 NOTES (7(1AC i'2 t < (G <' Qa1 U v'f . n 171p Cc /A/ (c' 5al :cic;/ I. -4 Lacc:-�:�-. Ses. le foal QPc.AT COPIES TO: INSPECTOR: s. '.S1 A_ • • -42r T /A' 'I A. A. TES -- - LAB •' • TORY, INC. MO R `44 -01CULI&JJJ -tell MitL. SIGNED: d_ n I _.-R FIELD REPORT ( A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: /7'ORDA/ fi9,k: 2A/c. ATTN: r-Pel.(///F•2 <7:21-1/..4-4?- /etJA• Ya /0y INSPECTION PERFORMED: • RESTEEL • CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER PRIOR REPORT N2 4472 FR DATE y -Z3 -5"/ FILE NO. ?/ 3i sJ PROJECT , A 2;1/P',7C.e< zw1/Y 72 F L j2 P ADDRESS Y6dv S'•• 4?Y72r PL, BLDG. PERMfT NO. ,51`77 OWNER WEATHER f'_4. fkJhJ/ TEMP O AT 8'16-- AM �/� AT PM ENGINEER 6N6'• lit GJ - ARCHITECT CONTRACTOR A? 6. �i4 y ._ Y (9 r,„ A-7-. LOCATION(S): pjr-2 5 4' R � l,z. R / /019 , F) r O FOOTINGS O AUGER CAST PILING O SLAB O WALLS O COLUMNS ® OTHER /3870A7-5 SUPPLIER .✓JjiLr73 MIX NUMBER_' • cD CYLINDER REPORT NUMBER 3 47' SLUMP 5Z AIR CONTENT • CONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH 3 ov NUMBER OF SAMPLES CAST 3 - }C / Z TOTAL CU. YDS. PLACED / CONCRETE TEMP 6,3 ° TIME ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. • YES ONO REMARKS: »2k - 2s ,ee: sr z c.-L¢ -S Tiber Date or Plan Number ,,1) O I?1zcam?Lfr , .vtJo rc»4»s w=it /pfd /U .e y-v COPIES TO: MN-. 4f 1l4 Rki65 . enfy,vIee6 INSPECTOR' tai ) / RE ea.43le of -' x-k A. A. R. TESTI ABORATORY, INC. SIGNED' FIELD REPORT A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: gi2/Q DQ 4 _ 1? e/G.. /:./Vd ATTN: 4 it d / e AP xi ,e./e /I 6,/h - /sT v t z) ale zr s INSPECTION PERFORMED: tKRESTEEL l -6 NCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER PRIOR REPORT N_ 4422 FR DATE ..5.7"10 -- 4, / FILE NO. 9/3/%5 --a• . / ©6" 3 PROJECT A It Ide,9c it - ..S`j ADDRESS /66 -S —,6� S/ d h .PC BLDG. PERMIT NO. 5977 OWNE WEA R G/� ,e. TEMP AT �v s�(� AT AM PM ENGINEER �/IJC, i G.. /v lit ARCHITECT CONTRACTOR /7/f A3.9 v h .V,r/s 1' O FOOTINGS O AllaER CAST PILI te'SLAB O WALLS O COLUMNS O OTHER tifrir LOCATION(S): f t, 5 T2) P vG Lt /i tive, 2 04.:;„,):- SUPPLIER /(// le—S. MIX NUMBER 0 CYLINDER REPORT NUMBER .J ? o2 ? S'-#. SLUMP AIR CONTENT IOrCONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH J47 C) NUMBER OF SAMPLES CAST 3 —‘!e / L TOTAL CU. YDS. PLACE o CONCRETE TEMP iv U — TIME 149% �O ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. 12(ES 0 NO Date or Plan Number REMARKS: ,q / / /6/0/L /f .4.16Vo rc. t> /Q/PpQ,tpucd /in Ns SA-'S: COPIES TO: NOLPrDR•/ R'TLIA , Re INSPECTOR. BRNLE 1 ELIGI 1EERS U1U. TU ,UIIU9 A. A. R. TESTING BLDG. 1J PT 5 -13 -cl 1 SIGNED: RATORY, INC. (-FIELD REPORT A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: /TU /,4, 2j 7/ - P/} -/2.0 ,T )C° ATTN: ;3474.../4.9/6..7 0 evevt4t>417t 1 /l / sr/406 3 -i! - goe) tsct-79! /�,Y / w. - INSPECTION PERFORMED: PRIOR REPORT FR N° - 4437 DATE S--- 1 ( FILE NO. 5/ -3/s—PROJECT S rjii2c C Lo'7It�T -13A44 37 ADDRESS h//o ©o -.S' l,__ /I /°LRee= G..PeERMIT NO. BLD" G.G C7 77 OWNER WEATHER ,_,C'dr'OY TEMP AT s-p AT/ :' b AM PM ENGINEER We ? lti 4) ARCHITECT CONTRACTOR /•C. / ?.4 /c/ e-5 O RESTEEL 0 FOOTINGS ■ CONCRETE 0 AUGER CAST PILING O MASONRY 0 SLAB O STRUCTURAL STEEL 0 WALLS O WELDING 0 BOLTS 0 COLUMNS O OTHER ® OTHER Pr55,o6vx <,°avrrrt q, LOCATION(S): ��g� -1 �o,e ,a. q�,�� a SUPPLIER t O CONCRETE M GROUT 0 MORTAR MIX NUMBER S Z-- DESIGN STRENGTH 3 ©0 0 CYLINDER REPORT NUMBER 36 4/0 NUMBER OF SAMPLES CAST SLUMP4)0AkfdLw AIR CONTENT TOTAL CU. YDS. PLACED 4/ CONCRETE TEMP. 68 a TIME / .'35 ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. O YES ONO Date or Plan Number REMARKS' s40moZ,6Tr-t 7Viceeek0 p"v12 COPIES TO: HOLADFN PARK , QE 6ICY LE`I i TU1LLUILA (IUD is DE1 -, €11611\1EE1ZS NW 5-1 O- g l INSPECTOR' A.A.R. T STIN LABORATORY, INC. SIGNED.'�� -� V) FIELD REPORT A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO /14 ✓ /917 K 2�6 4s,£iot9 5 77 i c74 A TTN• NOVi L (0/4,41417,n_ PREVIOUS REPORT No. No 1630 DATE S". 0 -7/ f I -3if--" P CT N^ �/ %�I� *� Q�� /� ,KJ( -/� 60ffoir 6i,; , -' . LOCAT ON � oo S. /3 e61. BLDG. P§AMIT NO. .72 OWNER WEAT ER 5► TEMP AT AT AM PM ENGINEER ///��yJ� I I/��� %/ �� /1 ` - i a V `� V FARCHITECT ^' �� / �� (e #� / //T1J �V 1C1- Cg1TRACTOR 7 7 / 2 (4,7 I,0Air7 AT � _ areziPm g4Ato9 I1,G7 yy 10116 eir?"L7 !i'o ~-4-1? /D evAJ 4tic : ae h� /y_e/ftIJ Cr-- — / 20 S ;-s L /260 Z 4. INSPECTOR: COPIES TO• t-tO\ DW`/ -PR 2K I 'RE FIELD ' P 6Y�Y Lt' h EP15 MU) TUICUJI LFI ISUD6 DEPT S -I O-s=t SIGNED' To: tLINDER REPORT A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881-5812 ATTN: 6/6Q %5 G(JC Sli; -/e 60C 5e. / /A, Luc . /6 MIX NO. 09 N_ 3435 CR SEE FIELD REPORT NO. Q DATE Y - //- / FILE NO. 9/ - 3is TIME PROJECT ,5%c1 r) -\rock Cee-kr b(047 3 %boa 3, is 9 7,," F( , YIELD BLDOce 1 OWNER FACTOR �THE7:t v d /,im` TEMP AT AT AM PM ENGINEER / F 5O ARCHITECT 3 9/o RACTOR jA�/ / &y ec-4 577 6/° FIELD TEST DATA / ! TRUCK SAMPLED / TRUCK TICKET NO. / 706. (-/2 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR a 5 / F 5O //Oboe) oe) 3 9/o 5. s 6/° s -7 TOTAL /LL7300 .52/0 b--/ xS _ 5 -� �8 /52/00 5380 COMPRESSIVE STRENGTH BATCH DATA FOR 1 CUBIC YARD DATE MADE DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT S, STRENGTH PSI SET NO. FA. /3 C,7 ii -, S CA. / F 5O //Oboe) oe) 3 9/o WATER ;z- s -7 TOTAL /LL7300 CYLINDER NUPABER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 5-12;2 elqi ii -, S 6 x 2 //Oboe) oe) 3 9/o Sere b 5-i2S s -7 Y /LL7300 .52/0 b--/ xS _ 5 -� �8 /52/00 5380 PRODUCERS AEA. ADMIX r CAC12 DESIGN STRENGTH J O _ . T 1 PLACEMENT AREA 8 NOTES 5 1C «Q p 0 r7- WIO CONCRETE: . ZA. S CEMENT ''" CU. YARDS PLACED : . INSPECTOR: COPIES TO: -1-Z11/4\(.._W AC& 1. A. A. R. TEST LABORATORY, INC. thA � 2'"" o``" g 3 - -. SIGNED: P L 1. iLINDER REPOR f REPSEE FIELD ORT NO. C/2 A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 LU (206) 881 -5812 TO: //r7 /GdC 1- g✓ -K , �✓IG ATTN: (� /C,z /51 uc 3uc />Z Coo S QG, f� /.� Ljc,. 92/ 9. MIX NO. 09 N2 3434 CR DATE 4- /-a - / FILE NO. 9/-315' TIME SLUMP PROJECT SlrtCAvh f1e c k (e .•, c f b/ /3 . LOCATION c,/(an S . 13(.-t" PC. TEMP. FACTOR BLDG` eF IM5/ ,, N; OWNER 1•`ic S 1/2- THER /i i\--r (7 /d L: d\ TEMP AT AT V500 AM PM ElpINEER in CI I(e r 3 A_; . ;..-J . /5 . !6-GO ARCHITECT RACTOR UAL / /�C V/ oY7 S ( • 5 Y2 //�c (.e / " FIELD TEST DATA TRUCK SAMPLED I ; /i 3 TRUCK TICKET NO. !10 5,3/ ne, s--7 3 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 1•`ic S 1/2- / y 5-C /294o6 V500 S I(2 ( ,2 /5 . !6-GO L-/q2 /5els-00 5 Y2 //�c (.e / " s-I z3 3--- 5 2 9 } / S 3o oo 5 /-O s--/ z e/ 4/ -11 / -' 8 7 6)02- / 2 6 3-vo 4'/ 76 COMPRESSIVE STRENGTH BATCH DATA FOR 1 CUBIC YARD DATE MADE DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 577 STRENGTH PSI SET NO. FA. / 3 l'Q Lfrn 7 C.A. / y 5-C /294o6 V500 WATER a g 6 A /5 . s -5 TOTAL /5els-00 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 5(2/ (HI Lfrn 7 6,(Z /294o6 V500 Se %-* / Y. , 2l s -5 3.: /5els-00 5'470 s-I z3 3--- 5 2 9 } / S 3o oo 5 /-O s--/ z e/ 4/ -11 / -' 8 7 6)02- / 2 6 3-vo 4'/ 76 3r"2 3 -,2.,s i S.-9 2 5i /7 /goo 6 O /2c7 5`72 5---7 2 / / &3200 3-7 76 PRODUCERS AEA. (1 ADMIX CAC12 l 94 DESIGN STRENGTH S 066 PLACEMENT AREA a NOTES C Ar r4 h (cc (cI U : G 75e) -) -' v . 1neCJ1 4e1. C.. G_ //y ('CaVI 5C)):Glct.fPJ. LGCG-1; cr \ Se_s. re lest QPnAT -1 e-/2 SO 1 CONCRETE: m , l{ CEMENT CU. YARDS PLACED J C7 INSPECTOR: COPIES TO: TIAVI(A,1�,tIA1 . ec t h��'e�'rAs A. A. TES R.E• ✓<./Q 1 A I d Ir-� - F.JI lC . SIGNED: LAB TORY, INC. FIELD REPORT A.A.R. TESTING LABORATORY,INC. P.O. BOX 2523 REDMOND, WA. 98052 (206) 881 -5812 FAX: (206) 881 -5441 TO: /71 K C2/6 / (-1 cc ATTN: PREVIOUS REPORT No. N °_ w DAE YT-- /g- 9 1 9/- 3/5-- PROJECT S lr,G ,-rs) ,rack (2,/r bid i3 LOCATION We de) 3 . /A - BLDG. PERMIT NO. 5977 OWNER yny� ATHER 1v /5,, -.1•_\ TEMP AT AT AM PM ENGVNEER `J 6r17; f1)xfS 1 ARCHITECT CANTRACTOR J. 3,4.i 4.7. / -n7` o 7.� r�C� �'.✓1 -, ad\ T'/� -.5�,� � �,' do OC e nc_e ft /-v ?an ,< 1s - S,C -7, 1ST 17, )29, /c /6 G'1/ 1.J4 .1‘ ., /�- of ,- ,>J dt Can P /ccR,,.- -�71 p(0, n,5 • DI SC fx470_nc: .) S4Z01 - ✓6tv, /., .rte, 4 -POL.) cA 4-c\ ID52- Ce;,-.--\e/...ate-ick pi\:.(3 1-11 C CrQ7R ��GCZ Q►��. d GfPI`clveeA Q /c,nS G r 7;5+ C /, e‘ o(Jzf 1 q r,/✓v\c-j cA,-, y li �l Pk r^ M ZFd Y 1+ J `i `/ o ~! - /q • cis INSPECTOR: COPIES TO. HOL kO N -117NZ-11, 1 ENCSINEERS FIELD F4 W, Tc€ TUN,t,VILi) B1.D6 DEFT '1---I 9- '11 SIGNED' 067/toury,s EPO FIELD REPORT A.A.R. TESTING LABORATORY,INC. P.O. BOX 2523 REDMOND, WA. 98052 (206) 881 -5812 FAX: (206) 881 -5441 / 5 Cdr [ n Gz C.Q c:��� s �e �� 5Za\ 4 71A s /c) `( ATTN: PREVIOUS REPORT No. N2 e 1'-7'7 DATE PROJECT Shc,w -, >^Cc k C'� -\'h I' b 447 Z. LOCATION `bon S. /3`l 7C. BLDG. PERMIT NO. SCr--) OWNER WEATHER Su., /• \( TEMP AT AT AM PM ENGINEER EN6 /Al6ERS AILU ARCHITECT C NTTRACT}}OOR P.e_r nze Pe; P■4 re 1nspec.", -o-y, i✓1 C% vP �ort �S 1L,UMbkr-S - /, SCe 7, /1r >S; /`- /b. R4;n f`C n4 Tel pcsei& 1 5 Q c 1c�et;✓� ,� b -G1 CC, e.„ p 1; c oA 4 �'J G•+° r,✓v�� e I cc ;., crl fo w n 7s_ do c -J-d s iln U :4- b e Y , 34,5 (2c4-1c1%�T( ev p U.Ict_ok • Cu I ) S p ce-) , • cni..\ CD'\ PC.Z CLA =5 rR�u. moo,\ D GTY'' (e), .✓,SZ •1 '/. INSPECTOR: COMES TO' I-t 0 L Ft DRY PA 'R_K , E 16 I N EETZ.S NUh RE BfWLEV , YUKUJIk-19 131_8 • DEPT .1- I cl -°I 1 0>-.Zet4-In FIELD REPOT SIGNE CI.LINDER REPORT A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881-5812 TO: /fp,49,Z7Xy - ?:7/974Je c ,TA/ l' ATTN: �ICI6A/ f /C%2 SSA // ,Lr t tc�� `? / U ' MIX NO. O' SEE FIELD REPORT NO. I/1/4iG> N 3304 CR DATE 3- -i-5/ FILE NO. 9 >-(..?/(5- ) r3-772 TIME SLUMP PRCUECT ,5' oil i !Ae C al- f(?,,, `$ LOCATION 4 DU S hey r-d BLDG. PERMIT NO. c.5-- 77 , OWNER CONC AIR WEATHER NL r) t�,7y TEMP AT AM 'S ).4 AT /,243bPM ENGINEER 3 o 3- . ARCHITECT 67.1.6 ei- /3 CONTRACTOR ,. RA- .t.b.:.- ' d o sJ ST • FIELD TEST DATA TRUCK SAMPLED / -2.6 TRUCK TICKET NO. /6 9 3 /,<---- TIME SLUMP % AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR /•'.o y .. WATER ,2„3,3 3 o 3- . TOTAL 67.1.6 ei- /3 .2 /49/00 527o ,Lc8o 1 1 /SDaoo .5; COMPRESSIVE STRENGTH BATCH DATA FOR 1 CUBIC YARD DATE MADE DESIGN WEIGHTS 4/ 7 p 9L MOIST ADJUSTED WEIGHTS CEMENT FA. / 8510 SET NO. £/.2 / CA. /86-0 '7 6)(1.2., WATER ,2„3,3 3 o TOTAL ei- /3 .2 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. £/.2 / 3-,2-f 3;2Z3 '7 6)(1.2., /09 /o o 3 o el,' 22_ ei- /3 .2 /49/00 527o 1 1 /SDaoo .5; PRODUCERS AEA. ADMIX. PLACEMENT AREA& NOTES fr-.007inf 4,ve ,p A,C J d L t x; r%' k4-, G CONCRETE: -?9 CEMENT CU. YARDS PLACED 6-0 CAC12 DESIGN STRENGTH 3 O O • 1) 7'v C' • � ,,\)h 14A, t� t —Z.1c- • /' ) Qfiss INSPECTOR: COPIES TO: Tkk.1.0 t\O. B\ }-� R t '4MLE1/41i E r\&.h4.er5 ‘) •W . i' LAD - P t `R.,1L A. A. R. TESTING LABO ' TORY, INC. SIGNED: �V CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS /GEOLOGISTS 12919 NE I26.. PLACE KIRKLAND, WASHINGTON 96034 12061823.9800 EvERETT 12061 259.0817 To: C'+ \ L ti 4 L 1k 1t , K Ca1to ( - » ) A . ATTN• rrt.. �b t- .2 s' THE FOLLOWING WAS NOTED. FIELD TEST DATA SEE FIELD REPORT No N_ 61233 ,DATE _IE - 9t CERT. NO. 4oq - -a.q- SLUMP PROJECT UNIT WEIGHT YIELD LOCATION -4 41-40c41-40c10 �' -c10 �aL134 TEMP. CONC BLDG. PERMIT NO. b , � 1 OWNER r u '( p 7 WEATHER u K P4 TEMP. AT AT AM PM ENGINEER I; 14 cti,,s, N. . 1; -0 �'i��i, A��R��CHITECT \ TOTAL 2' CONTRACTOR 6 $a (3 `t..3• 175'5) tZ. (;:..,S�a,.,1 ��L,. �TRUCK SAMFLM -1 I 1 S TRUCK TICKET No. [ (s L g TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT FACTOR TEMP. CONC AIR 17: 36 r u '( p 7 C.A. )135?J V S'0 0 U 1; -0 �'i��i, TOTAL 2' 6 $a (3 `t..3• 175'5) 559C) ,23 �O I 4' -/s -- 2� I 0 ?800 ` S 67 7-3 6 ( 3 - % COMPRESSIVE STRENGTH BATCH DATA FOR 1 CU. YARD DATE MADE DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS --, CEMENT tt S T1,. STRENGTH P51 SET NO. FA. 'd,6'? S 3-25"" 7 C.A. )135?J 36/0 WATER 23,57 TOTAL 2' CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH P51 SET NO. 235"g a - I i 3-25"" 7 a.,/,Zx 4. )135?J 36/0 23,57 1--K 2' 175'5) 559C) ,23 �O I 4' -/s -- 2� I 0 ?800 ` S 67 7-3 6 ( 3 - % 3' -2. ,7 zxz><4 12350 39,4'0 23 (2 J Iv -!S- 2Q 18050 5-7 50 23 �3 r 4`-`S _ 2 ' /180c0 � ' 7� - PRODUCERS: AEA A``DMIX.' Sc • ' R i 0 Z CAC12 % PLACEMENT AREA & NOTES J '1 c O N 1K F 4z e *tJ t e- / i`1- tI `QAL11KC. Teo ck P& CONCRETE CEMENT v"tc Its t 4 2 CU. YARDS PLACED a 1' DESIGN STRENGTH O hi2 41. COPIES TO Qtf-kcA&-= a FIELD REPORT A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 U TO: / OIG6.4A y ATTN: 6/6 /S7 GLJe INSPECTION PERFORMED: RESTEEL (N CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING O BOLTS O OTHER LOCATION(S): rol,„ nC-k cj , uv-, L A b PRIOR REPORT N2 - 4280 FR DATE e--/' //- i/ FILE NO. 7 / - .S /Ss PROJECT 5i,c=1.► --,rnc K CC,,,-i <t bu7 i� ADDRESS c- /l.06 S. / `/ Pe_ BLDG. PERMIT NO. 5"eii 7 1 OWNER THER � --r C /0 TEMP AT AM AT PM ENGINEER [205 ;71•ee / - /.LJ• ARCHITECT CONTRACTOR R.j BAS /[,..1 Ui'i si . O FOOTINGS O AUGER CAST PILING CKI SLAB O WALLS O COLUMNS O OTHER SUPPLIER j% • 4( 5 MIX NUMBER dC'1 CYLINDER REPORT NUMBER 3 C41 3c1 3 S SLUMPS &fir /4, `/ AIR CONTENT 18) YES IV CONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH 30e^�> NUMBER OF SAMPLES CAST �j - �: x, 2 TOTAL CU. YDS. PLACED 3 9 CONCRETE TEMP62,1.1, / TIME ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. O NO S577 r� Date or Plan Number �yREMARKS* f'�Q; i\ to rc , .�, ?rev Uti, I •, 7'n 5 �c � e � ?"`• n,r �r��7 /5.2 m Re . A -1C 117 S O in � 414 GIL 2 f (2 p G Cz ✓.-1 e "Cl" /rlt-1,k (./.__) -) .e.d'rcu 'T/?w, f /t0,"TGr / �) 4 /` �J G: j PusJ\&c &ci v\ p;6. Ci VC) 71 d ` e /Pt U G c " Cx 629 -rte �� se_ /nee fed a i' cz Ck "ea R.) e-,p e X 10 t.,.3 4 . COPIES TO: HD LA D Fly PA Q , EL16I t±25 INSPECTOR' C- ( L/YJ NW , RC 13FNLt` / TUKUJILA 131--DL • A.A.R. T.E L ORATORY, INC. D°_Pr 1-II-9 1 �� G' ✓ACC. . TING t. SIGNED. 4� ilELD REPORT A.A.R. TESTING LABORATORY,INC. P.O. BOX 2523 REDMOND, WA. 98052 (206) 881 -5812 FAX: (206) 881 -5441 To: WO%z,olo..1 — Pc.rts 6/6 ) G114 SLf ; -- Cc.ao Pa -61/.‹ L—Jc,. 5'ci/Q--1 ATTN: D a •1 e. '1 U ,, ilk L A b ro u n d\ 'CU �r- D lotus. PREVIOUS REPORT No. N° ✓?7 DATE PROJECT 5'/c 6.144-� 17/64 7 a. LOCATION /QCS 5. 1.-/'y' P /c, BLDG. PERMIT NO. OWNER WEATHER 0lJtrC A ST TEMP AT _ AT AM PM ENGINEER EV1 ; i1 r 4 PS N • c„J_ ARCHI ECT CANTRACTOR 2// /f 4 : �t o /`c ✓LS ! �i�10► S G:CCor'Gl:n �hre G1010r-vve0A erg � �a rc � •�. � e /ecil'a et c-4- S r 1,1/1 t.r S4- cz.olC- pbe,;Qr 'IO C�Cfrlc. p 1C ccr-r -7 n ok PI le_ ( ✓'eI S /nud' m,1% C.:,►^. d■ Q I4.va4 r' , 1 ls. $ ac e; ,. CAos, INSPECTOR: COP STD HOLADI9 /PA-2K, EN GIW-ERS FIELD R tFPO N. \A), RE & LE`/i TUKIUI LA BLDG . STONED: FIELD REPORT A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO /1t9 9 glivk" ATTN: /GoN/tf'C JS AA �7T 400 ,z/c . //,� re' INSPECTION PERFORMED: )st, O CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING O BOLTS O OTHER N° 3848 PRIOR REPORT FR DATE FILE NO. PR CT ,A /�' /� 7f r/%�r. 1(ASV!f-''G !✓A06" f A° (XCo s l 3 a . !6,2,-4, (9- BLDG. (- PERMIT NO. OWNER WEAei; aG� TEMP AT AM AT PM ENGINEER �sil/'w ARCHITECT �q Wi 3,Y1_&-C f f 77 -AA JJ' CORACTOR 7rF.,68, G7t7 O FOOTINGS O AUGER CAST PILING It SLAB 0 WALLS O COLUMNS O OTHER LOCATION(S): 9,Thitf,,_, SUPPLIER O CONCRETE O GROUT O MORTAR MIX NUMBER DESIGN STRENGTH CYLINDER REPORT NUMBER NUMBER OF SAMPLES CAST SLUMP AIR CONTENT TOTAL CU. YDS. PLACED CONCRETE TEMP TIME ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. O YES ONO Date or Plan Number REMARKS' �L , 'f /7W /ot/- /1)'r7 , 410 V1/77 E 6/Abrdm77_, rN J4,GTare, 7 i ip-ij rG san0-,2✓,l it f ,P41cf;%'IZ rt) "4/4 frar .1rr 07 etervi 74 _ COPIES TO. I-! OLf DP PAR-1A ELIG11. RS NW I RE 13nYLLN) A. A. R._T STI AB RATORY, INC. TU WI \J\ ��%,�L.�l 41-q`-q 1 SWGNED! -- � INSPECTOR. TO: FIELD REPORT A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 1101Ro!� 1 - /Are ATTN: /3e N4.11 D ls/ N/tle roc, /dame 98/O y INSPECTION PERFORMED: ET RESTEEL ITe' CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER PRIOR REPORT FR N2 4294 DATE 3-2°7-9/ FILE NO. q/ 31s_ PROJECT ,4,19 LO c_ u le n/re_2 gIP6 g :1h DDRESS G v v , - /3 S/'- - S P/ Tvc_ilc,de% OWNER BLDG. PERMIT NO. 39 77 W ER r/4 2 TEMP AT AM AT PM ENGINEER ARCHITECT CONTRACTOR j C 5Aq-1 Je 4 O FOOTINGS O AUGER CAST PILING O SLAB O WALLS O COLUMNS OTHER l LOCATION(S): Pa-P/ re 12 o2/, p e2 oda S SUPPLIER /4 j e5 MIX NUMBER ©8 CYLINDER REPORT NUMBER 3 Z 5 SLUMP AIR CONTENT 4- /'CONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH _74300 NUMBER OF SAMPLES CAST 3-Lx 1 Z TOTAL CU. YDS. PLACED / / g CONCRETE TEMP ham TIME 71 y, ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. O NO Date or Plan Number REMARKS* — f9 1 / /, J ,, Ze .o%- ,--r U to-,T7 �z N S ?� -re .f."'d • / it) S fie eTo • COPIES TO: HOLAVFI'/ - PffIZY.. , EKILI 1EERS INSPECTOR: NWr RE 3PNLEV, TUKWILR BUDL, A.A.R. TESTING L ORATORY, INC. t -P7 4-2-91 .sa — Y Ct LINDER REPOR`,< A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: /17/-U,[.,429,y - :74/ r' ATTN: /- i,,A/A/. /E' U lf'P9it/,l /0`72 / -r-c,9've' 5 L.L, rte l� 0 0 SSA // , �v�• 9.9 / U y MIX NO. Q G SEE FIELD REPORT NO. 174yG� N 3304 CR DATE 3 -a -_ S/ FILE NO. 97 -L?J TIME PROJECT %AIR UNIT WEIGHT LOCATION 12/ 60 S i, v', /'4 CEMENT TEMP. BLDG. PERMIT NO. (3-"S 7 7 OWNER AIR /.'?D WEATHER (-12," /3 /_, /'y TEMP 'i ce AT AM AT /�Z30PM ENGINEER YcBD ur3.6 ARCHffECT E CONTRACTOR %Q ,• R/.1- .0 .r--'f/ de) /0.57- • FIELD TEST DATA TRUCK SAMPLED 12.6 TRUCK TICKET NO. /6 7 y TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR /.'?D y .. /09/04 WATER S_ YcBD ur3.6 TOTAL E i COMPRESSIVE STRENGTH BATCH DATA FOR 1 CUBIC YARD DATE MADE DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT L� ,QQO STRENGTH PSI FA. / 3U 3--x•1 3 28 CA /g 6-0 /09/04 WATER 1.3 3 11,3 22_ TOTAL E CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 43 2/ 3--x•1 3 28 7 -1 /09/04 3 g ,0 11,3 22_ L% - /B E i PRODUCERS CONCRETE: ,--79 i 2 F-�' CEMENT CU. YARDS PLACED 4-0 AEA. ADMIX CAC12 DESIGN STRENGTH .7 0 0 C PLACEMENT AREA & NOTES �O OiJ)L' i?2 ,0 4►9 ,' L J JJ Az* L C J f 0 p L / M) .2., 2) f L/ S a G x_u= K71 G I) r) c. •..' INItfv. 14-i) IS _ L-"L F'v • N ;>- p 4 s INSPECTOR: COPIESTO MI.V.A.0 \�� "De J RE E nvile.ers 1J ,11J . 1 A4M - SIGNED: A. A. R. TESTING LABO TORY, INC. C INDER REPOT 6A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881-5812 TO: ATTN: e [011/41// e l J ft ll/c' .1e MIX NO. c78 SEE FIELD REPORT NO. 6' 2 7 N° 3256 CR DATE Q, FILE NO. PROD CT s ?A71Ci 2ivell( , i -Gg 15 / ©d 8 LOCATION 4/ Z c -c- /3 v �± P/, 77./ clr a v, /r4 BLDG. PERMIT NO. -6977 OWNER WEAThER e• ezQ e TEMP AT AM AT PM ENGINEER itJG V. w ARCHITECT CONTRACTOR r / RG ) 4 ! 4 FIELD TEST DATA TRUCK SAMPLED TRUCK TICKET NO. TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 7:L 7:LK j7 - /eN Q /04)0 oit: <.SR. dzv LI 5 o 0 TOTAL 4 -2� .-t f' �i'So 1 f �--2(0 a COMPRESSIVE STRENGTH BATCH DATA FOR 1 CUBIC YARD DATE MADE DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 70 STRENGTH PSI SET NO. FA. / ciU d 4-C, // CJ1,O /eN Q /04)0 oit: WATER Z Q LI 5 o 0 TOTAL 4 -2� .-t f' CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIM WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 4 Li- 99 3.,f.94 4-C, 7 4-K) z /04)0 oit: 3 5 4D /nf/ LI 5 o 0 4 -2� .-t f' �i'So 1 f �--2(0 a PRODUCERS AEA. `� ADMIX CACI2 96 DESIGN STRENGTH,-?'t) PLACEMENT AREA & NOTES j3. J2_ / /tf '- % (? iit /.L /v, /- CONCRETE: ,f j /,G S CEMENT CU. YARDS PLACED INSPECTOR: COPIES TO: Ttk W ia,, 8105 bM . I E j I1€eYS kil4A.. A. R. - S "RE i 0'QIct.adn�� .-PAY'K .arc. SIGNED: -'J << o_�i BO"} TORY, INC. T CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION / ENGINEERS /GEOLOGISTS 12919 NE. 126.. PLACE K IRKL AND, WASHINGTON 9803 4 1206) 823.9600 EVERETT 12061 239.0817 TO • . _ _ +J � iZ_ S I hC t. t I s -�v� q0s11Lsto ��-- �-i��` �,� ► cd I bti- ATTN: tiT 1 1 `- r THE FOLLOWING WAS NOTED:I I I C , T FIELD TEST DATA SEE FIELD REPORT No NE 61232 DATE 3- Jf. -4I CERT. NO. 96 1..`a.(--- SLUMP PROJECT s.,il■�rt L e1.,, Cle-Ze-A LOCATION -1-L So. 1 1—^ \)L YIELD CEMENT FACTOR BLDG. PERMIT NO. OWNER AIR / WEATHER SLIP K\ TEMP. AT AT AM PM ENGINEER e p.c. ti.S K LJ 4 • el ARCHITECT CONTRACTOR y ■\ ' \ . '� . 1S Ix ∎.• 1 6-_- 4e r TRUCK SAM�L ! , ( TRUCK TICKET No. + 4 44 S S TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT FACTOR TEMP. CONC AIR / 3-22. rp C.A. 10900 • el 2272 TOTAL r . -- SLSO a a. 7 3 4-12- a-� 1 8� .SAS C� 22.79 -1-14 3 -22. r, bi:><t [A6199j 1 36go ?a75" (-I -la CIT" 0! AM OF TUKWILA IIMC; nIPT 19600 Ecii) 2.176 COMPRESSIVE STRENGTH 1BATCH "&ATA FOR 1 CU. YARD DATE MADE DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 24-1. STRENGTH PSI SET NO. FA. a 61 3-22. rp C.A. 10900 3 310 WATER 2272 TOTAL a-i CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 2P.71 s -ice, 3-22. rp kxlYi. 10900 3 310 2272 -I?_ a-i . -- SLSO a a. 7 3 4-12- a-� 1 8� .SAS C� 22.79 -1-14 3 -22. r, bi:><t 11 boo 36go ?a75" (-I -la a-i 1 19600 Ecii) 2.176 9 -12. a'? IS a5'Q 5S IO PRODUCERS: CONCRETE C AEA ADMIX/134 � f'N PLACEMENT AREA & NOTES CZ Ws, Le t. 1 e .14 •L cam � ,Z C a%_ l 1 P4" 4? 1'0 r3 i M kV? c 4 6 y, \ • 4 11,11 \ I .114 e. j k11-‘) \ I ‘N �. CEMENT t b 111 A CAC12 CU. YARDS PLACED ? DESIGN STRENGTH 0 e COPIES TO: 4 INSPECTOR 14-15 SIGNEIf'���� CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS /GEOLOGISTS 12919 NE. 126 *.. PLACE KIRKLAND, WASHINGTON 98030 12061823.9800 E VERETT 12061 259.08 17 TO 1'I L 1 TLk5 ` K • 14\ kV l• 66 •T ,1 ATTN• THE FOLLOWING WAS NOTE SrT. 1 (' 'a The 1 _''� FIELD TEST DATA SEE FIELD REPORT No. N° 61231 DAT1 4 CERT. NO. SLUMP %AIR PROJECT 4kkMzotl‘ ,t-'1,4-Fe YIELD CEMENT FACTOR LOCATION 41.66 % i1--.3-1%' tI. CONC AIR BLDG. PERMIT NO. a' 4 9 OWNER _ AATER V TEMP. AT AT AM PM ENGINEER N.w, LHc It_ s try) 7;. .d!�.�t�Eg ARCHITECT 1 CONTRA TOR "R. €. ALiTe`4 /5•10 TRUCK SAMPLED ) .1 TRUCK TICKET No. Z L. 3 S TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT FACTOR TEMP. CONC AIR I):lg. )--fu I. c• _ 10550 s+o 34 22..6 try) 7;. .d!�.�t�Eg TOTAL 1 /5•10 2,267 q -J 2 lC900 SO 60 APR 1 61991 2 ?63 1 -1s-- 3 -22 -, 14.:><4 k 138 0 LI y/0 CITY OF TUKWILA PLANNING DEPT. 1 y -/a 2g COMPRESSIVE STRENGTH BATCH'DATA FOR 1 CU. YARD DATE MADE DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT It 4.4 STRENGTH PSI SET N0. FA. Ofy 1 s~ 3 :-22 C.A. 10550 3360 WATER 22..6 v -./ TOTAL 1 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET N0. 22 CS 3 -/s'" 3 :-22 1142.x4f 10550 3360 22..6 v -./ 2g 1 /5•10 2,267 q -J 2 lC900 SO 60 2 ?63 1 -1s-- 3 -22 -, 14.:><4 k 138 0 LI y/0 22- G? 1 y -/a 2g i / 6/q0 2270 _4t-« 2,g 2.0a co 6 '4SO PRODUCERS: CONCRETE AEA ADMI X / *CO X 92.. CEMEN1 1 CU. YARDS PLACED O 6 CAC12 % DESIGN STRENGTH v o=. 6 PLACEMENT AREA & NOTES 'V G es' it -S); \ \1'm 1 a 1 It A chi 4 11.1‘k, 4IL TO t t,,: o 4%11 s- 1 b C.lert ke.. 1 X461 bit o COPIES TO: INSPECTOR s SIGNED: CASCADE TESTING LABORATORY. INC. TESTING 81 INSPECTION / ENGINEERS /GEOLOGISTS 12919 NE. 126+4 PLACE KIRKLANO, WASHINGTON 98034 12061823.9900 EVERETT 12061 239.0817 To 1./OL1dAY PARR 3 //VG SU // = Ne• 6I�e, SE.A771E WAS /✓ ///67DV 98/U41 ATTN• eal/GRE7E MPLE'S THE FOLLOWING WAS NOTED: ..�Y/ f/ /A /16. • 2/ R FIELD TEST DATA SEE FIELD REPORT No N°_ 65581 DATE`/`/ oNF 7AY /3 A/IA V /47/ CERT. NO. 404 -Z.,` PROJECT S/�.9MRGY�K GF�t/711L AOO /77UN LOCATION / /3477/ 5r r11-777V AYE/&e- 5717/ - BLDG. PERMIT NO. 571'9 OWNER /0UaOY htgPCS /f/. . WEATHER oY asr- TEMP AT AM AT /Z;a 6 ENGINEER P..N6/NFFeS /I/z2e7744/fr:ST7 ARCHITECT CONTRACTOR E ' C D A / 7 2 7 e ' . , P ! > 1 e T F B A I Y L zkz><z TRUCK SAMPLED No . /2 TRUCK TICKET No. 7. /5'Z TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT FACTOR TEMP. CONC AIR zOs F42r49 7 zkz><z (3050 a %v .F 1• F ),l 19 WATER .4z5 a - !o , TOTAL .50 /...1 EactSo E0%O0 57q0 52E0 2. )20 1 1/-10 COMPRESSIVE STRENGTH BATCH DATA FOR 1 CU. YARD DATE MADE DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT e-16- STRENGTH PSI SET No. FA. 7.4 75 3 -2o 7 zkz><z (3050 3260 C.A. ),l 19 WATER .4z5 a - !o , TOTAL .50 /...1 EactSo E0%O0 CYLINDER NUMBER DATE MADE DATE TESTED i. AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET No. 2ll /341/ 3 -2o 7 zkz><z (3050 3260 ' i :._------,---d ' ),l 19 a - !o , EactSo E0%O0 57q0 52E0 2. )20 1 1/-10 PRODUCERS: CONCRETE -(:"C 4/V /t -x1' AEA ADMIX CEMENT CU. YARDS PLACED ZSG•Y• CACI2 % DESIGN STRENGTH r5f • PLACEMENT AREA & NOTES / 5 ' •57 ' W■°5/ 14 C7. MAOR. INSPECTO COPIES TO: y/,2 SIGNED: °---••••••'"1--- T CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION / ENGINEERS /GEOLOGISTS 12919 NE. 128 .. PLACE KIRKL AND. WASHINGTON 96034 12061823.9800 E VERETT 12061 259.0817 Sfr ATTN• THE FOLLOWING WAS NOTED: FIELD TEST DATA SEE FIELD REPORT No. N_ 61230 DATE 3- 1 -91 CERT. NO. 90or `a. 4 SLUMP PROJECT S‘"%.h"N.-L.0tk, \ R, l',.+'lltea UNIT WEIGHT LOCATION �+ I S 9- T . t\ S 6 . CEMENT FACTOR BLDG. PERMIT NO. 5' '7 q 9 OWNER AIR WEATHER 4'. G\ D TEMP. AT AT AM PM ENGINEER . tmGIKICCRS N,k„), ARCHITECT $is CONTRACTOR \\ • Lam. 11 h• %-t_\ e..- O N 0. 3%6" S- TRUCPS LED ! TRUCK TICKET No. "7 4 1s9 9 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT FACTOR TEMP. CONC AIR FA. r uio �" lxxxi. C.A. $is 4ti 3%6" S- i{ u/ 4 WATER 2( • (o TOTAL 21 97 y`!/ 2 g _ Z! 9/ 3 -i l- 3--2l 7 .1x2(4 COMPRESSIVE STRENGTH BATCH DATA FOR 1 CU. YARD DATE MADE DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT Q 1l 4-4. STRENGTH P51 SET N0. 1 2// FA. k 4,1 �" lxxxi. C.A. `/060 2/q WATER 2( txtkit TOTAL 21 97 y`!/ CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH P51 SET N0. 1 2// 3 - //- -2/ 7 lxxxi. 2750 `/060 2/q 'i-1/ 2( txtkit 21 97 y`!/ 2 g _ Z! 9/ 3 -i l- 3--2l 7 .1x2(4 1 a 5-0 3 c100 21 4-ii �, g Z20O 1/ -'" 2 $ PRODUCERS: CONCRETE / C A P4 41 CEMENT y .11:1, ( `� CU. YARDS PLACED 0 AEA ADMIX 1 dO )f 'l SLQL CAC12 % DESIGN STRENGTH 4 a 4 V � h ^ ti n Lf . L w PLACEMENT AREA & NOTES .! 1 1 / t @ C R' 1 D \ I K �. " S RC r I (`K 1.t, 41, v w e* 1- F >L �. 4 I 1 k� o 1 `. s o VI 04 411 '11 3 COPIES TO: 1 -t (EN \N f Pl k j3 —3 SIGNED: 11) c2 CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION / ENGINEERS /GEOLOGISTS 12919 NE. (26,.. PLACE KIRKLAND, W491-11NGTON 98034 12061023.9000 E VERETT 12061 299.0017 TO• N O 1tI A \ A r S S t (a. 1 1 =\ 4V lam' O 14 L O� 1\314.. c1ISIOtk. ATTN: THE FOLLOWING WAS NOTED! 1 3 � Tit,► 1 t �` FIELD TEST DATA SEE FIELD REPORT No N_ 61231 DATt MI S1'— { 1 giat 1 CERT. NO. t. 4 — ..ci-. SLUMP PROJECT 4kA4M 11b tk tr.-h1i.E R_ UNIT WEIGHT LOCATION #LA a Sa 131r ``' r , CEMENT FACTOR BLDG. PERMIT NO. OWNER AIR I TTER `' V u TEMP. AT AT AM PM ENGINEER \ N.w% LKch..s ARCHITECT $0 CONTRA TOR I . r 4s TRUCK SAMPLED ) 1'\ TRUCK TICKET No. 7 3 S TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT FACTOR TEMP. CONC AIR 11;3x" } 1ui'o -7 C.A. $0 19 I . r 4s 4 . TOTAL 2,267 • is 0 C.4 4-2- 4/..J , g 2 264 1 -is 3 -22 --7 1 -i:I<4 L 13650 Lfyi0 COMPRESSIVE STRENGTH BATCH"DATA FOR 1 CU. YARD DATE MADE DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 0 4•49 STRENGTH PSI SET N0. FA. l‘l, I Ste" 3 .-22 -7 C.A. 105750 WATER TOTAL 2,267 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET N0. 22 Us-- 3 -/5 3 .-22 -7 sx2xw 105750 3360 2,267 I 4/..J , g 2 264 1 -is 3 -22 --7 1 -i:I<4 L 13650 Lfyi0 22_6? t tf-f2 2g 22'7 0 Lt-- iP _ 2g PRODUCERS: CONCRETE A �L CEMEN1 1 `► CU. YARDS PLACED AEA ADMIX ' O X CL 1.4r) CAC12 % DESIGN STRENGTH vA b � a PLACEMENT AREA & NOTES ).%..) G t1� ? 1 I G 1 1'4 ,p 11 3 O 1t to (C cG A 1 I i.j b 4 A -NIL,. l` T r 1 I'I, I' o... 9' — _ 1 0 �a COPIES TO: INSPECTOR SIGNED: ■� TO' CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS /GEOLOGISTS 12919 NE 126 * - PLACE KIRKLAND, WASHINGTON 96034 EVERETT 12061 023.9000 12061 259.0017 ATTN. ( 1.1(... b." 111e, 11A-1. "IS FIELD TEST DATA THE FOLLOWING WAS NOTED: SEE FIELD REPORT No N_ 61232 DATE CERT. NO. SLUMP %AIR PROJECT 11.,0,....,R (3 CAC, *NCe -A YIELD CEMENT FACTOR LOCATION 41,L CH*tSd Se, i It,- Yll CONC AIR BLDG. PERMIT NO. �� OWNER r,. C.A. HER WEATHER 0 4 K TEMP. AT AT AM PM \ ENGINEER II '' e KG7L, t . i4J , ARCHITECT d, CONTRACTOR el TRUCK SAM2. PL 1 3 TRUCK TICKET No. 1 L 4! S' TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT FACTOR TEMP. CONC AIR r e: ee 3' -a2 r,. C.A. 1 pcfoo • b o E 44. 2.2.72_ TOTAL d, , 2273 Li -1a a.--I a a7L1 -1 -(c 33 -22. to COMPRESSIVE STRENGTH BATCH TATA FOR 1 CU. YARD DATE MADE DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 4•40 STRENGTH PSI SET NO. FA. a 6 1 3' -a2 r,. C.A. 1 pcfoo 3'310 WATER 2.2.72_ TOTAL d, CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 2a.71 3 -4 L 3' -a2 r,. kXzYi. 1 pcfoo 3'310 2.2.72_ Li ,12_ d, , 2273 Li -1a a.--I a a7L1 -1 -(c 33 -22. to bizm. 11600 36 ciO 22.75- H -12- 2.1 t 2.176 i _ LI 12. al PRODUCERS: CONCRETE CO C_ cz- 414 AEA C� ADMIXLQ Q X f PLACEMENT AREA & NOTES ` IC I a,_ rt 1*c* P a l M ‘f, +D c CEMENT tb 1 CU. YARDS PLACED 1 4 O CAC12 % 1 DESIGN STRENGTH ` TI- a w1 r1L et- i \e J • 4. Q R1 7 114'w 0 fl 0 1 i1 'Ly \ 1 ,N `'' I.*4 COPIES TO: f gAi Y�l Tula D INSPECTOR: 5IGNE p,lt CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION / ENGINEERS /GEOLOGISTS 12919 NE 126... PLACE K IRK ANC, WASHINGTON 98034 12061623.9900 EVE #ETT 1206) 259.08,7 To • 1 t d 4 1.\ 1'Z.. 1 K, LIL I -- v , )WA, \T ATTN• /_ THE FOLLOWING WAS NOTED` rm. i �� 1 �1� 1 `� �� S FIELD TEST DATA SEE FIELD REPORT No. N_ 61 233 DATE ►g - I CERT. NO. 904.-al- SLUMP PROJECT LOCATION %.) a4 '-k o -/ k.., �I, OWNER CEMENT FACTOR TEMP. BLDG. PERMIT NO. f_") 1 1 WEATHER u Pc. P4 TEMP. AT AT AM PM ENGINEER \ L:N C, n—. N, LIJ . )1 350 A'RCHITECTT ` Tr ChV AD L C O 3k 1;3o CONTRACTOR � -� /S~ TOTAL R. L , ..awl 1:17_LA TRUCK SAMPC!bS t I , K.S TRUCK TICKET No. 1 Gs L g TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT FACTOR TEMP. CONC AIR ?;3u r t�111J 7 C.A. )1 350 (3 �0 O 3k 1;3o f'1ui6 � -� /S~ TOTAL o s o U '(§. 2 3 �o l � 4r- 4S 2� I 7-361 3_/ Ts 3-2, •7 COMPRESSIVE STRENGTH BATCH DATA FOR 1 CU. YARD DATE MADE DESIGN % MOIST ADJUSTED WEIGHTS CEMENT ((WEIGHTS Q 4-1. STRENGTH PSI SET N0. FA. a,6 I S 3 -2$' 7 C.A. )1 350 36/0 WATER 2.35-- 9 � -� /S~ TOTAL CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET N0. 23S g a - ► 3 -2$' 7 aNzx4. )1 350 36/0 2.35-- 9 � -� /S~ 2 4 2 3 �o l � 4r- 4S 2� I 7-361 3_/ Ts 3-2, •7 zxz". '12350 39,0 23 6,2 j 4/-1S^ 2Q 23 _.3 4(-15"-- 2 PRODUCERS: CONCRETE C_ Lz 4. CEMENT • \ to All .L AEA ADMIX x R 4 D Z CAC12 PLACEMENT AREA & NOTES S. % : ` Q N 1K C- 1a e) t,,,t\,Kt. bQek �dJ CDMc 1��\L'� CU. YARDS PLACED a. DESIGN STRENGTH 3 O O CI l L� x -k-1 Inc COPIES TO: L A ` 11 0 3--(9q INSPECTOR: SIGNED:��"� -�"� 11 cording Mail to: Parks, Jr. Avenue, Suite 600 Vashington 98104 C(()3--73 11351g3 MAR 29 1991 CITY OF TUKWILA PLANNING DEPT. RECIPROCAL ACCESS AND PARKING EASEMENT This Reciprocal Access and Parking Easement Agreement is entered into as of the 19th day of March, 1991, by and between Shamrock Associates, a Washington general partnership consisting of Gerald T. Parks, Jr., and Bonny K. O'Connor, husband and wife, and David L. Parks, a single man ( "Associates ") and Shamrock Associates, a Washington general partnership consisting of Gerald T. Parks, Jr., and Bonny K. O'Connor, husband and wife, and David L. Parks, a single man ( "Associates "). Associates is the owner of the following described real property (the "Associates' Property "): PARCEL 1 PARCEL "B" OF THE CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT NO. 84- 35 -BLA, AS RECORDED UNDER RECORDING NO. 8501240853, BEING LOT 3 OF CITY OF TUKWILA SHORT PLAT NO. 81 -39 -SS AS RECORDED UNDER RECORDING NO. 8204280545 AND A PORTION OF LOT "B" OF CITY OF TUKWILA SHORT PLAT NO. 80 -13 -SS AS RECORDED UNDER RECORDING NO. 8009030472, ALL IN KING COUNTY, WASHINGTON; EXCEPT THAT PORTION CONVEYED TO THE CITY OF TUKWILA IN INSTRUMENT RECORDED UNDER RECORDING NO. 8901270733. PARCEL 2: LOTS 1 AND 2 CITY OF TUKWILA SHORT PLAT NO. 81- 39 -SS, RECORDED APRIL 28, 1982 UNDER RECORDING NO. 82048280545, RECORDS OF KING COUNTY, WASHINGTON; TOGETHER WITH PARCEL A OF KING COUNTY SHORT PLAT NO. 80 -13 -SS RECORDED SEPTEMBER 3, 1980 UNDER RECORDING NO. 8009030472, RECORDS OF KING COUNTY, WASHINGTON; EXCEPT THAT PORTION CONVEYED TO THE CITY OF TUKWILA IN INSTRUMENT RECORDED UNDER RECORDING NO. 8901270733. BOTH SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. 1 For and in consideration of the mutual promises contained herein, the parties agree as follows: 1. The parties hereby create a reciprocal access easement for ingress and egress over the above - described Parcels 1 and 2, and also for joint use of all parking stalls located on the said parcels 1 and 2.. 2. Each party shall have the right, but not the obligation, to maintain, repair, or reconstruct any improvements necessary to permit use of the easements granted for their respective benefits for ingress and egress. Executed by the parties as of the date first above- written. SHAMROCK ASSOCIATES By 1 erald T. Parks. 7f. / General Partner �-G I'onny K •'Connor, General Partner By / i0(/ David L. Parks, General Partner STATE OF WASHINGTON) )ss. COUNTY OF KING ) On this .2,11 day of March, 1991, before me personally appeared Gerald T. Parks, Jr., to me known to be the general partner of Shamrock Associates, the Washington general partnership which executed the within and foregoing instrument, and acknowledged that he signed the same as his free and voluntary act and deed, of said partnership, for the uses and purposes therein mentioned. No . Public in and for the State of ington, residing at Kirkland. My commission expires 8/15/94. STATE OF WASHINGTON) )ss. COUNTY OF KING On this .20 day of March, 1991, before me personally appeared Bonny K. O'Connor, to me known to be the general partner of Shamrock Associates, the Washington general partnership which executed the within and foregoing instrument, and acknowledged that she signed the same as her free and voluntary act and deed, of said partnership, for the uses and purposes therein mentioned. No . •> Public in and for the State of ington, residing at Kirkland. y commission expires 8/15/94. 3 9103221497 :RECEIVED THIS DAY. MAR 22 3 47 ; ' 91 After Recording !fail tot BY THE DIVI5101' r- PLANNING DEPT. ._..J Jeffrey P. Stark F.cf'i;;.1� s, ? , r.• ' Essenburg, Staton, Sullivan 6 Thor�I�OtT; ",� ",,�' M1�#9i e 1601 5th Avenue, Suite 2201 REGFE6 2.00 Seattle, Washington 96101 RECD F 11.00 CRSHSL ** *13.00 "MUD: MAR 29 199] CITY OF TUKWILA PARKJNG EASEMENT Shamrock Partners, a Washington general partnership N consisting of Edward J. O'Sullivan and John M. Russell, c ( "Grantor "), is the owner of the following described real property: O TRACT 1 OF CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT RECORDED p7 UNDER AUDITOR'S FILE NO. 8906120564, RECORDS OF KING COUNTY, WASHINGTON$ BEING A PORTION OF LOTS 7, 8, 9, 10, AND 11, BLACK 1, OF SUBDIVISION OF TATS 7, i, AND 9 OF THE FOSTORIA GARDEN TRACTS, ACCORDING TO THE PLAT RECORDED IN VOLUME 11 OF PLATS, PAGE 76, IN KING COUNTY, WASHINGTON, EXCEPT PORTIONS THEREOF CONVEYED TO CITY OF TUKWILA BY DEED RECORDED UNDER AUDITOR'S FILE NO. 9003130432. Gerald T. Parks, Jr. and Bonny K. O'Connor, husband And wife, and David L. Parks, a single man, general partners in Shamrock Associates, a Washington general partnership ( "Grantee "), is the owner of the following described property (the "Dominant Estate "): TRACTS 2 AND 3 OF CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT RECORDED UNDER AUDITOR'S FILE NO. 8906120564, RECORDS OF KING COUNTY, WASHINGTON, BEING A PORTION OF TATS 7, a, 9, 10, AND 11, BLOCK 1, OF SUBDIVISION OF LOTS 7, •, AND 9 OF THE FOSTORIA GARDEN TRACTS, ACCORDING TO THE PLAT RECORDED IN VOLUME 11 OF PLATS, PAGE 76, IN XING COUNTY, WASHINGTON. For and in consideration of Ten Dollars, and other good and valuable consideration, Grantor hereby grants and conveys to Grantee, its successors and assigns, a perpetual and exclusive easement for the parking of motor vehicles over the following described real property (the "Easement Property "): A PARKING EASEMENT, BEING A PORTION OF TRACT 1 AND FOR THE BENEFIT OF TRACT 2 OF CITY OF TUKWILA BOUNDARY LINE . kDJUSTMENT RECORDED UNDER AUDITOR'S FILE NO. 5906130564, RECORDS OF:ILNG COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: / EGZNNING AT`THE. PARKING EASEMENT 1 106W p( CISET!►X �.� ` •S • MOST SOUTHERLY CORNER OF SAID TRACT 1, THENCE N 49'41'33" W ALONG THE SOUTHWESTERLY BOUNDARY OF SAID TRACT 1 FOR A DISTANCE OF 6.33 FEET; THENCE N 40'24'00" E ALONG THE SOUTHEASTERLY FACE OF AN EXISTING CURB LINE AND ITS EXTENSION THEREOF FOR A DISTANCE OF 155.08 FEET; THENCE S 50'03'12" E ALONG THE SOUTHWESTERLY FACE OF A SECOND EXISTING CURB LINE FOR A DISTANCE OF 6.07 FEET TO THE SOUTHEASTERLY BOUNDARY OF SAID TRACT 1; THENCE S 40'18'27" W ALONG SAID SOUTHEASTERLY BOUNDARY FOR A DISTANCE OF 155.12 FEET TO THE POINT OF BEGINNING. The easement hereby granted shall be for the benefit of and run With the Dominant Estate. Subject to the following: 1. Grantor understands and agrees that Grantee intends to construct improvements to the Dominant Estate to be used initially for commercial office and warehouse space, and Grantee shall have exclusive use of the Easement property for the parking of rotor vehicles (and ingress and egress to such parking), including the parking of motor vehicles owned by Grantee, Grantee's tenants, and their guests and invitees; provided, however, that Grantee's use of the Easement property shall not interfere with Grantor's use of an easement for ingress and egress over the Dominant tom, Estate. Neither Grantor nor Grantor's tenants, guests, or invitees shall be entitled to use the Easement NN Property for parking without Grantee's prior consent. 41 2. Grantee agrees to pay any costs associated with the maintenance, improvement, repair, operation, or reconstruction of any improvements necessary to permit C") the parking of motor vehicles on the Easement Property. 3. This easement shall run with the land and shall be binding on all parties having or acquiring any right, title, or interest in the Easement Property, or any part thereof. , Odra, AL Executed this day of lierembSt, 1990. SHAMROCK PARTNERS PARKING EASEMENT - 2 tobw and . . Su "an, eneral Partner MAR 27 '91 5: 4 H TITLE R Ma SI dIICat$ Tint Accepted and Agreed: Sy n M. Russell, General artner SHAMROCK ASSOCIATES By IL( Ge—ld T. Parkes Jr., General Partner B /iV, o, Jr 0' onnor, General Fa By Dav L. arks, General Partner The undersigned being the holder of a Deed of Trust on the Easement Property, hereby acknowledges and approves the execution of this Parking Easement and subordinates its interest to the Easement created hereby. quo- CD Cn UNITED QL, MPIC LIFE ThSUPANCE OCKPANY STATE OF WASHINGTON ) ) as. COUNTY OF KING ) On this /v day of / f, A'. , 1990, before sae personally appear Edward s. 0 - ullivan, to me known to be the general partner of Shamrock Partners the general partnership which executed the within end foregoing instrument, and acknowledged that he signed the same as the free and voluntary act and deed of said partnership, for the uses and purposes therein men oned. .away /2 tt *tfr a '" S S � 1'I y PUBLIC _��,. ,�i9F!'d PARKING EASEMENT • 3 ,oAd . MAR 7/1991 MAR 27 '§-17. 5 CHI,_ T T E SCR SW • IN WITNESS WHEREOF, I have hereto set my hand and affixed my official seal the day and year first •ove writ en. STATE OFpQ FD eirde COUNTY Or ARY1 ra f -Washk Caliiorn State at My Commission expires: n and for the :r, residing Riverside, Cal 6 -92 • Oiiii Mk LINDA L. WALSH NOTAR. PUloC Ch I O NA P7N4 ,M o'fiCf M WARM CWMTY Y� rtownson to. Not 11.101 On this 28th day of December , 1990, before me personally appeared John K. Russell, to mo * noown to be the general partner of shamrock Partners the general partnership• which executed the within and foregoing instrument, and acknowledged that he signed the same as the free and voluntary act and deed of said partnership, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereto set my hand and affixed my official seal the day and year first a,�ove written. STATE OF WASHINGTON ) ) ss. COUNTY OF KING ) OTAR L n for the Stet ��df _W�Waa�[ps�� residing at 1y Comm se on sxp re s �• /[o -�-- , On this __, day of , F f , 1990, before AS personally appeared Gerald T. Parks, Jr., a as known to be the general partner of shamrock Associates the general partnership which executed the within and foregoing instrument, and acknowledged that he signed the same as the free and voluntary act and deed of said partnership, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereto se official seal the day and year first abo . written. 1.1 �h i�VITtr 4 tV .tn"s e ,'I+ hand and aff, ed my iP PARKING EAErJ "A Mho G NOTARY State of W at My Commies a • or t on, residing on express mai ►-v OWN DUL MAR 27 '91 H . TITLE SC OW • ratio .4 , • • STATE OF WASHINGTON ) ) es. COUNTY OF KING on this day of Aon/5e-t—. , 1990, before me personally appiiied Bonny K. O'Connor, to me known to be the general partner of Shamrock Associates the general partnership which executed the within and foregoing instrument, and acknowledged that she signed the same as the free and voluntary act and deed of said partnership, for the uses and purposes therein mentioned. IN WITH WIRE • Y have hereto set and and affi d my eer official s M year first abov ritten. 0' l TA,7; ; il:i% ,...-0•,... l�e�ic OT •Y B' C n an. for !7 /�- ��h,C.� ti 1 State O - nntnn. r�eiAinn r����f`WAS�1 My c....;., ss on exp IN.- STATE OF WASHINGTON ) i nit h,- ) as. CZ 07 COUNTY OF RING ) On this e34".1. day of ��1� r , 1990, before me personally appeared David Parks, o me own to be the general, partner of Shamrock Associates the general partnership which executed the within and foregoing instrument, and acknowledged that he signed the same as the free and voluntary act and deed of said partnership, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, 1 have hereto se m hand and affix - my official seal the day and year first abov- ritten. PARKING EASEMENT - 5 low State o at My Comm ss on expires: i MAR 27 '91 STATE OP WASHINGTON ) COUNTY or A144- On this Aar- day of It...►I, , 19J,, before me personally appeared , to me known to be the Vad. of niter — Olympic Life Insurance Company, the corpora aon described in and that executed the within and foregoing instrument, and acknowledged said instrument to be the trap and voluntary act and deed of said corporation, for the use and purposes therein mentioned, and on oath stated that he /she vas authorized to execute said instrument. IN WITNESS WHEREOF, Z have hereto set my hand and affixed my official seal.,the day and year first above written. N Y PU8 IC n nd for the STATE or WASHINGTON, residing at wa aL My C�osmiseion • TENANT CONSENT The undersigned u taunt utter that certain Have dated October 31, 1938, effecting property commonly (mown as 4550 South 134th Place, Tukwila, Washington, hereby acknowledges and approves the execution of this Parking Easement. Healthco , Inc. / by: //, 4i' ��. / v State of Massachusetts u. County at Suffolk On this day personally a d before me /• en• ohii X. ia.tr i6- so we known to be the reae.,..2. of Bealthco Intenuttonel, Lie., the corporation which executed the foregoing document, and actatowIedged the said document to be the free and voluntary act and deed of said corporation, for the uses and purposes therein mentioned, and oa oath stated that they were authorized to execute said document, and that the ;-i„r corporate seal O(any aft3ud is the corporate auk of said oospvracioo. T' my band and official sal hereto affixed this 67004day of Metro, 1991. Notary Pub is and for State of Massachusetts Residing at: My aammisaioa expires: L �VL WWI UM r.. - 1116. CASCADE TESTING .eOHATOHY, IN(.;, TESTINGS INSPECTION / ENGINEERS / GEOLOGISTS 12919 N.E. 128TH PLACE, KIRKLANO, WA 98034 12081823 -9800 EVERETT 12081239 -0917 /4€i //VG • . PREVIOUS N° 7 0 0 8 8 REPORT No \ 1 L L. DATE Wr..41VES04 ���/� /IV/ y /3 Alit ar (PROJECT CERT. NO. <L!�'7' - 24 TO: /ado /DAY S/S//,4he L GeNfF�Z / YJ /Z / LOCATION 1.3477 5T. f - 7 W A FV1/,' a lTM BLDG. PERMIT NO. 5 7!99 7LKiW /M OWNER feiJOAY /"AP'A5 /NG . '/( F/"PST-AVENUE No . WEATHER 2J € 4.ST" TEMP. d/j) O AT AM AT /Z,rn& 5F47TZ. !4t/ASN /NG7Z7V 9e //'4' ENGINEER .51/0/ ffieS A02771/1f/e..57 ATTN• ARCHITECT CONTRACTOR Ip T i 84Y1EY /. /,�1/G7T4V . (2) INSPECTION PERFORMED _ZRESTEELICONCRETE _ RESTEEL ONLY — RESTEEL/MASONRY _ STR.STIWELDING OTHER STR.STIBOLTING (3) ITEMS INSPECTED _ FOOTINGS .Z AUGER CAST PILES — DRILLED PIERS — FOUNDATIONS _, SLAB _ COLUMNS -- WALLS — BEAMS — — (LOCATION (AREAS) •YU/V P /Z.' A r• UNF S . P1 / C6'D 15 ,44' &L' a Z ' / CONCRETE/l-- SUPPLIER eDGLE14A/ MIX NO. 90/ -R DESIGN STRENGTH (Pc) J1:35/ TOTAL CU. YD. PLACED SLUMP (INCHES) AIR CONTENT (%) /4 6.....P'' h X SPECIMENS CAST .3 Z lC Z 41 Z /"a-I /L) . ` NA . SEE CYLINDER REPORT NO. ..Z, YES _NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO.57 7 7a g/& — REMARKS: 2F134,_. FZ 2Y./ /L_ ,' ..S4' 7 S Z • / DE:PV(. 43-Z /W W2EC LAY : McDOW' " N• W. mil'..0ZY /�l/l . ,.1073 5/7a• wS/7F.!? Zne 7Z1 WILA 64, . /iVS'P. ' / Z FUL HOURS ON PROJECT /ZZB TRAVEL TIME TRAVEL MILEAGE APPROVED BY S:CE> '1 ;%e•I •1!1\.' : INSPECTOR: COPIES TO: ‘4 i j MA,J? � , FIELD REPO' T SIGNED: /[ �" -7 T CASCADE TESTING LABORATORY. INC. TESTING 8, INSPECTION / ENGINEERS /GEOLOGISTS 12919 NE 126•, PLACE KIRKLAND. WASHINGTON 98034 12061823.9800 E V ERETT 12061 259.08 17 TO, He,C10AY PARKS //VG c /lo FS'RSTAYF�VUE SL/ /IL No. �l>D _SEA / /LL Il/AS /1//Y 173/04 ATTN: a RE77 72ESTS4/16PL�5 THE FOLLOWING WAS NOTED: mix N6• <7‘ 2/ - FIELD TEST DATA SEE FIELD REPORT No. N2 65581 DATE WenNm AY /3 MArN /47/ CERT. NO. Y04 -Z'P SLUMP PROJECT a/m/IgP YAK G".FV7F�L AW /77UN UNIT WEIGHT LOCATION 1 /3477/ sr F a777i.yfV/J,E .5r177,1-- CEMENT FACTOR BLDG. PERMIT NO. 57,19 OWNER Neejape ■913Pd5 /it/G . AIR WEATHE�rlf..7/. Ry��r� - OYME TEMPSOO AT AT /& AM 6 ENGINEER F.1V6/V/ 5. ND,G77,11 VZE5T. ARCHITECT S7o F CONTRACTOR ,PDT- F 801YLE' awsr co, ).1 19 TRUCK SAMPLED A/ . /'•Z TRUCK TICKET No, 76/49Z TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT FACTOR TEMP. CONC AIR zos Fl..✓.riv 7 z><z &z 13 0 50 S7o F r✓• F ).1 19 WATER "4 ZS ii -fo � TOTAL .....›< 2 2� I -/Q z� 1,/ COMPRESSIVE STRENGTH BATCH DATA FOR 1 CU. YARD DATE MADE DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT TOTAL. LOAD STRENGTH PSI SET N0. FA. 7 S 32c 7 z><z &z 13 0 50 3 2 60 C.A. ).1 19 WATER "4 ZS ii -fo � TOTAL CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL. LOAD STRENGTH PSI SET N0. -2f /e /s,s14 32c 7 z><z &z 13 0 50 3 2 60 ' >1' ).1 19 ii -fo � .....›< 2 2� I -/Q z� 1,/ PRODUCERS: CONCRETE CE/441 /C -x/' dEA ADMIX PLACEMENT AREA & NOTES /.Z. A 2 /544 57ZD4ES' CEMENT CAC12 .... ,f'S/ #i:./eE . CU. YARDS PLACED 215-.y. DESIGN STRENGTH.-5:'..- u 151 • • /4c e44 t. ( p INSPECTOR COPIES TO: '\ QS \� �]� fG�SU f rA- 0 . Zri9 SIGNED: 4--■"'03‘" CASCADE TESTING LABORATORY. INC TESTING & INSPECTION / ENGINEERS /GEOLOGISTS 12919 NE 126'.. PLACE KIRKLANO, WAS. 0r0N 98034 12061823.9800 Project PC O e_\<- \ L- ry \ L' P� Location ` OO 4' "146 I AUGER CAST -IN- PLACE PILE LOG Date a —� �' l Ce rt No _! 4 1» - Inspectali • C1-2-al'A"\ 1 y Page a sr, oa- PILE NO. PILE DIAM. (Inches) TOTAL PENE. (Feet) ELEV. OF CUTOFF 0.00 datum ELEV. OF TIP O.00city datum PUMP STROKES start finish TOTAL STROKES PUMP PRESSURE (psi) VOLUME OF GROUT (cubic yards) REQUIRED LOAD (tons) NOTES )`,r 0 CI 5- 4`i'o IiaoL g O To S d 0 ! -a 11 /ov �a Mi urn. g2. Ar 4 rt. % L L, It /pro S ti" 4? ,_ • R8 /o2 t3. r34 et °t1 1 o 0 +1o9- CASCADE TESTING LABORATORY. INC TESTING & INSPECTION / ENGINEERS /GEOLOGISTS 12919 NE 1291.. PLACE KIPKLANO, VVAS1-ANGTON 96034 I7r• Project oh. Pk o C. 12081E423.9800 AUGER CAST - IN- PLACE PILE LOG Location 44-- t. o o se,, / 31' k. 'f 1 1+ C W, l l 711- 4 IN %ce —PM s Z• ft% p1 ate b 1kis b t- t`7 CertNo IC) 4"��' Inspector' I S-11-3-44441\ 441\ Page g of �� t PILE NO. PILE DIAM. (Inches) TOTAL PENE. (feat/ ELEV. OF CUTOFF 0.00 city datum ELEV. OF TIP 0.00 city datum PUMP STROKES start Finish TOTAL STROKES PUMP PRESSURE (psi) VOLUME OF GROUT (cubic yards) REQUIRED LOAD (tons) NOTES 14 II 0 1 6 r 4 &S- Vi.i.►'e: 4- 2 nrLilo I / ) `S"` T.. 4-00 frt,oh% wtlit 4 3 i #2. ?, 5, I . 1 t l o, St/ ILILU to 4 (ZZ) 474 or.A11 �o ' '' /o o,e. CC Cit. 14Au4i*, .2 as'o "Jewo ( /o7 9.L r e4 I, $ r 9? \ cklik ) ( 23 9'4 Ia7 1 i. / 1 lI 9 la 1 1 01- I 1 lb CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION / ENGINEERS /GEOLOGISTS PREVIOUS REPORT No Na 59872 116115■1111111 KIRKLAND,WASHINGfON 26032 (206)0234/000 DATE ■` / 4 9 l 1 CERT. NO. q O .9- - 1.1.1-- EVERETT 1206) 230.0017 ,/ V; I� , 1.-' r �` TO C1 1 1 r1 iA. 1 Art \C S I t.t C 1 PROJECT f S A fZ.ca L (S Q 44 b b I ti b 1� LOCATION d I J 1"4� '1 , 'sO BLDG. PERMIT NO. 't J 1 ell OWNER ( N. Q Q O l I j 5 1' Lk1/4-4 t. N G WEATHER -f-. `1t, TEMP. AT AT AM PM Z `—h. \L- 1.3A 1 9 $ I o4}- ENGINEER \ N1La. Lrcc rLs f ATTN. ARCHITECT KNTR-: , 1 G �O K S� . 1� t (2) INSPECTION PERFORMED v RESTEELJCONCRETE _ RESTEEL ONLY ` RESTEEL/MASONRY _ STR.ST/WELDING OTHER STR.STIBOLTING (3) ITEMS INSPECTED _ FOOTINGS V AUGER CAST PILES — DRILLED PIERS SLAB _.. _ COLUMNS -• WALLS — BEAMS — — (4) LOCATION (AREAS) •CONCRETE/MASSOONRY MIX O. 1M0 1-- ' DESIGN STRENGTH (PC) a d e, v SUPPLIER V� L ( A. P4 1 ' .1 ')II TOTAL CU. YD. PLACED 1+© SLUMP (INCHES) F V 1 15 SPECIMENS CAST a S. ki S 4 A a 1 X 4. AIR CONTENT ( %) /3 SEE CYLINDER REPORT NO `t / 4 --.3 Q v YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. — _ REMARKS: 9- k\-, C k' '' 1,t L S ; r e . , 4 - w I �� �3 &T, TL. ttu 1, O. C , Co rL; sit —mot. -roeN1 c Es t. G t4•■ . A p R U v HOURS ON PROJECT TRAVEL TIME TRAVEL MILEAGE APPROVED BY COPIES TO: 11 CCo 17.Zr, l kG I1 1* k-ey FIELD RE ►SORT �N� ��� 3-aa INSPECT CASCADE TESTING LABORATORY. INC TESTING & INSPEC TION / ENGINEERS / GEOLOGISTS 12919 NE 126... PLACE KIRKL ANC, WAS1.41NGTON 99034 120611323.9900 Project R. 0 AUGER CAST - IN- PLACE PILE LOG Location 4' L O 0 So. It � 1. 1 �+ t F ta Date - /5-9I Cert No Io 4- a1- Inspector a Page a PILE P PILE T TOTAL E ELEV. OF E ELEV. OF P PUMP T Finish ( TOTAL P PUMP V VOLUME R REQUIRED N NOTES 1 to , , ' ' V V4 4 4a.4— 4 4„z;&ti 4i T To y yoke... 9/ 4 41-44-0 ) )'% 1u 19 A Au. ' 'T-41 k t. it(1 1 1).1 1e P Pin. cl 6 e ei .1 4- 4X 87 Rt 1 9 90 44 44 2S" 9,4 _ I1 _ i4 + CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS /GEOLOGISTS I29I9 N.E. lae•.. PLACE KIRKLAND, WA61.1H2OTON oeoa4 (2oeieaa aeon PREVIOUS N a 59873 REPORT No `t L DATE 3 — / ` —.� 4 L l ( v CERT. NO. �f O - 4.4- 1 EVERETT 1a0e1 359.0817 TO. )....) OlI,t=,A. L A. R..ks \INC, PROJECT NZ k. M. R0 f...k c "ire- R` LOCATION I- ti, Sc) ,1 ‹i- . , P1 BLDG. PERMIT NO. $7 79 OWNER I 4 v 1V U. o O a L I G T WEATHER O ∎Jevt_C.A.S1' TEMP. 3 g° AT 9:0 0 AT AM PM ` ` �= t",\"1 1 t. `-V A , 9 ic" 1 (31- ENGINEER N, kJ , wIG R % . ATTN. ARCHITECT CONTRACTOR .-1K. E. 1.3 A L\ L le- Ca to %is. Co , (2) INSPECTION PERFORMED ...'''N., RESTEEUCONCRETE _ RESTEEL ONLY _ RESTEEUMASONRY _ STR.ST/WELDING OTHER — STR.ST /BOLTING (3) ITEMS INSPECTED FOOTINGS AUGER CAST PILES — DRILLED PIERS SLAB — _ COLUMNS —• WALLS — BEAMS — (4) LOCATION (AREAS) Frt. C t-. ! C., R �� , J I IY ts"' x 3 v- 6 1 t V 0 [3 R. ', I IC (5) CONCRETE/MASONRY SUPPLIER O MIX NO C O I` DESIGN STRENGTH (f'c) 3 6 d a C e' h. w1 1\ . b I -' M I,' X TOTAL CU. YD. PLACED V U SLUMP (INCHES) AIR CONTENT F') Li 1 l: SPECIMENS CASTS '1\ 3 L A a X 2.1 1- ( %) 4. SEE CYLINDER REPORT NO. ( 3 ---......"--1 YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. _ i REMARKS: a..cn S h ! C 1 L� W 1 H C U v G n V 1N 1 Ml A F T G 't p I I I k y <a . D R � ` 'F► rt. I t.) _•t a 7- es L re_ a t.- oL N t 11 \o.4 CC0 47-D1 k {Ptciv(CQ � �� �-� �►- s p t c.. t t 1 a k. � s � i d l 3 A Z. ti 41. c\ HOURS ON PROJECT TRAVEL TIME TRAVEL MILEAGE APPROVED BY INSPE OR: 1 COPIES TO: •- jj ; ,� FIELDR FORT T CASCADE TESTING LABORATORY. INC TESTING el INSPEC TION / ENGINEERS / GEOLOGISTS 12919 NE 126•.. PLACE KIRKL AND, WAfo►IINGTON 90034 1206) 623 9000 Project_ Lk+ w. rL Lk � —�� %arrt_ Location4- aad o , 1 3 4-- AUGER CAST-IN-PLACE PILE LOG 1. ;��. Cert N Inspect fti a Page PILE NO. PILE DIAM. (Inches) TOTAL PENE. (feet) ELEV. OF CUTOFF 0.00 city dotum ELEV. Of TIP 0.00 city datum PUMP STROKES start finish TOTAL STROKES PUMP PRESSURE (psi) VOLUME OF GROUT (cubic yards) REQUIRED LOAD (tons) NOTES 1." d /aj 4- twtti,,rj c `i. v. 6-04 1 b 1 83 \ilk a1a Ai if ro$ 7 e . 9 el- \ ( //? 1,111 1 1 d i. \ gar , 1 g1 . i to % i It 1;-1 95s 40 1 v S! 1 r 8 i a 1 $S_ CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION — ENGINEERS 14120 N.E. 21st STREET BELLEVUE, WASHINGTON 98007 AUGER CAST-IN-PLACE PILE LOG Dr 3 —l� mil --�-. ate - Pro ject A so∎R. 0 C—\c„. Cart No ' '1 --a 4' Inspecte()'. `y+ !► Page •2 • � Location PILE NO. PILE DIAM. (Inches) TOTAL PENE. (feet/ ELEV. OF CUTOFF 0.00 city datum ELEV. OF TIP 0.00 city datum PUMP STROKES start finish TOTAL STROKES PUMP PRESSURE (psi) VOLUME OF GROUT (cubic yards) REQUIRED LOAD (tons) NOTES 12 1"u 9"a 4s `o 5- ?st I4 1 1 g `f l 1 S' 1 0 1_ l %/75,1 ( i . / /b iaz r4 et 1 '/ d QD Ns L. CASCADE TESTIN■ LABORATORY, INC. TESTING at INSPECTION / ENGINEERS /GEOLOGISTS PREVIOUS REPORT No N° 59874 12010 PLACE NE. 126..• KIRKLAND, WASMNGTON 90034 MOM 623.0600 DATE ^ '3 —1 _ 4 ! ` CERT. NO. y O _1 l �G. EVERETT (206) 250.0617 �`' ``cc 1 TO Q ,� 1� �1\ % ! �(C . PROJECT \^, S. k a ran. u �'< `E. +a \.e'-rt, LOCATION r. /,` ch4, ,*,q %(:), 131- — T1. BLDG. PERMIT NO. ., t+ 7 II 1 OWNER 11 6 I- .( to )V U, lit, 6 0 WEATHER TEMP. AT AM AT PM Zt— hTtc. e- \3k. 9V o1- ENGINEER isc.w. L- 'Pike..it,,Ity ) ATTN: ARCHITECT CONTRACTOR (2) INSPECTION PERFORMED "...J RESTEEUCONCRETE _ RESTEEL ONLY — RESTEEUMASONRY _ STR.ST/WELDING OTHER STR.ST /BOLTING (3) ITEMS INSPECTED FOOTINGS _ SLAB — AUGER CAST PILES _ COLUMNS — DRILLED PIERS — WALLS — BEAMS — — (� al (LOCATION (AREAS) ) ►L t A 1 K' 111 I ' It. 1^ IL h. A 1 %11.rLt4 ill b 41. Z_ 1 JD rv.. ; t 1 1� ' (5) CONCRETEIMASONRY MIX NO 9 A 1- DESIGN STRENGTH (f'c) 3 Q 0 GI l SUPPLIER a C & %S TOTAL CU. YD. PLACED t Z SPECIMENS CAST Slt:ti 3 fel t.. s Z'< ‘4► SLUMP (INCHES) 7 1 l./ i b SEE CYLINDER REPORT NO, La 3 `1 AIR CONTENT ( %) YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO. _ REMARKS: \ L A ' C 7 ► C a ' AA t L . . . . ) ; - 1 . 1 . .4 4 `` 4./• L 1 & waiS 51 1 R1't.lr Is S e_...4 t. R_ Iti ` i w I\ ; v► C.-\ k= k ■-.1 t 4 C 1.1k,L ` e c ? TL■ O 'L. IV I) r 1acllht: o(= c,4,C �, +- f c,uN'0 A. 11 ‘.a v Ace- O4tI•V;"h lrrt0•4O rla« s z s tu-rs , 1 oak, -Z sL ., ef- a t -aL Z 2.0 4- L 1 1 %• HOURS ON PROJECT TRAVEL TIME TRAVEL MILEAGE APPROVED BY INSPECTO COPIES TO: -t-, N W l'1\130610 -aa. FIELD REPORT CIf:A1CT It // CASCADE TES1 udG LABORATORY, INC. TESTING & INSPECTION •• ENGINEERS 14120 N.E. 21st STREET BELLEVUE, WASHINGTON 98007 Pro ject C F'%_ tit R.9 vjV C._ Location I-G C1 O v o. ) IS- I AUGER CAST - IN- PLACE PILE LOG Dote 3—) is —/ CertNo.ct 44- ' a4- Inspect A. 21. L es- A mi. Page PILE NO. PILE DIAM. (Inches) TOTAL PENE. (feet) ELEV. OF CUTOFF 0.00 city datum ELEV. OF TIP 0.00city datum PUMP STROKES start finish TOTAL STROKES PUMP PRESSURE (psi) VOLUME OF GROUT (cubic yards) REQUIRED LOAD (tons) NOTES Q _L2_ SL I3 • IN I I III Z• I k• L,a; Y 11. it do" ) e we LAC CC S 1t. to S' a S S' S^ 4i- 4 s1 Sei- Sy- 47 ` CASCADE TESTIN-. LACC7KAI (-Jr<T, !pm-. TESTING & INSPECTION / ENGINEERS /GEOLOGISTS PREVIOUS IV 59875 REPORT No PLACE 12919 N.E. 1ze.� KIRKLA. , WASI•,I'1 TON 9e034 I2oe1e23..e0O DATE ^ 1 V3 _ I Q, C f \ CERT. NO C{ O ti- - a EVERETT 12061289.0E17 ,-, j' �IBLDG. TO• T1 O` v 4. 4 �� S I K C, CCPROJECT LOCATION c ` 1 4-(. Sir Olo u y-. ). Ivic,vJ t 1 44 PERMIT NO. OI` ( 1 ` OWNER IL ‘1. \ �( y �Q ! I 1 \ �v No. �p Obi WEATHER d 42,--"PA TEMP. AT AM AT PM Li:- t O ENGINEER N, LA) , rr c �5 (� ATTN: ARCHITECT jC�ONTRAC R \ 1\. L . k L 1 lam` (2) NSPECTION PERFORMED RESTEEUCONCRETE _ RESTEEL ONLY RESTEEUMASONRY _ STR.ST/WELDING OTHER STR.ST /BOLTING ITEMS INSPECTED FOOTINGS — SLAB _ AUGER CAST PILES _ COLUMNS -- DRILLED PIERS -- WALLS — BEAMS — — ' Ili (4) (AREAS) Y' ( L? O n.t, 1 ,►i `a [ \ 1C L a i C? V 3 `► T I= O Z 1'O', o \ ■ _ -. Lx,ls 1wt �1�`, (5) CONCRETE/MASONRY MIX NO. 9 O I s- I\ DESIGN STRENGTH (f'c), 3 Q a n TOTAL CU. YD. PLACED & 4/-• SUPPLIER C I. A. 14. �{ SPECIMENS CAST a S IS a t= "21.:A. a .x z x 4. SLUMP (INCHES) r (L-+ ( i') SEE CYLINDER REPORT NO l ! Z X AIR CONTENT (%) v YES INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO., _NO _ITEMS REMARKS' S L SZ. 1! C '1 t I 4 C) ►�i C. u ` . R.O 61' 14 N I K C o r <r `b rt.; S 52_4'0 �(L a( k C t N �o I x A C t o 2� �( tic C � n � �' z D 4 G.-AS v r"r a S 4 � 3 A a 4 CAA I'w k...'c GC: Foumt.N S a ��eS aOk HOURS ON PROJECT TRAVEL TIME TRAVEL MILEAGE APPROVED BY INSPECTOR: \J\ COPIES TO: • -Ps .c ;,ic.,so -3. 0, FIELD R O R T RI(:IJ FII• PREVIOUS rr -_ REPORT No. CASCADE GEOTECHNIQAL,�JI�..G T F"`--- 12911 N.E. 126TH PLACE 1(206) 821.5080 i I y ;+ KIRKLAND, WASHINGTON 98034 J A n FA ; : ffffff 20 �8��3 r%=A'�� 7 I97 ; �- Q D- 'd- = _ J9JJQ Ave— (I o $J 9010_4- ATTN• Lr 0 l Con v7b ✓_ Lc. 14 J THE FOLLOWING WAS NOTED: No. DATE Vi I Z9'-zM / J, lq 1) JOB NO. ,O ',o a - Zl0 cT] PR JECT 61-14,K236-1c (�.,9-,Ier- 6Ic1 , 6 , LCICATION S ��7Jj /�� C% S, / q S • / /�1cu) I Cam: -.n RnnIT 8 NO. s 1 '.. , , OWNER WEATHER /. 1&:1/]'Ill /� / �/lovi 041 TEMP AT AM AT PM EN IN' EER G lotEv,id ( 1(1/ 2eZs ARCHITECT CONTRACTOR Phi- E, tau � m/c- , l e /1 ti IS i icl -/'LI,P, a eg (Ie_.- cjo ( lc- 14/1 ► s (rnr e c--/ - r-- WP- U 011-57 C _ Dr). 1 1. igg0 -&vr- 601 � G . i s a L ' - - -' ■ ta- (MI Ob I/6ld � 64-- I -f -I/4j_ r (J) k J vvt-e_ 5 •/t . , n- c \0 c�1or74�c� . A- G I pi 'LE. iMU`-e - risk, . 1 COPIES TO: (tcre/4,4,4;44_, 3`c -yl EOTECHNICAL REPRESENTATIVE REVIEWED BY' TO: ( CASCADE GEOTECHNICAL, INC. 12911 N.E. 126TH PLACE (206) 821.5080 KIRKLAND, WASHINGTON 98034 FAQ( (206) 823.2203 Inc . Cowl/1444,7 i ok 1ST- Ohre j 4.1 a e)- !' l (/Al G V L„1,/ 4 ATiN:_z' , THE FOLLOWING WAS NOTED: 4- , -' - 4-- L icy PREVIOUS REPORT No, No. DATq �h )3 0'11 JOB NO. 630(0 -0667 PROJECT Siam r k- (/- 6/4 . v LOCATION 4.9 S , e .1 ,31.n . 'lib?), 1 2, BLDG. PERMIT NO. OWNER r W ATHER C /fd(/� TEMP. AT AM AT PM NGINEER1, n✓I u�.s —(p 4-0-4-i Lgi 2) ' Alf HITECT L .0 CONTRACTOR e,01z0 --E , t ill /iowIJ L - J-e c94/ No ve144/ v T � 1' ge . 1L l eS142-- )00,7,4 --erg z C,e ov--7c/ 3 s g j /7 • E� �b �► �e- c7 Y14 4 t't t2G-1%y `\v 1D✓ai,v sc a-CA. _. fic)--- tt 11� 114 30 ' COPIES TO: I @) C T i L GEOTECHNICAL REPRESENTATIVE FIELD REP, REVIEWED BY ` ?• LLD (814 38' 30' --4" 1 3S' Z7--' Zef.-. ) 1t 5 13S / ft, Lgi 2) ' zs1 ' Z-3---' 24- ' L .0 NIP) Ili) V/ ' Z,i, ' tt 11� 114 30 ' COPIES TO: I @) C T i L GEOTECHNICAL REPRESENTATIVE FIELD REP, REVIEWED BY CASCADE GEOTECHNICAL, INC. 12911 N.E. 126TH PLACE (206) 821.5080 KIRKLAND, WASHINGTON 98034 FAX: (206) 823.2203 TO: 01 � _ 1,2 C �` --- Lace, ATTN. / I Qiei (/ , co n kR) THE FOLLOWING WAS NOTED: PREVIOUS REPORT No. DATE MaYGGt l 4 1111 JOB NO. B OIg -zie 7 -er /5I4 PROJECT / .5 0ku. iVG,CC -- d LOCATION 4-3 -r,4 -r -e_. S. @ 5 . I51 -74sA c.r kw). BLDG, PERMIT NO.... OWNER i KEATHER 3r"*V1 Lif CI0(AC.4.( TEMP. AT AM AT PM E��ov W NGI��NEE��^^II,,``oo^^ 11 ' V - F A.Q P_/� ARCHITECT CONTRACTOR IIRA / mL iA7E -11 / (1)3 Y{-- /% . a�U 4,, e.L. OL,V" SIN A. (-7'- 01 d. itA Itit I ► , [ 61 coed. N0 Lieft4, 6r— z� i a S e , tAw v LOA/t vtki,t d e-eg L d Cp -a.Al- b Le �4 �-e- -7- �� 1 t - a-L�e_ Lub . /q 1— LL-a_52,4- t o Cep P' U sLci', 4 k'( 4ip emu - *'LQ (,tmre__ () 4-0C1C4,Lli Lr) c9-(-1 u)) 4P 44 olo-1170:7.0, 01, «L 5 4- /4 Si Alt- �s-� --,� COPIES TO 3 <.v �1 GEOTECHNICAL REPRESENTATIVE REVIEWED BY: CASCADE GEOTECHNICAL, INC. 12911 N.E. 126TH PLACE (206) 821.5080 KIRKLAND, WASHINGTON 98034 FAX (206) 823.2203 TO: _L-LLIL 1 P.c� T> 1�� L O art 4- 1-6--A rd a tit LSD Lo LA )q-- 9 /3/ ATTN: old ni O I `.-C / ' kV Le. THE FOLLOWING WAS NOTED: PREVIOUS REPORT No., No. DATE (U El_, 14, Fig 1 JOB NO. ggo 0 - zZO Gr PROJECT � iJ'Ct � 4LV' (1,6 LOCATION S , X34 TM-1' TU0< Iz BLDG. P RMIT NO. EATH fE'R C,161,161 i 7 C i.� TEMP AT AM AT ENGINEEFR1II ^�' �^ . I�JQt I1 IL J+ G' I t 0/11-QA ARCHITECT CONTRACTOR 2 e 4 0 / r - 1 - e . • x r lzu % J-e_ 11 l €4. L :r7 34' �� ,3r9 14 Ito 31 4-4 a/ t' 61 M W 2g ' 110 l ` e°I ' (91 Z ' e' cin a' a / zoi tre t31 Piq' �q ' Q3 ' loci) 0' X10 ' JITh 5._/ 43 7 -? 2 �' 10t8 gs v?;1' 6' 11 Lo Z9-- 2� GEOTECHNICAL REPRESENTATIVE S tAa,C, L2._ CoPIES TO jJ \. i U L JM i '- '`I \ FIELD REP REVIEWED BY CASCADE GEOTECHNICAL, INC. 12911 N.E. 126TH PLACE (206) 821.5080 KIRKLAND, WASHINGTON 98034 FAX: (206) 823.2203 ro: I C -lam POV-I - 1 f1 C' ' 61 �- lam; ar-OL 6.1.1 1 • Si U 9010 1- THE FOLLOWING WAS NOTED: 110 Ilq ' 13`x` let l 143 T a 14-1. 140 ' 149 PREVIOUS REPORT No. y No. DATE V I 14 199 1 J N L/ otv - Z-6 PROJECT 11 C5l►u- r k- 0444 r d . IS 4. .. 1 ^s. /34-7.451-, OWNER k L4 BLDG. PERMIT NO. s9 9-R-- WEATHER P .Y- bOtA TEMP. AT AT AM ENGIVEER As Q.1 ARCHITECT v CONTRACTOR ---? l ) Iuc _iI COPIES TO: GEOTECHNICAL REPRESENTATIVE R 11444, FIELD REP 3 1i REVIEWED BY. TO: (- CASCADE GEOTECHNICAL, INC. 12911 N.E. 126TH PLACE (206) 821.5080 KIRKLAND, WASHINGTON 98034 FAX: (206) 823.2203 LP 11 o Imo` ( DO ATTN• 1 �•1 �" THE FOLLOWING WAS NOTED: A-5 rp PREVIOUS REPORT No.�4 No. DATE &(t-'l (5,1et) PROJECT / 5 la ru.,x<< N JOB NO. (O -Zia g-.)I 6 LOCATION 4-3-X25, 2 � 34 -�� (� . �' • TA OWNER J BLDG. PERMIT NO. z's q q- R- . WEATHER _7L�1\V1� TEMP. AT AT AM PM ENGINEER Nt1r-I'171 i, — • Pn ARCHITECT CONTRACTOR 1 r ✓1.2� r1 (I 4 2 � �-, ,i I.— L.6.)--ef -� 43-t-e-,:.i— -4-e2 .f . M-r r cl�s i A2 4-0 �.-LS ��- r; L�_.,u i . 14 L rod C--+-- ac--- e- ris2i t 9."--1 . k n `ro -}- AA-- ►t-t5•4-1 v-2._. D 1 . csa-----&--Irl-P-sI , r Eiw- 4g0 11 ctico (-4- 1/02 -en • rte.. dlitof L1kk, ox teswa 4&L n c,c-E- q— 0-err sc-40 hP_cir-71(ficl p; 1 ri? ./.41 I. 22" •!.I►rarlil■ -rho w4 /D a „ma __ d _,;fCI,- VIDu) b- - ter CID) C.0I`ll l_o_s 14- 4- 14 C. P212 • 2_,Le •.� A.1 r .& ■hillI1 GEOTECHNICAL REPRESENTATIVE COPIES TO: •, -t1 REVIEWED BY • TO: l CASCADE GEOTECHNICAL, INC. 12911 N.E. 126TH PLACE (206) 821-5080 KIRKLAND, WASHINGTON 98034 FAX: (206) 823-2203 (91 LO ‘ST ,. t- 4' L . L0. or .ate ,kAA 96101- ATTN. i 'ems 0 I Co i v1 . Zef a) THE FOLLOWING WAS NOTED: PREVIOUS REPORT No. No. —1/4 DATE �- Mo r?lA 1. ? 1 1 JOB NO. Septa --zip 1 vu..\(tc.\(--- C ,/4-v ft1A. IS LOCATION 4�-" ,A-ve_ - ES• 1 347'4 . BLDG. PERMIT NO. OWNER 1-1/441118 WEATHER n✓).i\ TEMP. AT AT AM PM ENGI (E�E�R-�� 1 I,� 1 / I V I W U%4- En l� Q�� ARCHITECT CONTRACTOR Qkry --l•- F- &,I ,ci&., 1 M-&) Vg &614' 'Yr/ .<:: ei 60/ 0 b 0 o 0, 34,c 6 0 O O 10�v \3vd.I1 2_Ilf- I4-1' 1 / I - �Il D 1.) 151-5:2 no-1— -cDscz Q 1 2., V (Ov4NtiP AG-IS. t AD _Le) (AP-- GEOTECHNICAL REPRESENTATIVE,C� --- COPIES TO REVIEWED BY • CASCADE GEOTECHNICAL, INC. 12911 N.E. 126TH PLACE (206) 821 -5080 KIRKLAND, WASHINGTON 98034 FAX: (206) 823.2203 TO: fA9-15 Pay- -1c� t 1 A - Lx M a-c4 6 ; d� S I r\ lor?/10i- ATTN: THE FOLLOWING WAS NOTED: 4 / - 3 1 ' 3z' 30- 30' 31 . 3�/ 3z. 3/ ' 3') 3 �' 54- - 3(5' �5 3t, 32) 3s-1 q49 ts=1' PREVIOUS REPORT No. No. DATE ►Man./ t t li CI 1 JOB NO. D( -Lo &7 PROJECT .)1f151u- e_. Ctri4r 61 dfl, . 6 ,LOCATION / '. -3;r4- 1-e S. e...... I - -, �)iG-' BLDG. PERMIT NO. OWNER ' WEATHER .futelf-N/ TEMP AT AT AM PM EN�GIVEER u eC .- ^^n ARCHITECT CONTRACTOR t ,' ' fik , �,OI 31' 32,1 3/' z_9 ' 30' emu' 131 ' 3z ' 32' 52' z l3) r 3 t /3 z_ 3/ 33 Z ' ZLo' /39 - ?' /4-5- ?,/ /4-t0 2q' 14-)- 2t' /Z3 L(9 ' /Zo SRI 1 ' ' Z S' OS. 3/' M 13o 31' z8' GEOTECHNICAL REPRESENTATIVE , COPIES TO. -LO 3 .5 FIELD REP REVIEWED BY CASCADE GEOTECHNICAL, INC. �12911 N.E. 126TH PLACE (206) 821.5080 KIRKLAND, WASHINGTON 98034 FAX: (206) 823.2203 TO: __AA_ 6,t, 1 ATTN. 104- 0.±_co,v,,- THE FOLLOWING WAS NOTED: ArS rPe, -r "SL E 'sAQ .., f• ... PREVIOUS ( REPORT No.J No. DATE / 1 ! W7J 1 1;62 ICF1 I JOB NO. a .o- zl.o PROJECT /] d ✓I,L. r 1 _. C�/%. 4 ✓' �' 6 LOCATION 4 `,4vQ 5. e.5. i 4- - ir_ Lo, l� BLDG. PERMIT NO. ,:..57ca.-3?-4-: OWNER I WEATHER DJYII/ LI TEMP. AT AM AT ENGI EER AJ * ►,, )— gt '. ` ARCHITECT CONTRACTOR e. /Le4 1 it(c-iuto 11 J nn I rE� it h Q -FD A1 ast624e4Z e i d Jij t. / U '2d irr) 15,corKL-r-/- *V,/ r— 64:v5 el s Li4- r c cob IL I ae. ,c1!5?..4-eJ i\kvefubl.r. reS, ,, c>1-12a- s r-) c , L-e. r Lit kuzAQA r i l 1 o 00) Z I -6 ✓I (\j,Y7 . l f7eu / C��.� l N . -�► le *- 15 env -e�I / �c o _Li) 1• a_i■• t/. ■ L... 111_411.. �Q sl/tO\-e.- . fia-U GEOTECHNICAL REPRESENTATIVE COPIES TO "` -`j 1"C 1J4) J FIELD REPO par • REVIEWED BY IL*1 TO: l CASCADE GEOTECHNICAL, INC. 12911 N.E. 126TH PLACE (206) 821.5080 KIRKLAND, WASHINGTON 98034 FAX: (206) 823.2203 Lo Mail 4--- 464,7 (--d- 6M I a lc) ' ATTN: I �O THE FOLLOWING WAS NOTED: tag- "- PREVIOUS REPORT No. No. DATE rui (ILA:kr_ JOB NO. 61. a, 6,--1 PROJECT LOCATION 4OCA�- @ s. i4- -4. 17A W1 BLDG. PERMIT NO. � OWNER W� /-i fl' TEMP. AT AT AM PM EN INEER rill k/0. - n%[` /--‘2.1,C . ARCHITECT CONTRACTOR V--0102-4- >` . A.CX,i (AiI uc I I �� dv c/1- q &� Ai /0' ,2,1 49 r 3� G "5`1 0' I L O1 l �v 1,6)- to (D0 C?/ g- 5 ,� � 41- Z 40 2-q' 2 5' 4'1 5-.1 4 -I 4� ' 30' 4c1 20 ' So Z 67- ZS' Lo3 31( ((9-' Z(9' £ Z (.J' LoLo ) COPIES TO• 1123- .Q z 'c9 ZR' (L8 ' ' Ica .& [ q Z-(' 43' lot Zq ' 1DZ 3' 105 z-s' )001- la; ' /44 2 (a' 145 zS' I49)z�' 9(b 55' GEOTECHNICAL REPRESENTATIVE FIELD R,fs REVIEWED BY. CASCADE GEOTECHNICAL, INC. 12911 N.E. 126TH PLACE (206) 821.5080 KIRKLAND, WASHINGTON 98034 FAX: (206) 823.2203 Gt 7 TO: 4 l 01- P- irL....-. 7 1 / G __( j am, 4 i� o 1 -L--L. ►' c�r LQ \ LQ 1ST -vv , ,e I`4-Q £..0 ATTN• J7 f Vi 6 l L ovy(.9 - THE FOLLOWING WAS NOTED: PREVIOUS .E REPORT No. 4DATE i1a J7 1S1 Fi Jg3o(,2_ cq d.7 ' 6 PROJECT rsirLLKZX -L __ 01/14K- LOCATION BLDG, PE MIT NO OWNER I WEATHER�7 �- (./k7� l L I TEMP AT it. .,1 AT -��PMC EN INEEER I n ARCHITECT CONTRACTOR 1 1-)2-11 % M (-lure 1/ lFe er-i-- E_ A ^Q qp1 (x f'ko 24 OU am• -r) c9 a�� �-- (2 . --rks ; v-P e: Lka. - r 6 /` • (k) e rel.() v\A 6,_(2_ Lam, w to Q ,4-- et- ?.0 ■ 1 , e6e -h 16-t zt3 1989, Jc-1 1l.o_s daze'' hi .'1 4oi% nlu-e • e. e^ \Ot-f- -11&.Q .16 UL", 14 -Fn r la,t L 7, cz-.)r- d e�c - fru were Peel �) n, re( 0 Wl , GEOTECHNICAL REPRESENTATIVE COPIES TO -r-cawJa_ c-QC.( REVIEWED BY ( j7 L �cr _ CASCADE GEOTECHNICAL, INC. 12911 N.E. 126TH PLACE (206) 821.5080 KIRKLAND, WASHINGTON 98034 FAX: (206) 823.2203 TO C�_ C 14 C LQOD ATTN: ✓l ' ��t �'(�O f 11.0 THE FOLLOWING WAS NOTED: 1- -V" i-L.v PREVIOUS REPORT No. No. DATE M -'' le 1�t t1 JOB NO. 306v -z.o67 PROJECT t J"J644 ivG - 0- v- 15 idl- ,'g LOCATION ZE3- r �e S • S. / << /oh( BLDG. PERMIT NO. J -3-R.-- OWNER WEATHER Uv1 () TEMP. AT AM AT PM EN v`E Ei U W-1— - ` ARCHITECT CONTRACTOR (- c- �,iJcst. -r( 1 Ply 1( 741 D KL L 1, (Poo* ,.g -- 40 d7-u t71 l; 0\A•51 • oe 01110P-AM -M� cPPS' Ll% . v&ut -d 6- c3. ,-1- �1z.S ,,ve, ✓2 /701- cstki Ia6t-12,- lTerl.l ,(,it On Mft Sii-2- V iSi iS • I Q_ l -L. Z.1' I I 9 Zz' Zz-i z 7-' 2Z' to Z1 {9 3 Z.-4 -' 2Z 1, I ZI ' I , z& 7-I Z7-) ' ZI COPIES TO: 1, 7 " 1.0 4) (A-44 ,L1 in psi GEOTECHNICAL REPRESENTATIVE REVIEWED BY • TO: FIELD REPORT C A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 P9A-0€/4 , ZKC' ATTN: Al.//!-"7" 6 ' (✓clr./vt?72 l /x,407 sv.rrr ror,o 5-7L,-, Jf4. 98'C y INSPECTION PERFORMED: • RESTEEL Ia CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER N° 4446 PRIOR REPORT FR DATE ,21- / FILE NO. / -3 A6—" PROJECT ..5-hi g-rr-,%' / -‹ W7-a-72 13.4./4 I� ADDRESS Was As /3y,71 PZ- BLDG. PERMIT NO.; 0-5 77 OWNER WEATHER foLe)v/11/ TEMP AT AM cS'.Z° AT/2:30 PM ENGINEER ARCHITECT CONTRACTOR R. 2 vzg% c'ajsr • FOOTINGS O AUGER CAST PILING O SLAB O WALLS O COLUMNS O OTHER LOCATION(S): ,,v6 Q 2_ , 3 y / C C.� 2, 3, �j/ 2? Q 2 3 r 9 . a- SUPPLIER .- . /2F-f MIX NUMBER ©&' CYLINDER REPORT NUMBER 33 a y SLUMP - 4' /1 AIR CONTENT • CONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH t Too 0 NUMBER OF SAMPLES CAST 3 6 x / 2 TOTAL CU. YDS. PLACED 5) CONCRETE TEMP. $ TIME / G ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. • YES ONO Date or Plan Number REMARKS: A-Z2 ! " Yl7 C /hi ,7P JC /c' . ) .4-� z,�� ,�!» a379 Tel x)52 Ur A) A /7"-e- • r'► ,J,v s r71. / n4r=7-i AZ' t=U' J°ir ,&C.--2 ,yam.. , P- k) X4.-5 0-1)._q .= ;LL. r "14 . i ry ,S L i' COPIES TO: Tu t;wl L.14 $Id flrrs tiw Rif . 13 finEV Ficd K43'1'444._ INSPECTOR' A. A. R. TEST _ ABO ' TORY, INC. SIGNED. CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 * * REVISION SUBMITTAL * * DATE 4 / ( S PROJECT NAME - fl H Q CK Pc-? c ADDRESS �� CONTACT PERSON -Y(5 1C agot.N PHONE ARCHITECT OR ENGINEER NARK (') S (?C')R.,V 22-22 5 7 PERMIT NUMBER (If previously issued) PLAN CHECK NUMBER TYPE OF REVISION: g 4- A '4 Y SHEET NUMBER(S) l 13' d- 1 - S TTS "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: D-1E-TS (.1 DATE CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 * * REVISION SUBMITTAL * * //;4 9/q PROJECT NAME 5i C{ Bide? 5 . ADDRESS `'7-6 o% c 1 /. -- CONTACT PERSON (0 Y) t1 (/ renr Or- mi U PHONE i l — % /(i' ARCHITECT OR ENGINEER J-JJhe4i / 1 /' ,5 /74 /1 ll /1/) PERMIT NUMBER ' 9' 7 / (If preciously issued) PLAN CHECK NUMBER <c1 * "l & u TYPE OF REVISION: /eke tr h`e, �i z1Yy%f' az477}14)2s.. A/W (Aehty4e9 -61)6 4 SHEET NUMBERS) /7/E' /92A 54 14-( "Cloud" or highlight all areas gf revisiods and date revisiods. / 52/, ,5/215/3/5/4i 5/,6 ,s,2,/, 61,2. -% S /,Sa2,S 53,E SUBMITTED TO: 1�I@Mahan &DeSalvo CONSULTING ENGINEERS February 12, 1991 Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Regarding: 90 -T -02 (Shamrock Center Revisions) 1200.5th Avenue, Suite 1910 Seattle, Washington 98101 FAX (206) 6248151 (206) 6248150 Dear Mr. Griffin, We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1988 Edition of the Uniform Building Code. Our comments follow. Structural 1. Clarify on the drawings the framing that is between the two GLBs by the roof skylights. 2. Section K -3.2 cut on the roof framing plan at the relocated elevator is not shown on the drawings. Please clarify. 3. The calculations on page 1 -stair call for a 3/8" thick ledger angle but Section D -2.4 shows a 1/4" thick angle. Revise drawings to correspond to the calculations. 4. The column tie spacing shown in Section H -2.1 does not comply with the requirements of Section 2607(k)3. 5. Provide calculations for the grade beam at the east side of the entry. 6. Clarify where the steel pipe option columns are used. Show details of connections. 7. Section S -2.2; clarify the "Detail Between Joist." Show where this detail applies and correctly label the angle called out as T.S. 8. Show roof deck location on the drawings. Please have the applicant respond to the above comments in itemized letter form and resubmit two copies of revised drawings and one copy of revised calculations, as required. All status inquires are to be directed to our receptionist. Si .ck/edr64/ I Carl Geige CAG:R3 cc: Edberg /Christiansen Architects 616 First Ave Suite 400 Seattle, WA 98104 -2258 ii)NiVi \--FEB 3 1991 CITY 1.61-0`.ILA PI won nr:Wr Mahan &DeS o 11''II� CONSULTING ENGINEERS 1 Seattle, Washing Washington FAX (206) 6248151 (206) 6248150 February 25, 1991 Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Regarding: 90 -T -02 (Shamrock Center Revisions) RECEIVED CITY OF TUKWILA FE.13 Z5 'WI PERMIT CENTER Dear Mr. Griffin, We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1988 Edition of the Uniform Building Code. We have no additional comments. Enclosed are drawings and calculations for your use. Sincerely, Carl Gei g e CAG:R4 cc: Edberg /Christiansen Architects 616 First Ave Suite 400 Seattle, WA 98104 -2258 CITY OF TUKWILA 6200 SOUTHCENTER BOULEVARD, TUKWILA, WASHINGTON 98188 PHONE M (206)133.1800 MEMORANDUM Cary L. VanDuste, Mayor TO: 'Th o han D-e 303 v FROM: 511-).Q.,1 Le_ _ 15 Od •Q 3 DATE: r� U (RiakibicrL) �ll� sysJECr: Sharrn r o c k C' r r Il l dt q O -T 00 �tQc .er d -tru c--u ra1 r-Qv i -ew +0 (.e.\1\ 1c n +0 iSui Id in) 6, pQv • • C. Iq'S. Ed"Iticon c's�d Q_ •(1 aiov roved and - .e r•.Q _ei g o ■v Q an -2 ca is kr-\ N.lzl_ e n cKt 1- 3(61 o Plan Review PROJECT . s M13 ADDRESS DATE NR •. ... w • .. .. SVIVIALvrr ..;r . popeyed by: KOMI "X V E t r TO SE"u'p . Ow% Otal■ C.�Cu4..A-rtOt4S 'DI\ -csf Mo■. 2A Sete C - Tukt.a • t3 - - 'P►- - .. ►_- _ . . • = i1 A . : • _ . e-ris .: .1• - _y_4. _ Ofue $EViSgh xT mRAwi t465 AQc.uert•1LiL AW S us-r, u %tei<'/ .�"r4c41ED , 14, oNei faseViSatt, _ 5ft•7 TY2.11wiLtus STtzuc L, om •N! mcv.) CALeuLArtc '09T P > Sad.,BileekI Cc 4r CA' T l�k�..1) o • • •• • SVIVIALvrr ..;r . popeyed by: KOMI DATE CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 * * REVISION SUBMITTAL PROJECT NAME 5194m m Yo(_k Cem I- y 931 d b. ADDRESS 46,00 5 13 c Mc(' Eon CONTACT PERSON (a 31 n © POY) CY PHONE 1 - I I O ARCHITECT OR ENGINEER i / ' !. / / . / _ i4 PERMIT NUMBER 597? (If previously issued) PLAN CHECK NUMBER s s /B A/ yr / �% HEFT NUMBER(S) [1.t�/ 4/1124 h 3 / 94 4 4,j( f 'Qoud' or highlight all areas Of revisions arid date revisions. ! i s� • �. sa • 3 J`1, //5/2,5`3 l'' 6/V6 S�• , / / 612. sa /, Sir2J 5.5'j5:3•6' A '-� n�r� ,��� 69 7� CITY OF TUKWILA 6200S00TI10ENTERBOULEVARD, TUKWILA. WASHINGTON m/88 July 31~ 1990 Bonny K. O'Connor Project Manager Holaday-Parks, Inc. 616 First Ave, Suite 600 Seattle, NA 98104 Dear Ms. O'Connor l'11ONE # (206)433.1800 Gary L. VanDusen. Mayor Your request for a six month extension of Building Permit No. 5977 is hereby granted. Please be advised that the new expiration date is March 27, 1991, and if work authorized by this permit does not commence by that date the permit will become null and void. Under the provisions of Section 303(d), Uniform'Building Code, 1988 Edition, this will be the^only extension granted for this permit. Sincerely, Building Official LA 4r D&Y°pAR On. July 26, 1990 Mr. Duane Griffin Building Official City of Tukwila 6300 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188 Project: Re: Issuance Date: Expiration Date: Dear Duane: SEATTLU:' ISION 616 First Ave., Suite 600, Seattle, WA 98104 (206)292.1160 Fax (206) 684.6894 ALASKA DIVISION 1820 Morlko, Fairbanks, AK 99709 (907)452.7151 Fax (907) 452.0800 1990 Shamrock Center, Building B Building Permit No. 5977 March 27, 1990 September 27, 1990 (JUL3O Pursuant to our conversation of last week, Holaday -Parks formally requests a 6 -month extension on the above - referenced permit which would pushour expiration date to March 27, 1990. This request is based on the following: As a result of a loss showing on our fiscal year 1988 -1989 financial statement, which had not been ascertained at the time of issuance of the original permit, we were unable to obtain financing for two buildings. (At the time of issuance on Building B, we also obtained a permit for expansion of Building C at the same jobsite, Permit No. 5978, on which, we have recently received our Occupancy Permit). However, we expect to show a profit this year and will have no problem obtaining financing for Building B for the 1990 -1991 building year. If you have any questions, please do not hesitate to contact me. Very truly yours, onny 1. . O'Connor Project Manager Enclosure (copy of Building Permit No. 5977) C` N MTO ) WA Reg. No. HO.IA•DP•1079140 •K Ron w. •nc.a BUILDIIYvI PERMIT (POST WITH INSPECTION CARD AND PLANS IN A CONSPICUOUS LOCATION) CITY OF TUKWILA i Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 BUILDING PERMIT NO. DATE ISSUED: SI .*,'ES 4600 S 134 P1 FEES DESCRIPTION AMOUNT RCPT N DATE BUILDING PERMIT FEE 3,440.0Q IOW 3- --)-619, PLAN CHECK FEE 2,235.0(1 4_sn 4030 to 9,49 12-0-89 23- c?1•ctp BUILDING SURCHARGE ENERGY SURCHARGE EXP. DATE 1 5/90 OTHER: SQUARE FEET PHONE 6B2- ?857 ADDRESS 616 First Avenue (1400 Seattle, WA TOTAL - 5,680.50 OCC. LOAD WARE RAT_ PLAN CHECK 1/89 -424 PROJECT INFORMATION Ui 0 VALU 411. • PROJECT NAME/TENANT Sh mr U .s 966,942 ASSESSOR ACCOUNT r = N 261660- 0035 -0 TYPE OF (XJ New Building • Addition • Tenant Improvement (commercial) U Demolition (building) U Grading/Fill WORK: 0 Rack Storage ❑ Reroof ❑ Remodel (residential) ❑ Other: DESCRIBE WORK TO BE DONE: Build new two story building. PROPERTY OWNER Holaday Parks, Inc SETBACKS: Ft_ S - E - PHONE 292 -1160 ADDRESS 616 First_ Avenue 4601,_.Seatt1e,__10 UTILITY PERMITS REOUIRED?0 Yes Q N o PHONE 621 ZIP 98104 -8884 CONTRACTOR Robert E. Bailey Construrti._nn TIN- _ , ADDRESS 205 Columbia Street_. P.Q. Box 4cfa Seattle. Wk ZIP 98104 -0567 WA. ST. CONTRACTORS LICENSE'S RNA t ► s EXP. DATE 1 5/90 ARCHITECT EdbergJChristiansen Architects SQUARE FEET PHONE 6B2- ?857 ADDRESS 616 First Avenue (1400 Seattle, WA OCC. LOAD ZIP 98104 j TYPE OF CONSTRUCTION: y_N UBC EDITION (year)88 SETBACKS: Ft_ S - E - W - CODE. COMPLIANCE UTILITY PERMITS REOUIRED?0 Yes Q N o (through wofl USE irehous4-2 , Office /B -2 / / / FLOOR _1_ SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SJAFE FEt7 OCC. LOAD WARE RAT_ ' OCC. lQaAD SQUARE l'OCC. FEEL LCaAD TOTAL SOUARE FEET TOTAL OCC.LOAD 1st 14,848 3a 15.,fi15,156 30,464 186 $}JELL ONLY , I- TOTAL 30,464 186 j TYPE OF CONSTRUCTION: y_N UBC EDITION (year)88 SETBACKS: Ft_ S - E - W - I FIRE PROTECTION:®Sprinklers Q Detectors I N/A UTILITY PERMITS REOUIRED?0 Yes Q N o (through wofl {ZONING: M -1 BAR/LAND USE CONDITIONS❑Yes 0:0 No CONDITIONS (other than those noted on or attached to permit/plans): APNHOVED FOR i'— BUILDING DATE: ISSUANCE BY: ) �,Q �� OFFICIAL 3 -2( - TO I hereby certify that I have read and e a•�4ned this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance or work. I am authorized to sign for and obtain this building permit. SIGNATUR PRINT NAM �' • - :tuns. A. NA1LON DATE: �9 , /990 COMPANY: AI /C Ciao Y - J9Ct v k.5 , I t G . This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. -elm]DATE ISSUED: CERTIFICATE OF OCCUPANCY NO. TO: FIELD CASCADE TESTING LABORATORY, INC. REPORT No NI! 58616 TESTING & INSPECTION / ENGINEERS / GEOLOGISTS 12010 N.E. Iaer„ PLACE KIRKLAND. WASHINGTON 0603• EVERETT (20&1523.01300 (2061200.0617 �a1 4 eis.y Pct K tiC /s -fA-ve ft, it -1-e &0c S r /f e We? 4761Ira ATTN. THE FOLLOWING WAS NOTED: Co AI a fre.:77e. FIELD TEST DATA DATE b l q q0 CERT. N/OO, 904 r--2 SLUMP PRO CT q in hock Ce kite 1r- UNIT WEIGHT %LOCATION Ave. So' /3L/7 ,j I Wi q CEMENT FACTOR BLDG. 6q 7 7 PERMIT S 1 7 �+/ OWNER AIR WEATHER C lou dil TEMP. • AT 7/ AT AM PM ENGINEER ��.11 r I�ofl 4. Weir L I/ I'' $ Z Q d ARCHITECT G zit° CONTRACTOR e., Ba41eld Cokisf 2i S_ TRUCK SAMPLED I47 TRUCK TICKET No.56 5 TIME SLUMP %AIR UNIT WEIGHT YEILD CEMENT FACTOR TEMP. CONC AIR 8110 " 4 r.-'"-' r Z Q d G, C G zit° 54,° 2i S_ 5/15 6 -1a TOTAL _ t"7 d 460 G 0 3 o V-114 5/15 G- IX $ (73 ('s'o 6 t`fo COMPRESSIVE STRENGTH BATCH DATA FOR 1 CU. YARD - GATE MADE DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 56 7 STRENGTH P51 SET N0. FA. 1336 S -22 7 C.A. Z Q d .11 7o sv 1-11ff.a. WATER 2i S_ 5/15 6 -1a TOTAL _ t"7 d 460 CYLINDER NUMBER GATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH P51 SET N0. 2yly 5/, 5* S -22 7 dXlz'' .11 7o sv 1-11ff.a. i .. 2i S_ 5/15 6 -1a 28 _ t"7 d 460 G 0 3 o V-114 5/15 G- IX $ (73 ('s'o 6 t`fo PRODUCERS: CONCRETE ©c eq h AEA ADMIX C J1 -� PLACEMENT AREA & NOTES Pei n e ` / s 8/d C erc e ; , )o� CEMENT ✓ " e ! g' 2. CAC12 CU. YARDS PLACED 6 3 DESIGN STRENGTH 36©© 11 // INSPECTOR: COPIES TO I-4/9Z 5.-24/ CL.`G` S1GNE CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS /GEOLOGISTS 12919 N.E. 126,.. PLACE KIRKLAND. WAS$-*VGTON 99034 1208) 823.9800 EVERETT 12091 239.0817 TO //e, 7e,-s /57- 19ue- -51174 Ca? ,S-Effirre. 9. l8/OO' ATTN• THE FOLLOWING WAS NOTED: FIELD TEST DATA SEE FIELD REPORT No. N_ 60212 DATE R CERT. NO, PROJECT 51LOO Rcr1( 7 - LOCATION i 40 */€71$ /34/716- 7:-)A. BLDG. PERMIT NO. OWNER WEATHER (juuCLJ)V ` TEMP. TEMP. AT AM AIR t( LQ i [, � P i r, AI.; L, I q + PM ENGINEE ENGINEE r � l.11: [�, ( `)1.C� f. j / fJUN IV c A. ARCHITECT `12 q00 25 1990 576 CO ACTOR IT Or i.v,;ILA TRUCK SAMPLED /0-•<! TRUCK TICKET No. 53,a.go/ TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT FACTOR TEMP. CONC AIR x g%`( 7 IV c A. '�1,�,r,.,� c `* `12 q00 70' 576 07_,65 TOTAL 7310 ) 7-1 COMPRESSIVE STRENGTH BATCH DATA FOR 1 CU. YARD DATE MADE DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT q 70 STRENGTH PSI SET No BJ D FA. /yyO 6. -1/ Y 7 IV c A. '�1,�,r,.,� c `* `12 q00 321 o WATER 07_,65 TOTAL CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET No 3 3 6 g i1-76' 6. -1/ Y 7 lz. `12 q00 321 o #/ 7310 ) 7-1 PRODUCERS: AEA ADMIX 32:22 ��pC AC12 % DESIGN STRENGTH PLACEMENT AREA & NOTES c. " ' � _ ?sipo ( / 5 4 %�i55 CONCRETE ( )CS 9 CEMENT 55s?c CU. YARDS PLACED /0 n r INSPECTOR: COPIES TO: N1" J/ vLG�'�w1.�'l Ip' SIGNED: CASCADE TESTINr LABORATORY. INC. TESTING & INSPECTION .NGINEERS /GEOLOGISTS PREVIOUS REPORT No. NS 59346 I111 IZA LwNq 1'waT°N o■oaa 1200 13.2.11.11800 DATE C� 6' ' a. a' / 0 CCE�RT.�NO. i} 7 "02 �J d cv ewcTT (noel 2111111.011117 �/) TO: /4faL /D,9( P,q,exJ /,/c. PROJECT S/Arn/Poc' C.,/=,/ LOCATION 7N y7 /NA' S S. /Yy sr T,fiv /L.0 BLDG. PERMIT NO. 5 7E OWNER WEATHER This /D, .QLD(. TEMP. AT AM AT PM Bello // / / /.157 4141' de / Q d ENGINEER A A V)Liz c2 5ffg7Z, / 6r/A p Play ARCHITECT IJl� l l ``�J � l VON `. � 7. ATTN CONTRACTOR RAZily Ga ?, JUN 251990_ I INSPECTION PERFORMED — RESTEEUCONCRETE ._ RESTEEL ONLY _ RESTEEUMASONRY ,4. STR.ST/WELDING OTHER STR.STIBOLTING ITEMS INSPECTED CITY OF TUKWI A JLA.NNING DEPT, FOOTINGS = ao,fi- ---""- _ ____.- — AUGER CAST PILES _ COLUMNS — DRILLED PIERS — WALLS — BEAMS —. — (L4) , t • _ • OCATION (AREAS) /4 40 /7;0 A/ 7 !v Lz) - ,. n grid !✓ 4 Li ,f/Fs / TU .2 ■s✓U ,4 ran; (5) CONCRETEIMASONRY MIX NO. DESIGN STRENGTH (Pc), SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST / SEE CYLINDER REPORT NO. AIR CONTENT ( %) YES ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG, DEPT, APPROVED PLANS, SET NO., _NO REMARKS: / /'/R 14/ /77,60-5 fQ rQ ./ P A oilict 'vise.. dA/A/S /d4.$) � L,4# UC9x7:r; 1 /d A/J) `10 L% f R D rf /p GDP ,u. r, Y17/1 PL,ix/s, WI 1.)s w/3 PE »'4 /31 4t /k}-4. ) d HOURS ON PROJECT TRAVEL TIME TRAVEL MILEAGE APPROVED BY INSPECTOR: oe()Y1 COPIES TO: 4-1 vk 1 ot 6 ' FIELD RE SIGNED: OAR T� TO CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS /GEOLOGISTS 12919 NE. 126,.. PLACE KIRKLAND, WASHINGTON 9603A 12061623.9900 EVERETT 12061 259.0917 #4v;y4 7-74A-,s S.r74. low GlAti . 9,70o ATTN• THE FOLLOWING WAS NOTED: FIELD TEST DATA SEE FIELD REPORT No. N_ 60338 DATE ... CERT NO. 90-e72 PROJECT -`--' 40/ ° /ROc 1 r C2,th, e LO ON 7,v' S 0 /34r/-1/-77;4-- . SLOG. PERMIT NO. r 5? 7,?' —I-01.04C ), R I, , l s v `�IoI WEATHER //:/ss EMP:._._'.. " .... _ -_. JUN 25.I 90 ENGINEER lT / . r' a/ Kvi LA ARCHITECT 7,F ru PLANNING DEPT. CONTSACTOR I � GF i RLL(l /£ v eril : TRUCK SAMPLED It (' TRUCK TICKET No. 5716 ,17 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT FACTOR TEMP. CONC AIR //:/ss 1 : ' 7 .A. 6?10° 7`-( 306 784 6\ 01/05 - TOTAL �'o�l -7 -I Z -,Er/ 2 COMPRESSIVE STRENGTH BATCH DATA FOR 1 CU. YARD DATE MADE DESIGN WEIGHTS % MOIST ADJUSTED 1 WEIGHTS CEMENT Yz STRENGTH PSI SET NO. so90 /p /00 C� -�� 7 .A. 6?10° 7`-( 306 Z 3d WATER 01/05 - TOTAL CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. Ll01 9 9 C� -�� 7 6k4,1-- 7`-( 306 Z 3d `/ 1-I OA) - 2T' �'o�l -7 -I Z -,Er/ 2 PRODUCERS: CONCRETE CeE194 CEMENT ‘5' CU. YARDS PLACED / j/4),% AEA ADMIX CAC12 PLACEMENT AREA & NOTES Sri J ' ,F T± �/ •S 77 ! Q 7 DESIGN STRENGTH 1270 7P5/ INSPECTOR: COPIES TO: ` \ r (, 14/IG'4..i `s SIGNED: TO: CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS /GEOLOGISTS 12010 N. 126,.. PLACE KIRKLAPO, WASHINGTON 90034 12061823.0000 E vERETT 12061 230.00 17 el//94?).9/ /sr- ,9ver ado ATTN• THE FOLLOWING WAS NOTED: FIELD TEST DATA SEE FIELD REPORT No. N_ 60213 DATE CERT. NO. PROJECT 50QM LOCATION/ L / 5 ' / 3 3 .r/ 7U //` //'' (T7 W!/ BLDG. PERMIT NO. 5978' CEMENT FACTOR • ,„ D I <N(�[I \V15f1 CONC WEATHER (���m e"^v"4. /d,? EMP: =" " "' -a. - - iaaa A41 PM ENGINE' ' • II I i u.DSo 77e ARCHITECT v I L i'LANNPNI G F)EPT. CON-17.. CTOR x�'� ' 25/ V&A/ Cn.57 TRUCK SAMPLED AP/ TRUCK TICKET No. %r:15/)` TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT FACTOR TEMP. CONC AIR /d,? f //1 7 6,+' /i- 246,.#' I i u.DSo 77e ‘:3O 62 7d IL TOTAL 3 `i 3 3 -7 -i d Jr 3 SLl G1S q.3 COMPRESSIVE STRENGTH BATCH DATA FOR 1 CU. YARD DATE MADE DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENTitt5 M: STRENGTH PSI _ 4 /335. Co -!9 7 6,+' /i- 246,.#' I i u.DSo Li OL-f - WATER 62 7d IL TOTAL CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 3L ) -i,2f0 Co -!9 7 6,+' /i- I i u.DSo Li OL-f - 4 e 6 3 `i 3 3 -7 -i d Jr 3 SLl G1S q.3 clLI3O0 33L n _ PRODUCERSI CONCRETE 'C &9i7 AEA PLACEMENT AREA & NOTES f '9Y54 CEMENT ASK CU. YARDS PLACED v /rLti DESIGN STRENGTH 4/00 " Psi / INSPECTOR: COPIES TO1 1-41" n I 1. SIGNED: TO: CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS /GEOLOGISTS 12919 N E. 126r,, PLACE KIRKLAND, WASHINGTON 98034 EVERETT Y L..v4 / ,e,s X"tic �l6.csr 1ii,c X600 ■E1977 : 41/g. Q4?/ 1206) 823.9800 (2061 299.08 17 ATTN• THE FOLLOWING WAS NOTED: i%X 7o/ FIELD TEST DATA SEE FIELD 5-4-c./7 REPORT No c N9. 58569 DATE CERT. NO. PROJECT y� Q iZa LOCATION 17''4US_ fir- /'/ 7744 Sr BLDG. PERMIT NO. OWNER WEATHER ' / --ii-,.---,,---,...-,, � / ( 5vAi.. % TEMP AT AM PM ', r ENGINR �.n� I t IL,- � ,,7, •' .`7���\'I �`,�il' ARCHITECT JUG! 27 1990 1 CON CTOR may,^ " . , /Tocieder C.A. TRUCK SAMPLED A79 TRUCK TICKET No. v 73V-0 TIME SLUMP %AIR UNIT WEIGHT YEILD CEMENT FACTOR TEMP. CONC AIR /gym 57, 7 7 C.A. � 2 �0 300 72.0-0 7 5--s -0 5 soo 71 } �o c es o '-2/ TOTAL 02,51 ' --.a i 2 y49 4 c5-0.2 s -3 1 7 axY .a AEct) 1 d2 - �/ ;-v 1 COMPRESSIVE STRENGTH BATCH DATA FO ' 1 CU. YARD DATE MADE DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 658 STRENGTH PSI SET N0. 8•511 D FA. 5a,1 �^' J -3 I 7 7 C.A. � 2 �0 300 72.0-0 7 5--s -0 5 soo � p2mo 2 60(.(> z -7 (U ,) WATER c es o '-2/ TOTAL 02,51 ' LC NUMBER 1 DATE MADE DATE TESTED AGE DAYS � SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET N0. L • _ �2 5a,1 �^' J -3 I 7 7 � V � 2 �0 300 72.0-0 7 5--s -0 5 soo � p2mo 2 60(.(> z -7 (U ,) w a i E -1$1`-::4: c es o '-2/ ; 02,51 ' --.a i 2 y49 4 c5-0.2 s -3 1 7 axY .a AEct) 1 d2 - �/ ;-v 1 g Cp et-6 Z -7 c-t G, ) --P.1k le ,- l . P7 c)-6) Z 7 `1 , PRODUCERS: CONCRETE C-'279�''yyam, '/ AEA f� ADMIX ��`'10 4 �i�AC12 % DESIGN STRENGTH "Prp�U' ' 40 CEMENT 75,c 7,eozir CU. YARDS PLACEDO C 05 PLACEMENT AREA & NOTES /222-0 5 q9 COPIES TO: r! 17 -TB a r 1! ���III X) INSPECTOR' SIGNED Plan Chock 089 -424: Shamrock Center Building B 4600 S 134 P1 THE FOLLOWING COMMENTS APPLY TO����ME PART OF THE APPROVED PLANS UNDER TUKWTLABILAINGFERMITNUt BER� 1. No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. 2. Plumbing permit shall be obtained through the King County Health Department and plumbing will be inspected by that agency, including all gas piping (296-4732). 3. Electrical permit shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (872 - 6363). 4. All mechanical work shall be under separate permit through the City of Tukwila. 5. All permits, inspection records, and approved plans shall be posted at the job site prior to the start of any construction. 6. When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name and permit number of the project being inspected. 7. All structural concrete to be special inspected (Sec. 306, UBC). 8. All structural welding to be done by W.A.B.O. certified welder and special inspected (Sec. 306, UBC). 9. All high - strength bolting to be special inspected (Sec, 306, UBC). 10. Partition walls attached to ceiling grid must be laterally braced if over eight (8) feet in length. 11. Readily accessible access to roof mounted equipment is required. 12. Engineereed truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. Shamrock Center Building 8 Page 2 13. Any exposed insulations backing material to have Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. 14. Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with recommendations given in the soils report prior to final inspection (see attached procedure). 15. Washington State Energy Code compliance to be completed under separate permit for tenant improvements. Minimum insulation for building shell shall be R -8 X 24" ridgid insulation at.perimter of floor slab. 16. All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1988 Edition), Uniform Mechanical Cade (1988 Edition), Washignton State Energy Code (1989 Edition), and Washington State Regulations for Barrier Free Facility (1989 Edition). 17. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 18. Validity of Permit. The issuance of a permit or approval of plans, specifications and computations shall not be construed to be a permit for , or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. No permit presuming to give authority or violate or cancel the provisions of this code shall be valid. BUILIMG PERMIT INSPECTION RECORD (Post with Building Permit In conspicuous place) CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 SITE ADDRESS: BUILDING PERMIT NO. DATE ISSUED: 59'll 3 -a --10 SUITE NO.: PROJECT: 4600 S 134 P1 Shamrock Center Building B CALL FOR INSPECTIONS AT LEAST 24 HOURS IN ADVANCE "X" REQUIRED INSPECTIONS PHONE PROVED APPROVED INSPECT. INITIALS DATE(S) CORRECTION NOTICE ISSUED 1 Footings 433 -1849 X 2 Foundation 433 -1849 X 3 Slab and/or Slab Insulation 433 -1849 4 Shear Wall Nailing 433 -1849 X 5 Roof Sheathing Nailing 433 -1849 6 Masonry Chimney 433 -1849 X 7 Framing 433 -1849 X 8 Insulation 433 -1849 X 9 Suspended Ceiling 433 -1849 X 10 Wall Board Fastening 433 -1849 11 12 13 X 14 FIRE FINAL Insp: 575 -4404 X 15 PLANNING FINAL 433 -1849 X 16 PUBLIC WORKS FINAL 433 -0179 x 17 BUILDING FINAL 433 -1849 (INSPECTOR COM INSPECTION PROCEDURES AND REQUIREMENTS All approved plans and permits shall be maintained available on the site in the same location. 1. FOOTING - When survey stakes and forms are set and rebar is tied in place. 2. FOUNDATION - When forms and rebar are In place. 3. SLAB - If structural slab or if underslab insulation is required. 4. SHEARWALL NAILING - Prior to cover. 5. ROOF SHEATHING NAILING - Prior to cover. 6. MASONRY CHIMNEY - Approximately midpoint. 7. FRAMING - After rough -in inspections such as mechanical, plumbing, gas piping, electrical and fire stopping is in place. 8. INSULATION - After framing approval, but before installation of wallboard. Baffles must be installed to keep attic ventilation points clear. 9. SUSPENDED CEILING - Fasten diffusers, lights and seismic bracing. 10. WALL BOARD FASTENING - Prior to taping (see UBC Chap. 47 and Table 47G). 11. 12. 13. 14. FINAL FIRE INSPECTION - Contact Fire Department for their requirements. 15. FINAL PLANNING INSPECTION - Contact Planning Department for their requirements. 16. FINAL PUBLIC WORKS INSPECTION - Contact Public Works Department for their requirements. 17. FINAL BUILDING INSPECTION - When all work, corrections, reports and other inspections are complete. OTHER AGENCIES: Plumbing (including gas piping) — King County Health Department — 296 -4732 Electrical — Washington State Department of Labor and Industries — 872 -6363 A preconstruction meeting with the Building Inspector may be scheduled prior to starting the job by contacting the Department of Community Development, Building Division at 433 -1849. Although not required, a meeting of this type can often eliminate problems, delays and misunderstandings as the project progresses. a,zwoo PLAN CHECK AI NUM Aim", 424 Cir PROJECT: /ME FOLLOWING COMMENTS APPLY TO AND BECOME PART OF THE APPROVED PLANS UNDER TUKWILA BUILDING PERMIT NUMDER "X' REQUIRED INSPECTIONS 1 Footings ` j 2 Foundation 4 3 Stab and/or Slab Insulation 10 4 Shear Wall Nailing ■ 5 Roof Sheathing Nailing 6 Masonry Chimney I. U iv4 7 Framing 8 Insulation 9 Suspended Coiling f► •4 10 Wall Board Fastening 11 12 13 4 ‘ '1I 14 FIRE FINAL Insp: 15 PLANNING FINAL 616 PUBLIC WORKS FINAL 17 BUILDING FINAL -r- X arrt g '44 i•y) ct x Ott it. *it 14 6- ea, r4) I .1) s wg os ogi ‘111*At s 41.6.4. .9 -9 .1* r3 10%44)41 osy$ f008 tike e No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division, .0 Plumbing permit shalt be obtained through the King County Health Department and plumbing will be inspected by that agency, including all gas piping (296- 4732). Electrical permit shall be obtained through the Washington State Division of Labor and Industries and all electrical wort, will be inspected by that agency (872- 6363). f 1� All mechanical work shall be under separate pereit through the City of Tukwila. All permits, inspection records, and approved plans shall be posted at the job site prior to the start of any construction. LWhen special Inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name and permit number of the project being inspected. ij! All structural concrete to be special inspected (Sec. 306, UDC). ,e All structural welding to be done by W.A.6,O. certified welder and fffff��- ���� -�� special inspected (Sec. 306, UDC). All high - strength bolting to be special inspected (Sec. 306, UDC). 10 Any new ceiling grid and light fixture installation is required to meet lateral bracing requirements for Seismic Zone 3. ePartition walls attached to ceiling grid oust be laterally braced �� /if over eight (01 feet in length. Readily accessible access to roof mounted equipment is required. $'Enginoereod truss drawings and calculations shall be on site and available to the building inspector for inspection purposeu. Documents shall bear the seal and signature of a Washington State Professional Engineer. V2/Any exposed insulations backing material to have Flees Spread Rating of 25 or less, and material shall bear identification showing the fire perfaraance rating thereof. C (}� Subgrade preparation including drainage, excavation, compaction, w and fill requirements shall conform strictly with recommendations given in the soils report prior to final inspection (see attached procedure.). l6 A statement from the roofing contractor verifying fire retardancy 04 rook will be required prior to final inspection (see attached procedure). 10211°' 12l All construction to be done in conformance with approved plans and V� requirements of the Uniform Building Code (1968 Edition), Uniform Mechanical Code 11980 Edition), Washignton State Energy Code 11989 Edition), and Washington Stae Regulations for Barrier Free Facility (1989 Edition). 10 All food preparation establishsents must have King County Health Department sign -off prior to opening or doing any food processing. Arrangements for final Health Department inspection should be made by calling King County Health Department, 296 -4787, at least throe working days prior to desire inspection date. On work requiring Health Department approval, it is the contractor's responsibility to have a set of plans approved by that agency on the job site. Fire retardant treated wood shall have a flame spread of not over 25. All satsrials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the �/�factory. r Sy�w J• Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 21 All spray applied fireproofing as required by U.B.C. Standard No. 43 -0, shall be special inspected. Y2, All wood to remain in placed concrete shall be treated wood. 23 Alt structural masonry shall be special Inspected per U.I.C. Section 306 (a) 7. toe.Validlty of Permit. The issuance of a permit or approval of . plans, specifications and computations shall not be construed to be a psrsit for , or an approval of, any violation of any of the provisions of this code or of any other ordinance of the Jurisdiction, No permit presusing to give authority or violate or cancel the provisions of this code shall be valid. MAR 23 '90 15 :57 P.1/1 Edberg Christiansen hitects March 23, 1990 City of Tukwila Building Department 6200 Southcenter Blvd. Tukwila, WA 98188 Attention: Mr. Bob Benedicto Project: SHAMROCK CENTER Dear Mr. Benedicto: As per your conversation today with Mr. Chris Whitrire of Holaday- Parks, Inc. (project Owner), you are authorized to red - mark the permit set of drawings as follows: 1. Pheet X12: Remove interior partitions around Exercise Room 101, Lunchroom 103 and Corridor. 105. 2. _)?__..: Remove the reference to Future Office 201. .No occupancy will take place as a result of approval of this permit application. Tenant improvement drawings will be submitted at a later date. 3. $j eet AS: Add a note to the Typical Building Section - "Provide R-8 rigid perimeter insulation below concrete slab, 24" wide, around entire perimeter of building." Please ].et me know as soon as possible if any other information is required. Robert L. Christiansen, AXA Partner RLC:sv Gordon H. Edberg, AfA Robert L. Christiansen, ALA 616 First Avenue, Suite 400, Seattle, WA 98104 -2258 Architecture & Planning 206/682 -2857 Mahan &DeSalvo CONSULTING ENGINEERS 1411 Fourth Avenue Bldg. Seattle, Washington 98101 February 27, 1990 Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Regarding: 90 -T -02 (Shamrock Center Bldg B and Addition to Bldg C) RECEIVED CITY OF TUKWIL A FEB 2.7 1990 PERMIT CENTER (206) 624 -8150 Dear Mr. Griffin, We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1988 Edition of the Uniform Building Code. We have no additional comments. Enclosed are the drawings, calculations, and soils report for your use. Sincerely, ke€,E4, Crystal Kolke CLK:3 cc: Edberg /Christiansen Architects 616 First Avenue, Suite 400 Seattle, Washington 98104 -2258 City gt Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Gary L. VanDusen, Mayor February 13, 1990 Fire Department Review Control Number 89 -424 (513) Re: Shamrock Building #B - 4600 South 134th Place, Tukwila, Wa. 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, 10 B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) (UFC 10 -1 (3 -1)) Extinguishers shall be installed on the hangers or in the brackets supplied, mounted in cabinents, or set on shelves (NFPA 10, 1 -6.6), and shall be installed so that the top of the extinguisher is not more than 5 ft. above the floor. (NFPA 10, 1 -6.6) (UFC 10.301) 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 10.301) 2. Exit hardware and marking must meet the requirements of Uniform Fire Code Sections 12.104 & 10.402(a). Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. (UFC 12.104b) Exit doors shall swing in the direction of exit travel L.,,_,NI A (9" 4,i�•,► 4 City of Tukwila O x. FIRE DEPARTMENT -I 0 444 Andover Park East ti O Tukwila, Washington 98188 -7661 (206) 575 -4404 Gary L. VanDusen, Mayor Page number 2 when serving an occupant load of 50 or more. (UBC 3304(b)) Exits serving more than 50 occupants must be provided with an illuminated exit sign. Exits shall be illuminated at any time the building is occupied. An emergency system shall automatically provide exit illumination upon failure of the main power supply. (UFC 12.107(a)(b)) Walls and ceilings of corridors serving an occupant load of 30 or more shall be not less than one -hour fire resistive construction. (UBC 3305(g)) (UFC 12.105(a)) 3. An approved automatic fire sprinkler extinguishing system is required and shall be designed, installed and tested. (City Ordinance #1528) All sprinkler drawings shall be prepared by companies licensed to perform this type of work. Drawings shall first be approved by the Washington Survey & Rating Bureau, Factory Mutual Engineering or Industrial Risk Insurers, then by the Tukwila Fire Department. No sprinkler work shall commence without approved drawings. (City Ordinance #1528 & NFPA 13, 1 -9.1) (UFC 10.305) Local U.L. Central Station Supervision is required. (UFC 14.105) An approved hose station requires plans review. (Plans must be submitted to the Fire Marshal for approval prior to installation.) (City Ordinance #1528) 4. 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. (rirn 1n_2na) City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 3 Gary L. VanDusen, 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 building. (UFC 10.207 as amended) All required occupancy separations, area separation walls, and draft -stop partitions shall be maintained and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (UFC 10.401) All interior wall covering materials shall be fire- resistive or shall be treated to be fire - resistive, so as to result in a flame- spread rating as required by UFC Appendix VI -C tables 42A and 42B. A certificate of the flame spread rating is required to be delivered to the Tukwila Fire Department. (UBC 4204) (UFC 10.401) Enclosed attic spaces formed of combustible construction shall be divided into horizontal areas not exceeding 3000 square feet by partitions extending from the ceiling to the roof. (UBC 2516, 4 -B, iii) In order to consider these buildings separately, the loading dock canopy and wall may not be constructed as part of this permit. Yours truly, The Tukwila Fire Prevention Bureau cc: T.F.D. file Mahan &DeSalvo CONSULTING ENGINEERS 1411 Fourth Avenue Bldg, Seattle, Washington 98101 February 20, 1990 Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Regarding: 90 -T -02 (Shamrock Center Bldg B and Addition to Bldg C) I -'-- (206)- 624.8.150. L rf B 19..90 IJ Dear Mr. Griffin, We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1988 Edition of the Uniform Building Code. The following comments apply to both Building B and Building C Addition, unless noted otherwise. Structural 1. The soils report still needs to be stamped by the soils engineer. 2. Reference the 1988 Edition of the Uniform Building Code on Sheet T1, where applicable. We did not receive a revised copy of Sheet T1. 3. Section D -2.3; call out the specific Simpson HW hangers intended at 30" TJI /65 trusses for Building B and 26" TJI /65 trusses for Building C. 4. Building B; provide 3x members for Zone 1 roof diaphragm nailing per Table 25 -J -1, footnote 3. 5. Section A -2.3; fill in the section to refer to for ledger information. Section E -2.3; clarify weld at continuous angle; is a weld intended on the top of the plate also? 6. Your calculations on the frame at Grid 5 call for 1.39 in2 of steel at elements 8, 11, and 14. The 2 - #7's provided would be about 15% overstressed. Please respond. 7. Provide calculations checking the adequacy of walls b, c, and d at Building B now that the loads to these walls have increased since the center of rigidity was displaced. Include overturning calculations for all walls and show these holddowns on the drawings. (Your response to #10, in your February 9, 1990, letter indicates that these holddowns are shown on Sheet S2.1; please clarify.) 8. Call out welding of reinforcing to plates. Refer Section G- 2.3, etc. Your latest revision still does not call out these welds. 9. Note, on the drawings, the maximum length of drilled cast -in- place concrete piles in conformance with Section 2909(b). We do not find the information your letter said was on the foundation plans. February 20, 1990 City of Tukwila Re: 90 -T -02 Page Two 10. Please remove the reference to the retaining walls on Sheet A -1 if they have been deleted. 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. All status inquires are to be directed to our receptionist. Sincerely, Crystal Kolke CLK /REW:2 cc: Edberg /Christiansen Architects 616 First Avenue, Suite 400 Seattle, Washington 98104 -2258 —11111 Mahan &®eSalvo r ' \NM Mahan &DeSalvo II CONSULTING ENGINEERS 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206) 624 -8150 February 1, 1990 Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Regarding: 90 -T -02 (Shamrock Center Bldg B and Addition to Bldg C) Dear Mr. Griffin, We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1988 Edition of the Uniform Building Code. Our comments follow. The following comments apply to both Bldg. B and Bldg. C Addition, unless noted otherwise. Because some areas of the drawings are incomplete, please note that additional comments may arise once the drawings are completed. Structural 1. In the Structural Notes; a) The soils report number was referenced incorrectly. Also, the soils report needs to be stamped by the soils engineer. b) Note that all welding will be done by WABO certified welders. c) Call for special inspection of high strength bolts per Section 306(a). d) Once shop drawings and calculations designed by others have been reviewed, note that a letter will be sent to the City by the engineer of record stating that these shop drawings and calculations have been reviewed. Also, list these required shop drawings on the drawings. 2. Reference the 1988 Edition of the Uniform Building Code on Sheet T1, where applicable. 3. Please note that many section cuts do not have details where referenced or they are mismarked. Check all drawings and coordinate. 4. Section cuts on the Roof Framing Plan, Sheet S1.3, are not referenced correctly. If Section E -2.3 is to take the place of F -4.1, verify the adequacy of SWHX45 hangers at the 30" TJI /65 trusses. Calculation Sheet, page 8 /FRMG, calls out HWI430 hangers at this location. Please clarify. 5. Where are F24N roof panel hangers called out on the drawings? Refer to calculations. • 0 February 1, 1990 City of Tukwila Re: 90 -T -02 Page Two 5. Where are F24N roof panel hangers called out on the drawings? Refer to calculations. 6. Building C, calculation page 3 /FRMG; please note that the maximum joist load on the HW1426 hangers would be 3690# x 1.15 (snow load duration increase) = 4244 #. The "hanger maximum load" value is the maximum load to be used when the joist member is something other than a 26" TJI /65. Refer Simpson catalog for Truss Joist Products, note 3 of the General Notes, page 2. Also, where are these joist hangers called out on the drawings? 7. Provide the roof plywood diaphragm nailing schedule on the drawings for Building B. 8. For loads in the direction perpendicular to the 1181 side of Bldg. B, how are chord forces being resolved? In the opposite direction, how is the integrity of the chord maintained at Grid 2A? At Bldg. C, details are not adequate to show how chord forces are resolved. Provide calculations verifying the adequacy of chords now that the shear wall along Grid 1 was removed (therefore resulting in higher chord forces in the building). 9. Sections 2312(e) 5 and 6 require that the center of rigidity be displaced by a distance of five percent of the building dimension in addition to the calculated eccentricity. Revise calculations and drawings, as required. 10. How are the vertical elements in the lateral force - resisting system connected to the foundation? Complete the details and references. 11. Call out welding of reinforcing to plates. Refer Section G- 2.3, etc. 12. Provide information on the drawings for 24" diameter columns, per calculations. 13. Note, on the drawings, the maximum length of drilled cast -in- place concrete piles in conformance with Section 2909(b). 14. Provide additional information on pile caps. Show all reinforcing on the drawings. 15. A retaining wall is shown on the Site Plan, Sheet A -1, and calculations show a retaining wall; however, there are no details on the drawings showing this wall. Please clarify. 16. On Drawing S1.1, the top reinforcing plan appears to be missing some reinforcing steel callouts. Please verify number and size of additional bars over piles. Mahan &DeSalvo February 1, 1990 City of Tukwila Re: 90 -T -02 Page Three Please have the itemized letter and one copy of inquires are to Sincerely, • applicant respond to the above comments in form and resubmit two copies of revised drawings revised calculations, as required. All status be directed to our receptionist. Crystal Kolke CLK /REW:1 cc: Edberg /Christiansen Architects 616 First Avenue, Suite 400 Seattle, Washington 98104-2258 1� Malhan&DeSalvo Plan Review PROJECT ADDRESS 4 (000 O /34_401,_ DATE 3-• 02.- G(,O • PLAN CHECK NUMBER 8c - 424 OCCUPANCY GROUP &Z. TYPE OF CONSTRUCTION \AN LOCATION ON PROPERTY MI' BUILDING HT. / NO. STORIt ES Face 751±. '50014 25 WST. 70± EAST= 361 C>.K. 'pERRTAFSLE 5A RDie FR o f WALLS [tc. , 2 "=7RI E:5 . FLOOR AREA IELA)G . rirRAz, OCCUPANT LOAD Nb - ' 5 4604 5 r. EXITING REQUIREMENTS 1 F6AZ . Extit.6.49. ti2AAA. Ah Le cuez _ ,r 41'/ III •..L 1 i .. 2-1,11S12rEL .�i f .���_•� •4 I 1 /`_1" ! 1 1_ fin .. L L %1 t_.._.. QA-:. DETAILED REQUIREMENTS rr� OCCUPANCY___ _12, TYPE OF CONSTRUCTION* K PART V, CHAPTER 23, U.B.C. .M4144 8c VO ',;ui;JTER i. 1i1- W.A.C. _.WQJ.D ON ptAN5 -" Gazi2EcrioNs ArMr'E NOTE ! : 11../1.� a..� �I���:/�f1�� �/ �.�.. - - C. CITY OF T UKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING DIVISION prepared by: Plan Review PLAN CHECK NUMBER 8'1 --424 ADDRESS 4000 �j 34 lAe DATE '* -_ Z2.--G O A41. 1 0 t___60. '500_5_ — 102 1 -Nc4{ 546/106 = cl3 Mgrs 104 wom41 1 n!o 54rAop L I oq. eco = 6 0410710 CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT prepared by: , PLANNING DIVISION 6 6 I conic oct) CLI4, ✓ems - >7 / /pc,0I90 6te1,66 t ihAyo v Ur'Lt c, 4 OCIa /0,0.4.4A /2hLLJ FraV. a y 'cam : ;lokw.t C u. -7' Ed J Al, Cava ate. e.'r C2fCPZ/ 'conM c-r /4 c /a c/Q.c Pa tJt� tvao up It) &Cute, a1 0-4-e,e/ oi- U' vuctit.uk �. 1 °a " " V(, I -W) (4--N L )h-Pue) i� d"e-i/fe-w 640 �z DY CO a.. Dr -45L6bn �1 ACC Lo 9,e,.6 atone) a) twio.&6t - 541 vc.v bv(,wiclebtxi, l rA-b e(G%warvi.e.�t Ow Lialaaw ( i t tat ow a% Ca vW F-Jc 6 LLa/Q.Prvoi/(. , iqpiati'CCLI' cnu cLi (ALL) i'vx ltd &vz A4'pat . t'646 aet ZvJ'�- IQJj CY )CucUeCL la F -to Cc, (--14/ u2-ad to cm. .ion 0'C, L/WV � lace ,pa, ) , ic,u (OGn �doac.16,o) Loob o. Ci CC�C l.Lt-?'L.r' c-2 t-ue pit 0 H a t . U L'/L 4 ° P CLPCL,'cab C ( . .--zvoui oyt, 1-1 '7 C,.v 5 . - Otcw-4.--tj bacb rn t, at lae, A)-enoved ( -to 't v b o Lc- e,$w/ -enwi 4 CY'C no t bw Ice..rn # c). • 4� C� tZ (s rrwt 5t✓ b� 5 ' °-1rIAa � � � -e-P -p lvaat • 04,t6u n'a ed . MA ` 5 taw( 5 to 5-11 0(A)Yl 0)1 a44 • Ste,e w C p r emA t (S) (m a, dt:o'c qe, A.1614, . - rruAin u vo1 L,my 6:ineo cam, et,cg - , 2 a140 LOACLoCCL461 t41 CUAIA hael PA VICLed ()A (Ace *15' tWICtO 941 bitt CG6 CCU wrict44a4). cei4' ctof44/u oibuCc,ti o 6A001. g-tkoZzy 5qc? , - Fe4ic,e) m,414.& bL 5Gtv...(4241, ateL0 av,ii't ot-arfii cuom 0`71 c4e04 ) 06, latoiSled- o CJ/LO dif,e1.0 / • v7 Vtj, '5, ovz to SW LXI-v,(1,6expti (A.ep;c-ed 4 gc-v-A24 mt vimitovai 6-ji 0 \bail WWI, Ui laird 6010)/14 to) attat OVthWLt 40 ciWaiatc,a) 060-e-toao.uzi 0 ) 0Y79 vi ect-e-f iiqilice-,, 0, ,I19-4 /6u-tbframi , /9-144,Q,6- s' AktArt. 1,0(144) trA4 law i . "rruirtv) btu' ici,i # 46 fit- auvli& ateLo eontri&Gote L)io 'c Li Ova 4 tei43-4,, oActa e.{ .Gt.t-tiiiv CT ./0 . - IQ/too/At ue; Q A z coli Gte Les (--y, (.ga.duqu/L-ei. 040 Ufa, tad atoiall eapth a or reakciea. idim comi oP--- cle-v-emwili NORTH SCALE: I" a ICo ft. DATE: 41-1 -459_ ILLUSTRATION OF PROPOSED BOUNDARY LINE A T1It oV4.1111Rb OP TRJ>•.C.Tt 1, Z 4 i 11.1 5‘.1,404.1.041c t:C►.aTaR WRRAb ( Caltb►JT 60. tb. tGW 1114C.1.1 OTIJtti T1.I• MOW? O! 40 010. ON A14O AC .Obi 'MOM TPACTb Ko1R, Tut R►R17oAle. Cttt MA1L1TIL1.IAS14e., P.SPAtR O . pt.A!.* - I4T fjP ANY & 4e) ALL uuDSRGnwuuo urtt.aTlrrb , •w15 ae'�e1�lal.tr 1-61"6.L.. 11,04 WIT61 Tull L&UO Aura 6UALL bG. �11.1P1uG 0,4 et.L7t.11L 1.1ftteb, Z1.1=116602.5 A0.10 a5b1C.4146. „.. ,...,,,..., .. . a ... ...„ "-. �" el'Ati 't :. sofa' bo' 4. 'itro1 I J TR■C•li' Z L.o. a Tb •4 O1XISTRD w ■ p TRACT 3 'b K 1:1111COMA.'t;p cirri ubt teosc, PRCOOMILD 1C• It L4 + 4«1 gw AVE.. aKIw11JC. t.t►I$ NOTE: APPROVAL, IF GRANTED, WILL REQUIRE A SURVEY BY A LICENSED SURVEYOR, (Do not write below this line.) t ** *** * ** * ** ** * * * ** it * ** * ** * * *,r*** ** *** * ** * * * ** *rtMle,twi C, w* ** ** *fir *,rtY*iput ob4 lA RECO F 10.00 Approval is hereby granted 0 Disapproved because: REV 5 26.00 CASHSL ** *36.00 55 Original to File Planner: cc: Engineering Building Copy to applicant on (29 /BLA,ILLUS) Oate: FPOM 0' SULLIVAN CONST. DECLARATION: 7 CD On this day personally appeared before me go me nown o e ina1vidu descr e n qqF� n w o execu a e w n and CID foregoing instrument, and acknowledged that •((y __ signed the same as tLc�c free apd voluntary acf and deed, for the uses and purposes E ere n msn oned. GIVEN under my hand and official seal this ,aid, day of 1.25.1990 17117 Know all men by these presents that we, the undersigned, owners and /or contract purchaser(s) of the land herein described do sppllcatlon for a boundary line adjustment /lot consolidation undersigned further declare that the attached map Is the graphic of said boundary line adjustment /lot consolidation and the same i free consent and in accordance with the desire of the owner(s). In witness whereof we hev 'iet our hands and seals. Name Name STATE OF WASHINGTON County of King . ) in fee simple hereby make an thereof; The representation s made with the name ame Name dame • .e • •.;: rrc�rr- �v����nry r.Vn7r. 1. LJ. l'VVU P, 1 Silo alin_L`AY A tract of land composed entirely of the following segments: Parcel "A" of City of Tukwila short plat No. 80 -13 -55 as recorded under Auditor's file No. 8009030472, records of King County, Washington. Until Lot 1 of City of Tukwila short plat No. 81- 39--99 as recorded under Auditor's file No, 8204280645, records of King County, Washington. Lot 2 of City of Tukwila short plat No. 81 -39 -S8 as recorded under Auditor's file No. 8204280645, records of King County, Washington. ��1 a Parcel "B" of City of Tukwila boundary line adjustment No. 84- 35 -BLA as recorded under Auditor's file No. 8501240853, records of King U, County, Washington. 4 CD Lot 2 of City of Tukwila short plat No. 87 -4 -55 as recorded under auditor's file No. 8804270766, records of King County, Washington. 00 EXCEPT there from, parcels 1 through 8, that portion conveyed to the City of Tukwila by warranty deed recorded under Auditor's file No. 8901270733 in King County, Washington. r rtvn V J 6, lo V,',I1 b 4,117 1* 47, 177tl PROPOSED LEGAL P, 5 I c.t l Lot 2 of City of Tukwila short plat No. 87 -4 -SS as recorded under Auditor's file No. 8804270766, records of King County, Washington. Together with an easement for ingress .and egress described as follows; "Beginning at the Westerly corner of the following described Tract 2; Thence S 49 43' 00" E along the Easterly line of that portion conveyed to the City of Tukwila by warranty deed recorded under Auditor's file No. 8901270733 in King County, Washington for 10,53 feet to the True Point of Beginning; Thence N 40 17' 00" E, parallel to the Northerly line of said Tract 2 for 161.00 feet; Thence N 49 43' 00" W to the Northerly line of said Tract 2; Thence N 40 17' 00" E along said Northerly line for 45.00 feet; Thence S 49 43' 00" E for 40.53 feet; Thence S 40 17' 00" W for 205.00 feet to the Easterly line of said portion conveyed to the City of Tukwila; Thence N 49 43' 00" W along said Easterly line for 30.00 fest to the True Point of Beginning." Tract I Parcel "B" of City of Tukwila boundary line adjustment No. 84- 35 -BLA es recorded under Auditor's file No. 8501240853, records of King County, Washington. EXCEPT that portion conveyed to the City of Tukwila by warranty deed recorded under Auditor's file No. 8901270733 in King County, Washington. Subject to an easement for ingress and egress described as follows: "Beginning at the Westerly corner of the afore described Tract 2; Thence 8 49 43' 00" E along the Easterly line of that portion conveyed to the City of Tukwila by warranty deed recorded under auditor's file No. 0901270733 in King County, Washington for 10.53 feet to the True Point of Beginning; Thence N 40 17' 00" E, parallel to the Northerly line of said Tract 2 for 161.00 feat; Thence N 49 43' 00" W to the Northerly line of said Tract 2; Thence N 40 17' 00" E along said Northerly line for 45.00 feet; Thence 6 49 43' 00" E for 40.53 feet; Thence S 40 17' 00" W for 206.00 feet to the Easterly line of said portion conveyed to the City of Tukwila; Thence N 49 43' 00" W along said Easterly line for 30.00 feet to the True Point of Beginning." PROM O'SULLIVAN CONST, 0 01 QD 1,25,1990 17:1? P 'f'�ack 3 Parcel "A" of City of Tukwila short plat No. 80-13 -SS as recorded under Auditor's file No. 5009030472, records of King County, Washington. Together with Lot 1 of City of Tukwila short plat No. 81 -39 -S$ as recorded under Auditor's file No. 8204280545, records of King County, Washington, And: Lot 2 of City of Tukwila short plat No. 81 -39 -SS as recorded under Auditor's file No. 8204280548, records of King County, Washington. EXCEPT: that portion conveyed to the City of Tukwila by warranty dead recorded under Auditor's file No. 0901270733 in King County, Washington. LL PPir1 o•_ILLtuAm CONST, NORTH SCALE: 1" • IC* ft. DATE: n1 --r eel Tun oWi4t Ole TRAArb 1, a 45 1u1 741aMRL141C GWT *R. 11ULRbb ( GIrb4-1T 01-10 O,ya1W.1 lb &UM CfrLt*W T1Jb RIG11Y oA Ar eelwilr Ow IMO AdIILObb T11ei11. TRACTS MDR T14 . muglfieb* of P.IAI iTe11.1A►Jdn. R11Milt cl . R111P1.A«IMIWT deo A►.K 61-40 ALL uwooneAnuim UTILIT1eLb , T411f► �.ASI� -ift 1 b J.Al L eW11 W ITU T 4it Loup ALTO 641444.1.. bt OI►JO1WG e•.1 4.L1 i6 1.Ie111R5, buCas, on b MSC) b.6b4G4e.•40 . /111eiT I MICA L1 Me MAP 1 . _4. 1? ?' 17:11 4o'r'Qo'L • TRACT 1 W,O•i7'Oo"• T�— 1•1' NO taw' 60' NOT A `PRa r 2 2 3 uNa SS 015141111.0 1 w TRACT lb I I, 1 lb Is1S 1011101C. 0.11L0 Genf e'bA 11100.1= 40' in' s 4.1'M AVM. Land Surveyor's Certificate: This Boundary Line Adjustment /Lot Consolida- tion correctly represents a survey* made by me or under my direction in conformance with the requirements ;f appropriate State statute. Name: Date: . G - ,- 89 . Certificate No. /4/22‘ * A lot consolidation does not require a survey of the perimeter unless the lines are adjusted. (29 /BLA.MAP) <K101'IM 1.114' Map on File in Vault Direction: Ab buaw1.,I Scale: 1"-low Stamp: Page of SUAmeoc< c((( 44 CACC 1COIC- re sAy 5 S u716L-11 C rksiog--e ; P S m CU.frg \ C geV (SO 'D N. 0 74' (S S U 77C_, ice:Ilielei°1 cffizt- r\( p. c -7-"c‘) 6r--e-7V L 17 G A d- l S ke- 1lE/2S G RsLet.,_,,i;&ae CS C _c‹..t.e-e) 3Kia/ 61- 27/ 6 (? ` ~ Shamrock Center Meeting (#89-424, 89-425) January 26, 1990 Staff Present: Vernon Umetsu, Associate Planner Becky Davis, Permit Coordinator Phil Fraser, Senior Engineer Applicants: Robert Christiansen, Edberg Christiansen Architects Bonny K. O'Conner, Holaday Parks Becky Davis confirmed that the purpose of the meeting was to take a cursory review of the proposal and identify only major concerns or plan resubmittal requirements. Planning_Diyisign_CgnlmeOtp -Show boundary line adjustment on plans (both site plan and civil). -Show Fire Department access easement. Applicant needs to review access with Fire Department (site plan will be forwarded to Nick Olivas with a message to contact Bonny O'Conner. -Building setbacks appear to be o,k. -Reciprocal utility easements required. -Site plan and civil plans should reflect new property lines as a result of the dedication of right-of-way on S 134th St and 47th Av S. -Beauty bark must be removed (this is a condition for final inspection of existing building #C to be completed by O'Sullivan Construction). -High dock(s) must be 65' deep and truck loading area marked. This needs to be shown on the plans~ -Screen compressor unit(s) and storage areas. Minimum 8' high fence for storage. -Landscaping shall be provided in rear of buildings to break up large masses. Storage area must also be screened. Concern with visual impact from Highway 599. Submit landscape plan (2 sets). Public Works Comments -Revise storm drain in rear of property to connect into ditch system. -No revision to shale system is required except for removal of beauty bark used in landscaping areas. -Review frontal improvements and developers agreement. Developer agreement, original signed by O'Sullivan Construction, must run with the land. New owner o+ buildings #B and #C will be required to contribute to public improvements under this agreement, -Provide reciprocal utility easements. —Submit revised site and civil plans (eight copies). Applicants were provided with copy of the recorded Boundary Line Adjustment and the original• developers agreement. CI y of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 (206) 433.1800 Gary L VanDusen, Mayor TO: FROM: DATE: SUBJECT: MEMORANDUM a, Q1c) 41 A) 1q8'6 Uf6e,, 63,09 �a1- , e d cx `1 (10 /T2.MEMO) TRANSMITTAL: Edberg/ ChristAnsen Architects PROJECT NAME: TO: 1Nfi ►I ► gPCI<N/ DAVIS ctrjTUGI� KV4 L/46 PROJECT NUMBER: DATE: TIME: I ATTACHED: Y SHOP DRAWINGS: COPY OF LETTER: PRINTS: CHANGE ORDER: ORIGINALS: DETAILS: REPORT: SPECIFICATIONS: OTHER: DELIVERY: MAILED: DELIVERED: PICKED -UP: FAX: COPIES DATE DESCRIPTION .)01-1 C1°r 6 TFL-gti1lc4t FOR YOUR USE: X AS REQUESTED: FOR APPROVAL: FOR REVIEW: PLEASE COMMENT: REMARKS: pi 6A<--ur. SIGNED: COPIES TO: ADDITIONAL SHEETS ATTACHED: 031589MJH Architecture & Planning 616 First Avenue, Suite 400 Seattle, WA 98104 -2258 206/682 -2857 FAX 206/682 -2936 oscl /id Wint a)vu apat,'ca.wt my ri.oci 47) rL o (z) t sCO pa- - (/k er' Oyu 71,7(1)- '-�. - G G6f ev.�Cc ✓�-G �C�IC•a� '" - / , 4 2A ' d 6 C a Z 5 $ - t - c - e - gleciej C i A ¢ . t i w / & , & . 616 45e,a2,et, \IA I s eeci &71,t,-(4.u66 (71e)-uuu 4) ueza a - ha_fin.4- (.66:. /a, 4 C Iiio. rinaj - City of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 (206) 433-1800 Cary L. VanDusen, Mayor MEMORANDUM TO: P1 /6 ‘5/4a ,in rat (64 ter FROM: Ael'..[J gL�LL . 2) OATS: i I lx7j9 SUSJICT: 1/4 h 6/ f f e °,6 15, /o 1 Z- et FY Cur t 'GQ Iq,gi1g6'J( NJ18,30 =- A 71, 7/S To &ei-e, 1. (p[�,qy bra 4 Ol RA 9-e.- .5'61 (10 /T2.MEMO) UUILU1 - F'LFiMI l (POST WITH INSPE`' ION CARD AND PLANS IN A CONSPICUOUS LOCATION) CITY OF TUKWILA Department of Community Development - Building Division 6200 Southcenter Boulevard, Tukwila WA 98188 (206) 433 -1849 BUILDING PERMIT NO. DATE ISSUED: 591') ?)-(9--1- S 4600 S 134 P1 FEES DESCRIPTION AMOUNT RCPT 1 DATE 3- x'"1'410, BUILDING PERMIT FEE ,__3,440.00 PLAN CHECK FEE PHONE 621 (OJR9 2,236.00 4030 12 -06 -89 BUILDING SURCHARGE 4.0 (pgaq 3- • cip ENERGY SURCHARGE PHONE 6182-2857 IZIP 9R104 ADDRESS 616 First Avenue #400, Seattle, WA OTHER: OCC. LOAD TOTAL SQUARE FEET _ 30 , ., TOTAL OCC. LOAD .. TOTAL • 5,680.50 ,.o • .. PLAN CHECK 89 -424 PROJECT INFORMATION SUI VALU • CONS - U ON - $ 966, 942,00 PROJECTNAME/TENANT Shamrock B ASSESSOR ACCOUNT* 261660- 0035 -0 TYPE OF (X) New Building Addition Tenant Improvement (commercial) U Demolition (building) U Grading/Fill WORK: 0 Rack Storage 0 Reroof 0 Remodel !residential) 0 Other DESCRIBE WORK TO BE DONE: Build new two story building. PROPERTY OWNER Holadav Park . Lac. 292-1160 2.92 -1160 ADDRESS 6.6 First Avenue /t600, Seattle, WA PHONE 621 ZIP 98104 -8884 ZIP 98104 -0567 CONTRACTOR Robert . ile Bay Cons .ruction Tnc_. ADDRESS 205 Columbia Street, PA_ Box 45E7, Seattle. WA, WA. ST. CONTRACTOR'S LICENSE # ROBERE676LL0, EXP. DATE 5/90 ARCHITECT EdbergJChristiansen Architects PHONE 6182-2857 IZIP 9R104 ADDRESS 616 First Avenue #400, Seattle, WA USE yiareho -B-2 Office 111 -2 COOS COMPLIANCE (through Public Works1 ZONING: M -1 BAR /LAND USE CONDITIONSoyes Go No FLOC me SQUARE FEET OCC. LOAD 9QUARE FEET OCC. LOAD SOUP) FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD TOTAL SQUARE FEET _ 30 , ., TOTAL OCC. LOAD .. 1st' 14 • : ,.o • .. • , SHELL 0 LY J TOTAL 30,464 186 TYPE OF CONSTRUCTION: V -N UBC EDITION (year)88 SETBACKS: N - S — E - W - FIRE PROTECTION ®Sprinklers 0 Detectors (] N/A UTILITY PERMITS REOUIRED?J Yes ®N o (through Public Works1 ZONING: M -1 BAR /LAND USE CONDITIONSoyes Go No CONDITIONS (other than those noted on or attached to permiVplans): APPHOVED FOR ISSUANCE BY: BUILDING DATE: OFFICIAL -� -q I hereby certify that I have read and e ned this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance or work. I am authorized to sign for and obtain this building permit. SIGNATURE:- 0 DATE: kl � �-- " J9-9D PRINT NAM > f)e, ft , n(A (L C N COMPANY: / / Cl0 ti - J -CC r -S I N This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. CERTIFICATE OF OCCUPANCY NO. f DATE ISSUED: vat i aim 35977/5T7 8 5H'ct •C8JTER BLDG: 8 3L4cG. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO, q( J) g(Zz 2 -- Z - 7 r ‘t)( /.7., / gUoA g3000 29.4, 5. 90 t �-(9 Ze 117900 ! 70 C1 <<� . H0300 4/30 , [ tit) . cC�O��o L I ' f CIT OF TUKVVILA I FIELD TEST DATA TRUCK TICKET NO. / F32. f'7 7 TRUCK SAMPLED 1 6 / TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEM�'Q `fl 21.T. A CJ Q G PM FACTOR CONC AIR /o (0 -S r / gUoA 5. 7 9 0 TOTAL , DATE 2z-7i FILE NO. ri -3i P [J ECT Q •./ 20� 19‹ < A ez 6_ 6 LOCATION ge00 C tI /. I r,,l v, Gte OWNER _ BLDG. PERMIT NO. WEATHE Yom„ TEM�'Q `fl 21.T. A CJ Q G PM E`T A)d ARC IT/E�CT /� / l Ili/t., . .f}!vi RAC TOR Ga�4 /7 .._O rd-, l.. .,9A/LC 7 BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT e7 O FA. NO O 0 CA. / gUoA WATER 7 0 ` L TOTAL TO: ATTN: . A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 A)--D/4 tA Li/I I t e oNNI? 0 cifvfix-7-«. LPG lc-, 415 . 7 t "(dr a,4 % AO MIX NO. C( C( LINDER REPOR( CONCRETE: PRODUCERS AEA. PLACEMENT AREA 8 NOTES f/ • 2!_. I COPIES TO: )(.44 ! b[ Fid5, 'k1. , i LA) 4,4 COMPRESSIVE STRENGTH ADMIX CAC12 // ( i ce / NG- onTr Q� w►,✓ S . _ -) 7 - INSPECTOR: SIGNED: SEE FIELD REPORT NO. CR N.9 3621 PLANNI DEPT. I CEMENT DESIGN STRENGTH CU. YARDS PLACED A.A.R. TESTI BORATORY, INC. 3 co September 5, 1991 City of Tukwila Dept of Community Development - Permit Center 6300 Southcenter Blvd Tukwila, WA 98188 Attention: Building Inspector Reference: Shamrock Center - Building B Dear Sir: ROBERT E BAYLEY CONSTRUCTION, INC Fred Bushby Project Manager FB/kr Vb'bldglnsp.ib 5977 Robert E. Bayley Construction, Inc. Washington License 0223-01 80.DE- 8E•0375N0 Oregon License #29293 California License #350564 Utah License 00000. 29196 -0 Hawaii (Accost) #80 -9593 Maryland License 0113776570 Virginia License 0029109 New Jersey License #0100406702 Illinois License #55753805 This letter is to certify that the building insulation at Shamrock Building B is installed per plans and specifications. Specifically, the roof is R -30 rigid insulation under the built -up roof. The walls of heated areas are R -11 with FSK barrier where it is exposed, Between the second floor and the warehouse, R -19 unfaced insulation is installed. At this location additional support wires were located over each sprinkler head per the Fire Marshall's directive. Please feel free to contact myself or Ken randall (jobsite superintendent) should you have any questions or concerns. Sincerely, Corporate Office: 205 Columbia Street P.O. Box 4567 Seattle, Washington 98104 -0567 206/621 -8884 Facsimile 206/343 -7728 California Office: 3730 S. Susan Street, Suite 200 Santa Ana, California 92704 714/540 -8863 Facsimile 714/556 -1484 A.A.R. TESTING LAB INC. R.O. BOX 2523 REDMOND, WA 980/3.2b23 13WBE CER I II-IED (206) 881.5812 FAX (206) 881 -5441 7126 180th Ave. N.E. Pork 180 Site C101 REDMOND. WA 99052 August 27, 1991 File: 91 -315 Tukwila building Department 6230 Sout1 -enter Blvd. Tukwila, Wa. 98188 Project: Shamrock Center Bldg. B Address: 4600 S. 134th Place Permit; 5977 I.xe /Concrete Inspection 2.$tructural Steel- Welding & Bolts 3.Expansion Bolts 4.Pane1 Grouting Sincerely, A.A.R. TESTING LABORATORY, INC. Frank Foster Field Supervisor cc: 11oladay Park, Inc. Engineers N.W. Robert E. !Bayley Poet -It" brand 1« nsmittat memo 767 D RUG 2S 19 ROBERT E. BAYLEY CONSTRUCTION, INC This is to advise you that special inspecLions are Completed on the above referenced project. The following inspections were required and copies of all inspection reports have already been forwarded to you. All work inspected conformed to Tukwila Building Department approved plans, 'specifications, Director's Rule, UBC and related codes and /or verbal or written instructions from the Engineer of Record. Our last report is dated 8- 22 -91, number 4770. CONSTRUCTION INSPECTION AND MATERIAL. TESTING September 6, 1991 City of Tukwilla Public Works Department 6300 Southcenter Blvd. Tukwilla, WA 98188 Attn: Dave Larson Re : Shamrock Center Building "B" 1 4600 South 134 th Place Tukwilla, WA 98188 Gentlemen: Sincerely, Way 's Roofing, Inc. C C C Scott Akin Estimator WAYNE'S ROOFIN INC. /2Z__ Pursuant to your request we are here on certifying that we have installed a three ply, smooth surfaced, UL Class "A ", Fiberglas roofing system over a single layer of 4 inch thick (R = 30) polyisocyanurate insulation in strict; accordance with the requirement of Consolidated Fiber Glass Products Co. (Conglas) specification 11 RI- 24P -SS. The roofing system for this project was installed as a subcontract with Robert E. Bayley Construction, Inc. under their building permit #5977. The roofing system was completed on July 5, 1991. If you have any questions or if I can be of any further assistance, please do not hesitate to contact me. g.-7 1114 13105 Houston Rd. • Sumner, Washington 98390 Sumner(206)663-4456 • Seattle (206) 575 -0078 • Fax(206)863-8311 W A.VN- F.A- A Ed 'd ££9 -1. Jl'I I .di:08 S3NJ.df9 : H0Jd • .= . J,31J,dH '3'd:01 £S:80 T66 90 d3S 7126 180th Aye. N.E. Park 180 Suite C101 REDMOND, WA 98052 August 27, 1991 File: 91-315 A.A.R. TESTING LABO( NTORY, INC. p P.O. BOX 2523 REDMOND, WA 98073-2523 DWBE CERTIFIED (206) 881-5812 FAX (206) 881-5441 Tukwila Building Department 6230 Southcenter Blvd. Tukwila, Wa. 98188 Project: Shamrock Center Bldg. B Address: 4600 S. 134th Place Permit: 5977 1.Resteel/Concrete Inspection 2.Structural Steel- Welding & Bolts 3.Expansion Bolts 4.Panel Grouting Sincerely, A.A.R. TESTING LABORATORY, INC. Frank Foster Field Supervisor This is to advise you that special inspections are completed on the above referenced project. The following inspections were required and copies of all inspection reports have already been forwarded to you. All work inspected conformed to Tukwila Building Department approved plans, specifications, Director's Rule, UBC and related codes and/or verbal or written instructions from the Engineer of Record. Our last report is dated 8-22-91, number 4775. : , - 1 i. ■ , 1 '., I i Y i cc: Holaday Park, Inc. Engineers N.W. i AuG 2 9 1991 i Robert E. Bayley , I tm' uvoLA '''..',3 1---- CONSTRUCTION INSPECTION AND MATERIAL TESTING WAYNE'S ROOFING INC. WAYNE'S ROOFING INC. September 6, 1991 City of Tukwilla Public Works Department 6300 Southcenter Blvd, Tukwilla, WA 98188 Attn: Dave Larson Re : Shamrock Center Building "B" 4600 South 134 th Place, Tukwilla, WA 98188 Gentlemen: Pursuant to your request we are here on certifying that we have installed a three ply, smooth surfaced, UL Class "A ", fiberglas roofing system over a single layer of 4 inch thick (R 30) polyisoeyanurate insulation in strict accordance with the requirement of Consolidated Fiber Glass Products Co. (Conglas) specification # RI- 24P -SS. The roofing system for this project was installed as a subcontr Robert E. Bayley Construction, Inc. under their building permi The roofing system was completed on July 5, 1991. If you have any questions or if I can be of any further assistance, please do not hesitate to contact me. Sincerely, Way 'a Roofing, Inc. C Scott Akin Estimator r rP,11\d , SEP 8 1991 CIT Y Ur- I umwILA PLANNING DEPT. 13105 Houston Rd, • Sumner, Washingtan 98390 Sumner (206) 883 -4455 • S•attl• (205) 575 -0078 • Fox(206)853-8311 WA•YN•63•R•i0506 ze•'d ZE9 -1 9N1d00a S3N1.df1:WONd S992TEPT =O1 0S:80 T61 90 d3S L SYSTEMS IV FIBERGLASS ROOF SYSTEMS I145ULATED DECK TWO LAYERS CONRLY A -Iv 5E1 tH7O ROOFNO ASPHALT ONE LAYER CONOASE — M1125 PERFORATED SET OPT OVER iNSULATICN .RI- 24P -SS U.L. CLASS A / SLOPE RANGE: 0' to 1/2" r•w//wOwl� ■ mw,w•� CONCOCT CC -20 EMULSION •••---• POLYGON ROOF INSULAT ;ON APPUCATION" THE 14000 0E014 snag be fern, clean, dry and smooth eoplleatbn of roofing and Insulation materiel' Pealed wood native, its tame thickness ae ttir tnw;adon, shall be Installed at deck edges and to underlie any galvenitild metal flanges. NOM* shed ba nominal 0' wide or metric at''eeot ono 'non beyond ranges to be mowed. !IOCF INSULATION shall be spoiled In an approved manner with joints In the long dtmanalon of the board o0ffar1004e end lotnta it the Mott dimension of the board staggered it lent 24'. Insula*gn shall NirsIMfb fags duE to fat around projeatene. Oraksn edges or m=ssslve paps shall be properly titled is prsvlds a unfomi modem forth* roof membrane, ueferto appropriate mar Insulation system specification for additional requirements ?slating to inetilladon of roof Insulation and/or vapor retarder matarlal., CONSAUE M1123 PSPIPOMTID shad be applies at right angle, to the oontInuousjodnnof the audio. to be roofed, Paae angst Shall be lapped 2' on aides and 0' on ends. :an so the flow of water le over or parallel to, but never agalnat the t. I Extend to the top of the cant strip at the bus of wall* and vertical surfaose. Apply MO2I PRI9POMTED OIRY,,,WRHCUT ASPHALT. (During windy cond!Jons, very light sprinid. mapping May be nsueaary to t.mporartly meows the sheet to the Insuladon) EMBED two (2) pies CONFLY MV in shingle fashion, tapping 19' with a 17' swim CONFLY A.W shall be lapped n the now of woo Is over or Parallel to, but never ad einst the laps. Alf end Imps shad be it 'sea 4' and {scent end laps shall be at lent 12 spat EMBED she hull wldth of each Meet In hot ',shah applied d at a nontMU rate of 301a, per 100 sq. R, of roof aria Each ply Rested ii;My breamed, using a moderately soft aommsrniel push broom, as it it a otled. Al plies shed "Mond two Inches above the top of the cant strip, solidly adhered, auakloe or fienmouths shard be cut and repaired, VALI.CYI(WATE14WAV11 shall receive an extra Payer of OQNPLY A'IV which shad be at lout 20' .rids. R shad extend at least 0' up Morino, out of valteye, This ply Shop be aid on tap Ot burs shoot prior to a pllaetlon of other plies Embed the full width et rash sheet In a uniterm mopping at hot asphalt applied at nominal tats co go um OR 100 so, It of roof area. hS $Us1FACE to reeN.costing shall be clean, underm, math and dry. All flshmouth,, bucklers ordry isles shad be prepertf repaired anon, "ppll:aeon of owing, A minimum 30 day sure time dish be allowed pow be whiting. COAT NIINTI1Ra StJFFACIw1MCONDOATCC' 20 .Nofthnie()galton.par 100 aquels feet of roof area ON SLOPES exaeeding 1.1/: pee foal, alt SUFI shad be applied parallel to th.sfppd clank. On slopes:' perferal end pester, the pity sheets small be 'bsek.natled' to wood nahn OAP desalD04 In the ' 0.n.ral faequlrentenb aertiori, 1 tWer t■ ' 0eneral tigUremsnts' for proper melt point of asphalt 'Or elope Involved. kec L 'Kohut* n Uaulnmsnt7 from ral rAe m the 'Osn *token Ors considered ed part of the MATERIALS MATERIALS REQUIRED PER 100 SQUARE PEE1 OF ROOF AREA; PCLYCCN Reef Insulation 100 0g, it CONIBA91E MU: PEFIFOFATE.0, 1 ply 22 lbs. CONPLYA -IV, 2 piles Asphalt*, pile. (a SO rt Ihe. tit) Iba, CONCOAT CC -20 EMUL910N, 3 peril. 24 lbs. Accessories and Flultln; Materials as PMequlred NOTE! Retort* approprieta roof insulation systrm apssdtcetIon for breakdown of Ineulaion and vapor retarder materiels to underlie the roof membrane, 1 - FMNINTY SEP 0 81991 (AI I u I 1 t..w. w PLANNING DEPT. NOT; This ebeotiedean does nor qus>rNy MP • Conplaa Savior 40 Ouar*nt*a 1191 C oNSOL IDATE DrIiERGtASS CTSCOMPAN Y, INC . 310iSTA?fiMD sTRegr•IIAKEttsetei CAUPORMA933011q1.1.005)3naCd 20 'd z£9 -1 ON I d00d S3NAdf1: WOZId S99z.iI"t :O1 TS t 80 T6, 90 d3S 09/06/91 11:09 FAX 2063437728 BAYLEY CONST, 44- TUK PUB WORKS ;/J002 WAYNE'S ROOFING INC. September 6, 1991 City of Tukwilla Publio Works Department 6300 Southcenter Blvd. Tukwilla, WA 98188 Attn: Dave Larson Re : Shamrock Center Building ttB" 4600 South 134 th Place Tukwilla, WA 98188 Gentlemen: Sincerely, Wa is Roofing Inc. Pursuant to your request we are here on certifying that we have installed a three ply, smooth surfaced, UL Class "A ", fiberglas roofing system over a single layer of 4 inch thick (R = 30) polyisooyanurate insulation in strict accordance with the requirement of Consolidated Fiber Glass Products Co. (Conglas) specification # RI- 24P —SS. The roofing system for this project was installed as a suboontr Robert E. Bayley Construction, Inc. under their building perm The roofing system was completed on July 5, 1991. If you have any questions or if I can be of any further assistance, please do not hesitate to contact me. C S cott Akin Estimator MEM SEP 06 1991 CITY OP TUKWILA PLANNING DEPT. 13105 Houston Rd. • Sumner. Washington 98380 Sumer(206)863-44515 • Seattle (206) 575 -0078 • Fax(206)863-8311 WA.VN- RR.A•MIOR 2.12I•d M ; -1 glNi-liInA Ra NAHM!LInUJ inntua •�•�,.. -„ 09/06/91 11:10 FAX 2063437728 BAYLEY CONST. 4-' -' TUK PUB WORKS September 5, 1991 City of Tukwila Dept of Community Development - Permit Center 6300 Southcenter Blvd Tukwila, WA 98188 Attention: Building Inspector Reference: Shamrock Center - Building B Dear Sir: This letter is to certify that the building insulation at Shamrock Building B is installed per plans and specifications. Specifically, the roof is R-30 rigid insulation under the built -up roof. The walls of heated areas are R -11 with FSK barrier where it is exposed. Between the second floor and the warehouse, R -19 unfaced insulation is installed. At this location additional support wires were located over each sprinkler head per the Fire Marshall's directive. Please feel free to contact myself or Ken randall (jobsite superintendent) should you have any questions or concerns. Sincerely, ROBERT E BAYLEY CONSTRUCTION, INC J Project Manager Fred Bushby FB/Icr \tb'bldgins 4that, Robert E. Bayley Construction, Inc. Washouton Loam's 0223.01 R0•BE•RE- 9375N0 Oscan License #29293 Ca'dar he License 0350594 Utah Lc.n,' ,0000.29199.0 Haws+ License 09C - 9593 Maryland L eenn 419779570 Wpm L,censa 0029109 New Jersey Licence 00100405702 Icnos Lcence 055753855 Corporate Office: 205 Columbia Strain P.O. Box 4567 Seattle, Washington 98104-0567 206 /621 -8884 Facsimile 206/343 -7728 California Office: 3730 S. Susan Street, Suite 200 Santa Ana, California 92704 714/540 -8863 Facsimile 714/556 -1484 01003 ,-- zz -f DATE (1 FILE O. 7/ _3 ( &P 6- 4 P CT ,Q ADD 1 BLDG. PER NO. 7 7 C lG,i 9- OWNER WEATHER C�7NL TEM a AT AM (� AT / _, PM ENGINEER vc..rit,C A . ARCHITECT a RACTOR TO: Y A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 AA sue^ 4©0 $ 77G L ,0 /6y INSPECTION PERFORMED: ( FIELD REPORT RESTEEL O FOOTINGS CONCRETE O AUGER CAST PILING O MASONRY 0 SLAB O STRUCTURAL STEEL 0 WALLS O WELDING 0 BOLTS COLUMNS O OTHER 0 OTHER LOCATION(S): S • Z? -,�? i iI �� tniV 7 �ZZG141 . SUPPLIER REMARKS' Date or Plan Number PRIOR REPORT FR N 4775 / / CONCRETE 0 GROUT 0 MORTAR / MIX NUMBER ` / DESIGN STRENGTH 36V0 CYLINDER REPORT NUMBER '3 -/ NUMBER OF SAMPLES CAST SLUMP AIR CONTENT TOTAL CU. YDS. PLACED CONCRETE TEMP 7 TIME ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. O YES ONO 4 3-7 a, ) c 9Ar 7 4 !.!/ld -7 G 2t Goa COPIES TO: 1 V-w►1k (ckb V\s■.Y.e•ers NUJ,, No\ad - � �1� A.A.R. TESTING LABORATORY, INC. CZ 7-7 SIGNED .A' -��,A .. INSPECTOR' DAT _e'('— 7/ e .-.. L 3/5— LOCATION #00 -' . 7 /9. fC/ 9 PERMIT NO. 7 OWNER WEATHER / TEMP AT AT AM PM ENGINEER � %Vt S HITECT ' A I CON •ACTOR • Jo. / ' / J OAS FIELD REPORT A.A.R. TESTING BORATORY, INC. P.0 ' • X 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: /I .0 (-.4-- P~C 4fX., DO cld'71 /,Ire - o ATTN: £, ' t 1 MJ COPIES TO 'u`C.WI`a ZIc • 1)� ttt / av ■P q tt•) 406 drk 1 tr k 1 6 1N e- z ?. - ql SIGNED: PREVIOUS . REPORT No. No 1666 6 4 X/I-ef7 erIVAr0 a-e-7 2? 7AT /// 4 - (9 _; AZo INSPECTOR: Z4 / V / FIELD REP DATE FILE NO. PROJECT .41/2i 0 4C c rR. v-176 B ADDRESS Lid ot.) S . 13g pi_ BLDG. PERMIT NO. OWNER WEATHER r'LJ TEMP AT 8 ;00 AM S, � AT PM ENGINEER t. Mll e . AI CA) ' ARCHITECT CONTRACTOR R. F r yi_ y CoNST. (;53 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: {foLg nAy-- PARK rAIC ATTN:.Qt ja(l I. p' f2 Al j1402 ter 16? ,s-a 60 0 .5`grAlt(ri• c, 761c E INSPECTION PERFORMED: FIELD REPORT • RESTEEL .1 CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING O BOLTS O OTHER SUPPLIER (Y1 I t.� - `t' MIX NUMBER o cj x CYLINDER REPORT NUMBER L - / . l o. ? SLUMP `-1 n AIR CONTENT COPIES TO: ' fiuk-wt to, 3 - i' ) £VIShee6 INSPECTOR' U-t. V, C341 Lev 1 oka - Pao-1t_ A.A.R. T S N (v--t "�,I SIGNED' Date or Plan Number PRIOR REPORT N2 4918 FR O FOOTINGS O AUGER CAST PILING ■ SLAB O WALLS O COLUMNS O OTHER LOCATION(S): a?'ta)EFX( 13 f o L. ; N r= c ,) • o t= S' Li Az . 6 I rW c,) aL K 4 4 g TV cv " orb' L T-o D . 3 4 /q Tv A. L t et ,; Ba.sigr-r 7-Av., p R (nl „ 444 . ▪ CONCRETE O GROUT O MORTAR DESIGN STRENGTH t'Oo o NUMBER OF SAMPLES CAST 3 -Co X 1 2 TOTAL CU. YDS. PLACED 6 CONCRETE TEMP to ° TIME C 3 0 ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. A YES ONO REMARKS' 1,37 L J a L ,a.c�Tia -1,r Jr ) 4} ciee,-7 C s Pee - r) ORAT • RY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 6 54 L I 4 4,- ILI 7 dog& _ /o7/00 ....--,/,€--. 1-1 /-/ X? 0#41 G, 56 6 TOTAL - 4- 5' 18 1 4 567 & u 41 7q/oo a zgo 0 FIELD TEST DATA TRUCK SAPAPLED* /Z3 TICKET NO. ice / 753 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CORO AIR (pl 47e _ .......-7$4--- ....--,/,€--. WATER X? 0#41 TOTAL DATE d _ 7...._ 7/ FILE ; ii, ......3/.3 C .1Eda$: PR Aftlikrl Ci/ LOCAT4p de ._5 4.7 0. i. BL:75r&,o. o w g ,F . 4, ,10,,erfr WEA ThER FA. TE-P.;-, ENGINEER irde% ARCHITECT /760 CONTRACTOR , ,F,41/Zej/ eivvnit_6alot BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT FA. iy r#A. /760 WATER X? 0#41 TOTAL A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073-2523 DWBE CERTIFIED (206) 881-5812 FAX (206) 881-5441 TO: / 4 1 -444y),/ ,PAtwd, ..r/te ATTN: A1/11/4 /640/1/4/0 6 / 6 / 4$ 600 ariv, bin 76/O MIX NO. 4 0 fX CYLINDER REPORT SEE FIELD REPORT NO. COMPRESSIVE STRENGTH PRODUCERS CONCRETE: Ar-Z/g3 CEMENT AEA. ADMIX CACI 2 PLACEMENT AREA & NOTES ..: . A':.,/ V, / I4' i . INSPECTOR: COPIES TO: - 1 - 114W ICI - BO-S. 1)* 2-$A5MetV'S A.A.R. e e , - SIGNED: EST N2 4112 CR s_ o RAceli tit/ Sia L /9A) .555u LAB CU. YARDS PLACED 24, O 09 DESIGN STRENGTH ...e RATORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. s594 5 s- 2.c. 7 6 ?OA 1 g5 -0 /079 0 0 3 Tao /---( 3 1 6-it( a I /72800 / /0 I-1 s---96 6 - /t-/ A$ /7/500 h070 1 FIELD TEST DATA TRUCK SAMPLED � TRUCK TICKET NO. 1 73 (0 3 7 THE SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 4 3'2V 4 1 g5 -0 5a s$ ,5-4 TOTAL DATE / 1 _ cf i 7/-3I5- PROJECTS. I g M v o L ih 8,0 9 LOCATION 4600 5 13 4 k / c e- BLDG. PERMIT NO. -5 777 OWNER WEATHER OUe r cv 5 /...- TEMP �^ AT s p AM AT PM ENGINEER ,� / 1 Ak} i * Ne.ers /v W ARCHITECT CONTRACTOR /I G /�'1� PC E V c[ 1 f t. 1.2 Ce q 3* BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 5/7 FA, /,3 YO - A 1 g5 -0 WATER zrs TOTAL A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881-5812 FAX (206) 881 -5441 TO: 0 1 e-t. c P qr k - h c_ ATM: L3'6 Khit L/ Co PRODUCERS 6/ 6 114 A v e- 4■ 6 Oa 5 cAa, 9 Wori MIX NO. CONCRETE: © c' CYLINDER REPORT A; l COMPRESSIVE STRENGTH AEA. ADMIX CAC12 CEMENT 1 4 it SEE FIELD ei 6 51p REPORT NO. N2 3959 R CU. YARDS PLACED 9/6. % DESIGN STRENGTH 3 ©OD PLACEMENT AREA S NOTES B19 i h I -c #1. o r J 5' l e ✓ t K e r 4.1 t re v e ,, P'O" 3,54 , /�ue_ - CvOL4% 3e1 -to I Vita ( fro � � A10 tM . c tN; /O Ac a,-.1, Jock ref • wgt/ ,/ INSPECTOR: •• ` —M COPIES TO HOL! I)K/ - IIAN Ett1(I AIEERS 1.1Wi A.A. TE T BOR TORY, INC. RE' B+W LE`/ / TU KW ILO `DEPT 5-31gisIGNED: CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 53 S 1 5 - 7 (X(? 17 go /2020o ¥250 3( 4I 5 5 -2 28 `I'l V ci-Z.1 2.8 5t7 s4�o0 5 I ... f�.. z (.50( 6 33oo 22 40 SL4-ni � s� 5 C /0600 3200 54-oZ 5 -s P /c.`� 9 7000 3568 \i FIELD TEST DATA TRUCK SAMPLED ) 32 TRUCK TICKET NO. 09 V s TIME SLUMP % AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR : 36 S 17 go ARCHITECT Ce 561 6 A I TOTAL DATE -/- 7/ FILE NO. 9/- 3 /s DESIGN WEIGHTS PROJECT i n G,rv*" 'o (&,-t4-' ADJUSTED WEIGHTS LOCATION c/ S. 1 (4 p 56 L I BLDG. PERMIT NO. OWNER FA. WEATHER 3 c../Y1 ✓-t / TEMP AT AT AM PM ENGINEER �'1� , 1J& (� / U'�- 17 go ARCHITECT CONTRACTOR ` /' h ,1.5 /& )/. (T-Ls 2 BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 56 L I FA. / cic-(Q CA /S' 17 go WATER 2 6 A I TOTAL TO: A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 h ce. y ter, c A /J CJY"N ►'1,' C C! N N C41 Jz /s1- GA ( J& 3u :1/4. Ciz au _-1-.1.k . 9 8/0 c-( PRODUCERS AEA. PLACEMENT AREA & NOTES MIX NO. / () CONCRETE: COPIES TO: HOL.ft DF 1 PA RK ?E 1319 ■/ LEY/ CYLINDER REPORT COMPRESSIVE STRENGTH CEMENT INSPECTOR: EWL\NE RS I\.L X) (T KWI LA 131.1D C. DUI SIGNED: SEE FIELD REPORT NO. N_ 3887 CR CU. YARDS PLACED / J • DESIGN STRENGTOU CS DMIX CAC12 n c (Q'4Q /a C.12. c7( l .•e=k m mQcham;c 1 (� n cf - Sc� I �Ac 4Q � . J� e ; C fc >�i � e d f 1 /(12. 06z 1 r'' �(ceckir Err+ /oc (71-1 3. , S A.A.R. TE TI, • BORJ TORY, INC. DATE PROJECT 5 /.K /. P G—As LOCATION 40 / . / 9 4 -/ • BL WRT"NQ. 7 7) OWNER YEATHER TEMP AT AT AM PM KY/v. / y ENGINEER �i1Irrot_a N ARCHITECT CONTRACTOR /2 -E - G , Pa,t�s FIELD REPORT A.A.R. TESTING ABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: ATTN• �i Si 1�.. nvy A�f euG- x /1423 -ri240, Q m,t) r•tg.47' o k/ / 7 7 � Jlo �t7,.oit sa �.� /�./ a s *4 ,S G7o i..1 � , � o /.►' /. 1,U` - > Iiv 72v17 e z/} 'D C itt Ti A.?) u 42/ &T. COPIES TO f frpt.i.< e .44 711 A--, �'j - '' /D Cl HOL, DRY - PR EK.1 ELI,CIUEEES N W / "35 COUST . - 11) KU.II LA 1;3\ IY,. 1 INSPECTOR: FIELD EP• ' T SIGNED' PREVIOUS REPORT No. d�f.CT�,uc— No 1645 DATE I ' ma y Z3-7/ 4/"'. 3 /_1 PROJECT p �/t-OcX 46 e- .l3 LOCATION Q(0 I V " d 4 W uTr hip. OWNER 4 ,7„) TEMP AT AT AM PM ENGINEER S � ' Vn) ARCHITECT CO RACTOR FIELD REPORT A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 T O: /V4/7)/4 474( ^ e- 6 /6. II-i° Ck &7 /a © €o TA /d ATTN. 4' 'V � l G ` / &1r1/} -7,k /I4m R,a - -- 14/17/4/ fc4 .eaL2) . S-70 c5 COPIES TO NWT WI LA 15 L 1)6. DEPT - S 3l~ l ti O LRD AY `PR RS. GI MELEE. 69.v tr 0.17;o/✓ ,•1# INSPECTOR: PREVIOUS REPORT No. T No 1745 CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 5 '' S C k. 1 c - I 5 -5i 7 t_xr? /7 g 0 /2612 0 o V250 1 4! 5 1 -21) 2. 8 /500,0 54 e) V -2-1 28 , / 51-45o0 5 4-70 cp400 5 I . - 1- '; Yc-. 2- &)(i 633oo 2-2-4.0 $L72. cg-ol i ( 4:-r/. c/ 5 got000 3 z 0 0 5 4-o2 V 5-8 . c.... 1 V qq000 356, NII FIELD TEST DATA TRUCK SAMPLED / 32 TRUCK TICKET NO. n :D oe'C... TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR AM PM ENGIUEER , 6.' , rix-er /0 . LL /7 g 0 ARCHITECT 93NTRACTOR„, YINZ 3c,,v/ C 1k ( - 1 CO DATE c - 7 - 7/ FILE NO. 9 /- 3/s - DESIGN WEIGHTS PROJECT -rock C st_rvi- k. r.- ADJUSTED WEIGHTS LOCA 56 LI J_3112G,PEfitfifr140:--N, OWNER FA. c....An be;■ %.1 TEMP AT AT AM PM ENGIUEER , 6.' , rix-er /0 . LL /7 g 0 ARCHITECT 93NTRACTOR„, YINZ 3c,,v/ C BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 56 LI FA. /c•-/c/ 11 C.A.1 /7 g 0 WATER TOTAL A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073-2523 DWBE CERTIFIED (206) 881-5812 FAX (206) 881-5441 TO: /c /GI d y 2J C C us& co (.5 44/A . 8/C Lf MIX NO. i() CYLINDER REPORT PRODUCERS AEA. PLACEMENT AREA & NOTES COMPRESSIVE STRENGTH CONCRETE: CEMENT SEE FIELD REPORT NO. _7 N2 3887 CR CU. YARDS PLACED / . DESIGN STRENGT‘O C.) CS CAC12 IC I'Q IQ 42C.c l/ .'c=k ? P t y relp rri chafucqiiy. j t 7 QfJ � f1 /Le 0 4 cs r(cyckirwerl- /Occ.-1 Ten 5. INSPECTOR: 3 COPIES TO: HOLADFN 1 *SFIVLEVJ A.A.R. TE5TINABOR TORY, INC. F 1■14-,A1F. FP S h I V) I'M 111) 011 13 1:::2.1 rtf !WV= A CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. — m 5 /7 = `,i - 7 6K/� l O5 - 0 1079 3 2 zo i - ( s-7s7 L 6 -"' al 3" 8 r 6 -/ AV _( 1 1 FIELD TEST DATA TRUCK SAMPLED /6 TRUCK TICKET NO. 1 73 4,37 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 5 :620 4 l O5 - 0 J k 6 S4 TOTAL DATE FILE NO. PROJECT,. ! h q t !� o C k 4344 G LOCATION 46oc7 5 /34 P/q c OWNER glp¢- pEpFA(T _ 9 7 ) WEATHE = 1.� OUerCc75 7 TEMP S AT $ ,,o AM f AT PM 1 ENGINEER / LO ARCHITECT CONTRACTOR " /� y_Coh3t BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT S/7 FA. /, ft) -,TCA l O5 - 0 WATER 2 t5Y TOTAL A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 •2523 DWBE CERTIFIED (206) 881 - FAX (206) 881 -5441 TO: 1 - 10 1 ek c9-a ,, P c r k. ,� h ATTN: 13 ®K AI' e_ 0 CO t/ et 6 I & 14-IL A „e goo Wca, MIX NO. CONCRETE: o CYLINDER REPORT e5 COMPRESSIVE STRENGTH PRODUCERS AEA. }'� / ADMIX GAC12 % DESIGN STRENGTH 3o00 PLACEMENT AREA 8 NOTES 13 l9 SAca✓ iteG E- d wa // 'litr '`I.o 335 e 4 y our 3o S'fo I` ) Re I fro 4, Aio 131a 6s /O /oak, Jock (e? wall . ,4Ps INSPECTOR: 715P'a"' 1 V1: 1-4 c r r COPIES TO: HOLRDRY - 1 7 /11LYI I Ebl(sI VEERS NW CEMENT 1 4 it KC B+R / Lt// TU KUJ ILI1 ISMS.. 'DEPT 531g1SIGNED: N_ 3959 SEE FIELD Zit_ 5-6 REPORT NO. CR CU. YARDS PLACED 5/6 A.A.R TE T - - BOR TORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 5E60 4 7 4 2CP 5 -3 7 1 AT AM AT PM 1 1 3 Zoo o dr ,, S. S" 52 t ARCHITEC S' 2 . MI 1 $ OD j I (c MI I 52.70 S -2 -4 2.g I o70F 1 9 0 FIELD TEST DATA TRUCK SAMPLED /3 TRUCK TICKET NO. /7 / 7 SJ TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR /o:Ao C / Y AT AM AT PM V/1 ENGINEER ' ', 1 u( S. S" 5 ' ARCHITEC CONTRACTOR R r2.. .8C1/4 V /(\c CCP 57 DATE /-z Cr - 9 / FILE NO. 91- 3/ s PROJECT S / . 1 b - , o°`• el c Xk C'e. t e- ..h 44 B LOCATION Yt c o _S . p /3 y'r` f C . ,QLDG:'PEfl lrr NO. ----,\ 5 ! f OWNER /3 d T HER TEMP AT AM AT PM V/1 ENGINEER ' ', 1 u( A) w. c2 5'( v ARCHITEC CONTRACTOR R r2.. .8C1/4 V /(\c CCP 57 BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT Si 7 FA. /3 d CA. / - W A T E R c2 5'( v <TA/s TOTAL TO: Soc., 7 /1/-c / . 93 ( MIX NO. o 9 CYLINDER REPORT A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) � 881-5812 FAX (206) 881 -5441 /'c /� cla y ✓ /C, S✓1 C ATTN: c /f, / 57- Gt v cL ;Vt. Le p SEE FIELD REPORT NO. COMPRESSIVE STRENGTH PRODUCERS CONCRETE: ./ S CEMENT AEA. ADMIX CAC12 PLACEMENT AREA & NOTES L. !uQ_ `S .3 1 COPIES TO: INSPECTOR: ors f� /lj J''brc &d. N2 3883 CR CU. YARDS PLACED <./Y DESIGN STRENGTH J CO 0 A.A. . STI LABORATORY, INC. SIGNED: DATE --/ 7 9/ FILE NO /_ 5/-5-- PROJECT 5 h � 1 lc, Q � t p OG � L / J 1 �D ADDRESS "7(6 0 ( w /3 ,� k h C e. [/ BLDG. PERMIT NO. PERMIT ‘..5 ? OWNER WEATHER O J e vc 4 S TEMP J / AT it AM I AT PM ENGINEER ARCHITECT CONTRACTOR c ' t y l e Coif 5 1 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: ATTN: / c / mac cQ4 P°I '' 1S T.- c_ 6ok h c Q C-oh NtY' 6 (6 /5/ 5ti,`7' 5,0 '1, t4 at. R'vie Ai INSPECTION PERFORMED: A RESTEEL CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING O BOLTS O OTHER LOCATION(S): 7 1 k pauv S Cp a hh e /s "Fa .5441) g/� ,V / Y►'7'eri or S 4 c-qv - pa 4e�� . ) 0 4 - p^ec9r 0A7d�( I 1 N e - E 3-5 / , ) i 4 ' 3 . 5 / ) ) e- Cv 4 7 E- 15 AS C.- fey' PA( 4-44 65 /o a d I' K dock ,qQf . 9 s SUPPLIER A i e S MIX NUMBER COPIES TO: o FIELD REPORT 3 CYLINDER REPORT NUMBER SLUMP '7' AIR CONTENT PRIOR REPORT I- IDLFIDFIY PF?RK I C.AIGIA)ECRS INSPECTOR* 7 ^ 1 i FR N° 4656 FOOTINGS O AUGER CAST PILING SLAB 0 WALLS O COLUMNS O OTHER CONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH 3 O o 0 NUMBER OF SAMPLES CAST 3 -6)(1 TOTAL CU. YDS. PLACED ?6 CONCRETE TEMP S S TIME 712 ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. h YES ONO 1� Date or Plan Number REMARKS: C.-04c v ( �- uU c■ 10 [0 a c -e c9 Io) ia cr o cQ cr o'r r k eto\ k f - ,_ evHC M ec Ctah,'cal y coo s.ol e - eck e R e. Te( co�/of� ecK wt pia t s , /V1 , -- C ( eak W c 10 rec11 AvecS a v . ,6 ccwp'f'S hec1! b eTor p(a c.1 1 ) Ce) n c / / ' l . NUJ RE - SPNL /) TUKWt L? A.A.R. T STING = • RATORY, INC. E LDG . - DffP T 5 - I SIGNED .s• CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 5835 ,5'"�/s CONC ,s - 27- Z- 6 se- I* TEMP g 70770P 3 Ri0 ` S •• r 8 - r�o 6 ( -/Z Z 8 S $S7 CONTRACTOR 6 —IZ Z8 j FIELD TEST DATA TRUCK SAMPLED /� TRUCK TICKET NO. /73 (1,1k TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR Z- 3 ti TEMP g C AT AM AT12 : D 0 PM ` S •• r 6.s r�o 6 ARCHITECT TOTAL CONTRACTOR DATE G S cs 5/ FILE NO. ?/ - s DESIGN WEIGHTS PROJECT ADJUSTED WEIGHTS CEMENT LOCATION V600 s / FL BLDG. PERMIT NO. OWNER WEATHER t TEMP g C AT AM AT12 : D 0 PM ENGINE /ERA /V 1 �W /a /i) • ZE (441_ ARCHITECT TOTAL CONTRACTOR BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT v5-7 7 FA. / 3 2 27 CA. /8 ? WATER ZE (441_ TOTAL ( A.A.R. TESTING LABORATORY, INC. ` I MIX NO. c) 9 CYLINDER REPORT P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: 44-)LR -�l9/ 91€ 2 C ATTN: / 6I_Z2; - �/� I 41;4):;;- COPIES TO: H O LM I T PIEV,1 k16)1 A 11 IZ t MU), RE 51 L 1 / - 1 - 131 4 .1A) 1 119 221..10‘.. COMPRESSIVE STRENGTH PRODUCERS CONCRETE: / 77/2G=7.5 CEMENT CU. YARDS PLACED cam' AEA. ADMIX CAC12 PLACEMENT AREA & NOTES .r')Q ' A le ,`A-4 7d i A104-1 / Ly-1 / n V 'e /V"°4. INSPECTOR: SIGNED: SEE FIELD REPORT NO. yyy CR N2 3649 DESIGN STRENGTH ?C� A.A.R. TESTING . = ORATORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. S CO .C/079/ CONC 6 7 6x • i �z . ARCHITECT /D 5300 3 720 / o f / TOTAL 6.- 7 �R cs 7 s�c8 L---� a8 FIELD TEST DATA TRUCK SAMPLED Q /1 TRUCK TICKET NO. /72:1 4 6) / TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR OAP 3%y ARCHITECT A RACTOR F gosy q /e 4 � A.i<- f 5:5 e4 4,4--- TOTAL DATE --/ --19 / FILE NO. 9/ 3/s 6/b6 4'' DESIGN WEIGHTS S ,4A./RL k LOCATION Q -- ) 3 V 1 .2 /1/27ec CEMENT BLDG. PERMIT NO. 5-9 7 7 OWNER Ar 4- gi R TEMP AT 6 .5(' AT AM PM ENGINEER e s / YLc_/ 04 ARCHITECT A RACTOR F gosy q /e 4 � A.i<- f WATER BATCH DATA FOR I CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT - 2 7 FA. 4,79c 04 /g5 WATER ze TOTAL CYLINDER R EPORT R SEE ORT N FIELD O. �f r � /.2 EP7 A.A.R. TESTING LABO RATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: fix /i4r PA , f .0,2 K _kw ATTN: d ,rlN i e_ Q bi /N 4./4- !s.r ui 4 Sa.,q rf/� /4:J4 9 2 jA 9 MIX NO. !9 C CONCRETE: ; ! e,5 COMPRESSIVE STRENGTH N_ 3275 CR CEMENT PRODUCERS AEA. ADMIX. CAC12 PLACEMENT AREA a NOTES ChpS i eta S F/2; P ,) S 7iP0 c. k p o0 2 COPIES TO: FtOL A M/ PFl{z.K 1-?J Gq.lEER3 Jw/A. A. R. TESTING LABORATORY, INC. RE Bh\ILf_•I, TUKW \LF1 ELD6 . DEP 7 SIGNED: CU. YARDS PLACED DESIGN STRENGTH CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. S7 J d A/-23 4 i - 3 ° 9 �x' - TEMP //5900 /L /D a 574 Sk 513 / da 6 21 2._,R J CONTRACTOR R C . Ri9-.4 6 MOD 00 1-95D Z _,� I it/goo 4z?90 FIELD TEST DATA TRUCK SAMPLED / 2.. TRUCK TICKET NO. / "2/ -//7/6 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 6-'5" y %- TEMP ' 8 AT 8.' / AM AT PM 574 Sk 63 da ARCHITECT TOTAL CONTRACTOR R C . Ri9-.4 6 DATE 1- - S/ FILE NO. 7 / - 3/ s DESIGN WEIGHTS PROJECT `'5Ai1 2 C/t Ce "f L/ 7 LOCATION yl oo s • / 4 ;aL BLDG. PERMIT NO. L.4 OWNER WEATHER Tf!- /,i 1iD TEMP ' 8 AT 8.' / AM AT PM ENGINEER �f gAZ. ARCHITECT TOTAL CONTRACTOR R C . Ri9-.4 6 BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT l e r/ 7 FA. f ?,b C.A. / B3-6 WATER �f gAZ. TOTAL TO: /)J 4094/ c ATTN: "l?,12wJ/ O C e2,1//t/C-A J � CJG SU 17 6 O o /l e /e ).4 9 8/° PRODUCERS AEA. ADMIX CAC12 PLACEMENT AREA & NOTES p.9 v./ R / .Z R / Q 4 9 5 A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881-5812 MIX NO. Uj CONCRETE: 729/ CYLINDER REPORT coPIES T \\ .X W ,\ 8 5.1, r E, 1' , r,eers OW/ A. A. R. TESTING • BORATORY, INC. t • - 9asL SIGNED: 6 ILA . 1 - COMPRESSIVE STRENGTH P1 SEE FIELD REPORT NO. 4 " / 7 Z INSPECTOR: N2 3492 CR CEMENT CU. YARDS PLACED 4 / DESIGN STRENGTH (Ye e, CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO . b 8? 6- l - / it- 1(o 7 ) j ( / ,S� / 04L4LaO 3 690 S 6040 L 6 -l1 2.5/ AT AM AT PM /b 2.0 pp 5 64Q( v 1 ) /6 /5o 5-7 FIELD TEST DATA TRUCK SAMPLED /0 3 TRUCK TICKET NO. / / 2 C/ Q TIME SLUMP % AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR : 3 0 //( j ( / ,S� OWNER S 6S (, ild TEMP AT AM AT PM EtINEER ARCHITECT g RACTOR 1 / 1 , DATE ( "I' - / - 7/ FILE NO. 9/- % MOIST /s PROJECT S i c ■ e ([?.i �-t r bl d c. b. LOCATION L CO S . / 5 ' - / �, BLDG. PERMIT NO. s °r 71 C.A. j ( / ,S� OWNER WATER WEATHER .SUnrNY (, ild TEMP AT AM AT PM EtINEER ARCHITECT g RACTOR 1 / 1 , BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT S /1 FA. / 3 U C.A. j ( / ,S� WATER 2 g &A/ TOTAL TO: A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 ATM!: C. / G /STGL►Q 5 fe CQ CC) SCZCZe, 1 ^- ) ■ 9/C) PRODUCERS MIX NO. G 9 CYLINDER REPORT SEE FIELD REPORT NO. COMPRESSIVE STRENGTH CONCRETE: 7 c C _5 CEMENT /c/71( DESIGN STRENGTH (")n e AEA. ADMIX CAC12 7 / n PLACEMENT AREA a NOTES C (}YT 5 r'C A. e/4 v ; C-. ivee-A,trl _cc / Loisdl:GEc . ZI../ - /, /.s /7, 12. /94 INSPECTOR: - c tGG -irf2J COPIES TO: --ru‘ wAct (p� � 74 &t INE..ers MU) A. A. R. TESTING = BORATORY, INC. ? �et 1 '' HQIQtXIA� -PlYIC- SIGNED: r' �.� at 40 1 4 . di he N_ 3440 CR CU. YARDS PLACED 1/7 DATE 9-50- , 9./- s/s PROJECT 5h9,fel m e T f ee /2 e-f' b /o/ ,.3. LOCATION /C?■o 5 . /3 Y'" r � BLDG. PERMIT NO. S 9? - 7 OWNER WEATHER / .S c../-,-1 ,- y TEMP AT AT AM PM ENGINEER bn 9 . /I ,Q -Q r' S /U.. ARCHITE T CONTRACTOR 7 g � / v /4., cp-) S;- FIELD REPORT A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO Pr) n /Q Q�. y— g e• ii'- -- C / 1 v< "ii S v; 7 0O SQ 0. ff /.< C. .i,_ ?ye) cr ATTN. R r Cc\ lz oil -wit p C •/;- dYTh � (; 1 pc,���� � •=k a nt 1 OGOI. � r;(c Ck c P bid 7 'CI. L S f t,) �2/dGJ / c re �I SCIe�Qn c R� I tr - ' i A P0tn.,c /S, 2 f hor;Zon4a 1 ave/` 5/O L) ciowels Panes 15 n- ,:SS;r - �© 2S = G , .�ca.C. , v a r 2 m; 55:1- - l s (.PT (J2 2 » T1- CCr> I; c n CA- CA.( p r-rkik eA 10/0,-) p .. c e k C ors c re ic e, COPIES TO• `US�W \Q.. RI\c . - Deqk 1 \.5WNeerc . I \In`Di- 41.4 -arc.. S -1-° SIGNED* PREVIOUS REPORT No. g .3 and ( ?An, .c o $` v1 Q FIELD err Pc : n iv V c n : ! " n noickm- EP. No 1605 DATE L --/$ — S/ FILE NO. 7/ — , ? /.c PROJECT /� y S7 7 t/A Qe t , t l.i aW.__^r.G! , k ADDRESS /gGb.S•A ?V /' BLDG. PERMIT NO. ,c OWNER WEATHER -r ie- TEMP AT AM (Oe C AT,...! U Cl'M ENGINEER / 7 , 4; V & ) ARCHITECT CONTRACTOR /7 • l 4L/r y ( /0 5.7 TO: ATTN: A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 /#917 PAO, d ) l ee)•.j) nJ ,772 INSPECTION PERFORMED: FIELD REPORT RESTEEL ED CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING O BOLTS O OTHER LOCATION(S): �� >r — / . �� �"/i2 /�eTTh�rrv� /vim 75L,De t7cz A - SUPPLIER /'L// — s MIX NUMBER D 9 CYLINDER REPORT NUMBER y SLUMP AIR CONTENT PRIOR REPORT a FOOTINGS O AUGER CAST PILING O SLAB O WALLS O COLUMNS O OTHER X CONCRETE O GROUT O MORTAR DESIGN STRENGTH 3o a NUMBER OF SAMPLES CAST t? 6x /2 TOTAL CU. YDS. PLACED 6 CONCRETE TEMP 6 s ° TIME . = .Z ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. O YES ONO N2 4444 FR Date or Plan Number REMARKS ' t i2) , _.:3/ -_ )) �/Ji�iJd d7J �•C �s �° s , f aBc�.cJ/� C'� n pgsf� re) ,».,.' ) j 15" COPIES TO: ML -ADFW 'PR ' EkiGUE INSPECTOR' NW, KE BF Lf'', TL)1 A.A.R. T STIN ORAT RY, INC. BLD .DEPT 5-1 I SIGNED �� DATE —/( si FILE NO. 9/ - 3 /5 PROJECT S/ /?v ie C77? And g f c• ADDRESS yl 0 v /3 4' P4 BLDG. PERMIT NO. Li 5 OWNER WEATHER e C/ vim // TEMP AT AT AM PM ENGINEER / c'=;(/r' A/4) ARCHITECT CONTRACTOR / ?• /= S,4rvi Y TO: A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 /7 PA - Rg :AA/c ATTN: )A/4 - c) C7UNA.) e 4 lla / sr C se 6a 0 2:5/O y INSPECTION PERFORMED: FIELD REPORT RESTEEL O CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING O BOLTS O OTHER SUPPLIER MIX NUMBER CYLINDER REPORT NU R SLUMP • CONT REMARKS: �C. S 77ei%o ja .1111. e 9rr�'Z� COPIES TO: ► Nut R Oa.le).J nb 4ji3 - Pay k S - 11 - OIL Y5INSPECTOR• PRIOR REPORT ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. O YES ONO Date or Plan Number A.A.R. TE TING L DRAT RY, INC. SIGNED. N° 4447 FR O FOOTINGS O AUGER CAST PILING II SLAB ® WALLS O COLUMNS O OTHER LOCATION(S): 7 ,4 4 -krUn ,c O P ,e3 �0l C /zcr`9�'�/n� 1:.�� t,_ 4 t ,,.75/.46/9,-/) r>J`L pock . O CONCRETE O GRO O MORTAR DESIGN TR GTH NUMBER OF SA ' P S CAST TOTA CU. P • CED CONC TE TEMP TIME r' 4,474n) az7J D c '7 . t.tic &D d • ii l ••. Ri sta rerFz- f', cL"- u-ci- vY1 i4i9 Tf/is r ).(7 J'eln) e- �• - Acv/Z CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. S 5 � 1 = / 6 7 . - 7 Z 4 2.0 & s e< 6 8 616 6 -6 ,3-- e S1346S l le -to 2-8 FIELD TEST DATA TRUCK SAMPLED ,'2- ' TRUCK TICKET NO. / 7 So 3 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR / 5 ruoRRA13,Lt - ARCHITECT & s e< 6 8 616 TOTAL DATE s - 9 - 7/ FILE NO. 7/ - 31S - DESIGN WEIGHTS PROJECT 6.459rn-/2_6 CX C.9 • 7fL4( ADJUSTED WEIGHTS LOCATION X A C" ° (S A.? 7--7- .4 5 - 6 if BLDG. PERMIT NO. s4 J 7 7 OWNER FA. WEATHER CA.!) v Jy TEMP AT c--,° AT j •, v b AM PM ENGINEER 6X 0 /+t) u ) ARCHITECT CONTRACTOR 6< 4 &41./Lv -Y /Re 4 . BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 5 - 6 if FA. 8 ci 0 C.A. WATER 4 . TOTAL TO: A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 ATTN: _EC (' ren/L/Un -'72 l / ( / E ,4U 4e , / MIX NO. S 2 -- CYLINDER REPORT SEE FIELD REPORT NO. COMPRESSIVE STRENGTH CONCRETE: yam ADMIX/ ALLii , Ntxhim COfoG T CAC12 PRODUCERS AEA. PLACEMENT AREA & NOTES / 0/0, <P,00 $ Ld 4 r INSPECTOR: 4 /V37 CR N° 3640 CEMENT CU. YARDS PLACED DESIGN STRENGTH (7 COPIES TO: Tukw -Bbk e I �v�Lh s Nu) A.A.R. TESTING ORATORY, INC. IP 1 T'�V'Clf..� ' fir' SIGNED: CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 526g r' 5 -3 7 6F)? /y .� C? 11320 o 4/o (r)0 ENGINEER Eel - i1 tArs 526 s • 2.4- a CONTRACTOR . 42. 2 V /-( t/' ( 52.70 `'' 2•.g FIELD TEST DATA TRUCK SAMPLED /3 TRUCK TICKET NO. /7/ 7 5..5 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR WEATHER ,- (1 SV/1 /y .� C? TEMP AT AT AM PM ENGINEER Eel - i1 tArs ,ti '-...) ARCHITECT CONTRACTOR . 42. 2 V /-( t/' ( DATE C / CV - 9 ! FILE NO. 91-3/ C G-14( e J /, -i /3 PROJECT r"--) S SG e 6 r k CEMENT LOCATION C 7 / 6 O c _5 • /: g y r `' F_ . BLDG. PERMIT NO. S 1 c ( - 1 /3 0 OWNER OWNER WEATHER ,- (1 SV/1 /y .� C? TEMP AT AT AM PM ENGINEER Eel - i1 tArs ,ti '-...) ARCHITECT CONTRACTOR . 42. 2 V /-( t/' ( BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT Si 7 FA. /3 0 CA. /y .� C? WATER S! 6,A /S TOTAL §22 MIX NO, O9 A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881-5812 FAX (206) 881 -5441 TO: /O / G �ct /'G ✓'/C , 1✓1 C. ATM: / 6/C-f / a we Sc.) , e_ dC7 93 Avc.r CYLINDER REPORT SEE FIELD REPORT NO. COPIES TO: CONCRETE: COMPRESSIVE STRENGTH PRODUCERS AEA. ! ADMIX CAC12 PLACEMENT AREA & NOTES 17 S CEMENT `1 O l e v i / �• brc 1 {41 . CR N2 3883 CU. YARDS PLACED Cry' DESIGN STRENGTH -00 0 INSPECTOR: A.A. .TI LABORATORY, INC. SIGNED: DATE S 7/ t/r 3/r PROJECT .51i1ct r, rya c lc (Q,t 4 k r b (a4. /3 LOCATION (- Xe0 0 S. /3 C/ • BLDG. PERMIT NO. OWNER rl fckOS cAot xeik C � `� - ci ( �C�.Jer Rte - in � e. czk� r WEATHER 5 vy- ••I TEMP AT AT AM PM ENGINEER {{ Z q ; /1RR /- /1). W . C" tl Ok;.SCJ'A-ip.2 c. C; Y7'Cdl ! i Poi-L---K ) 5 ARCHITECCT C NTRACTOR // �t /3a, //tip/ ear V. 1 \ 1 3 2 - k), rQ athrc7x -ks � ¢ p /.- ct n e}c. FIELD REPORT A.A.F3, TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 Wa /ct oc a t - PCA ✓` K i ,-1 C . C-c/ , T a v'Q Su,.14 600 `l/act. TO: ATTN• PREVIOUS REPORT No. No 1606 r ( a ) , e - L e i r1 �� /%^ P c , / 8 S � l ( / 3 /Z . ea/c/o-1cl S G 4 i / u ( S .4 ctrl 0 ' 1 ( f 0,„ c--1. S', ci s- a n of s R13 H 44/10(.c - , `'i qAc _, Dr 5 n r-X S L `7 /. S ctAat S a 0.1 y / . 1 I b c • c /c.. / / 2 /2C, l - / c, / s i r\ li‘e ; ..4 ee./)• I: Q � v -� ref (c Q ? /ot el s. INSPECTOR: 7d, „! ' l COPIES TO' t. -Wt FIELD REPO Ev r,Qers VJu�, 01 - �a1r k. S" - 3-91 SIGNED' pk ; 5c 'CP P k n c ; 4 5 _..1 Pct z /s C.: S 4e 6. C'IN -, .r),. o 1 c l lg e. i do elT rl fckOS cAot xeik C � `� - ci ( �C�.Jer Rte - in � e. czk� r Cam l, a c c'( (f /pins C" tl Ok;.SCJ'A-ip.2 c. C; Y7'Cdl ! i Poi-L---K ) 5 1 \ 1 3 2 - k), rQ athrc7x -ks � ¢ p /.- ct n e}c. , 72) `1 cl p r v-t. d p/ev-i.3 2 cS49 Cy1/4 /1olR.r 1rQ nvs- . >6 8 . - 1 r g ✓` Oco-,c)( eL. (- , n a t C y l: nr r" Ti, --c (\I-v. 4 ; av-1- ' y 5g_ c.t 11 Q R - ,r Yri 44. o•1 - / a l c L S' • -ti FIELD REPORT A.A.F3, TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 Wa /ct oc a t - PCA ✓` K i ,-1 C . C-c/ , T a v'Q Su,.14 600 `l/act. TO: ATTN• PREVIOUS REPORT No. No 1606 r ( a ) , e - L e i r1 �� /%^ P c , / 8 S � l ( / 3 /Z . ea/c/o-1cl S G 4 i / u ( S .4 ctrl 0 ' 1 ( f 0,„ c--1. S', ci s- a n of s R13 H 44/10(.c - , `'i qAc _, Dr 5 n r-X S L `7 /. S ctAat S a 0.1 y / . 1 I b c • c /c.. / / 2 /2C, l - / c, / s i r\ li‘e ; ..4 ee./)• I: Q � v -� ref (c Q ? /ot el s. INSPECTOR: 7d, „! ' l COPIES TO' t. -Wt FIELD REPO Ev r,Qers VJu�, 01 - �a1r k. S" - 3-91 SIGNED' CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 1 499 x,94/ 4-S 7 GK z. 4/, A /o4,)0 6c 3 5 40 /,,,./ q 0 0 4.- 28 /590 b0 5 o Li I 4.--z6 � /646.00 5680 -t FIELD TEST DATA TRUCK SAMPLED TRUCK TICKET NO, TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR WEA R G1e Q AIR TEMP AT AM AT PM ENGINEER - ,/rJG . 4/, A ARCHITECT [� L CONC TOTAL DATE 3 g- i FILE NO. t/ - 3/..5 --- PR CT LI /06 LOCATION ydezc - s- 4170 P/ rv_ckai;/,L OWNER BLDG. PERMIT NO. Sg7 FA. WEA R G1e Q TEMP AT AM AT PM ENGINEER - ,/rJG . 4/, A ARCHITECT CONTRACT R /�' J G Rio ( ' . ti p / L ti BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 4170 FA. / C /fSo2 WATER Z O TOTAL A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881-5812 TO: 2/i49 0/99 -/. ATTN: 1) "/A/ °` 41ti� f • /sT v e. 5u /r - c. C 0 c- S /v /7 /i, er Atv MIX NO. 08 COMPRESSIVE STRENGTH PRODUCERS CONCRETE: , f I l � S CEMENT CYLINDER REPORT N2 3256 INSPECTOR: SEE FIELD REPORT NO. / -A 7 y CR Sry CU. YARDS PLACED 11g AEA. ` ADMIX CAC12 DESIGN STRENGTH C & itVdC PLACEMENT AREA & NOTES �e.,2 / /t1 p rC /I JV Q a _c^:7w.4 COPIESTO:TtAkw1lCL, - Rids . r EYIs►nteys VOA. A. R. S I BO TORY, INC. SPO LTV �'Q lacta.. - Vark ghIC. SIGNED: 4 - 0 - y - R--OII CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 4og 6 1 - 1 4 -14 7 >/2 AM PM e 04L4Lo 0 - S.5 60 UA /5 , 1 z y 6 Or? ( 'i1 ) FIELD TEST DATA TRUCK SAMPLED /O j TRUCK TICKET NO. / / 2 L/ 0 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR -30 'Of AM PM EIyAINEER J S.5 (•ue UA /5 , RACTOR .v /4./ ( Sr. DATE C 1 . - / - 7 / FILE NO. 91- -/S DESIGN WEIGHTS PROJECT Si c- -. me k 6 ,44 r blok b . LOCATION ycic 0Q S . / 5L/ P S / 1 BLDG. PERMIT NO. s°, 7 1 OWNER FA. / 3 0 WEATHER ` / ( SVn� y rC �� TEMP AT AT AM PM EIyAINEER J WATER C ARCHITECT UA /5 , RACTOR .v /4./ ( Sr. BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT S / 1 FA. / 3 0 CA. / � _S WATER UA /5 , TOTAL A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881-5812 To: 1�C5 la Cik q Y - lt 1- ct C ATTN: ( / C� / LIQ 5 i e Ow() r, MIX NO. 6 9 CYLINDER REPORT 3440 �/ N2. SEE ORTNO. , / 7b CR COMPRESSIVE STRENGTH PRODUCERS CONCRETE: 7 • < .5 CEMENT AEA. ADMIX CAC12 PLACEMENT AREA & NOTES (iYT 4 re_ It I�r U C, bC G YY""• 1 G I c ,1. C / C Pa( .7 dr) . COPIES TO: Cu�� -wAC( . 2::09. 7�QI � fly Neer s X103 PE ta.. 1101 ahru SIGNED: CU. YARDS PLACED 1/ % DESIGN STRENGTH 0. n g•-sd3 4s,? LS; /7, /2a, /c/4 INSPECTOR: l.._ - A. A. R. TESTING _ BORATORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. ST 0 h'z3 `I -3 0 7 'x' - TEMP //5900 4 /D O ,5 sk .5" 13/ YB 5 2( 2.R CONTRACTOR R E• /7/} //,C.6 SI3 1 .5 2. ( ze I FIELD TEST DATA TRUCK SAMPLED / .2.. TRUCK TICKET NO. / - 7/ 1 -/ 1 -45 ) TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 8' 5T y I /2- TEMP 1.1z3 1.1z3 AT /s AM AT PM ,5 sk 6 YB ARCHITECT TOTAL CONTRACTOR R E• /7/} //,C.6 DATE z �3 - Si FILE NO. 9 / -3i s DESIGN WEIGHTS PROJECT S, m /PaC /. Ch7v7-S72 /4 CEMENT LOCATION yloo s. /3.y-!-- PL BLDG. PERMIT NO. `i 7 7 OWNER WEATHER r)./.-1.n.) D7 v TEMP 1.1z3 1.1z3 AT /s AM AT PM ENGINEER �� ARCHITECT TOTAL CONTRACTOR R E• /7/} //,C.6 BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT .5 FA. / ? ,b C.A. /B5-6 WATER �� TOTAL A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: /, 4L A�9 AVK ATTN: - Fe" ? n) / c= C C "91/A/47A 6l� / /rJ6 ` 0 7 o S'c / /L.6"- s8 /o MIX NO. o CONCRETE: CYLINDER REPORT COMPRESSIVE STRENGTH PRODUCERS AEA. ADMIX CAC12 PLACEMENT AREA & NOTES INSPECTOR: SEE FIELD REPORT NO. 4 7 Z N_ 3492 CR CEMENT CU. YARDS PLACED / ° K+ DESIGN STRENGTH (d CV 6 4 ria - • � a COPIES TO l k W ‘ta �$Ic� ` f v i n2 Nt.)/ A. A. R. TESTING BORATORY, INC. 4 v1S L0� . , \4C)\ C-41 k8r SIGNED: DATE h' = . FILE NO. - 34.5 PROJECT • . S 90/1/4a Cc t'7t7e $! 3' ADDRESS l6D6 5 /34/ 771, / BLDG. PERMIT NO. ss 72 OWNER WEATHER mac.), TEMP AT AT AM PM ENGINEER 5irf 'IU ARCHITECT CONTRACTOR /r L:• . "/�4-V ,-1/ A.A.R. TESTING LABORATORY, INC Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881-5812 TO: 4yejLi9l..7A-/- Pk :., • ATTN: tea''' Q er.1/P n ?1M)c2 < p / / `��i�UC= . . r, . 1 - 7= Ss�7� /ILC� Cti- 15'/ c> INSPECTION PERFORMED: FIELD REPORT 6 c) • RESTEEL O CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING O BOLTS O OTHER SUPPLIER MIX NUMBER CYLINDER REPORT NUMBER SLUMP AIR CONTENT - s9 - q I PRIOR REPORT O FOOTINGS O AUGER CAST PILING O SLAB O WALLS O COLUMNS O OTHER LOCATION(S): O CONCRETE O GROUT O MORTAR DESIGN STRENGTH NUMBER OF SAMPLES CAST TOTAL CU. YDS. PLACED CONCRETE TEMP TIME ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. O YES ONO Date or Plan Number REMARKS: / ° rt em2 C4.-A r� .c10 .;'a ..►� �� -,�.� a--r COPIES TO: T4--w %tk -- D0fry � lr\pse$rs INSPECTOR' N ! (E PAY Ls'?) 401 uta -- a,Y E. A. A. R. T STING ABORATORY, INC. SIGNED. N2 4475 FR DATE FILE N0. PROJECT SLcavY, /'o C. k t -1 1c r* bi0f A ADDRESS J ? iP(JO s /3 Y &• BLDG. PERMIT NO. PE ,) c 7 1 OWNER WFATHER I-A 7 SVh TEMP AT AT AM PM ENGINEER • 4.e -Ql; �t1. v - E ARCHRE�T CONTRACTOR C /SC, •/ &,t (' 5 77 TO: ATTN: A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 -5:101,„(0. FIELD REPORT 6 / 6 ? P Jsr� 4 J( .S() , 7z 66n Sec, 61/2, 1, )c X18 /c y INSPECTION PERFORMED: RESTEEL fl CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING O BOLTS O OTHER LOCATION(S): 'fie /s 3, /C., SUPPLIER M: h MIX NUMBER O9 CYLINDER REPORT NUMBER 32 s 3 SLUMP / / y AIR CONTENT Q1 YES REMARKS: COPIES TO: PRIOR REPORT O FOOTINGS O AUGER CAST PILING O SLAB WALLS O COLUMNS FR O OTHER -C 7 - f G •14 / 5 dick e.,N) //c /Dc./ , N2 - 4534 17AI CONCRETE O ROUT O MORTAR DESIGN STRENGTH 0 0 C) NUMBER OF SAMPLES CAST 3 ' X/2 TOTAL CU. YDS. PLACED (-/ '/ CONCRETE TEMP -S-c( v TIME ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. NO .5 Date or Plan Number ; c`c ; po (.n d i ^ pc, .1uL5 Occc c.i 4 the eirio rbveoC ect - A_ 4 ./te r' 2 ci= Dock y Vc - h 414 '' 9i4 mo o. c C. h� r; 2 . y /6/-0.c SLAB dc) Wk.(' ` � /3 0 .c.- rs INSPECTOR* i\I QE 9,ru ‘44a.ty PaYL. A.A.R. TESTIN SIGNED. it .a RATORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. q q , c ~S 6-/0Z. 7 6x/,2, / :DSO (IS9ob 9/60 1 -1 6 51 1 0 6D - 3 2y ) - r 60/ 7- 02V /-1 391 I , JUN1 9 FIELD TEST DATA TRUCK SAMPLED TRUCK TICKET NO. TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR LONG AIR q ' --CA. / :DSO ,s .i Cj l 6D TOTAL DATE 6 ^ ql NO / 3 is PROJECT qeg Sh Q 4 +ro� k 13 LOCATION 00 5 /3 ‘?/ Pi._ . BLDG. PERMIT NO. S9 77 OWNER WEATHER / if, 0 e ►^G4 5 TEMP ,6Q AT 9 'f S AM AT PM ENGINEER tJ tC 14 3 in a. €. Nut) ARCHITECT CONTRACTOR /� /�. E 6 4of Le)Pl BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS 9L MOIST ADJUSTED WEIGHTS CEMENT 57 7 FA. / --CA. / :DSO WATER 2 V5., TOTAL TO: A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 // Ark rnc- ATTN: tigehrtl'e_ 'O'CO nhQ1^ PRODUCERS 6/6 lJ Ave. s,,;-1-e- 600 5 af� /e.. ,LUQ. 9V/64 MIX NO. cJ� CONCRETE: 41 //es COPIES TO: 1104 L 3 k a. 8Ad QE' 1ak& µtAactoA 1_ CYLINDER REPORT (e"14 9I SEE FIELD REPORT NO. COMPRESSIVE STRENGTH 1 fTG 7 CR N_ - 4696 CEMENT CU. YARDS PLACED AEA. ADMIX CAC12 % 1 DESIGN STRENGTH 3 0 PLACEMENT AREA 8 NOTES e- COLON T 1 o�(/� 5 k »1 i 61 y i s) C -4 gr%c) I;he} Cyas) INSPECTOR: 7 c m A.A.V2T1 LABORATORY, INC. SIGNED: CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 6 N5 — '' / S .-- 27 7 6J - I . TEMP 4G a ! / 07700 3 8/O 5 7 686 ARCHITECT 6_/a. 28 CONTRACTOR r ., A74y /C650 -sYo 6 I 6--/2._ 2.0 f /Ir65bn 5/86 FIELD TEST DATA TRUCK SAMPLED ',Z. TRUCK TICKET NO. 173 q7A, TIME SLUMP % AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR 2 =26 3L TEMP 4G a AT AM AT : b 6 PM ENGINEER ~ � ( f i ,V 5 7 6s ARCHITECT TOTAL CONTRACTOR r ., A74y DATE L —/ f/ FILE NO. ?l -3i PROJECT f 4ee' ce- l , A.ae C . 56101V LOCATION *' s " 411 P` BLDG. PERMIT NO. FA. OWNER WEATHER /1.:4'7022 CA. TEMP 4G a AT AM AT : b 6 PM ENGINEER ~ � ( f i ,V ) . „2_$ C,¢,L ARCHITECT TOTAL CONTRACTOR r ., A74y BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT vi -- 2 7 FA. J 3 "p CA. /5) S-C,) WATER „2_$ C,¢,L TOTAL A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 To: i/ P9 2 JC ATTN: , C h l) t(J b�Y•� - 6/6 l arc i4214 - : /o 6 MIX NO. c5 CYLINDER REPORT SEE FIELD REPORT NO. CONCRETE: COPIES TO: HOLE FN - PP LV 1 rid0)11,11`7F.R.t IOW) RE 6rN LL ] / TL) KW 1 LY9 'B DLD . bcp COMPRESSIVE STRENGTH PRODUCERS AEA. ADMIX CAC12 PLACEMENT AREA B NOTES f3 % C INSPECTOR: iAtki yyy CR CEMENT CU, YARDS PLACED ( N° 3649 % DESIGN STRENGTH c ?clod) /4-14/)/AV Pr1 k , 4- A.A.R. TESTING ORATORY, INC. SIGNED: DATE 6_ S T f FILE NO. /_ 3 /� 6/ce is PROJECT 51i q caNOc ADDRESS X6 00 s /3? AL BLDG. PERMIT NO. 5977 OWNER WEATHER O 5 TEMP 6 0 AT 9545 AM AT PM ENGINEER .� " 9 iheers/ ARCHITECT CONTRACTOR R,cg iiiol 7 CoH.S A.A.R. TESTING LABORATORY, INC. TO: /" /O / . d a ti ATTN: A-� ©q A i- 0 n e Y' INSPECTION PERFORMED: RESTEEL X CONCRETE O MASONRY O STRUCTURAL STEEL 21, WELDING O BOLTS O OTHER LOCATION(S): s e c �u � r � - � 1 oU r 5 )q 6 c ) 5 ) F vi 5 4 C loo r I Q k 1 c' - 1 � U 4/3 ^ 5 .‘,61 , (, h r 40 c_K-le...(0fra- SUPPLIER M 1 I e MIX NUMBER 0 ? CYLINDER REPORT NUMBER 40 ?0 SLUMP 4 AIR CONTENT ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. YES O NO REMARKS' X Q- i h spec"► p ycic e w t-tc1 s Q r /Op f /61 (a-1-90 4o N h0k Ali 4 r^e 4 s i r . col, p levti ce uv,,YL ppaaee. We1ct,' /•C Ae..54 ' n cecr i Iig(4,c ,cA ,. o �e.ey P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 6 (6 /5 4 ve- Sao Se9 /F- , u0a.. 9 FIELD REPORT dl a •aryn ce7 . tA / e l c u, CT CAow s C'owl q S COPIES TO: ViCAURi 1Pft12-1 EUGI MEEK. S. INSPECTOR. NWT TU 1L1 'PLC `D A.A.R. T ASAN-1LM-/ Ce`LO ` SIGNED. PRIOR REPORT Date or Plan Number O FOOTINGS O AUGER CAST PILING X SLAB O WALLS O COLUMNS O OTHER 0, CONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH ' 3 000 NUMBER OF SAMPLES CAST 3 6 x /Z TOTAL CU. YDS. PLACED I i CONCRETE TEMP 6 TIMETYS oh A.ack f h aesi, na4-A N° 4767 FR OATEN` PROJ CT S 14/ B LOCATION egoD S. /V. BLDG. PERMIT NO. 3'7 . 77 OWNER WEATHER TEMP AT AT AM PM ENGINEER Tel6Ae4 / ✓ /K/ ARCHITECT COVRACTOAR est £+'f7 FIELD REPORT A.A, TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 TO: 4/00 7.v6 Aeitit �7r doe 51fITre pt4 f /OY ATTN: 7 -ier r k ix . n--sou S r1�i S$ v , 4- '-c *0i /j/AeiS o Lri /t- 44Oa&Atz. 6 •T, LU042 c. / Zle'3/3t,T4veTi c - /Jf Overkt,d ,4 f1 1-/PYL Flo O lijat' fr�i 70 An.f7 (i Sip Solt/VS' - 7frgel s' / rArs I E - 7)Axt/..) • . AZ/ PREVIOUS REPORT No. No 1646 711 / .. Atoll Ai i ;64 , 4 - . 6 i/ / ,lm. r:.v' , i°.ANV /i r X 0.24 &•r. 7 / hoc COPIES TO HDLADI1y "FP V EMGi1\1EE 2 3 NUJ, R( WILE‘/, T AV Lfi ELD R CPT q1 INSPECTOR: L', L �l�J IJ JUN 1 1 1991 Cu or IL \ w LA PLANNING DEPT. i FIELD REP R SIGNED' DATE FILE NO. PROJE3r� /9,meoc I erk NA1 ADDRE4160 5 r 1.317,24,_ fGi BLDG. PE N ' �77 OWNER /1dG� WEATHE�R� r� �.�}` � T 0 AT �� QU/ C1q ,j / i AT �� PM ENGINEER d ,!" fat3 ,VW, ARCHITECT CONTRACTOR L Q / ! Et? L/ , 4/ [ r- k�/:!ri- 76 4 TO: ATTN: A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 / -W4wIr3 , J7Jc OAM1 4. 64A/AoE Ave rsd1/TF 600 5&4-1 Tf E Ct)ict, 98/0 r INSPECTION PERFORMED: LOCATION(S): ► 1 S frA Gr W / 7 vxsI' W TD , el-/itJ . SUPPLIER r iS CD/Uc% ere, MIX NUMBER D 9X CYLINDER REPORT NUMBER 1 FIELD REPORT N_ 4824 PRIOR REPOR �Z .S — FR 7 f /'RESTEEL O FOOTINGS ` il CONCRETE O AUGER CAST PIL NG JUN 1 7 1991 O MASONRY ▪ SLAB O STRUCTURAL STEEL O WALLS . : i L r ! L. I Nt a v iLA O WELDING O BOLTS O COLUMNS O OTHER 0 OTHER • CONCRETE 0 GROUT 0 MORTAR DESIGN STRENGTH Z "PS. NUMBER OF SAMPLES CAST /SF7 - ` 4 7 SLUMP 4z AIR CONTENT TOTAL CU. YDS. PLACED c��c r © C_ ) CONCRETE TEMP 46 o TIME 1 ' Zv ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. • YES ONO Date or Plan Number REMARKS AL /ewe eD1�A� 45- prz heige/4i 5.72,() Z ,ait/a•�ioA) /frrrn HT" -- �fi c�D1Nii COPIES TO. -- ru l� wda lo� �e , Erb the-eft INSPECTOR: rIVUJ j RE Scu Adlad. - NN-L A.A.R. T2IG ORATORY, INC. to - 1 I SIGNED. DATE d - -ly F ILE NO. 9/- 3 /5� Pa �i ex 1 �/ie,f,/C - ./7/ 8 , ADDRESS .4d00 _Sr /J /G BLDG. PER 7 OWNS WEATH R ��.� � - ;° S/ TEMP AT G ,7oAT7 AM A ENGINEER E-4/6// MI/ ARCHITECT CONTRACTOR zyGE(/ Cexi7//7 TO: ATTN: `)) A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 h o f a, - / Gr/,¢ 9914 . INSPECTION PERFORMED: • RESTEEL O CONCRETE O MASONRY O STRUCTURAL STEEL O WELDING 0 BOLTS O OTHER LOCATION(S): REMARKS' FIELD REPORT 0 / o N° 4825 PRIOR REPORT 19 7 FR 6 /.54/ O FOOTINGS O AUGER CAST PILING • SLAB O WALLS O COLUMNS O OTHER k SUPPLIER MIX NUMBER CYLINDER REPORT NU SLUMP R CONTENT ABOVE ITEMS WERE IN CONFORMANCE WITH BUILDING DEPARTMENT APPROVED PLANS. S YES 0 NO Date or Plan Number / (e /4/ Gobi, if 7Ai ,71-z44/ p f COPIES TO: TItkWllo. ?lk.�P'A €v the.trt Nu) IMF n.�1e, Noladuta,�r le- 10 - tl O CONCRETE O GROUT ■ MORTAR DESIGN STRENGTH NUMBER OF SAMP CAST TOTAL CU. Y . :. PLACED CONCRET TEMP TIME L \ t( t INSPECTO' A. .R. SIGNED. 7 ei t z.5 3071ORY, INC. CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 50 /o-9/ 6=-17 7 tx /L /0S300 3720 ,o / 3 60' 7 07 /6/5'400 i"9 :.o : ,- a:- ad' If _ ( FIELD TEST DATA TRUCK SAMPLED © II TRUCK TICKET NO. / 707 9'B TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR /,0; c3 %y ARCHITECT 575's ah c,, TOTAL 74 --s} / FILE NO. 9/ 3/s DESIGN WEIGHTS PROD CT $ A4iRoGk 8/23.6 .e ADJUSTED WEIGHTS LOCATION taro - 5- )3 e/ li / 6-7 7 BLDG PERMIT NO. 5 OWNER R 2 TEMP AT 6 `�� AT AM PM ENGINEER i116>dt -g&.-_Ae s //t1 ARCHITECT C IR CCTOR ,� A ��,vsf 2-S BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 6-7 7 WATER 2-S TOTAL CYLINDER REPORT A.A.R. TESTING LABORATORY, INC. Post Office Box 2523 Redmond, Washington 98073 -2523 (206) 881 -5812 TO: A £J y �iQ12 K _j. ATTN: Ba , e 4,f4^ sU1Te• rr/c, 1,14 9 V MIX NO. /9 cJ CONCRETE: Ai / 5 CEMENT COMPRESSIVE STRENGTH SEE FIELD /4/2 REPORT No. INSPECT • ' : 5-740 PRODUCERS AEA. ADMIX CACl2 PLACEMENT AREA 8 NOTES e)40.5 L/ fL a S T/Z, P ) S riPti G k P "V) lZ N_ 3275 CU. YARDS PLACED CR DESIGN STRENGTH .TtahSPO COPIES TO: ROL AMY F 1912 - 11- • I FJ J 65 - 1 E-ER- 5 kiWJA. A. R. TESTING LA ORATORY, INC. RE L3FNL ) TUKW1111 BLD6 . DEP 7 SIGNED: CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. S19o.3 5- C , =/( `7 2__A-Li - `76 o O 2 4 2. 0 ea .5 l< ,mo y him 6.4 -8 / 2-2,00 3 0 '7o s I 4. - e 26 1 2ZX7)7) 3/ S d V . FIELD TEST DATA TRUCK SAMPLED A2-- 7 TRUCK TICKET NO. / 7 2 go 3 TIME SLUMP %AIR UNIT WEIGHT YIELD CEMENT TEMP. FACTOR CONC AIR /'35 riaeR' - ea .5 l< 6 g him TOTAL DATE S- 9 - Si FILE NO. 7/ - 3/3' PROJECT 5:444-7)-2.e.) C0‹ (14,7 2 ur`S7:2 • 4 f' LOCATION y6 &a LS' /J' %'-e . BLDG. PERMIT NO. t4 7 7 OWNER WEATHER 0477,r TEMP AT AM S' ° AV.' c:, b PM ENGINEER // •��0 c•u) ARCHITECT CONTRACTOR „ P E s-,92/44 f fi oSl BATCH DATA FOR 1 CUBIC YARD DESIGN WEIGHTS % MOIST ADJUSTED WEIGHTS CEMENT 6 --- - FA. ,2 8) q 0 CA. WATER sz 4 . TOTAL TO l9! A.A.R. TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA 98073 -2523 DWBE CERTIFIED (206) 881 -5812 FAX (206) 881 -5441 ATTN: ["� iv i(Yl g r , en I re),V11J/T7'Z A / /_ / QcoU G-• s[>, 7z,,- l0 0 s / 9g / o PRODUCERS MIX NO. vT 2-• AEA. CYLINDER REPORT SEE FIELD REPORT NO. COMPRESSIVE STRENGTH 1eA ° . ADMIX / 44,4 toe CAC12 PLACEMENT AREA 8 NOTES , fil2 $La a INSPECTOR: `/V37 N_ 3646 CR CONCRETE: /'J7 «e.FT CEMENT CU.IYARDS PLACED .' y DESIGN STRENGTH LAI"' , COPIES TO: '1 '510s. �.■ NU; A.A.R. TESTING G Oi ATOisY, INC. C SIGNED: • ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 JOB NO.8j010.B JOB NAME DATE 5 -APR -90 SUBJECT • APR 1. i 1:i;:; NEW BUILDING AND ADDITION TOE SHAMROCK CENTER 134TH ST.SOUTH AND 47TH AVENUE SOUTH TUKWILA, WASHINGTON STRUCTURAL CALCULATIONS SHEET OF BY D M ,BL DG, C RE WSEt' UPEN /NG 5 STRUCTURAL iSOLATIOn/PAD understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted -code or ordinance. Receipt of contractor's copy of approved plans acknowledged. By Date Permit No..�9......J..0. NbRTHWEST April 9, 1990 . City of Tukwila 6200 Southcenter Blvd. Tukwila, WA 98188 Attention: Duane Griffin Reference: Shamrock Center Bldg C Addition ENW #88124 Mr. Griffin: Here are calculations for revised panel openings along Grid E for the above referenced project including revised shear wall calculations conforming to the 1988 UBC per your request. If there is anything further I can do to assist in the clearing up of structural questions towards the issuance of the building permit, please don't hesitate to call. Sincerely, Daniel M. Lake Project Engineer cc: Mahan & Desalvo ENGINEERS NORTHWEST, INC. P.S. • CONSULTING ENGINEERS 6889 WOODLAWN AVENUE N.E. SEATTLE. WA 98116 12081 525.7680 FAX 12061 822.88911 ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No. 8312 0000 JOB NAME S /,/4 /e0Cic. G J1✓T7e , l3LDG7. C SUBJECT REV /SED Sh a AID 0 '-4 1/ 6" ' 14 1 . 0 1 ` 3�,o "__ zB-3 t GN�cK e so(►p 38 26 L 0T/•1 = 36./(22)+ 34 /(,s. 1 K• ft (9.1 3 4- Sq)/ 7 13 ok ` K GK (1y.7 q .!G k (1.7, /) IL.G� -�q 3• I , 24'9' pl 131( -S 36.1 k (RED. 3/[. ATE , 1, EXlJT Fog 70 r '1'- ADD /r/ek 7 3o -9 SETS. G Ir 1,22_1_,1 z_4' 29 = x" Re f 4.1 DATE 3-4P/- SHEET OF BY t 30 pm L Eg/Jr 9z.8 ! 543 ' , 3 2744 /23.5 -'1 25 3 zs' Y _ - , = 430 Pct° ,Syo q5 }47-49.f ) _ 9I. A C 3 (9.I (o. 29/ / 07 @ g -0 Oor FFOn- 6K e V 46s(07.9) 430 _ 42•5" 4 = h 2 5t ,7. 46.0 99 .� =p x = °.��.8 3(c.) k (18 /A.F) .S oK fl MAK r A 2.3.31 6.4) - O,61 •/2% s 0,$ (lrol Ir a 49 (43 ?pL' SOkd �E ft ; l 4 - /.O3 !L 3 1 • . 1 0 .D = /5• G: ft 46r(10 '10 : 4 2 Iry 4.2.3 37/ f6F < N 2S ' 114 371 31-r a l (/o' -/o) .• -'/2- (v rr 437 423 107 -SA IIl43 ? 320 /0 a 0 l 2s " z 7t A �-� INPUT service OUTPUT 'Axial (kips) Shear (kips) Mom (ft-k) Wall Ht (ft) Wall L (ft) Wall t (in.) f'c (ksi) Fy (ksi) � Loads (ult) Axial (kips) Shear (kips) Mom (ft-k) Mom design Mom uncrack Axial stress Eccen (ft) a (ft) Cu (kips) Tu = Cu ~ Pu As = Tu/.9*F Vu/phi (kip) 10*sqrt(4"c) Vc kips Av=in^2/ft spacing (in) Shear Wall Design loads DL 156 22.00 49.00 5.50 DL+LL 218.40 0.00 0.00 0.00 199 2.52 39.00 -179.40 0.00 0"00 1952.49 390.50 0.00 57.45 LL 0 Load per %9.60 2.77 109.51 -129.17 0.00 163.80 LATERAL 70' -/ 70 1326 Bar area = 19.60 0.48 18.82 0.00 163.00 0;00 0.00 57.45 57.45 D=.9*L= 44.10 DL+E0 DL-EQ 0L+LL+EQ DL+LL-Eg 238.68 42.12 316.68 120.12 98.28 98.28 98.28 98.28 �°28 1856.40 1856.40 1856.40 1�956.4' 0.00 0,00 0.00 0.00 � �' ' /p .=°.� m ft � .^���m m^^ ��� ���* ��*~�° 4� /.~� .~- , �`kl�� , = 39.60 � ',o �/ ~- �~ ' ^ '�� m/ �� 19.60 19°60 ^ Sr `� - Ci --169.75 -65.89 0.00 163.80 57.45 {).79 0.00 183.8# 0.00 ENGINEERS- NORTHWEST 6869 Woodlawn Ave NE Seattle,Washington 98115 JAMB DATA SPANDREL DATA OPENINGS MATERIAL DATA 1 2 3 4 5 6 7 LOAD CASES height (ft) 22.00 thickness(in) 0.00 LEFT LOADING DATA unfactored wind seismic... zone ledger LLIplf1= concentrated load LL(lbs)= concentric load LLIplf)= horiz load plf 1+ inward): REBAR DATA Vertical 1 15 concrete.(psi),rebar (psi) 14500 60000 in Ipsf)= 0.0 out Ipsf)= 0.0 3 . press Ipsf1= 15.5 import fact= 1.00 0 DL Ip1f)= 0 ecc (in): 0.0 1 LL w /seismic= 0 DL (lbs) =146930 ecc (int= -2.7 1 LL w /seismic= 0 DL (plfl= 0 1 LL w /seismic= 0 dist above floorlft)= 0.0 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) PhiSNn (in -k) deft (in) Allow defllin) Comments _,. Top of wall 1 36.4 -1.0 78.16 -0.01 1.50 2 36.4 -1.0 78.16 -0.01 1.50 3 36.4 -17.4 78.16 -0.11 1.50 4 42.5 -1.2 89.06 -0.01 1.50 5 42.5 -1.2 89.06 -0.01 1.50 6 42.5 -18.7 89.06 -0.11 1.50 7 56.7 -2.0 107.33 -0.01 1.50 Bottom of wall 37.0 0.3 79.20 0.00 0.53 case ok used interaction curve 37.0 0.3 79.20 0.00 0.53 case ok used interaction curve 37.0 -9.6 79.20 -0.00 0.53 case ok used interaction curve 43.2 0.7 90.28 0.00 0.53 case ok used interaction curve 43.2 0.7 90.28 0.00 0.53 case ok used interaction curve 43.2 -9.5 90.28 -0.00 0.53 case ok used interaction curve 57.6 1.8 106.19 0.00 •- 0.53 case ok used interaction curve 1) .9DL + 1.3111 inward 2) .9DL + 1.3WL outward 3) .9DL + 1.43E0 4) 1.05DL + 1.2811 1.28WL inward •- 5) 1.0501 + 1.2811 + 1.28W1. outward 6) 1.05DL + 1.2811 + 1.4E0 7) 1.401 + 1.711 INTERACTION CURVE DATA .71Po .7$Pbal .7$Mbal .7$Mn 141.4 54.3 110.3 12.7 CONCRETE JAMB DESIGN (version 3.0) Sheet of 1988 UBC • SHAMROCK CENTER BLDG C REMODEL 15:42 :48 04 -06 -1990 SHEAR WALL GRID E pa 100 = ____= a = ___ width tin) thickness Ain) parapet ht (ft) 44.52 ,5.50. 3.50 offset (in. + outward)` - 0.00 width (ft) height Ift) RIGHT width (ft) height 1ft) 0.0 0.0 0.0 0.0 d= 3.69 Horizontal min in "2 / ft 0.13 add thickness 1in) K factor 0.00 0.85 0 0 0 NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve ENGINEER-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E.- SUITE 205 • SEATTLE, WA 98115 .12061525-7500 • FAX # (206) 622•6606 Joe No, 85 12 (4 COCD Jos NAME -SW"( Or v C77ZB DATE S SUBJECT TA /3 DESIGN gevaeo E 144. 004 01..4 0110 M. ••• ••• •••• ••• ••• ••• 001 ••• ION IA. Coo* 1.I• ft• •I14 NCI 0.• •• • 101.16••• •••• ••• 2 6•14 i••• OOOOO .216 • 04 •■•09.• ••• 0.11. 004. 044 0040 104 0•••• 4.4 440 ow Owl* .144 414144 1440 4.0 ••••• ••• * c es 1 re rim' III 1..).t.lr '7 o r. tit ( 1 ii, 9) moil Ii di ol:mictl (Iii) :3 14,11 1 I till ) 4 It oc tor (0 lt i) . '47; rat-m.1ml; It'll ( f I:) lamb 1,..lacknyno ( n ) 7 . wit11:11 (in) 11 (Vial I:1 (mat Iti moo ( u ) • 131: 1.1i.i..tAutIon (In) 10 till .1: mo I: (iii) .1. out. oar 1..1 II 1.0.1: onolli mi wi all (410 1 ijim I: (4 ) 1.',3 IfltiIil : 1.1110.911 I'M width (f . 1 4 Imi ( ) :5 1tiwnrd wi rod 1 clot! (owl' / 4 Outward wi nt.I •icAtl (t) t; I ) r. food r. ono ( I it, 4 ) 4 f., 15,11 it11:1111 I AIM:11 4 AC till 1.edtier LL ( 1 i ) 1)1.. (n1. ) 9 di oh. 1 r tun 1 no do .1. nat.? (iii) 10 7. 1,1. w/ !Intl (I. to 100) .1 1. Cutuankt...aleti_l 1,(.11).1%.) .• ( 1 1 3 di to 1 rum I. nrii do •Ac. (hi) 1 1 2, 1..1. 04/ rel mud ( I t o .100) • - et Corsconir c (ul ) 1)1... (n1 ) t 7 % W/ C lo 100) 1 CI rtm sc hor milt? (mo t 1 ) 19 he 1 (Ail obf3VITP Ilr 1) J . 1 2 7!4 s' 3q 440 00 •••• 440 • 4• Bomar or , • • LL ( Di. 167,u ua PA/MA r c. 867 f. 1.' 1, W 6(647) r - . 31 ef,Lr "OKI s) 34,3 ar(/) al. 5 f ENGINEERS-NORTHWEST . 6869 Woodlawn Ave NE Seattle,Washingtun 98115 JAMB DATA height (ft) 22.00 SPANDREL DATA thirkness(in) 6.00 OPENINGS LEFT MATERIAL DATA LOADING DATA unfactored wind in (psf1= seismic... zone ledger LI.(plf): concentrated load LL(lbs)= concentric load LL(plf): horiz load plf (+ inward): REBAR DATA Vertical 5 16 CONCRETE. JAMB DESIGN (version 3.0) 1988 UBC 12 :34:03 04 -08 -1990 po 100 width (in) thickness (in) add thickness (in) K factor 34.00 7.25 offset (in, + outward) 0.00 width (ft) height (ft) RIGHT width (ft) 24.0 14.0_ 24.0 concrete .(psi) rebar (psi:) 3000 ;60000 14.4 out (psi): 15.0 3 press (psf)= 91.9 356 DL (plf1= 157 0 DL (lbs): 0 0 DL (plf1= 0 0 dist above floor(ft1= import fact= 1.00 ecc (inl= 3.0 ecc (in1= 0.0 d= 5.38 Horizontal min in "2 / ft 0.17 MOMENT AND DEFLECTION RESULTS + inward outward Case Pu (kips) Mu (in-k) Mein (in -k) deft (in) Top of wall 1 11.8 100.2 206.13 0.75 2 8.8 -109.1 206.13 -0.86 3 0.8 -02.7 206.13 -0.51 4 12.4 92.9 169.20 0.65 5 12.4 -120.8 169.20 -0.93 6 10.3 -84.2 207.61 -0.51 7 19.4 -25.7 179.80 -0.07 Bottom of wall 1 9.6 2 9.6 3 9.6 4 13.3 5 13.3 6 11.2 7 20.6 LOAD CASES. 11 2) 3) 4) 5) 6) 1) 77.3 206.92 -81.2 206.92 - 57.0 206.92 74.5 170.55 -81.9 170.55 -57.1 167.28 -5.3 181.60 .9DL + 1.3WL inward .901 + 1.3WL outward .901 + 1.43E0 1.0501 + 1.28LL + 1.28WL inward 1.05DL + 1.2811 + 1.28WL outward 1.05DL t 1.2811 + 1.4E8 1.401 + 1.7LL INTERACTION CURVE DATA .71Po .71Pbal .7$11bal .7$Mn 124.2 25.3 188.7. 150.4 NOTE 0.0 parapet ht (ft) 0.00 0.85 3.25 X LL w /seismic= X LL w /seismic= X LL w /seismic= Allow defl(in) Comments Sheet of shamrock center bldg C REVISION DOUBLE 24 ' DOORS height (ft) 14.0 0 0 0 1.50 case ok 1.50 case ok 1.50 case ok 1.50 case ok used interaction curve 1.50 case ok used interaction curve 1.50 case ok 1.50 case ok used interaction curve 0.04 0.53 case ok -0.02 0.53 case ok -0.00 0.53 case ok 0.04 0.53 case ok used interaction curve -0.02 0.53 case ok used interaction curve -0.00 0.53 case ok used interaction curve -0.00 0.53 case ok used interaction curve in cases 11, 2), 4), and 5) the LL used is 1/2 of the applied LL ENGINEERS - NORTHWEST CONCRETE JAMB DESIGN (version 3.0) Sheet of 6869 Woodlawn Ave NE 1988 UBC SHAMROCK CENTER BLDG C ADDITION Seattle,Washington 98115 16:24:21 04 -06 -1990 REVISED PANEL OPENINGS _ _ = po 100 =_ _ _-- - -_ - -_ __________ _ _ ____ JAMB DATA height (ft) width lin) thickness (in) add thickness (in) K factor parapet ht (ft) 22.00 26.15 7.25 0.00 1.00 3.25 SPANDREL DATA thickness(in) offset lin. + outward) 5.50 0.00 OPENINGS LEFT width (ft) height Ift) RIGHT width (ft) height (ft) 24.0 14.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) INTERACTION CURVE DATA .7$Po .7$Pbal .71Mbal .71Mn 124.2 40.4 162.3 87.0 3000 60000 LOADING DATA unfactored wind in (psi): 14.3 out (psf1= 15.0 seismic... zone 3 press (psi): 62.2 import fact= 1.00 ledger LL(plfl= 356 DL (p1f1= 157 ecc (in1= 3.0 Z LL w /seismic= 0 concentrated load LLIlbs1= 0 DL (lbs1= 0 ecc (in): 0.0 Z LL w /seis.ic= 0 concentric load LL(plfl= 0 DL (plf1= 0 Z LL w /seismic= 0 horiz load plf (+ inward): 0 dist above flaor(ft1= 0.0 REBAR - DATA Vertical 3 15 d= 5.38 Horizontal min in "2 / ft 0.17 MOMENT AND DEFLECTION RESULTS + inward outward Case Pu (kips) Mu (in -k) Phi$Mn (in -k) defl (in) Allow defllin) Comments 1 5.8 96.4 128.52 1.34 1.76 case ok 2 5.8 -102.9 128.52 -1.48 1.76 case ok 3 5.8 -72.7 128.52 -0.73 1.76 case ok 4 8.2 93.5 134.51 1.21 1.76 case ok 5 8.2 -112.0 134.51 -1.56 1.76 case ok 6 6.8 -74.1 130.98 -0.72 1.76 case ak 1 12.9 -14.7 111.05 -0.05 1.76 case ok used interaction curve LOAD CASES 11 .9DL + 1.3WL inward 2) .901 + 1.3WL outward 3) .9DL + 1.43E0 4) 1.05DL + 1.2811 + 1.28WL inward 5) 1.0501 + 1.28LL + 1.28WL outward 6) 1.0501 + 1.2811 + 1.4E0 7) 1.401 1.7LL NOTE in cases 11, 21, 41, and 51 the LL used is 1/2 of the applied LL ENGINEERS - NORTHWEST CONCRETE JAMB DESIGN (version 3.0) Sheet of 6869 Woodlawn Ave NE 1988 UBC SHAMROCK CENTER BLDG C ADDITION Seattle,Washington 98115 16:29:57 04 -06 -1990 REVISED WIDE JAMB OPENING ___ _- - JS .. . C po 100 =_______________ __________________ __________ JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor parapet ht (ft) 22.00 46.00 5.50 0.00 0.85 3.25 SPANDREL DATA thickness(in) offset (in. + outward) 5.50 0.00 OPENINGS LEFT width Ift) height (ft) RIGHT width (ft) height tft) 24.0 14.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in Ipsf): 14.3 out (psi): 15.0 seiseic... zone 3 press (psf): 42.2 ieport fact= 1.00 . ledger LLlplf)= 356 DL (plf): 157 ecc (in): 3.0 1 LL w /seiseic= 0 concentrated load LLIlbs): 0 DL (Ibs)= 0 ecc (in): 0.0 1 LL w /seiseic: 0 concentric load Ll.lplf)= 0 DL (p1f): 0 1 LL w /seiseic= 0 horiz load plf (+ inward): 0 dist above floor(ft): 0.0 REBAR DATA Vertical 4 16 d= 3.63 Horizontal min inA2 I ft 0.13 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phi1Mn (in -k) defl (in) Allow defl(in) Consents Top of wall 1 3.5 43.1 83.75 0.91 1.50 case ok 2 3.5 -50.6 83.75 -1.27 1.50 case ok 3 3.5 -37.9 83.75 -0.68 1.50 case ok 4 5.1 39.6 85.61 0.75 1.50 case ok 5 5.1 -57.7 85.61 -1.46 1.50 case ok 6 4.1 -39.1 84.49 -0.67 1.50 case ok 7 8.0 -14.0 72.33 -0.09 1.50 case ok used interaction curve Bottom of wall 1 4.1 33.3 84.47 0.04 0.53 case ok 2 4.1 -35.8 84.47 -0.03 'Y 0.53 case ok 3 4.1 -25.3 84.47 0.01 ' 0.53 case ok 4 5.7 32.0 86.37 0.04 0.53 case ok 5 5.1 -36.2 86.37 -0.03 0.53 case ok 6 4.8 -25.4 85.30 0.01 0.53 case ok 7 8.9 -2.9 73.58 -0.00 0.53 _case ok used interaction curve LOAD CASES 1) .9DL + 1.3WL inward 2) .9DL + 1.3WL outward 3) .9D1 + 1.43E0 4) 1.05DL + 1.2811 + 1.28W1 inward 5) 1.05DL + 1.2811 + 1.28WL outward 6) 1.05DL + 1.2811 + 1.4E0 7) 1.401 + 1.711 INTERACTION CURVE DATA .71Po .71Pbal .11Mbal .71Mn 94.2 19.8 88.7 61.2 NOTE in cases 1), 2), 4), and 5) the 11 used is 1/2 of the applied LL ENGINEERS-NORTHWEST CONCRETE JAMB DESIGN (version 3.0) Sheet ____of...__ 6869 Woodlawn Ave NE 1988 UDC shamrock center bldg C REVISION Seattle,Nashington 90115 12:51:52 04 -00 -1990 DOUBLE 24 ' DOORS po 100 JAMB DATA height (ft) width (in) thickness (in)_ add thickness (in) K factor parapet ht (ft) 22.00 36.00 6.00 0.00 0.85 3.25 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) height (ft) 24.0 14.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar..ipsil - 3000 60000 LOADING DATA unfactored wind in (psfl= 14.4 out (psfl= 15.0 seismic... zone 3 press (psi): 53.5 impart fact: 1.00 ledger LL(plf): 356 DI (phi): 157 ecc (in): 3.0 1 LL w /seismic: 0 concentrated load LL(lbs): 0 DL (lbs): 0 ecc (in): 0.0 1 LL w /seismic= 0 concentric load I.L(plf1: 0 DL (p141= 0 1 LL w /seismic= 0 horiz load plf (+ inward): 0 dist above floorlftl: 0.0 REDAR DATA Vertical 3 16 d: 4.13 Horizontal min in "2 / it 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phi$Mn (in -k) deli (in) Allow defl(in) Comments Top of wall 1 4.6 52.1 96.17 • 0.82 1.50 case ok 2 4.6 -61.1 96.17 -1.14 1.50 case ok 3 4.6 -40.0 96.17 -0.67 1.50 case ok 4 6.5 47.5 99.12 0.67 1.50 case ok 5 6.5 -69.4 11.12 -1.29 1.50 case ok 6 5.4 -49.4 97.39 -0.66 1.50 case ok 7 10.2 -17.1 03.82 -0.08 1.50 case ok used interaction curve Bottom of wall 1 5.2 40.5 91.10 0.04 0.53 case ok • 2 5.2 -43.3 97.18 -0.02 0.53 case ok 3 5.2 -31.8 97.18 0.00 0.53 case ok 4 7.2 38.9 100.18 0.04 •' 0.53 case ak 5 7.2 -43.9 100.18 -0.02 0.53 case ok 6 6.1 -32.0 98.52 0.00 0.53 case ok 7 •11.2 -3.7 85.32 -0.00 0.53 case ok used interaction curve LOAD CASES 11 .9DL + 1.3WL inward 2) .9DL + 1.3W1 outward 3) .9DL + 1.43E0 4) 1.05DL + 1.2811 + 1.28WL inward 5) 1.05DL + 1.28LL + 1.28WL outward 6) 1.05DL + 1.2811 + 1.4E0 1) 1.4D1 + 1.711 INTERACTION CURVE DATA .7$Po .7 *Pbal .7HMba1 .7$Mn 102.8 26.0 108.0 68.2 NOTE in cases 1), 21, 4), and 5) the LL used is 1/2 of the applied LL ...LI 1 1 • L.I . iL .,, • a.I ._ • •• • A t I A PAD FOR SHgAR. SH Az cir: = /G, 400 • 4 -1' b' -0 _____ -.A. I We 1 n ,- - ux.w o,ci�.►uea ow air i4004. *A4 I Se-e.?It9wl A -4 TYPICAL- 4 s was sGAL,e '4 /• a" PIMAK3.�?OC, CORPORATE and sALO anlas 616 am M,. SuU.600. S•61119. YN 9904 C200292•1160 6601 Saudi Mader SL, Mau* 94496166 (206)2924160 1� Ibitords. All 99701 (9101632.1131 0 0 1:4• ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -8698 ,1 JOB NO. 091 Z '�.007 JOB NAME 6114 AD c,k ( +t/7/Z. SUBJECT 4i7p 1.01D.fxAA/1,E,Jr FPTo k Jvp,'aK.r ED/C SHEET OF " /6,s k � r ( / /r?�/C MAGN /�/C .. BY 00/+s1. ae3 16 ' Gv /t 4 N (h es) -L /0' s 4 SO rt F � 11"-r LL 0.411 d eu&r = O,7GS a, /s 0,001) z s l.v S. KLF I ft .rr�ti, �.u. /.) c I< ••.J b = /I' Kg, = 8 G.3 ANn''O.1 4 : 0,2r9 (4) 7#3 Le s,/, nog' PI mod r 0 . 0 — 0./>>L 0.09 > n` ¢ @ 2 4' 2 7 P c., ✓ 4 ' s y 6ss v$-E God. of W RA Ta 'l EA/ 0 d u�T /G.,r 4,J-01'0(1,7) to 3, 47 X17' i 60(0 tip 2., /3- c..f° z 5 2 c4.) - D4 1 8 /s, 2 k . ft C/82.6 DATE 1,21' ii' 9 - APi' - b = /2 l3s I<_, e (DZ. a al 5 bl 2 j r 3 Qi3y > I @ M• s a": $' G./ . 'or, W l 4 r '‚ Rr4a cNtCk J14-044 ' s) � 5,9q 1 r 1 ;:l V't 0.011 KSX OrtodRAM : Flat Slab ECOM ASSOCIATES, Inc. JOB : shamrock center bldg c shear pad RUN : 88124.007 SPAN SPAN SPAN NUMBER LENGTH THICKNESS Ft In 1 15.000 8.000 2 15.000 8.000 ...„ .' 3 15.000 8.000 4 15.000 8.000 5 15.000 8.000 DESIGN DATA SPAN INPUT DATA SPAN LOADS INPUT DATA COLUMN INPUT DATA PAGE NO. 1 TIME : Sun Apr 08 16:22:06 1990 CONCRETE SUPPORT SPAN TENSILE STRENGTH WEIGHT STEEL DESIGN LOAD COVER COVER STRENGTH f'c YIELD METHOD PATTERNS In In K /In ^2 K /In ^2 Lb /Ft ^3 K /In ^2 1.125 2.250 0.475 3.000 144.000 60.000 Ultimate Pattern Loading SPAN =__= UNIFORM LOADS =_= PARTIAL LOADS NUMBER DEAD LIVE DEAD LIVE BEGIN END K /Ft ^2 K /Ft ^2 K /Ft K /Ft Ft Ft 1 0.000 -0.250 0.000 0.000 0.000 0,000 2 0.000 -0.250 0.000 0.000 0.000 0.000 3 0.000 -0.250 0.000 0.000 0.000 0.000 4 0.000 -0.250 0.000 0.000 0.000 0.000 5 0.000 -0.250 0.000 0.000 0.000 0.000 _ L 2 2"'22. 222 COLUMN DIMENSIONS COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH _ _ =_ 2 _ - -_ s =====_____ In In In In Ft Ft Ft 1 14.000 0.000 0.000 0.000 '" 99.990 0.000 14.250 2 14.000 0.000 0.000 0.000 99.990 0.000 14.250 3 14.000 0.000 0.000 0.000 99.990 0.000 14.250 4 14.000 0.000 0.000 0.000 99.990 0.000 14.250 5 14.000 0.000 0.000 0.000 99.990 0.000 14.250 6 14.000 0,000 0.000 0.000 99.990 0.000 14.250 hi.,uRAM : Flat Slab ECDM ASSOCIATES, Inc. JOB : shamrock center bldg c shear pad RUN : 88124.007 CANTILEVER INPUT DAT..A.. = UNIFORM LOADS = _= LINE LOADS == PARTIAL LOADS SPAN MOMENTS PAGE NO, 2 TIME : Sun Apr 08 16 :22:18 1990 PANEL /CAPITAL INPUT DATA DROP PANEL - ___= COLUMN CAPITAL - COLUMN LENGTH NUMBER THICKNESS WIDTH LEFT RIGHT DIAMETER DEPTH In Ft Ft Ft In in 1 12,000 2.500 1.250 1,250 0.000 0.000 WARNING - Does Not Meet ACI 13,4.7.1 For Negative Moment Reduction With A Drop Panel. 2 12,000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 3 12.000 2.500 1.250 1.250 0,000 0,000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 4 12.000 2.500 1.250 1.250 0.000 0,000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 5 12.000 2,500 1.250 1,250 0.000 0,000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 6 12.000 2.500 1.250 1.250 0,000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. LENGTH WIDTH DEAD LIVE DEAD LIVE DEAD LIVE BEGIN END Ft Ft K /Ft ^2 K /Ft ^2 K /Ft K /Ft K /Ft K /Ft Ft Ft LEFT 1.000 14.250 0.000 -0.250 0.000 0.000 0.000 0.000 0.000 RIGHT 2.000 14,250 0,000 -0.250 0.000 0.000 0.000 0.000 0.000 0.000 COLUMN 75% ADJACENT SPANS 757.. ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT Ft -K Ft -K Ft -K Ft -K Ft -K Ft -K Ft -K Ft -K 1 -3.622 -9.168 -1.351 -7.496 -3.622 -3.316 -4.379 -9.950 2 -193.192 - 192.283 - 116.717 - 112.500 - 113.849 - 116.107 - 219.632 - 217.762 3 - 165.784 - 165.924 - 80.179 - 83.825 - 83.123 -80.284 - 155.453 - 156.222 4 -166.317 - 166.185 - 84.219 - 80.580 - 81.611 - 84.475 - 157.861 - 157.120 5 - 191.349 - 192.227 - 111.565 - 115.752 - 112.955 - 110.595 - 7.13.872 - 215.615 6 - 18.527 - 13.309 - 10.272 -4.224 - 12.677 - 13.309 - 21.506 -16.337 rmARAM : Flat Slab ECOM ASSOCIATES, Inc. JOB : shamrock center bldg c shear pad RUN : 88124,007 COLUMN MOMENTS COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP Ft -K Ft -K Ft -K Ft -K SHEARS Ft -K Ft-K K K * Total Shear Stress Exceeds Allowable Stress PAGE NO. 3 TIME : Sun Apr 08 16:22:38 1990 Ft -K Ft -K 1 -5.545 0,000 -6.145 0,000 0.306 0,000 -5.571 0.000 2 0.909 0.000 4,217 0,000 -2.257 0.000t 1.870 0.000 3 -0.139 0.000 -3.646 ' 0.000 2.840 0.000 -0.770 0,000 4 0.132 0.000 3.639 0.000 -2.863 0,000 0,741 0.000 5 -0.878 0.000 -4.186 0.000 2.360 0,000 -1.743 0.000 6 5.218 0.000 6.048 0,000 -0,632 0.000 5.169 0,000 COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT . LEFT RIGHT LEFT RIGHT 1 -7.087 36.792 -2.545 41.779 -7,007 7,625 -8.601 46.437 2 - 61.329 50.827 - 56.342 17.149 - 22.363 51.259 - 74.395 64.570 3 - 47.294 49.034 - 12.039 49.034 - 46.862 14.905 - 56.262 60.307 4 - 49.087 47.383 - 49.087 12.928 - 15.083 47.162 - 60.525 56.632 5 - 50.738 60.640 - 17.060 56.092 - 50.959 21.522 - 64.199 73.356 6 - 37.480 13.545 - 42.028 4.460 -8.466 13.545 - 47.475 16.513 SHEAR STRESSES COLUMN PUNCHING ECCENTRIC TOTAL ALLOWABLE VERTICAL UNBALANCED FLEXURAL GOVERNING NUMBER STRESS STRESS STRESS STRESS REACTION MOMENT MOMENT PATTERN K /In ^2 K /In ^2 K /In ^2 K /In ^2 K Ft -K Ft -K 1 0.036 0,001 0.037 0.186 50.711 5.571 3.343 4 2 0.069 0.000 0.069 0.186 134.479 1.870 1.271 4 3 0.057 0.000 0.058 0.186 112.003 0.770 0.523 4 4 0.058 0.000 0.058 0.186 112.672 0.741 0.503 4 5 0.068 0.000 0.069 0.186 133.070 1.743 1.184 4 6 0.031 0.001 0.032 0.186 57.636 5.169 3.101 4 Fjty� 1as1s111222222222122222 ------ 22222 2 - = == 2 2222 =2s - - -- -22222 AII'! Slab iE'COM'ASSOCIATES, Inc, • 108 1,thaarock center bldg c shear pad ' t ' 88124.001 %4 sasas tsst 1:stun 22 = = == s 2222:22222=2122 TOP REINFORCEMENT "COLUMN w'' NUMBER ' 1. =2122 2 22=222222■2 2 2222 -2 I PAN NUMBER 22 1 -2.253 2 - 139.116 3 - 106.684 4 - 106.950 5 - 136.342 6 -8.291 2 3 4 5 COLUMN , BAR NUMBER • DESIGNATION 1 _-- - - -__- COLUMN STRIP = DESIGN STEEL MOMENT ' AREA 14 16 74.404 49.660 58.791 50.143 73.695 15 15 $6 5 --- -24322 22 Ft -K In "2 Ft 1.231* 21 6 °14 7 125 4.916 'c i ' 7,125 3.726 7,125 3.736 p,0 7125 4.885k 3 .061` '" K 7.125 1.231* � 7- 7.125 * Minieua Steel __ _= COLUMN STRIP = DESIGN STEEL 'STRIP MOMENT AREA ' WIDTH In "2 ,1 Ft,. 3.106 -1 o: 7.125 " 2.017 S 7.125 2.411 y; oG 7.125 2.037 ► 7,125 • 3.074 A10,07.125 I Minimum Steel == =22 == =222_22= COLUMN STRIP =_ NUMBER ' LENGTH OF BARS LEFT ' RIGHT 4 ,3 6 6 7 6 6 6 STRIP WIDTH In "2 1.000 1.000 9.856 6.177 8.317 3.310 8,317 3.310 8.544 3.310 CONCENTRATE _ STEEL STRIP AREA WIDTH BOTTOM REINFORCEMENT . 5.126 3.310 8.544 . 3.310 8.317 3.310 8.317 3.310 10.765 6.728 Ft 222222121221121211 ;�•' PAGE TIME : Sun Apr 09 16:22 :55 1990' • a MIDDLE STRIP = =_ =__ = =_ DESIGN STEEL , STRIP GOVERNING MOMENT AREA NIDTH . PATTERN 2 " _- 222222 222221= 2212222222222222122222221222121 -0.751 - 46.372 - 35.561 - 35.650 - 45.447 -2.764 ** Overreinforced Ft -K In "2 Ft 1.231* 7.125 1.547 7.125 1.2311 7.125 1.231* hod 7.125 1.515 m # 7.125 1.231* 7.125 4 4 1 4 . "2222 _2= =222222222:222122212212212212111 = ==222222 MIDDLE STRIP 2 =21222222 DESIGN STEEL , STRIP GOVERNING " MOMENT AREA ' WIDTH PATTERN ;Ft -K In "2 o ,7 Ft 49.603 2.014 2 r 33.107 1.321 4 „ eN 7.125 3 39.194 1.574 ° 4 7.125 2 33.429 1,335 v 7.125 ' 3 49.130 1.994 7.125 2 ** Overreinforced 1222222222 222252222222 222222222222 2111s 2 2 2 2222s2s2222s 2212222222= 222222 2222 22222222 2221 22s2222s1222222 TOP BARS _______= MIDDLE STRIP 121 a2221aa2sts11 BAR NUMBER LENGTH DESIGNATION OF BARS LEFT RIGHT 2222.'722212222222: 22222 - - 1222222222222222222222222222 C2222222222222221222111122222 2222222 2 21222222211121111a11111111111111 Ft -K 2212222222222222 =222 22222 2 2 2 2 2 221 212222 22222222 2222212 222221112221222 22 22221a2s 21a1sasr ss21ammeasiaraasassrssls l■ Ft Ft .Ft :.' . . , 14 14 14 14 14 7 8.073 8 . 8.073 ' 7 . 1.000 8.073 .8.073 8.073 3.590 8.073 • 7.400' rhddRAM : Flat Slab ECOM ASSOCIATES, Inc. JOB : shamrock center bldg c shear pad RUN : 88124.007 T 0 P BARS COLUMN STRIP MIDDLE STRIP COLUMN BAR NUMBER LENGTH BAR NUMBER LENGTH NUMBER DESIGNATION OF BARS LEFT RIGHT. DESIGNATION OF BARS LEFT RIGHT 3 3.310 2.000 BOTTOM BARS PAGE NO. 5 TIME : Sun Apr 08 16:23:10 1990 COLUMN STRIP MIDDLE STRIP SPAN BAR NUMBER BAR NUMBER LONG BAR NUMBER SHORT BAR NUMBER DESIGNATION OF BARS LENGTH DESIGNATION OF BARS LENGTH OF BARS LENGTH S Ft ' Ft Ft 1 05 11 14.989 14 6 14.733 5 12.733 2 M4 11 14.519 44 4 14.500 3 10.500 3 04 13 14.519 M4 4 14.500 4 10.500 4 114 11 14.519 04 4 14.500 3 10.500 5 05 10 14.989 114 5 14.733 5 12.733 TOTAL MATERIAL QUANTITIES WITH SLAB REINFORCED IN ONE DIRECTION STEEL TOP BOTTOM STEEL SURFACE STEEL STEEL WEIGHT AREA Lb Lb Lb /Ft "2 Ft ^2 1265.890 1063.810 2.096 1111.500 CONCRETE VOLUME Ft "3 778.500 : Flat Slab ECM ASSOCIATES, Inc. JOB : shamrock center bldg c shear pad RUN : 88124.007 SPAN SPAN SPAN NUMBER LENGTH THICKNESS 1 2 SPAN -__= UNIFORM LOADS =__ NUMBER DEAD LIVE K /Ft ^2 1 0,000 2 0.040 COLUMN NUMBER THICKNESS Ft In 14.250 8.000 14.250 8.000 K /Ft ^2 K /Ft -0.250 -0.250 WIDTH DESIGN DATA CONCRETE SUPPORT SPAN TENSILE STRENGTH WEIGHT STEEL DESIGN LOAD COVER COVER STRENGTH f'c YIELD METHOD PATTERNS In In K /In "2 K /In ^2 Lb /Ft "3 K /In "2 1.875 2.625 0,475 3.000 144.000 60.000 Ultimate Pattern Loading SPAN INPUT DA1A SPAN LOADS INPUT DATA DEAD COLUMN INPUT DATA PARTIAL LOADS LIVE BEGIN END K /Ft Ft Ft. 0.000 0.000 0,000 0.000 0,000 0.000 PANEL /CAPITAL INPUT DATA PAGE NO, 1 TIME : Sun Apr OB 15 :16:24 1990 N Ifir tr.cr 0.000 0.000 COLUMN DIMENSIONS COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH In In In In Ft Ft Ft 1 14.000 0.000 0.000 0.000 99.990 0.000 15,000 2 14.000 0.000 0.000 0.000 99.990 0.000 15.000 3 14.000 0.000 0.000 0.000 99.990 0.000 15.000 DROP PANEL =__= COLUMN CAPITAL LENGTH LEFT RIGHT DIAMETER DEPTH In Ft Ft Ft In In : Flat Slab ECOM ASSOCIATES, Inc. JOB : shamrock center bldg_ c shear pad RUN : 88124.007 PANEL /CAPITAL INPUT DATA PAGE NO. 2 TIME : Sun Apr 08 15:18:36 1990 DROP PANEL =__= COLUMN CAPITAL COLUMN LENGTH NUMBER THICKNESS WIDTH LEFT RIGHT DIAMETER DEPTH 1 12.000 2,500 1.250 1.250 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. "- 2 12.000 2.500 1.250 1.250 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 3 12.000 2.500 1.250 1.250 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. CANTILEVER INPUT DATA = UNIFORM LOADS = _= LINE LOADS == PARTIAL LOADS LENGTH WIDTH DEAD LIVE DEAD LIVE DEAD LIVE BEGIN END Ft Ft K /Ft "2 K /Ft ^2 K /Ft K /Ft K /Ft K /Ft Ft Ft LEFT 1.000 15.000 0.000 -0.250 0.000 0.000 0.000 0.000 0.000 0.000 RIGHT 4.000 15.000 0.000 -0.250 0.000 0.000 0,000 0.000 0,000 0.000 Ft-K Ft -K Ft -K Ft -K Ft -K Ft -K Ft -K Ft -K SPAN MOMENTS 0.000 0.000 0.000 0.000 0.000 0.000 COLUMN 757. ADJACENT SPANS 757.. ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT • RIGHT LEFT RIGHT LEFT RIGHT COLUMN MOMENTS Ft-K Ft -K Ft -K Ft -K Ft -K Ft -K 1 -3.792 -8.563 -1.402 -6.496 -3.792 -3.109 -4.589 -8.797 2 - 200.577 -200.408 - 118.571 -115.228 - 126.123 - 128.729 - 233.180 - 232.478 3 - 57.864 - 54.772 - 52.411 - 54.772 - 20.814 -16.522 - 69.369 -67.522 COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 1007. LL ALL SPANS NUMBER BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP Ft -K Ft -K 1 -4.770 0.000 -5.094 0.000 0.684 0.000 -4.208 0.000 2 0.169 0.000 3.343 0.000 -2.606 0.000 0.702 0.000 3 3.093 0.000 -2.361 0.000 4.293 0.000 1.848 0.000 L....dRAM : Flat Slab ECOM ASSOCIATES, Inc. JOB t shamrock center bldg c shear pad RUN t 88124.007 COLUMN 75% ADJACENT SPANS NUMBER LEFT RIGHT -211 e 1 2 3 22e2 -2222 222222 22222:222 -:222222 - -22 K K -7.427 - 62.535 - 39.057 0.037 0.079 0.043 35.586 59.063 27.819 0.001 0.000 0.000 Ft -K In A2 a 222 -2 -2 K K -2.646 - 56.925 - 10.586 2. 2222222 COLUMN STRIP 128228222 COLUMN DESIGN STEEL STRIP NUMBER - - MOMENT AREA ' WIDTH tasesa222 COLUMN STRIP 22222 =222 s - ssasssaesssszsesa 22- - - -2 .224222222 222222222 2e22222222222222222222222222222 . 22.-22 a 2 - - -2 222222242 22222- 222 22 -22222222.22 75% ODD SPANS LEFT RIGHT z z 0.038 0.079 0.044 SHEARS 41.196 19.402 27.819 0.186 0.186 0.186 75% EVEN SPANS 100% LL ALL SPANS LEFT RIGHT LEFT RIGHT a 2"2222222 2-....222221222222112222:22222222222222 K K -7.427 - 23.627 - 41.487 TOP REINFORCEMENT 222:222:222:2222222222222222:222222222222 222222 2222 SHEAR STRESSES COLUMN PUNCHING ECCENTRIC TOTAL ALLOWABLE VERTICAL UNBALANCED FLEXURAL GOVERNING NUMBER STRESS STRESS STRESS STRESS REACTION MOMENT MOMENT PATTERN 222 2 222:-2::22 -22-2 :2 - 222-2 2222 ..2..2...2....2 222:22: K /In A2 K /In ^2 K /In A2 K /in A2 - K Ft -K Ft -K ss CONCENTRATE as STEEL STRIP AREA WIDTH 49.512 143.741 78.880 * Total Shear Stress Exceeds Allowable Stress 6.361 56.633 8.694 4.208 0.702 1.848 2:22 2222222222 222222222222222222222222222222222222: 22222 22222222- 222222 222222222 222 222 2222222a22222 222222222222222 222222222222222222 22222:2. 2222: 2222: 2222 22222222 22222282: as2aa s22sea 222e222222a 222a 2es 228 a222saas2a22: 212222222222 222 222222222222222222a , Ft In A2 Ft Ft -K 1 -2.360 1.231* 7.125 -0.787 1.361* 7.875 •4 2 - 147.365 6.214-. 7.125 - 49.122 1.852 7.875 4 3 - 38.265 1.435 7.125 -12.755 • 1.36141 7.875 4 * Minimum Steel 54 ,0 at Overreinfarced i affe R~` rir 22:22220:2222:222228:22222222:22222222:22222222 2. 22220::ess e22222822sa2ssaes22222:::a2 -.2a s- 2 2222222: 1122 :2222:222s2saa2222:2s2aassa :22:222 :2assa2asa222aa2s2saas a222222s22212ss BOTTOM REINFORCEMENT, SPAN DESIGN STEEL STRIP DESIGN NUMBER MOMENT AREA WIDTH MOMENT c .....) e222222 22712222. 222222 saassas2a2sssssasss2sassassssasasasssss- aaasses222222 222222222 Ft -K In A2 Ft '3, i roo ' 1 68.966 3.097 , 7.125 2 61.424 2.730 111 pU , 7.125 �11 t ° g * Miniwn Steel to Overreinfarced 41 [1 K K -9.021 - 76.162 - 48.970 PAGE NO. 3 TIME : Sun Apr 08 15:18:52 1990 -.222-222222222222222222222 2222222222222 2.525 0.477 1.256 44.670 71.862 34.194 4 4 4 222222 222 MIDDLE STRIP • 12511212 DESIGN STEEL • STRIP BOVERNINB MOMENT AREA WIDTH PATTERN • In A2 Ft • e22222z22 MIDDLE STRIP STEEL STRIP GOVERNING AREA WIDTH PATTERN - Ft-K In A2 Ft = . 45.971 1.993 t ' ° 1.875 ,..T, 2 a 40.950 1.765 1.875 3 • 11. A" 1 11 14. F,..oRAM : Flat Slab CCUM ASSOCIATES, Inc. JOB : shamrock center bldg_ c shear pad RUN : 88124.007 TOP BARS COLUMN STRIP - - - -•• MIDDLE STRIP COLUMN BAR NUMBER LENGTH BAR NUMBER LENGTH NUMBER DESIGNATION OF BARS LEFT RIGHT DESIGNATION OF BARS LEFT RIGHT Ft Ft Ft Ft 1 14 4 1.000 4.878 14 7 1.000 3.425 3 1.000 3.160 2 16 8 10.881 14.250 14 10 7.454 14.250 7 6.799 3.160 3 114 4 7.781 4.000 114 7 7.635 4.000 4 3.160 4.000 BOTTOM BARS TOTAL MATERIAL QUANTITIES WITH SLAB REINFORCED IN ONE DIRECTION STEEL _ TOP BOTTOM STEEL — SURFACE STEEL STEEL WEIGHT AREA Lb Lb Lb /Ft ^2 Ft ^2 705,092 452.386 2.303 502.500 PAGE NO. 4 TIME : Sun Apr 08 15:19:07 1990 COLUMN STRIP MIDDLE STRIP AN BAR NUMBER BAR NUMBER LONG BAR NUMBER SHORT BAR NUMBER DESIGNATION OF BARS LENGTH DESIGNATION OF BARS LENGTH OF BARS LENGTH Ft Ft Ft 1 15 10 14.239 114 5 13.983 5 12.095 2 14 14 13.992 14 5 13.983 4 12.095 CONCRETE VOLUME Ft '3 353.750 1...JRAM : Flat Slab ECDM ASSOCIATES, Inc. JOB : shamrock center bldg c shear pad RUN : 88124,007 CONCRETE ___ SUPPORT SPAN TENSILE STRENGTH WEIGHT STEEL DESIGN LOAD COVER COVER STRENGTH f'c YIELD METHOD PATTERNS In In K /In ;2 K /In ^2 Lb /Ft ^3 K /In ^2 1.875 2.625 0,475 3.000 144.000 60.000 Ultimate Pattern Loading SPAN SPAN SPAN NUMBER LENGTH THICKNESS Ft In 1 14.250 8.000' 2 14.250 8.000 3 14.250 8.000 4 14.250 8.000 DESIGN DATA SPAN INPUT DATA PAGE NO. 1 TIME : Sun Apr 08 15 :55 :30 1990 SPAN LOADS INPUT DATA SPAN =__= UNIFORM LOADS =__ 'PARTIAL LOADS NUMBER DEAD LIVE DEAD , LIVE BEGIN END K /Ft "2 K /Ft '2 K /Ft K /Ft Ft Ft 1 0.000 -0.250 0.000 0.000 0.000 0,000 2 0.000 -0.250 0,000 0.000 0.000 0.000 3 0.000 -0.250 0,000 0.000 0.000 0.000 4 0.000 -0.250 0.000 0.000 0.000 0.000 COLUMN INPUT DATA COLUMN DIMENSIONS COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH in In In In Ft Ft Ft 1 14.000 0.000 0.000 0.000 99.990 0.000 15.000 2 14.000 0.000 0.000 0.000 99.990 0.000 15.000 3 14.000 0.000 0.000 0,000 99.990 0.000 15.000 4 14.000 0.000 0.000 0.000 99.990 0.000 15.000 5 14.000 0.000 0.000 0,000 99.990 0.000 15.000 -.DRAM : Flat Slab ECOM ASSOCIATES, Inc. JOB : shamrock center bldg c shear pad RUN : 88124.007 PAGE NO. 2 TIME : Sun Apr 08 15:55:42 1990 PANEL /CAPITAL INPUT DATA DROP PANEL ••- -- COLUMN CAPITAL COLUMN LENGTH NUMBER . THICKNESS WIDTH LEFT RIGHT DIAMETER DEPTH In Ft Ft Ft In In 1 12,000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. o4c 2 2 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 3 12.000 2.500 1.250 1,250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 4 12,000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACT 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 5 12.000 2.500 1.250 1.250 0,000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel, CANTILEVER INPUT DATA = UNIFORM LOADS = == LINE LOADS == PARTIAL LOADS LENGTH WIDTH DEAD LIVE DEAD LIVE DEAD LIVE BEGIN END Ft Ft K /Ft A2 K /Ft ^2 K /Ft K /Ft K /Ft K /Ft Ft Ft LEFT 1.000 15.000 0.000 -0.250 0.000 0,000 0.000 0.000 0.000 0.000 RIGHT 4.000 15.000 0.000 -0.250 0.000 0.000 0.000 0.000 0.000 0,000 COLUMN 75% ADJACENT SPANS 75 %. ODD SPANS 75 %. EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT Ft -K Ft -K Ft -K Ft-K 1 -3.792 -8.499 -1.402 -6.620 -3.792 -3.440 -4.589 -9.232 2 - 185.857 - 105.119 - 113.122 - 109.568 - 111.567 - 113.610 - 214.053 - 212.611 3 - 156.212 - 156.262 - 70.746 - 73.693 - 69.794 - 67.066 - 133.731 -133.940 4 - 180.779 - 181.349 - 97.829 - 95.259 - 106.381 - 109.722 - 194.551 - 195.289 5 - 57.924 - 54.772 - 52.864 - 54.772 - 21.246 - 16.522 -70.214 -67.522 .UMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS NUMBER BOTTOM TOP BOTTOM TOP BOTTOM TOP Ft -K Ft -K Ft -K Ft-K SPAN MOMENTS COLUMN MOMENTS Ft -K Ft -K Ft -K Ft -K Ft -K Ft -K 100% LL ALL SPANS BOTTOM TOP Ft -K Ft -K - 22222 :2 222:CC22C22222 2.22222:22..-2.....2-2 .22 a - s 222 - .C2 -222.2222222222222022222222221:222222222222212221122 • Ld0AM : Flat Slab ECOM ASSOCIATES, Inc. JOB : shairock center bldg c shear pad RUN : 88124.007 a- 2 - 22 - -a e COLUMN MOMENTS . PAGE NO. 3 TIME : Sun Apr 08 15 :56 :02 1990 C - -2 - - 2 2 - 2221sasas:e2 :r_22 :2a22esases2a :saris COLUMN 15% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP 2112 2 :21.22222122 22 2 22 : 22222 - - - - a 22222 2222222 :22212: 2222222222222222 22222e222223222 assa11 M1222 1 -4.707 0.000 -5.218 0.000 0.353 0.000 -4.643 0.000 2 0.738 0.000 3.554 0.000 -2.043 0.000 1.442 0.000 3 -0.050 0.000 -2.947 0.000 2.727 0.000 -0.209 0.000 4 -0.569 0.000 2.570 0.000 -3.342 0.000 -0.738 0.000 5 3.152 0.000 -1.907 0.000 4.725 0.000 2.693 0.000 222 :a 22222 2222 :211 :: :'222222222222 :2e22z :2X2221 :22 :222222:2: 22x222222: 22222:22 1222 22222 2sa sea2222122 :111asa21a111a11ataa22 • SHEARS. COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT 2222222 _..- :2__.2..__2_2_ 2.22 -- .22_---2- ..22._ 222- 1:s_:see22 2222 :sae22222222221 2222: 22222 :22sa222saa2aee K K , K K K K K K L,.. -1.427 . 36.614 -2.646 41.587 -1.421 7.406 -9.021 46.042 2 - 61.501 51.089 - 56.534 17.718 -22.582 ._ .. 52.135 - -• - 74.189 65.951 3 - 47.032 47.340' - 12.270 47.361 - 45.986 12.235 - 54.880 56.162 4 - 50.781 57.722 - 50.754 17.969 - 17.753 55.269 - 64.669 69.193 5 - 40.399 27.819 - 12.019 27.819 - 42.852 8.694 -51.639 34.194 222 22 22 22 2s2aas2s2aas2: a22222222aea2saaa2222222 :a2 : :2a2aassassasa2ass22212212: 212222222sesaaa a22222 SHEAR STRESSES.....- COLUMN -- PUNCHING ECCENTRIC TOTAL , ALLOWABLE VERTICAL UNBALANCED ' FLEXURAL GOVERNING NUMBER STRESS STRESS STRESS STRESS REACTION MOMENT MOMENT ' PATTERN aaa asa zssssanaasass: 222 assessaam 22222 s 222222 Sa lta 222 222222sa nnnnnnna assa lsanssa ssnand■ aaammesssaasssss :sess.11ss 1.sts.11ssss.t.s K /in "2 K /In "2 K /in A2 K /in "2 . K Ft -K Ft 1 0.038 0.001 0.039 0.i86 ' 50.884 4.643 . 2.786 4 2 0.075 0.000 0.075 0.186 136.457 1.442 0.980 3 0.058 0.000 0.058 0.186 106.759 0.209 0.142 4 0.071 0.000 0.071 0.186 129.579 0.738 0.502 4 5 0.045 0.001 0.045 0.186 81.549 2.693 ':` 1.830 e Total Shear Stress Exceeds Allowable Stress esaa sass: 222 nnn: sssssstns: ssssannnnnn ea aaaa :a:a:saasasasmnnnnn 2221222: 2121:s sssa saa s11a 1nnnn nnsss11s11s1ssssssSsssssslls TOP REINFORCEMENT aunnnnnns COLUMN STRIP 22:2:2222 22 CONCENTRATE 22 MIDDLE STRIP ) •��!!UMN DESIGN STEEL STRIP STEEL STRIP - DESIGN ' STEEL u:iBER MOMENT AREA WIDTH AREA •WIDTH. • MOMENT AREA 4 4 STRIP GOVERNING WIDTH PATTERN t :1:1 ::12222e22112122211 Ft -K ' In "2 ' Ft In "2 Ft Ft -K In "2 Ft 0 0 0 1(. 6 ) 4 j(, y1x 4•,74 -2.360 1.231e 7. -0.781 1.361e 7.875 4 2 - 134.758 5.592 ) 7.125 AD a PI., ,, - 44.919 1.688% A00 7.875 4 �- ---=121 22222 ___.._2 - 22222 - - 2 22 S2= 229 = =ss2 =2s2=2 s 2222122222222122222 =22 =222 C.„.iRAM 1 Flat Slab ECOM ASSOCIATES, Inc. JOB s shamrock center bldg c shear pad RUN s 88124.001 .12222:222102222 M 22 COLUMN STRIP = COLUMN DESIGN STEEL STRIP • NUMBER MOMENT AREA WIDTH 22222s2s2===22=2 -s 2 -922 222=2=92=2=3 3 - 99.640 3.969 4 - 121.710 4.971 5 - 38.265 1.435 22222 :222 COLUMN STRIP 222222222 SPAN DESIGN.. STEEL STRIP NUMBER MOMENT AREA WIDTH Ft -K In A2 Ft ' 70.299 3.162 4 b I '� "1.125" _ 2 49.152 2.151 1 7.125 3 52.426 2.303 " 7.125 4 66.167 2.96 r C h ` 7.125 2=422222222222222222222222222 2222 2 2 - - 2 2 - - - = 2 ---- 2222222 2.. ----22=22922221222122222222 4 Minimum Steel TOP REINFORCEMENT _= CONCENTRATE _= 2== MIDDLE STRIP === =2== =2 STEEL STRIP DESIGN STEEL STRIP GOVERNING AREA WIDTH MOMENT AREA WIDTH PATTERN = 3 " 22 - - - 2 2 222222:2222222222222222 222222 22222222 - 33.213. 1.3614 1.875. 1 - 40.570 1.519 <1,i6.1 7.875 4 - 12.755 1.3614 0►. -7.875 4 7.125 µ631)0 (5)4-0) 7.125 .:74, Z4( 7.125 TOP BARS 4 Overreinfarced 222:222222222212222222222222:22212222222222222-2. 22 9 -22- - 2222=2222222 =222 ==2222222222222222222822- BOTTOM REINFORCEMENT Minimum Steel. 44..Overrtinforced 2 29: PAGE NO. 4 TIME s Sun Apr 08 15156:19 1990 222S32232 MIDDLE STRIP 2222=2229 DESIGN STEEL STRIP GOVERNING MOMENT AREA WIDTH PATTERN 222 2 92 2 1 922 22 2 2222222 =s222222222s22s9222 22222x= 2232222222222 =92 9222221 9292 221222 222222 =2s22222s22222222 222922222222226222222229 Ft -K In A2 Ft :: ' 2. V 4. 46.866 2.033 0 r 7.875 2 32.768 1.400 d/ / 7.875 3 34.951 1.497 7.875 :: 2 44.111 1.908 7.875 3 -l•7 / 22222222223s1222122282222222 22222 120122 22211. aiII22222 .a122222622112/11202111::: 2222222212222 =2 COLUMN STRIP 2 =992921222222C2s "- 222:22::2222222 MIDDLE STRIP tss222222sss22ss- COLUMN BAR NUMBER LENGTH BAR NUMBER LENGTH-` NUMBER DESIGNATION OF BARS LEFT RIGHT DESIGNATION OF BARS LEFT RIGHT 2222222221 22222 922222222222 2222222 1222222222222222212222222 22222222222922229212 222229221222 229222222 212■ 22222222222222222 222l22tsils 1 14 4 1.000 ' 4.878 14 3 . 1.000 3.160 46 1 9.647 8.169 44 6 6.050 3.160 3 05 . 7 7.942 7.942 14 6 3.160 3.160 ' . 4 46 6 8.169 14.250 14 6 3.160 3.160 4 7.781' 4.000 14 4 3.160 . 4.000 Ft Ft ' Ft Ft 1.000 ' . 3.425 6.649 7.635 7.635 . 14.250 : 1.635 7.635 . .^8AM : Flat Slab [COM ASSOCIATES, Inc. JOB : shamrock center hldq c shear pad RUN : 88124.007 BOTTOM BARS COLUMN STRIP --- MIDDLE STRIP SPAN BAR NUMBER BAR NUMBER LONG BAR NUMBER SHORT BAR NUMBER DESIGNATION OF BARS LENGTH DESIGNATION OF BARS LENGTH OF BARS LENGTH Ft 1 05 11 0.239 04 6 13.983 5 12.095 2 04 11 13.769 04 4 13.750 4 9.975 3 ' 04 12 13.769 . 04 4 13.750 4 9.975 4 05 10 0.239 04 5 13.983 5 12.095 TOTAL MATERIAL QUANTITIES WITH SLAB REINFORCED IN ONE DIRECTION STEEL TOP BOTTOM STEEL SURFACE STEEL STEEL WEIGHT AREA Lb Lb Lb/Ft ^2 Ft ^2 1115.989 846.408 2.110 930.000 PAGE NO. 5 TIME : Sun Apr 08 15:56x32 1990 Ft Ft CONCRETE ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522-6698 JOB No HR 124. OD.°] JOB NAME .St m i c.l< CENTER 8LDGh DATE SUBJECT SHEET OF BY SU/PPL //1FiTL NEW BUILDING (BLDG: B ). . SHAMROCK CENTER 134TH ST.SOUTH AND 47TH AVENUE SOUTH TUKWILA, WASHINGTON TRUCTURAL CAL CULA T/O/V RECEIVED CITY nWTI IKIRIIL.A ,IAN 1 8 PERMIT CENTER ENGINEERS° NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 - 6698 • • JOB No $a12y JOB NAME Sl,km2oc SUBJECT S o _.. 14 4 y�e 'y 061 I I "u0ix", N : NA 11.4,4e 1.4,46 /< ti ..r 0' - 2 ,g ...s" g ' / X j 'gym 3) 2.8 g4 G- DATE SHEET I OF BY t om. JOB No JOB NAME DATE SUBJECT SHEET I- OF BY ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 • FAX # (208) 522.8898 LL _ 1t� ops• ;Roof D «in b L = p6 �P BO z •S Vy cox 2. D1= o/ 2x,k a 2 =o l ,l -'.JT GS a g' o" , 8 s pri ",, kite - s . 2 . ZAl 3v JAt1oh 1 , 1 . 8 L,'.1, t• J ALAI 2 .b Nl�sc / . $" . y x 2 / x 2 Cv„ cnlc III D P4 c 1 7-sO f j Rep. a 9 s , i Er- /goo KSt S+ .- l'A ers T L. 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P.S. , 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522-6698 Joe No JOB NAME DATE SUBJECT SHEET_OF BY S ,ihe 4 a .4cL ?-` is 2 Sk Ql 71) CAL) .. 6 001 L-7 7 t4-1, ' 1.7 k / fe M= s � (21) - f � 6 1 SPun Z!, 3 P t z6 is1 ' ARE I G G ,it < 19 i4 /c Ga.01 r" Vd wd•w S �47- 4 Ls� 1�1 Z� s. )7 ZS 3$ N EZ t C / so (L r, /61J) de.m'er = a." ;. 2- 2 O. ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 • FAX # (208) 522 -6698 JOB No. JOB NAME DATE SUBJECT SHEET_ _OF BY c4 lever �� lls"tt.S 36 j. A 33- t 6 /4 Aw1g r. /8o, 5 : '7 65, 2 in 1/ 3 /,z 3 3 S. ZS 11 3 4X 2 8. A * 2 aG : In 6 2 $ ` 1 p S 9 to II � ' USe f3 h4 X 8% X II 1131 'I 3 7/ 4-- 3,, . 7. . - k ' ' 0 7 64 '7 `x ? : �� 8 X21 N/ = 27. 87 ` C. 7 bW L ,. 3 °) 470 b= zs ��b- 2.,�y~.. x 7 ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 • FAX # (208) 522 -8898 JOB No. 88 1 2 -4•4 2 JOB NAME SNA/!l/ -0C•k £31-p6 £3 (12QUP F/t,flc ) SUBJECT EL E1//41 XL S /44 Fr /L62/41 /6.-. Porn -e r-4, r 3 d 'S*s�?S�r'-(3) f 2(15r Z C` 2 3%3 /4r 2 35(7))' z tor) /66 /.65-(/ z) ' /, ls 8Uo(/ • o,ys is) r . s63y.,y74-�yot V(/,7 cO6 ?r) /. (0 4 2 K Ft lS,8C - 26,2 4. /3 s"JC¢. �� - /vb(y, ;)' _ 880 3 I 60' f&.. L( 3 ( /Z ti n 3 0, / ,!� / 2x FRr7 AD /04.4 ✓Aron. V," o c . z ( ,2s ) ,. ' P'-f /qK 74(/0.1 ")L /647 S 5 r P/162.) 7/ 4 - 1 WS71,ir LB f�. . / 0 ' 357' Ar1-,43 ) 5S (i. i,r to!‘" 0 "" 5(706o, 0V0tLi t67E6)(; :i DATE I —9 1 SHEET OF BY DA ' L 4 ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522.6698 JOB No. 1 )8 Uo.VJoB NAME SUBJECT f SNI0 RC" #C.•6V. 13 )74 P° /.5080 ` /.32 k �Ow . 01. 00.$) • ,aBeCi0,4 • g . 7 f:G B K.ff L a (/, /$ J , r y /. l a i c /•s i � MK 6,1�$ �i - = 2 6 , z ' 5 5 ,- 1 S-2.4 '(I t0 j z. I 230. 41.,);, 2,74 , , A ` ;Zs t ) � - ,/ Sht • oyf'(I -/39 ,,1013 1172..\6 J3zo 071,9X-/o. 5 ) 3 a _ z 88,9,1„ 3 9 / .fy95j„edLk Cr/t pLD 6 f� C1 e rgin SHEET OF BY PMti DATE ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 - FAX # (206) 522-6698 JoB No 661 009 JoB NAME SUBJECT /?OOP F4 eirmo ,�}� sxyLIb Nr GR wX IP © - 6 M , i,.os Q z 1.31 z - 2 yy. 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PS F , 5/0 1 5 pot 6,1 0, f /A J ULr, 1. 0 sus P, Cia . 1 75 Par L S,vv,.) ZS, v 3 2. r Psi r V/= 32.5( 2) */o = /07S ft. r 5s !`n Sv ' .2, /U 7•s = 8cO fr' C. 6 4o0 1 -) . 1 7, /Y tit 12 (Hs') 5 (io7.6(3) to 304 (.1.86 0 • Z ? - ) .e/3 co (,1 EL K L./ tta r. P =Co.$)(1.417)(►) .. ,s opsF - AOJ/tAdF «rilcyL/al eh /4 L 4 (,) * 5(2) !P�f .ner ve: ; /s(3) -/y. ? 30,3 30..2 Cy) 242.4 Ft ` ea D ui /e s+' 4, Cs ii,,L.(000(7.3") Q. y) $1/ ✓ /•0 � _ /.25(1.3.)E3 ; st ,%) -k (.1 ) 7 l'48 up WE Pr* DATE I SHEET OF BY (!!1. V :, 30.)(1 12Z t.1. r ZO. , 6 0 USE DoL414 E DFH Z '-: tx 6 A= 8 = .Q6" S r 26,2 w /S'>" "J (NP 28- 2 NGas X. 95.2 L 4.2. Y (I t) , /1 / KC 26. zY, ok t, /U/1' o; 1 38 (z.r I ok I ! I 4 + JOB No, 6512 41. 00°, JOB NAME _.S 4AmRIQK CO✓T& DATE / - ` / - .°J / ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (208) 522.8898 SUBJECT Gnu? Bet' ' $fc'/C e . 06 i r 10 4 . 4 4. (/5 ) /GO pi_ i6 (2,9)'' 6v 1 f Pittio /d y 8 a /&,BZ Kott . /6,,B1. C12) 2_ ' 73,17 A. ' 2,3 ' 18.3 �h w est (/ ..a - (,, v$ ) /4 LT T72us 3 Se-AC.47 a J SMJ IL" V ' 166 t: y2 ', USE ,S inyv vsE si4 .. -3 2,7ZSK .�. + SHEET OF BY ,OIL UJE 3 va x //o . /3G.g7 //6,9,a 114071 15 3 ;.: ',Si ° 6.1- TtQs • .10l(r GAT t ey ED1:17o/✓ i ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (208) 522.6698 Joe No. 8 D 1 2¢.0 0 9 Joe NAME SHA MROCK C. gLp6 S >� I t SUBJECT I r 4 7 ELY • I 12.1 - Z" FLOOR ; p/ ° ( Oo + 4 'Jv � /- . ' is) = s ou 0 z. 2. Zy( /t)' S z .4C24. ) !,� Z () f) -3 re., X" twy w ®K c3 /1 x2,32, 2. mss -2 /,2. 4Ktr o ,9/11('6 r. 0, 2 a? 4- 4y 4)1,6 60“) 2,7? 7 coo ( � fo y.7.s' 6/ ¢, 22 ) J E C 6/(8.1.- n►/- a c 0 143 + / l y L .G� arc = 0. WA- 45.5:9. 4 1. . 2.3(s) A e y (LAN 3.s" DATE 2 - i SHEET I OF R Z BY Oryi L- 4 r /9.S ' z /9 ., A. 1-.0" p w /R _ s. (s Od►O 1- 113 s; . I ..� 4, =3;9 i I i X )3 .Lt '1290 ..I. .. •; r I," 4,3tpls +I.` _ r t 4 ,o>k .' .. . .z: 3P,� .. • S,s g ; •501 .6.); •2:70 24- I Y i ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE, ME.- SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 5224698 Joe No. 6 C )14 00, Joe NAME ‘5/ Ock c ,/�-n SLOG .B SUBJECT REV /S G'7o ele , (2N--Q FLOOR 3 . - - ( 0 - 1 . ( 4 - ' 4 ) '1 ' 6,y6 m z 1/ 68.$) L . ?6( /8.5) . Uzi. k•ff w /6,, l S• 612. _ )l�,.y � o k S _ G S.1 •-. i s 4 ' / . 2'7 4!,) U . 7� _ ;. 2.1 7c s 7 , 10 @ Gz 0) 0_0 33,5 (4:,4 56 +zo) 4 r4/0 z 9. SZ33 s) ;LLIZCO a : , 6 3 (ge .-►.- o) = , t � 1 2 ?. I (i * 4r � . S3 P fefez r- t w ae , 33.5" (4.3 4- 20 M a 1)5 9 S S 3, .2 G /xc.r= 3, 4. Z9, .3_42_77( 4 ' • W a K8 � a Z3? 4.f= , 47/1ti DATE 1-3 I SHEET Z. OF R-2 BY A� 2,lo K povR -t,�u • i,z . -- - -- . +, e7 I S (i9)' 1 1726 (3)26' , 39yC (gala) iyv U.sc y✓ 24 x 8 8.1? K S l c. y<ac)t I JOB No. 8812'I • QOg JOB NAME SHkr/A0 cK CJ •?t 13tDc B ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 • FAX # (208) 522 -6698 SUBJECT RG Frt4011/y7 ) r o 151,0 ®3 . i ,Apeo , Cart 3 0,(Z %) a / A. •08( -/So) z•3!7,3 01" 4,5 (45+ to + 56 6 -, 39.3))17 75 z y ` }.' f 20 t .5TO 3? 31) " Z 66. P < F; 6C) — Sc's)- • su iir� 2fs,31;-ft. Te ►,tf 2 X (o 2 - r - /330 2459(.4) USE w 2/x6 I C `arm : 0, g 2 ,a 'A?? of t .3•B.37 so9 , 25. 2 K z 5 rw' Txuss • w/ 4-c2E0 yd-: (4S+ 20 + 5o (; 3v,3) 494 PcP f .° DATE / SHEET 3 ()FA 0 BY a � J t-'- ' �},tT Cq ,l � ; 7s /3O I24h tyr� 1 a l , : 3s64,e4r. u =. (3017 tot 41r) • • , a, 3 t . 4.r .. v. •4. -s i ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (208) 522.8898 Jos No, Iii9124.00`? Joe NAME .SM>4?n/Oc,(( /3 Q DATE SUBJECT /ten') S EP 1 --" ) d ' ")m F' F'Lq Q •✓ea/Z l z'a Fe-(104) SHEET .1-+ OF R -2Am / BY PO/ reG lCGc, . iLAn) I A - VA' L i-R = S4'tt 11.1 arm G' G4.,0 ( 1 0'0 pL eAar ,0.L Z 23;5 (4s t2o t I (/-,'¢)sD) # s 3, 2(03 KCr i 1 W2 z �/s +2o ;4(so } g 2. 83; 3,26 (iS.S) L m Z SU. (o( /JAS) s!?3 //2 Sii&o.0 r d3 r!?' s 332,3 k•f tey a1 21x c z, ,S" (fSr 2O 1 s C fLf '. L (41.. ttotJZ) * y o : 13, 6' • 328 PLC a .= z47 ' : 13.6(L2.0 -- .6/5-0L.02. /6 , y f £v 2- 1 " "• ' % 2 , 0 null- , A 0,(.l z7 k - i O r 10. Y) � ( see Pt' w - 3sH G 2a P M dlfck (3 (iJt so 1. 307 1,367(24 •1. 13,,74. 30. 6�`✓� 33. W,= 3,24,31 4i 2 1,31(,s7f) k 1. I ?9 d :,ytri i w °, ,! - zf, T = 2 ?oo .L. S . 2zz I fcszfai o. ?s =? 41f s 0.4 11.0 (W" ) 'a2 :Or k cr.. ..1 50i3Y; ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 (206)525.7560 - FAX # (206) 522-6698 Joe No, 661Z -f a Joe NAME .57•1710/Mtit D4406 SUBJECT Rs(i/) ( , m /''b ( a, t. ) Comp ixe D 1rc7?cox /U» e'7P. a j - LJ/ 01.40 :. M g,A) FG d )t 13 kf,a+ C • � IE'x , 71.4fy d e-W/tN ki.— z (of t /di) fi 2.G ; . 4a9..)( y) ..r/ 2.. C n Z ,/r s(4bS)610 .-)3i1(ZEC)( _ �. z�rs) !Om C;c O. 92 , i,, V 1c 26 Spy bk. DATE / 91 SHEET S oFR "z� BY cO \L reefig : W,AMM/G-7 r:L ;(/ 01 X / r o,7 I KviZM 1vv g Vim% V *i - rn'*, w /ie&/fii r ENGINEERS- NORTHWEST INC. P. S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (208) 522 -8898 JoB No 86)2 4.. 00 JoB NAME SUBJECT .S M-1/1 t✓411 /96 /6 Al L,A,Jph.../ p e 22. 9 4 7 13 FogMLOk 0 tc. k w / aka. * ry rtii.5 G S uf/"ox T D L - 3 7= 0 " mow SPAN R= z (131 ) = 4d0 p'f m =, 466( � -SOS:. / O Ai*.•%va r comp - 44)comp 041 • 0,S62 5� ( ?X3)(?0) OW. Old 6 , s4iyQlrr fix. PI, 3 .51-1/101R Oc G EV Mt B OG /3 vs E 3 i. ; z 2 /8 " 0. 2 1'1,4 DATE 1 - 91 SHEET I OF S770 /4. • BY DM t4 K l a ,dog J. : °r t Sfl y 3" TIC ,B /ft "Pidef 7Li Jos No Joe NAME .SNAsy1 C,G ITEK ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX #(208)522-8898 SUBJECT rizoto sPA4j.► l -0 ,D L = 2 " 7z '/m✓ = Z5.0 14 94 (WI 4• U. ,s7/AI 6 CR t)ES /Q/ e- M - /,z6 (4.Z.) - ' ,00 Go Fat Mir9-s #fel Sligo /€ s /40. z . 017 (�z.r) z $,$6 .11 .r a.3/63o is )2.5 r, .sup e c� 17o 60)53.7) 6 52.4 ,S) Si�EZ J77 4coriy f)EJ /S'/ wow e � ( p/- � 000 *.3014 # 129 t 2(s) 284 soy 300 pc. r 00,0 N) + 30°C � L : 2,1 K. = 2 /.Gk)2 5.8C(rz.) 2 32.GS Kst (/Se •6F 3, LS Z/. a 4- ( 300 )(1 i..r) 2 b) _ 38y(9E) ASS y Z 0./03 41r,t o:. f} LO6 $ irlc l t x /0, Co ; 24 4- 093,00)( O.3Z2 DATE - 9 SHEET OF OF SM BY 0/0 L • i (30o )= 9c044 y .7o 5i A.. /,3(.I00 4/6/ /'/ a 7 Q illic /2. xi0. ` 5 9 t`; r = ir' 4 :=, , A • 3,10 Joe No 88 /Z ¢ Ob`,' Joe NAME 5 /f'RAvCOGA Grit 73 GO6 8 SUBJECT s77/,C44JA7 ptJ - ENGINEERS—,NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 -1206)525-7560 • FAX 4 (208) 522 -6698 MX/int 1.441 o J ,D'$ oolsl' � &Jos,* 311- 02 t •� + /o V . „„et u Di. S7 Pc.F s46 6.5 wN01. i liuu +31) + . 1L t 4 /1'00 e 4.5'2 PCP lie • - , /i r y. +/o . 2 !e M /008(44 # 2L (6 5, , 7./ (IL) ,6 C36) 3,94 1 %' 60, LOW i. /WO I N9 .S✓O'Otr 13M \ z 45'2. (Jet Aoovr Wt' 1 i! (iou +Jl) , t 2(0 =,1 Pte. s. r 7 to s,S,21G:n of g Z ,3.74 4/914 -cry 4 6x la.vaO . 8.1'/ ' 14.83 Its I . 01C /O. 0‘ 41 '. it ruP ruf onAseo o J • 3 -4/! r __ DATE — 9 SHEET 3 OF 5Tit1/ BY De c. ,eery tl /, mkt tto ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -8898 JoB No. 8 2 31 ' - 7' ,04)9 JoB NAME S P DC SUBJECT S7- e'N( QeN G v W y = 6;> �o� * 31) /2 f � � Ra /O kt re X77// - z 4s(4 p1.F Lk)p /N e BA— = 1--is / t 31) r 2 t b r/ d /2? 9L7 P e ti 43 ics.r cwc .179( -z C4 T r3 QZA 471 • n.. /( 13, p F 131(4.5) r S. K ,ft try .MG Sx8. ( a) T I- /70 1 1. t L -- 34v 131 (44'0 2, _. �sV, �� -r�s am) 8 (25ECxyt,T), 4 j(z i st.T ' 0109 ..-- 1941iDk 7bl FtAie &timer By oak v .12.3-01' s lb ?? Kjt o: se's I e 447 —' � :63(F.4.0 to JO" F� .yF •'/ 00( in) = 22i Sr 9"W L /pip /� ,. cAar 71;4 . c.V. t7C DATE / _9 SHEET S 007 771 BY DM " ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N,E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (208) 522.6698 Joe No. 881L4'.009 Joe NAME SIaA/n/zoo( co./ TrR B cPG a DATE / — 9 SUBJECT L5773/RGc/14y P6 3/6A m Z 0.050 (6,13 V) I- • 2Y 3 ic. te u Co-) = /Z3 I .4 epC srit OursipE ,sritb-' 0 c l ky. rI P/Pe _vZ3101-0_ 3.ZS) z /.o'.) K./k 1QJ 60 :cam 04) .517 `use: 2 "� srO \ plf E p&srs UP /E2 LMo1#16 S eke oO r 130 •1 ok: ,30 \' Tz c= .56202) L4PLf 1�- k lmin 1( SHEET 4 OFsrifMt BY r I iereir . see r> 34 • 9' ‘7,2A. anlior To ; I ' ',6(c) 0. 1�NEt..fTK‘J ..... .J'/L (seed' t. ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 • FAX # (206) 522.8898 JOB No. 130I24.Oc- JOB NAME 18AVROSA C17 6Lt'_C3 , DATE !' SUBJECT AIR /Urn Fit - 2 FC 00,1. SHEET OF BY D%n1-. Joe No. JOB NAME .s kiAol e-leck G /n- ay.04 ,3 DATE SUBJECT SHEET OF BY ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (2061525.7560 - FAX # (206) 522 -6698 M 041c ` 3 . I( 7 C)( 13, 0 9- ‘ (,(.90.1)( 4 ) _ 1 '4J lO r DL tsc1s '. L0479 fyOIL de , LL DL z 8,3- 4 : 3 ,11or P,, E7j m' c, 83K 'Ps • ( ro,- z ( z 46r4) ells 9.$(9.1? +/3,83 7,s zpI ft r ,JZS +. pL - .,od c. (v /,3s' iP */D,9 0-; Z!y(,ilrt,l) 6.6" ; <- 0okce.c.A /'ok 1 INPUT DATA INPUT DATA DESIGN (ULTIMATE) LOADS MATERIAL STRENGTH SECTION + CONCRETE COLUMN DESIGN + + '~ SHAMROCK CENTER 15 IN DIA CIP STAIR COLS. DESIGN METHOD --STRENGTH (ULTIMATE) + + CONCRETE COLUMN DESIGN + DESIGN METHOD --STRENGTH (ULTIMATE) + + LENGTH UNSUPPORTED (FT) = 17..5 IN % DIRECTION BRACED A6AINST'SJDESW#Y' EFF, LENGTH FACTOR (0 0"80 IN Y DIRECTION UNRRACED AGAINST SI[)ESWAY �- EFF . LENGTH FACTOR (K) FOR NO GIDESWAY CONDITION 0.08 � `- EFF° LENGTH FAC'[(lR (K) FOR RlDESWAY CONDITION 1"2() FT & KIPS: + MOMENTS = CLOCKWISE Lnad -WITH NO APPRECIABLE SIDESWAY- --WITH APPRECIABLE SlDESWAw--~ Case Axial Mx TOP Mx BOT My TOP My BOT Mx TOP Mx ROT My TOP My ROT r 19,8 0,0 0,0 0°0 0,0 8,0 {],0 0,0 22"3 4'' . CONCRETE F'c (K9I) = 3"0 STEEL YIELD (KSI) 60. 18 (IN) ROUND TIED CLEAR COVER OVER VER1ICAL BARS = 2 (IN) FOR CASE WITH NO APPRECIABLE SIDESWAY MOMENT RATIO, DL/TOTAL IN X DIRECTION = 1 FnR CASE WITH NO APPRECIABLE SIDESWAY ( MOMENT RATIO, DL/TOTAL IN Y DIRECTION r= 1 , RATIO, Pu/CRJT,P FOR ALL COLUMNS IN STORY = SAME AS THIS COLUMN FOR CASE WITH APPRECIABLE 8IDFSWAY MOMENT RATIO, DL./TOTAL IN Y DIRECTION = .9 REINFORCING AREA FE( °,l' 1), (SO. IN): PERCENTAGE : (J OR MORE BARS 2.54 0.0i0 . () MOMENT MAGNIFICATION FACTORS 'I:..(J(11:) WITH NO APPRECIABLE ;:i I r)I ':iw( ;Y WITH APPRECIABLE 5 X r EswAY CASE:: X DIREC'T'ION v DIRECTION x DIRECTION Y DIRECTION 1 1,0015 1,015 1,0(.00 1.033 SHAMROCK CENTER 1E3xN. DIA C.I.P. STAIR INTERIOR COL. DESIGN :r (:iN METHOD -- STRENGTH H ((.IL'T' :c MATE ) INPUT DATA MATERIAL STRENGTH CONCRETE E Iw r: (I::.;'3 :r.) _ 3.0 STEEL YIELD (KS T.) = fat: 9.0 (IN) Nfl(.JNY) TxEI) CLEAR COVER OVER VERTICAL BARS = 2 (IN) NUMBER OF BARES = 6 AREA PER BAR (I N^2) = .44 TOTAL. STEE :L. AREA (x N' 2) = 2.64 + ALLOWABLE-LOAD L..E L.OAD + + + F'bR BAR TENSION (KS I) _. 60 • (I.JL..'r , -- F'(11 : ;'rlJRED LOADS) P (KIPS) • = 192.1 ECCENTRICITY (IN) IN Y DIRECTION= 6.32 M (FT—KIPS) = 101.2 .4. + CONCRETE: COLUMN CHECK + + Joe No. 88124.!7)% Joe NAME (5 (.K CTX. 131-06 SUBJECT G . B • L. ADS )b /°/ /C S e .3 r r/Z f viviod✓ZIT ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 • FAX # (206) 522-6698 6 ,vl pL 4 3 . 1 LL BrI 1 . 6 Ot/f _stop rL 6 g 4,3.g v GP LL 8 .4- /5.3i (9.$) z i � 1 + // (/ f. l z r))4- R� 1, ,.o z K k. J, u7S (.IZS)(z�) LL r� L ' 4e.l" Ic GBt7T1f1p .7tABt L�- / ?: • 97 ft 4 ' I'1.9" 'ff GO 17 / 7(/ {.i:s) r pl L,6 P� = G K (I .' ): '• 1! 17 I 7 MMK ir 23?.9 K Fr" 4`214- i A, s z.G,L UJE �'�`� 8vr 15;;-" DGS, GOR; hJ pL � i •• t. 7(/). = w � 7 (,lz :;.g7slc(.40 •ti • . DATE SHEET OF Pf BY 2 9? l <' tf` 0,3 ?GU, fL 1 :3. 01s20.3 b " . 2 1 1 k . r. 3,2., 43 .1- 1 l z-sif s /,2.3 (See ') _67). ?/.3: I i 1 • .) y= Bt.7s . US< 4 F8 Nor 3* ? . . TdP 9A 7 ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522.6698 Joe No 861 Joe NAME S/i4MRoCK CT 84,06, 6 SUBJECT A/W- ,s vrivaa r e 4r7t' .'' (Ilse G I2...x z o . 7 . w/ � ,`es WHO x o -7 ` ez -o ` 11 MRAic 06r, 77 Iv w J=, 106" 6104 )(707)(3)(24 r 2, 78 ( S2 (svp.f)(i ' ) 700 ft. e 2) (6 r 0, 2 70 //' .+ . ")(r,.v) G ; /Z x 20.7 t O.Z8z. ". 0,7 (r z ) 1.3KIP "K Pa. w olfs A„r ASJWr!!El 'Alcoa A„ svRFA = O.OS (0 )(Z)(6"." )) 2.Y.) boo u 4.79.KiruK DATE SHEET OF BY 'fir ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522-6698 JOB No. 85n-q,()) 9 JOB NAME arH/9771/lOGf _ 1?/k, SUBJECT s ?cL71 s LAD 4,t.1/4RWL / /T ,01577 /6.a OUO * uN lr Assume 4 RYA rat i,J i = 2W v 14M0 c,o40/7 = zx smwc r 4)41 M 8(4.sa3) u 6. 24" 8.31" Ka 74/ q� '• O, 2 5 (7) 1 A ,,,, • O. 4. e 46/ 11 3 ( p �0 r ` , �jvA�f , c7 (2.0) S.1? K.ff (no ,0 Kill) f PftAD 1' �4., / JEAU \a 3c(loo) i .3( 88S per U$g Itrenf t 6r 88> (►. 4) t 3vs6,7) /. 8 ?? 4( t /.53�!?(6.12) - -.16,1 K. ft ( 161,2 A...); b -.0 "' cy = ao kj =,a d * e.r" f! -.3 4, = o.¢(l = 0.514 =' s s-e /z. Z, a z/ iZy DATE OF BY p"),(_, V� s 2J-3-070 L { Z �j k , i t , 9 ENGINEERS-NORTHWEST CONCRETE JAMB DESIGN (version 6869 Noodlawn Ave NE 1988 UBC Seattlp,Washinntnn 90115 0R:35 :00 01 -07 -1991 po 100 JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor 19.00 43,00 6,00 SPANDREI. DATA thirkness(in) offset (in, + outward) 6,00 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) height (ft) 24.0 12.0 0,0 0.0 MATERIAL DATA concrete.(psi) rehar.(psi) 3000 60000 LOADING DATA unfactored wind in (psi): seismic... zone ledger I.I.(plfl: concentrated load LW.11hs): runrentrir )nad II.(p1f): i hnriz load plf (+ inward): RC BAR DATA Vertiral S #5 d: 4.13 MOMENT AND DEFLECTION RESULTS + inward Case Pu (kips) Hu tin -k) LOAD CASES 11 2) 3) 4) 5) 61 71 .901 + 1.3W1. inward .90L + 1.3WL outward .911 + 1.43ER 1.0501 + 1.28LL + 1.28WL inward 1.051)1. + 1,20L1 + 1.20WL outward 1,0501 + 1.21I11 + 1.4E0 1.4D1. + 1.71.1 INTERACTION CURVE DATA .7$Pn ,7$Pbal .7$Mha) .7tMn 102,8 26.3 107.7 67.2 14.3 nut (psfl: 13.1 3 press (psi): 44.0 import fact: 1.00 175 DI. (plf): 113 err (ink 2,5 0 Dl. (lbsl: 0 ecc lint: 0.0 162 Pt. (p)f): 1413 0 dist above floorlftl: 0.0 1lurizonta1 min in ^7 / ft 0,14 - outward Phittin (in -141 dell (in) Allow defl(in) NOTE 3.0) Sheet of SHAMROCK CENTER BLDG C PANEL 5 N /ROOF DECK LOADS 0.00 1.00 % L1 wlseismir.: % I.I. w /seismic: % I.I. w /seismir: 0 0 0 Comments in cases I), 21, 41, and 5) the LL used is 1/2 of the applied LL :: parapet ht (ft) 0.00 1 0,2 52.2 100.39 0.82 1.52 case nk 7 0.2 - 51.7 100.39 - 0.85 • 1.52 rase nk 3 8,2 -44.3 100.39 -0.53 1.52 case ok 4. 13,3 55.5 117.66 0.79 1,52 case. nk used interaction curve 5 13.3 -61.4 87.66 -0.96 1.52 case ok used interaction. curve 6 9.6 -46.2 01.93 -0.52 1.52 case ok used interaction curve 7 22.6 -0.7 102.05 -0.04 1.52 case ok used interaction curve ENGINEERS-NORTHWEST CONCRETE .IAMB DESIGN (version 3.0) Sheet of 6869 Wondlawn Ave NE . 1908 UDC SHAMROCK CENTER BLDG C Seattle,Washingtnn 90115 00:41:25 01 -07 -1991 PANEL 5 RT PILASTER W /ROOF DECK po 100 JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K fartnr parapet ht (ft) 19.00 11.25 11.25 0.00 1,00 0.00 SPANDREI. DATA thicknPss(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width lft) height (ft) RIGHT width (ft) height (ft) 29,3 12.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactared wind in (psf1= 14.3 out (psi): 13.1 seismic.., zone 3 press Ipsf)= 162.2 import fact= 1,00 ledger I.L(plf1= 175 DI (Oil= 113 err. (in1= 2.5 X LI w /seismic= 0 concentrated load LL(Ihs): 0 DL (lbs): 0 ecc (in):: 0.0 % LL w /seismic= 0 rnnrentric Inad Il.lplfl= 1162 DL (plf1= 1413 X I.I. w /r..eismic= 0 Wiz had plf (+ inward): 0 dist above floor(ft1= 0,0 RFBAN DATA Verfiral 7 15 d= 1.00 Horizontal min in"? / ft 0.27 MOMENT AND DEFLECTION RESULTS + inward - outward (:arse Po (kips) Mu tin - k) PhitMn (in - k) i1f1 lin) Allow defllin) Cnwments 1 31,5 193.1 317.27 0.37 1.52 case ok used interaction curve 2 31.5 - 155.2 317.27 -0.74 1.52 case nk used interaction curve 3 31.5 146,3 317.27 0.21 1.52 case ok used interaction curve 4 50.9 196.4 370,14 0.33 1.52 case at used interaction curve 5 50,9 - 161.2 370.14 -0,23 1.52 case ok used interaction curve 6 36.7 149.0 331.49 0,20 1.52 case ok used interaction curve 7 86.8 6,2 360,12 0.01 1.52 case ok used interaction curve LOAD CASES 1) .901. + (.3W). inward 2) .90L + 1.3W1 outward 3) .901. + 1.43E0 4) 1.0501 + 1.2RLL + 1.2RWL inward 5) 1,0501. + 1.2011 + 1,28W). outward 6) 1,050L + 1.2fIL1 + 1.4E0 7) 1.4DL. + 1.7LL INTERACTION CURVE DATA .71Po .71Phal ,71Mba1 .7111n 192.8 69,2 419,7 231.9 NOTE in 1), 2), 4), and 5) the LL used is 1/2 of the applied 11 C FNf,1NEli0- WIlIIIHWE5T CIIWCRF1F JAil 101f6N lver•slno 3.0) Hheet of 6869 Woodlawn Ave NE. 1988 URC SHAMROCK CENTER BLDG C SeattIn,Washingion 9U115 (H139:1111 01 - 07 - 1991 PANEI. 5 /RI111F 2 - 0 ,IAMB pn 100 = ,IAMD DATA height MI width lint thickness lint add thickness tint K factor parapet ht (ft) 19,00 24,00 6.00 0,00 0.85 0,00 SPANDREL DATA thickness(in) offset (in. + outward) 6,00 0.00 DPENIN6R IEFT width (ft) height (4t) R16HT width (ft) height (ft) 24.0 12.0 0.0 0,0 MATERIAI. DATA rnnrrnte (psi) rehar (psi) 3000 60000 LOADIN6 DATA unfactored wind in (psf)= 14.3 out (psi): 13.1 seismic... zone 3 press (psi): 72..2 import fact: 1.00 ledger LL(plf)= 175 DL (plf)= 113 er.r. (in)= 2.5 % LI. w /Seismic= 0 concentrated load LL(lbs)= 0 DL (lbsl= 0 ecc (in1= 0.0 X LL w /seismic= 0 concentric load t.l.lplf): 1162 DI. (p)f1= 1413 % LL w /seismic= 0 horiz load plf (+ inward): 0 dist above floor(ft)= 0.0 RFDAR DATA Vertical 4 115 d= 4.13 Horizontal min i102 I ft 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Cage Nn (kipt tin fin - k) Phi11Mn tin - k) deft lin) Allow def)(in) Comments Top of wall 1 13, II !i7,4 1(19,17 0,59 1.29 race ok used interaction curve 2 13,0 - 60,5 109.17 - 0.65 1.29 case ok used interaction curve 3 13.n - 52,3 109,17 - 0.45 1.29 rase nk used interaction curve 4 21,1 60,3 112..74 0.51 1.29 case ok used interaction curve 5 21,1 - i0,'$ 1 -(1.65 1.79 case nk used interaction curve 6 15,2 -54.4 112.11 -0.43 1.7.9 case ok used interaction curve 1 36.1 - 14,1, 42.07 - 0,05 1.29 case ok used interaction curve Bottom of wall 1 13,5 42.4 . 109,91 0,03 0.46 case ok used interaction curve 2 13.5 -39.4 109.91 -0,01 0.46 case nk used interaction curve 3 13,5 - 31.7 107,71 0 ,00 0.46 case ok used interaction curve 4 21,8 41.4 111.86 0.07. 0.46 case ok used interaction curve 5 21.8 -39.5 111.86 - 0.01 0,46 case nk used interaction curve 6 15.8 -31.7 112.98 0,00 0,46 case ok used interaction curve 7 37.0 - 2.3 90,90 -0.00 0.46 case ok used interaction curve LOAD CASES 11 .901. + 1.3W). inward 2) .90L + 1.3WL outward 3) ,901. + 1,43E11 4) 1.0501 + 1.28LL + 1.28WL inward 5) 1,05DL + 1.2811 + 1.20WL outward 6) 1.05DL + 1.28LL + 1.4EG 7) 1.40L + 1.71.1. INTERACTION CURVE DATA ,7Wn .71Phal .71Mhal .7$Mn 102.8 18.4 116.5 91.5 NOTE in cases 11, 2) 4), and 5) the LL used is 1/2 of the applied LL ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (208) 522 -8698 Jos No. 8 12¢, JOB NAME S H/PiROcK G6V re'Z pc PG? . 8 SUBJECT c.s rsc . P / CO Lv, fAJ 4.0Vo ra puLED d..- e' T� PL- R (33. 5)(. 9) 6 )%3o + 2 U 4 1 51 4 (4) = > ecreA s �+JG Pit 2.88 ST06 98.80 ST07 9.46 ST08 0.88 ST09 36.80 STOA 12.25 STOB 2.88 STOC 12.80 STOD 24.50 STOE R/S R/S 51.04 * ** 0.85 * ** 0.63 * ** 0.57 * ** 90064 Ese7<4 s 7/eo% 2.86 ST06 98.08 ST07 6.11 ST08 8.08 ST09 36.08 STOA 19.80 STOB 2.06 STOC 15.68 STOD 20.08 STOE R/S R/S 110.68 * ** 8.85 * ** 0.84 * ** 8,ac *4 1r vcTM s 7rz u y /��t 8 "O 2.88 ST06 98.80 ST07 6.11 ST08 0.08 ST09 36.88 STOA 19.18 STOB 2.88 STOC 12.80 STOD 24.58 STOE R/S R/S 79.58 * ** 0.85 * ** 0.67 * ** 0.49 * ** c oa rR f °� D or po Asolle £ )4 J7 ea1 6 "Pipe 2.86 ST06 98.80 ST07 9.46 ST08 8.08 ST09 36.88 STOA 12.25 STOB 2.06 STOC 15.60 STOD 28.88 STOE R/S R/S 71.36 * ** 0.85 * ** 0.67 * ** 0.55 * ** /r= 4A :Aser I DATE /"5/ SHEET OF BY Om �- 15.7 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 Joe No, 9612', Joe NAME c,SHAMROck Cr/J7 7t 84.pCn B DATE / SUBJECT A TE1 - L P /PE. ,. • SHEET OF BY JAM 1v " sro Pi" ENGINEERS - NORTHWEST INC. P.S. 3.67 STO6 98.88 STO7 6.11 STO8 0.88 STO9 76.80 STOA 19.88 STOB , 3.67 STOC 11.90 STOD 29.98 STOE R/S R/S 62.13 * ** 0.85 * ** 8.68 * ** 9.49 • tit♦ ID 5r0.PPC 3.67 STO6 98.08 ST07 9.46 STOB 8.00 STO9 36.80 STOA 12.25 STOB 3.67 STOC 11.98 STOD 29.98 STOE R/S R/S 40.05 * ** 8.85 * ** 8.59 * ** 0.56 * ** Joe No. JOB NAME k5h4t1R CeiVr 2 /3CD6 /3 DATE � 5 I ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E. - SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 - FAX # (206) 522.6698 SUBJECT Pt raZAPC d r' SHEET OF BY ►D/`'1 L ( /p� 6-6 (apt /4o) + ¢(/oo) ( 3.356 I(L. ' z ?rIi.r w�u 2 200 PLF W , 1 (1z5"0.7) '- loo 0-4))t 4(,00x,. q) 3� 380 p 7'/2 z - (/LSrao4) t y 000) ? 17 SU P6 f U s - • (I z.,--6:7)+,60 (l. y�) . `{ 0-0)0. 5 2 67s7PLee 23,3 (G.y ) - 3.380.v) et) = 80, K'f C5 677 f3Ur,te4JF, bwZ .y �'G� If„•1IL � Ai = 0 (yi,) • f, 12 _Tat IcEI ✓p t —4 " fI "° k,, <�S 4.: L" 'fi 23. r /9u =%d vs K . n 4 . 0, 9 y v(y�) • I 2 c _p! 3 * G Pie 4."5 - (9) % zy. i( ) - 9/,s- - /4.83 VES .. cevc, z 0,85 (2.)1 3ovo (2-y9(2 / ") 44.SJK 2k 3, 23.3 I ? - 34.) K U� T /099 k.I/J i S ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 Jos No. 138i24,00 Jos NAME SHAMRock ceevrE'R BI.pG,, B SUBJECT PA 770 DEG* - o 12. V 1 • o DATE 9 SHEET OF BY Drys (.• u,Y: _YlSW fel 3 N, m � z , I A i i Sr6P PTy , ` 1 /O G i a .. m A 4 Aw.opy „ , I / f ,ADD 4 ,5 // L 9" - roe E SP @ Pe GRID ® ® am° • Z.. /ADD L JJ 2 4 4- 6OT, MID STRIP T?f' GRID° TTJ J ADD 4-#4 BQT ALE 57RI P (TYP GFiI DS ® TO ®) ■ L #4x /O / -D "d e /3 "% TO!•' • U / N A2./ 4i)" w 4 x d-O "e /3 "% TOP I I \IF FEpi r= W L..1/4.-)_i i . ( ' � ' 0. N / 4' fi e f1W .�APP A -2,1 18 l3 " , ,0 4 t212 ? 4' CJ' e ti :h� 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 Pg.& J ' UtJ La S Q emeiperrs //a0 F 77ff stns Q _N/4 •Caf Meeitcr L �u ? Si, _ 3 02 I FTE � -o TJT: I e ,16A. r .j, ;83, • /43 (3 • .2 z (a.) • 2 91( .a" S. t. .983 t2) 4 3 • 0'J S (i, 1 * s p re A — 0 , 2 . a " r z A GHQ@ d J/°A�Jar° -19/L Deuble s c / Li c rrr 141 =�•(.t7 )2. = Ii'4. a (z - M = 9s7 (3,4, 1, — Cszci ) z . 783 ft-" JOB NAME SM/4I4ck CO/ rat BLDG ( 8 1 2 7.5 / sr -. ?4. 0 esr 2 t 2 H'.'. S. G 3 ,>v t (o .7 ,L I 26 f a. at.. <7 lyv pj - z 08 ><�fT t 73 o,, � r� 2 (a) • U > tt p* — zKG `0 4 0/41'1. do M iry p r : ;iAts'PaEID Noc..) 083C 3,Sg,, 3 At.►" 4.05-60.4 -) a 6.2 r 29 ? L �.� • t Gcsnimeo T • s rJn DATE -)9 SHEET I OF AT' BY Pm t I_ (71,o) Lei ENGINEERS- NORTHWEST INC. P.S 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (2061525.7560 • Joe No. 8812 4. 00 Joh NAME st 1R 0 L0G l3 DATE SUBJECT .5/444i/41 0E3 4 SHEET! OF, fk BY Del t4 JQm/ pEc 2Z 9a TytE 13 FOX, ILOk 01r . k w / k: yv /Pie t_e0Gen suprar Li." nu uc.- 31 7:- o r►Av SPAN 7 R= 1" ( 131) _ 460 p-r 416 Mr 4o( = o S J jy - ' O 1 L /A, ,7S(7co; Gp ArrAcHotiwr 4,11.4) 6 iSce/cK( t co�►13 .(c.,,)140207 = 0.562 s 56 1 r = (.19'?s)( ?o ?X 3)(?0) > 7-0 H s191 @ 173 rs r ok ,4G --� .dog itC4' 4 °r • ,7 2 sAy 3 " 7 ie 4 1 8, 4 1" LIML'f►7/� -- � goo) com Aot n # (208) 522 -6698 trim • r 13 %,. r 4.5% 8 K > 41'3 s �i K . /d ° r zo't Q Eupr. • ►1141( 2 1+12 ° � 8 f artGol i.'. Ku: 293 I A I 2,38.1.' A, _ 10 ' .6► ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522-6698 JOB No. Joe NAME £HAMRai< GE/ IER D A 18 SUBJECT SU// CALG GR e P /A60N4L wr>ty 7 Rr 2 smAla a e .✓9y yam ( 26. . +.100 -r-.Z.60t. /O. ep + , 8'7S (i,7) 4: I Z i s? LF .H6 9 1 1 / (8s)Woox20 6,Sk2 G ~ . spy •4 ' e 9'1'. over 2 06, 4,t ft 1 �Wf Tat) H/6 N V 14,3 ISZ 2.o 4p0 ■AiragtmeV 1. DATE 2- -- SHEET 7 OF r BY OM L ,o/SO) = • ,12s rP(1. I-) a' Z . e'zs' , IooPiF(PL)(x). .700 ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # a JOB No 68 O09 JOB NAME AM ROGIc Cen/T�R $ Ifj( DATE 2-1D-12 SUBJECT ,rNTty G,. 13. @ DrAGO t< c.�Al/1 NoT 4DPED /�/T 7,?, O /476 P /LE e I,* .G, 13, W✓ Z (, 2's +.7oo 4,127KV 'I 5- M s 4./a7(101 8 , To/ 6� 24 t '4 of r z2` ,3or R61,0 /` Mt) N -,K (341 p d l.J ` t, /t,0t. Zhu r .c,oQ) /.4 ,-, /,7) t - (4.l z7)(10') a Ls $ k I 9 VL � 8.5104)(20 ) Jd70 1L) L , 8 k Avc.. = 22, • K 0. 14)3 e ° 0 0, 4 (G o , L 6-1. so( 44eD 1 , ' 2 . =1,a,347 °'°' C A'i e 19 ne !C :� ,JOT, , $rliAlle d R,pp• n lia* J AY = y , 8S Y2'ON .) T& . 2" 2. 7D ,cam/ ✓I� : //. ; t '/ (4/'.I )R•" /c( . d , R. =,s2(0,7/i' <, ` 1 .3i48.t K.,.J A. it 3t (v,J_ U.1ezL4tp, <3.7) { /°., Ae- c/l6 :K FO, /e LE ADJAGtv7 NdN, DFc ofT3 /OE' iA/ ' Jatk 1.1..4' A ADD d nW . , 2, tS(1000,4) t .q(o) Wr K�F c040 00 rim SHEET 4 OF Aar BY DM i•■ Lout . wu� f,l27i J" 44)-4 G 007;f H L $ (4.9z /)( /0 sa'B, /oe . ) 2(i/cai .. TIES /C- 3 P.-c. f. C. -2,), o Joe No. SUBJECT Ec.1 -1AA! ► C.A L. Om er Gq ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. • SUITE 205 - SEATTLE, WA 98115 • (2061525.7560 • FAX # (206) 522 -6698 � o of Mkt !hair e oe W ed/t r . D.•,., .790.0 A 4950.10 10.9 ,),, L 9(9) ,ozs(s) Joe NAME •SNArl /OCI< Gin . cBC.l7G 8 2,4.8 iv • 20. 7 ,w 3 B ao ` ri/i/r P•eC NrZK Gv2 63(i•,r) ',58('e2 ', Z /y.7,di, 3 I. C. VOL) Sp- (8))(8) • (l.99)(a. Sae (d) / ? t& lee l,) ti) (0, v) 6476 (a) L 35;,9 shy <a r' 2 -1 9 -91 DATE SHEET OF BY OML i 3 7: 4 77: N/ i 2 (,,rri) s F I f Us'::ps *-z s 2.5;38 , 4. 1 ! J 34.6G.4,t //Lift,' 1552 L ; 1 b r3wp..1 eN • 63C • { 01b)- IA .0 . i ... • , t U.s! .14 G if. 1,D, Li" Joe No. ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E. - SUITE 205 - SEATTLE, WA 98115 • (206)525.7560 • FAX # (206) 522 -6698 SUBJECT M� = / .3z(14 l )- Sr BA 64 i 2. - JOB NAME S K rcoc'c cm 13(.06 8 - nc-04LK 2. -'5 /NECK. uA/ IT 4 OLT ; DL o 13 ps F c9ruIuo› Is OF G,u,Q 4 - s s w w 49,5-(I3# ts) 4 3s - I /s,, rc.lr 2y.3(6,0 s l9z. Id99s L1 7 0,82 ), 44 4 rt. ; ifJ 16,y 13x1 Is AD64uIPfih < 1.0rr3 Fox 8414 flat* O ,� ' , loo* . G 4)1 33' - (Q'' 50 :I 'II • 113,73 n. ff /19. 2.?L 519. f ih sky o N'a, °or 30' - 7.] /2,3'1 i 80,? —' 990 6 Zak ¶ 3 . 3- 6 Goi i- 27=6; 4'1yit 2 a 1 L 33' -4` 1' '' 16,32 :1.� s 19,o 1,4- 1 e /7E7 - 8 , bll ,9rd43 J�V 7( (L) +/N G 904X a) (28.4 21,31: Ifro 20,9 DATE SHEET BY z -Lo -g� 4,- 2. it 1, w )L OF I CD cs rh s 2 - 1 G 1 1-s 3 ( Z // i? //9CIL) 83g,os, /6.0 Joe No. ENG INEERS - NORTHWEST INC. P. S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6698 SUBJECT SCE `Cdti .4 /A4 - 414 f/N Ir Ld ills ARID C GLL'J 1,191KLF zy 6,›iyx as 1 D, f - 62iD 0-0 4. l2 7y(/0.8t8) ,3y >S.yY CAS►?, a wr GR ) -Q 0,9c > 4 L6 s Joe NAME Silflo»Coak crx P 6 B 60.2)4) Z - s 69,J 2 2, r p, 4 4 (►. >) -2,/4&v /2/.s a4. t Mt /9.u�c' ?) -827f - /,/7 /(,:c:} �r6Y 65 oMa ,/355 Clz /l7,? 61-) ` s gfo. t I, ?0 Z k,z ow < 2•,e,C i g✓ z 2.2.13 (r.r) - . 0,18 07 < /By7,j o O : 'f Z =-) ..er/9 G e . 0 1 1 - I,I7/ l•) ' / f ,Von : au or' AooF ok By iuJPr c.r'o DATE SHEET BY s,zrt a ,,s 1 /G, r64z) i9.nif 8Z 87,7`1'4' 117,'1 i` 1r C OF Ph( SHAMROCK CENTER BUILDING 'B & C' 134th ST. SOUTH & 47th AVE. SOUTH TUKWILA, WASHINGTON NOVEMBER 27, 1989 CODE INFORMATION: ARCHITECT STRUCTURAL ENGINEER CALCULATIONS INDEX 1:3)C BLDG "C" FRAMING 1 /FRMG - 7 /FRMG LATERAL ANALYSIS 1 /LAT - 4 /LAT PC WALL DESIGN 1 /WAL - 14 /WAL SHEAR WALL DESIGN 1 /SHR - 17 /SHR COLUMN DESIGN 1 /COL - 4 /COL STRUCTURAL SLAB 1 /SLB - 12 /SLB MISCELLANEOUS i /MSC - 6 /MSC BLDG "B" FRAMING 1 /FRMG - 11 /FRMG LATERAL DESIGN 1 /LAT - 9 /LAT SHEAR WALL DESIGN 1 /SHR - 6 /SHR PC WALL DESIGN 1 /WALL - 20 /WALL STRUCTURAL SLAB DESIGN 1 /SLAB - 13 /SLAB FOUNDATION DESIGN 1 /FNDN - 14 /FNDN COLUMN DESIGN 1 /COL - 4 /COL Led lui JAN 2 MAHAN & CESALVC, INC. UNIFORM BUILDING CODE - -1988 EDITION .WIND - - -80 MPH, EXPOSURE B SEISMIC - -- -ZONE 3 0 1 19911 MAHAN b. DESALV3, INC. EDBURG CHRISTIANSEN ARCHITECTS RECEIVED 616 FIRST AVENUE, Suite 400 CITY OF TUKWILA SEATTLE, WA 98104 (206) 682 -2857 Nov 2 9 1989 ENGINEERS NORTHWEST 6869 WOODLAWN AVE. NW, Suite 250 SEATTLE, WA 98115 PERMIT CENTER ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.. SUITE 205 - SEATTLE, WA 98115 • (206)525.7560 • FAX • (206) 5224696 Joe No. 36124.00g Joe NAME .s Nf}NIRoc.K CEAnER 84 06, SUBJECT PANELI2 E0 Qvof sv.t1EA EIL/ - O.''UE2 M4.104 2 E1L /J /yt! 8 u lZ = Z.2 P,s F %" c = 1,8 Df+k / 2,c y d Z'-o� = 0,? TJz 65 & 0=e t, 0.3 .P /t/.414 E,( /NJUL R r"/Gft) SU s/. MEL H, 6c miJc, r 2,0 • /. 8 ▪ 2.7 13.0 P3F L, L, SHOw,/ = 25,0 Psec DATE / " Al OV SHEET I OF ?RA& By OAP? GIrY or ru xW /L/1 433 - /85' 008 8Eij c'scro) Zo,✓E TE krOJAI 00 MPH w/NP EAP. " y 08sE2vAna 5014J- PI s (WMTWO sre vcrva4C. jc R8 REF. Jo u sAOrt CR cAscAOE GEOrEcgrn44 L 821 - 5080 ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 • (206)525.7560 - FAX #I (206) 522.8898 Joe No 88 /Z4•0 Joe NAME SHAM2OCI< Cc.i m7Z 81.r& C SUBJECT rh4,jt2 /€Y /.S/O!./ tact I (.4I STRo4/6Fe2S 'D L LL t )e°4-./ F r r 1._ R s (o1. Y (7.so) z M z 61,y )4, r z30,30,5 '' 9s (Mr) 4131.7 (n.) 3 S'' = 2os00.1S) = Z 19 in 5(4).4)0..0w Tr - 98y ihaE6] (. .5 ") op P� 0.8( l.ss» b L. Rlatir. Z( 7, s)(9, 3) 8 .v -s /e "c o. x = 1. El AF rrl a z'0`: = 0,7 5.7 P.3 r 5Now . es. ° Psi r. 30.7 P> 3. H• i4. S .7 3 Ps.r 70 t.b /JoiST s >•• 2 - Av.fs DATE SHEET BY 4s 5.25' S r 3.04 s: Sob / .-A/0V - 59 I LAW DF * 1 2. X4 t' 2 /O "t - OF Ficm y W= 2(1 2,3o, 8 e=0 - ,3 6 ! f-- ru t I !— N6if 2 43i.7 ft. t.' - I k ar- • 4, , 7 ! 4 ,, U s IM PJO4J F Z 11 PA •E /IG0AS ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 • SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522 -6698 Joe NO, etV2 V.006 Joe NAME S//ANIgQGk C A)T ,ACDG, C SUBJECT //ElV D l,✓NErt' - MAJOR X Ev /S /O.(/ 8' -0" 8A Ys (,v Q (25 +19) = 304 PLF ,Q = z 8'- co " - 34" u z s7' 13Ay Acro,e L DE - P 5,2 Titus .5 JO/ )r C.477? CO 9 zG "rJr6s + 3 � z ?'- � ktu /1flVd►,c = 2y ) Us& 26" TJI 6Se R - 2b (304) = 4 2 5 - Z UtLirr s> P g 0,8(1,1) (1 ")(s) = 15,0 DL WORST cAsF 61L 2 C.3y.) F Nlr H6,es f D/sr, ra l3It61, ZG N TJr GS Gam' 8 -o"t = 313 PLF SA 215, 30y (27,1oy)t 27.92 K'!✓t 8 V 304 (27 4, l20 kip Mf, 2 VAllOW 3&DO(1,1 4,L41. `. kip 65.)3 1 /7 21 3 = 0 in 4 9s o �8y( 45�/s EG) �• ouR 2. S /. "c Ole I, B 2x4 rit us s 6.1 /aSUL I.0 - -5Pgi.Jttelt Z. — 28, 61 'K�k A v DATE 3 1 - acr -ei SHEET 3 Or/rA<„ BY 0/ L. o • D E tn 4 V 5C S I? -►PSON H w 14 z` C4 /tC /T 3L VI, I 421412 RAP : 6.3 (8)67. /04) a r Lip t /ad =Z'N - s/e •1.02.5(38)(/,33) + 82.3 Cd G "t ,3 - /od; a 4= !l" C ENGINEERS-NORTHWEST INC. PS. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 • (206)525-7560 • FAX # (206) 622-6698 Joe No. AO 2 Joe NAME i SEAtAl ' 1 DATE ,31-ocr-ekg SUBJECT NFL., OW NER - MAJ W.5101v ,SHEET 4 or PZ Pe G• By V/-IL Bpi SEAT /9./ Ar 05 oA Gt Ls 2.c)(28 .5) 4 ‘o 1,1'0 i<LF W t3(0.;) + Go .43 I /44(351_ L ez,23 = 4.36 341 5 "itert, 1 /./ (i 9) + • .7:- Z39,7 a A - = 05,7. p . Z3.5.9 (it) 2. y0./0 2 r 3 9) P 17ta 2.3 38110,064] Ek 9S 4 s its cg,r p f4.0 oil 2 rt ztz.8 itt.` Ius. g 1,0% itt /tri7\r 20,214 Is po A r " 5p - 8 5:7 7. " .203.5 s 0 170 (big) (90 '1‘6"0.10 z42.2.;it 4.5".0' 30:::}1.244 233. k • Pt Q -(v 2.4 0.1.0 Air ( Pe. ) OE tf 33 /4. ;le R 23.86 60.17 +N 233.16 -N 8.88 168.45 LU 8.10 12.82 to* ---R CANT 6.50 A 1.14-1.14 6.50 P-END 22.20 ---SPAN 45.08 A 1.14-1.14 22.58 P-END 2.30 W 1.14-1.14 22.58 S 2.406 0.165 1,800. SR 1014 DUR1.15 --6.75 X 32.19 XN 0 99 81 f' . ' I I I t c 4, Pu = 15'sP r DL Bug z•z PeiDu I. te Lx 0,7 ri o I 0,a /,0,101 /, v srurl( Z,0 B, s ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E, - SUITE 205 - SEATTLE, WA 98115 • (2061525.7560 • FAX # (206) 522 -6698 Joe No /2 9 •BUG Joe NAME .S HAHR,Qck CENT ,Z QLDOi G SUBJECT UPL / Fr 0,1 6; I. /5•8.r = 4, rsr(e):s : rcr i G49 s S(. l /LF DATE " �l4y '89 SHEET J OF MM67 BY Dm L 39.S I GLp > r uo r/E /1EQP, ~~ BEAM.. MAIN SPAN= 45.00 RIGHT CANT= 6.50 UNIFORM LOADS (kif) MAIN SPAN= 1.158 R ]e4t = 22.3 R rinht = 59.6 R left DOES NOT INCLUDE ADJACENT BEAM REACTION Mmax (ft-k1ps)= Vmax (kips)= 29.8 E= 1800 Fb= 2.76 Fv= .189 MOMENTS CENTER SPAN= 214.6 RIGHT CANT= 169.4 SHEARS EACH SIDE OF SUPPORTS 22.3 29.8 29.8 BEAM.. LENGTH= 36.5 UNIFORM LOADS= 1.158 k1f M(ft-kips)= 214.6 V<kips>= E= 1000 Fb= 2.76 Fv= .189 BEAM 3 1/0 X 61.5 5 1/0 X 40.5 6 3/4 X 31.5 8 3/4 X 27 to 3/4 X 24 BEAM 3 1/8 X 46.5 5 1/0 X 36 6 3/4 X 31.5 8 3/4 X 27 10 3/4 X 24 DEFLECTION 0.64 1.36 2.20 2.70 3.12 DEFLECI]UN 1.21 • 1.60 1.81 2.22 2.57 %max fb 0.566 0.759 0.925 0.954 0.969 %max fb 0.959 0.948 0.925 0.954 0.969 131-D C - 400 ED t.u-L4n RIGHT CANT= 1.158 %max fv 0.986 0.991 1.000 0.914 0.846 %max fv 0.972 0.809 0.719 0.661 0.614 Aoo 2.9 lt /eta. "DTI dP 44 , ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N, E. - SUITE 205 - SEATTLE, WA 98115 - (2061525.7560 - FAX # (206) 522.6698 - Joe No. 6Al2¢, 004 Joe NAME - SHAMRr1Ck CEA/ reit BLDG, C SUBJECT REV /S/0/V - AOD 2 - 4S gAseJ 0 • M 1 _ I rt 0 M I „ C+ I I DATE SHEET 7 OF 1►4 Br DM L AcruAt 00A4/FiGuRAr/cY MP/Po /G RICH r7 or nActir ..'fA(, Pt✓G1, c 4. Joe No, 8Fl2 f 0 07- Joe NAME S NAMAOCk CENT /C QLOGI C. DATE LC - 44 V 8 9 SUBJECT SHEET / OF L477 BY 0 ,01 Dlyi1JE GR/FF/N) cirj OF ruK WILA (433 -1851 88 Co DE .. I D 80 MPH (ExP 8) seismic zoVE 3 SNor./ Z5 P..SF F =,001 , Sr iNcratAG sc,AQ On) p/ e. EJ ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E. - SUITE 205 - SEATTLE, WA 98115 • (206) 525.7560 • FAX # (20$) 5224698 .SE /St4 /C. - v P = (0.8)(1,3)(17)( /) = 17, G8 Ps F /9,6,8(25 9.' g (zs, Zs)1" = Z 5'V PL.,: V ° 2 (z2.5) (0.3)(1)(2.7S) u/ 3,607 Lb y = 3,46 ?(,14) 0,14 W RS(z5.zs)` �/ ° 2 [ z(zz.) 1 +11904 SO S PL SE /SM /C CoireoLs ■ ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 • (206)525.7560 - FAX # (206) 522.6698 Joe No. 88124, 0 Joe NAME , SNA,YROCK c v N pcOG+ SUBJECT 4,(25,2s) ccr� (z2,$) NJ G9(tszsr7 ■■/, = Z ` 2 (22,5) -� /37 PL 11 'l (s 2)] .14 149 (" + 32 (6)7,1L G.(2s,ts ) 1) 64 - Z (z 3, Zr 461 pLF cRio 215 - l�Z PcF 4-p \ij 2 H t Zi 4(/4)(/ - a)+ /3 =633 P LF = 132 pig J34ZS' DATE /5-IaV -8' SHEET 2 OF LA r 0 ts,2 &I (4) F 9.3k1 ; (,919812-1) ; ? z 91.4 • d /5( 0? • @ 81-0• OUT pant V= 14. . 4o 425 K • rr. 1 A -I • 1 i& 44.0 99 1.4a 430 PLO' ( 437fLP 493" pol= .2. A a 29/ ) Vk C 22. f .3Co. I ' zr. 4421 ri-Pr Cfrosx 23-3C(1.4) — .. a ( 5 - 0.5 (DO .S41 CPC Z,C41k-ft wS.; ok CNC-ck. G J41 V=465-00-43 42.3 Jc -3- r: 971 ft-P ZS I ..371 31-5- G410 0 0 • 633 ft.p f • -, /Z- 2r 43 .= 107 4= Z. • _sA 8' 104. 439 320 => 73 102 6 29.4 w (11 L- O 0 CO al 9 0 0 -• — 22-5 41 7 37 17 2 . 7 • 2 _ 4. 1/..= 7 '7 1 " c ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 • FAX # (208) 522.8698 Joe No SUBJECT ,4 \�._..� ■"0w`g\ \ riN\ //// 0 1 Joe NAME 5E /4 MROCk CEiJIE4 ,'?W6 (// ; =az — 2 ,' ...,-;r 14. Al 14.J '• 1 3. u. ti � r) � . u W ■% IL i...-1 j a 00 • J o W V tY 4o t t . 1 . 7 1 N U O N DATE • SHEET 4 or-4 T BY r,P7 L. NI A ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.. SUITE 205 - SEATTLE, WA 98115 • (2061525.7560 - FAX # (206) 522-5695 Joe No, Joe NAME .NAM Ro Gk CFA) TEI At.D62. C DATE SUBJECT Qt = 2s' -3 Gi,o PNact. L./4yoar W u : ; 357, KC. F Woe , , eS al-Da C - /Q6/1'QptL SHEET ) OF �A/A ZM= 3 0I - e • 9 ►I 1 0 /0 90' BY Drh 2� #4ele "ti EaJe — 7 1 ;9 2Y= 2M-STwln, Cl E,F /2os(sE,F) @7 /'� fy M• s t /o $ z: - b CA/ Joe No. 881i V.' JOB NAME .CHrimi -Ou• AL.D(„ SUBJECT SPA A/ O.(CL pEJl44J Lu)/vD Lo # 1 , P 0.8 (1.2)( MO) /G,.3 rll- (/N) W iu ue.r 6 A g .Q t . 6 a. OA/ LotaER 3' oG PA,✓EL uo-r ,B S (� )(33X� = 3( 4 2.76 3 Ks. 1<1, - 4.710: od a) -74 (2.?s) ` .00.0 AJ =0,58 G?. /k t 0. ituJ6.L #? fiA/ , nF sP4A DKcc (5E W - Z pL Mu t /.4) (21.79)(78)2 = / 46,1< •f t 12 . /2" d 2.7$" /,44 (Izuu.3) / 53 .00.3? s = 0,1Z 4.0,0 ►r Vie *4 Q /gr• v A at. (7 + , ) 0G0) = /6,3.o p LF 3.9 ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # 522 -6696 Ra Q, 7R (.. W = 0.542 t,O49(//.25) 1.3 /8k l.F R = /, 3/B (Zs) /6,5 K A, , Re '5- (l.y) o. r? () 0 1' ' fL .5WER2 FR IC 77 on/ A "; gr y .11a iow A4, DATE /S - ,<Jov -4 SHEET 2 OF VA)/ BY On,.L f.5'1Z1< r�T o. 1/ERr +.00►:(s.$)(,c.) 0.019 sky +► • € /8 "t,• Ve/rr Corr /AR r; , „✓ /se. 0 A 6 . i M v ,r (3 °)6 3)(/)(,75)(69)( /.4) ' 65;2L .../ice rt.r CoN TRO LS d (/o) / - /Duo (//.71 04 4) /6,s (1.4) k cJ4..r 2 / l , 9 tt, = I/ in.1 z s . r•„ a AV /ro.S'(I.y) ( /(6 A1.r var l6,5' O. y) A v f , as - (w)(►. ^ 0,3 vsrr �► /: 0 , Or y s 5 /WOK I& C, ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522.6698 Joe NO &SO -1.004 Joe NAME NAM/too 'DLD SUBJECT L)o sr/ /6 /ANEt L 9 S /grJOR Seer ` 0. 5 - 4 > 24y= O, See 2 wgif NGr, N EED A 6tv PAVEL DATE LC' .UDV-8, SHEET J 0F14/4// BY Om L- 1 AL Joe No, 56 /2 -Y_0)6 J01 NAME SIbtfrn,c. cr�t t3u� SUDJECT i/ /I PaI6.A co (p 3 Van 4 Fyn r Reim+ bar size (4 to "9) 6 ' bar spacina (in) 7 d distance (in) • W al 1 hei aht (ft) 4 k'factor (0 to 1) 5 Parapet height (ft) 6 Wall' thickness (in) 7; Additional wall thickness (in) 3 Inward wired load (oaf). 4 ttward wind 1 oad (ps•F ) _,eismic one (1. 1 :o 4) 6 seismic importance factor 7 Ledger• LL (calf) O DL ( O f ) cf ' dist from in:si'de face:. (in) IC' ' % LL w/ seismic_ (0 to 100) 1 1 Concentrated LL .(l bs ) 12 DL (lbs) 13 ciist from inside face (ih) 14 7. LL w/ seismic (0 to 100) is design strip width (in) 16 Concentric LL (plf ) 17 ; . DL (plf ) 18 ;7. LL w/ seismic (0 to .100) Conc horiz 'force (Of) 20 ; ' height above fir (ft) r a' M oo^ = WIG , Ft. L.e X044 (es) 4)e1 - g4 /9J NOTE i COwKErtdlgr/ve .67 uor is CLct),v p4101,6 ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N,E. - SUITE 205 - SEATTLE, WA 98115 • (2061525.7560 • FAX # (208) .... • .11.. 014 . •._.Ir..rw..s .,. • • , / 4.s 1•01 00 •••.•• w MO w w •_.•• I11(J.961 !.b ✓r • , .9a 7 337 Pialr on. 24 20.V DATE SHEET **Mil By es= C / 861 �Sye« e. Joe No. SUBJECT 1 A/9 QEAGA) was 6210 1 a:. 4 Fv' 5 Rein+ bar size (4 to 9) 6 ' bar spacing (in) 7 d distance (in) Y Wall h e i o h t (ft) 4 k 'factor (0 to 1) • 5 Parapet height (ft) 6 Wall' thickness (in) 7; Additional wall thickness(in) 3 Inward wind load (Ds +f ) 4 outward wind load (ps•f ) 5 s eismic zone (1 to 4) • 6 seismic importance factor 7 Ledger. LL ( l + ) F� ! DL (Of): 9 ; dist from inside face (in) 10 Y. LL w/ seismic (0 to 100) 1 1 Concentrated LL •.(l bs ) 12 ` DL (lbs) 13 dist from inside face (i'n) 14 Y. LL w/ seismic (0 to 100) 15 design strip width (in) 16 Concentric LL (pl f ) 17 • ; ! . DL (plf) 18 '% LL w/ seismic (0 to ,100) 19 Conc horiz 'force (pl•f ) 20, height above flr (ft) TI& FORCE Zoe PLP >too / 952. f& L.4 M AAX 952_1113 (Z3) W `4 it, Ps F Xio CoMS EKPAtl✓ 8 N ANT Av vph4/ / • • ENGINEERS-NORTHWEST INC. RS. ,, • 6869 WOODLAWN AVE. N. E. • SUITE 205 • SEATTLE, WA 98116 • (2061525.7560 • FAX N (2O1 Joe NAME S h Adc, k c Al r .A P 14, 4 8 5— • . .+.... w Y ....... _....• ...w..om,w..r moo M e V . /./!o.( 3. +54'• ea - ) J o2 « /it 1,73'' DATE Irma' SHEET 5 4441Al BY mi- zsa t1' -a el. AO' •sR.u1a 1,943 0192 v a 0,7090 a 5lb> ok o, o f 4. ENGINEER - NORTHWEST INC, PS. 6869 WOODLAWN AVE, N.E. • SUITE 205 • SEATTLE, WA 98116 • 1206)626.7600 • FAX R (2011)1122•1111011 Joe No. « S it Y. u 06 Joe NAME •S / -(4014 •ie C OL C DATE 8URJ[CT J'A M 13 DESIGN m n / D L _l 04 Ti 911EET ‘, or 1^/A O v -<- .X :. • f /I ry em C:. f,rti11f bar nIzo ('1 Le 7) 1:1 number 7 ri iiin1 :net :1 (in) ItIA 1. I1+~11..1111; I l' 1: > 4 It f ',II: (0 I: r:► I ) rar arm 1: I1rl (1 I:) 41 J.iwb 1111( :)(ttrlset (i n ) 7 . width (i11) /1x.11.11 I:1 r:►n►:1.1 jamb 1 :1► cle. 1rms (in) r i _ SWAP d I• • r i I 13 1.1..c3n Irvin (1 u ) n of 1 1 +I: (i1 .1. 111.1Lwar•11 11 I .r I mewl 1111 wi11L11 12 het l x1111: (f I; ) 1.3 tllll: tibeninn w.11.1I :I► (f1 :) 14 11,11 obi Cr l:) inward win1.1 1 n, tl (n!sf 4 110I:w,arrl wi n.I l end (11n F ) rmiAmir, zoom (1 to 4) /1 r! ?tmic imtrr.tr•1:x'11 1 c'iC t: rlr• '7 Le deer LI. (n1 f ) I.)I.. (W. ) r, di! I from 1n! .1.1c+ face (tn) 10 o 1..1. w/ m"1r,i!Intl r: (1. 1.13 100) 1 1. Ct ls.W.fl.k! Al• rr.LLI..,._LLb u 1 . 2 I)I.. (1 h!:s .t dint •frem 1nnirlre .fr-1cr (1n) 1h % l..l. 1.4/ vri tn1ir, (1 1: .1. 01;1) 3 (.;rJeceeI :r1r 1.1_ (t.ltfi) L)L. (11.1 .1 ) • 7 7. LL. w/ Sri >alm.l c (t I t:, 1 x.11,1) 11:1 Colic (1x'11• "i - fciri ;r, (r►.I I ) 19 lit I n11 L above fir (f l: ) SOM- ■ ,3g9 X87 •3 NOP .0 • 3.fo Lr 4.2 ss se[ WAN PAIL eA.c Zs3 Jo No. it Jon NAM, CeA/TEA DA? n SUOJECT JAI' 13 DE51611■1 Some? 7 or 14,44i/ J 2 Am 0 , '/ S By RE -Do PA A ce I , 11• ENGINEER INC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 206 • SEATTLE, WA 98116 • 1206)5264660 • FAX # (206) 622•66011 • 3 1'c:1 4 ry. n Rminf bar m1 (1 to 7) 6 number 7 ii (11 ts Lot of: o (1 ii) 64 4 4/ 0.4 woo 441, 14,40/0.4.044.040.4 3 Wail holoht (ft) 4 I f L or ( 0 I: r.) I ) n rArAnpt t1'11Ibt (It) sinmb 1;111. (in) 7 . width (1o) D Atit.11 11 noal Jamb 1111 Cl(t111.9M .1 OffM111: (111) .1. outward 1 I 1.0 t MIN 1.1mi 141 of 1:1 12 114110,1: 11. 1.3 UI sils t coveutho wi Ali If ) 14 Ott Inwara N1od load (bsf) 4 Outward wind Iona (omf) seismic zoom (1 to 4) 6 !mimic imoortaorn factor 7 Ledger LL (o1f) 001.) 9 dint •from inside face (in) 11.1 % L.I. w/ seismic (1 to J00) I 1- Col MCI I kr.ate ELI (LI,n 1.2 III (lbs) dint from losiae race (111) 14 % Li. w/ VPIMMiC (1 to 100) 'm Concentric LL (ntf) 6 ft. (sill) t7 V. LL w/ seismic (t to 100) In Cooc hertz force lot() 1 heloht above Fir (a) rj 6.400.4 4,4.4 #1.46 .L4 0 21 0 .4400 0 . 0114 0014011. •fte M01.4 .3 014840 .4.-- see ENGINEERS - NORTHWEST 6869 Woodlawn Ave NE Seattle,Washington 98115 MALL DATA height (ft) 23.00 MATERIAL DATA concrete (psi) 3000 LOADING DATA unfactored LOAD CASES Top of wall 1 0.8 13.4 2 0.8 -14.3 3 0.8 -16,2 4 1.0 13.0 5 1.0 -14.4 6 0.9 -16,3 7 1,4 -1.0 Bottom of wall l 1.5 3.0 2 1.5 -3.1 3 1.5 -3.5 4 1.8 2.9 5 1.8 -3.1 6 1.7 -3.5 1 2.5 -0.1 11 .9DL + 1.3WL inward 2) .90L + l.3WL outward 3) .9DL + 1.43E0 4) I.05DL + 1.28LL + 1.28WL inward 5) 1.05DL + 1,28LL + 1.28WL outward 61 1.05DL + 1,28LL + 1.4E0 7) 1.4DL + 1.7LL CONCRETE WALL DESIGN (version 3.0) 1988 (IBC 15:02:49 08-01 -1989 po 100 thickness (in) added thickness (in) 5.50 0.00 rebar (psi) 60000 wind in (psf): 14.5 out (psf): 15,0 seismic.., zone 3 press (psf)= 15.5 import fact= 1.00 ledger LL1pIf): 100 DL (pill= 60 •ecc lin): 3.0 % LL w /seismic: concentrated load LL(lbs1= 0 DL (lbs1: 0 ecc (inl: 0.0 % LL w /seismic: concentric load LL(plf): 0 0L (plf): 0 X,LL w /seismic: horiz load plf (+ inward): 0 dist above floor(ft): 0.0 REBAR DATA Vertical 14 at 16.0 in d: 2.75 Horizontal min in "2 / ft 0.13 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in-k) PhitMn (in -k) deft (in) Allow defl(in) Comments 22.65 0.14 22.65 -0.15 22.65 -0.16 23.03 0.14 23.03 -0.16 22.91 -0.16 23.82 -0.01 23.92 0.00 23.92 -0.00 23.92 -0.00 24.50 0.00 24.50 -0.00 24.38 -0.00 25.73 -0.00 K factor parapet ht (ft1 0.95 1.25 1.75 case ok 1.75 case ok 1.75 case ok 1.75 case ok 1.75 case ok 1.75 case ok 1.75 case ok 0.18 case ok 0.18 case ok 0.18 case ok 0.18 case ok 0.18 case ok 0.18 case ok 0.18 case ok Sheet :3 of 1 - 1 /" SHAMROCK CENTER BLDG C WALL DESIGN GRID 2 NOTE in cases 11, 2), 4), and 5) the LL used is 1/2 of the applied LL 0 0 strip width (in): 0 0 C, C' 4. ENGINEERS - NORTHWEST CONCRETE WALL DESIGN (version 3.0) Sheet 5 of 1) 411. ,869 Wnodlawn Ave NE 1988 IJBC SHAMROCK CENTER OLDS C Seattle,Nashingtnn 98115 15 :02:49 08 -01 -1989 WALL DESIGN GRID 2 po 100 SUMMATION OF LOADS based on one foot strip units inches & kips top of wall bottom of wall case 1 2 3 4 5 6 7 1 2 3 4 5 6 7 wall DL 0.837 0.837 0.837 0.837 0.837 0.837 0.837 1.588 1.588 1.588 1.588 1.588 1,588 1.588 DL (ult) 0.753 0.753 0.753 0.879 0.879 0.879 1.172 1.429 1.429 1.429 1.668 1.668 1.668 2.223 ledger DL 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 0.060 LL 0.000 0.000 0.000 0.050 0.050 0.000 0.100 0.000 0.000 0.000 0.050 0.050 0.000 0.100 DL(ult) 0.054 0.054 0.054 0.063 0.063 0.063 0.084 0.054 0.054 0.054 0.063 0.063 0.063 0.084 LL(ult) 0.000 0.000 0.000 0.064 0.064 0.000 0.170 0.000 0.000 0.000 0.064 0.064 0.000 0.170 ecc -5.750 -5.750 -5.750 -5.750 -5.750 -5.750 -5.750 -0.288 -0.288 -0.288 -0.288 -0.288 -0.288 -0.288 concentrated DL 0.000 0.000 0.000 0.000 .0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 LL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 DL(ult) 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 LLlult) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ecc -2.750 -2.750 -2.750 -2.750 -2.750 -2.750 -2.750 -0.138 -0.138 -0.138 -0.138 -0.138 -0.138 -0.138 concentric DI 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 LL 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 DL(ult) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 LLlult) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 spandrel DL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 DL(ult) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ecc 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 moment hor load 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 (ult) 0.000 0,000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 moment wind /eq 10.384 - 10.742 11.078 10.384 - 10.742 11.078 0.000 2.301 -2.381 2.455 2.301 -2.381 2.455 0.000 (ult) 13.499 - 13.965 15.841 13.291 - 13.750 15.841 0.000 2.991 -3.095 3.510 2.945 -3.047 3.510 0.000 MATERIAL CONSTANTS Ec= 3122 (ksi) Es= 29000 (ksi) SECTION PROPERTIES igross= 166 (in4) Mcr= 16.6 (in -kip) N= 9.29 Fr: 0.274 (ksi) EN6144ERS, NORTHWEST ,869 Woodlawn Ave NE Seattle,Washington 98115 ASE PHI Icr 4. CALCULATED OUTPUT (inches & kips) top of wall case 1 2 3 Mu 13.29 -14.17 -16.05 Pu 0.81 0.81 0,81 Putdelta 1 0.44 Mu total delta (ultl M service P service P t delta M set total delta (serl 0.44 0.44 2 0.15 -0.15 3 0.15 -0.16 4 0.00 0.00 5 0.00 0.00 6 0.00 0.00 0.00 7 0.00 0.00 0.00 8 0,00 0.00 0.00 9 0,00 0.00 0.00 10 0.00 0.00 0.00 13,44 -14.33 -16.23 1 0.55 0.55 0.55 2 0.19 -0,19 -0.22 3 0.19 -0.20 -0.22 4 0.00 0.00 0.00 5 0.00 0.00 0.00 6 0.00 n.00 0.00 7 0.00 0.00 0.00 B 0,00 0.00 0.00 9 0.00 0.00 0.00 10 0.00 0.00 0.00 10.16 -10,97 -11.31 0.90 0,90 0.90 1 0.49 0.49 0.49 2 0.13 -0.13 -0.13 3 0.13 -0.14 -0.14 4 0.00 0.00 0.00 5 0.00 0,00 0.00 6 0,00 0.00 0.00 7 0.00 0.00 0.00 8 0.00 0,00 0.00 9 0.00 0.00 0.00 10 0,00 0.00 0.00 10.28 -11.11 -11.45 1 0.55 0.55 0,55 2 0.15 -0.14 -0.15 3 0.14 -0.15 -0.16 4 0.14 -0.15 -0.16 5 0.00 0.00 0.00 6 0,00 0.00 0.00 7 0,00 0.00 0.00 8 0.00 0.00 0.00 9 n.00 0.00 0.00 10 0.00 0.00 0.00 0.16 0.16 0.16 0.89 0.89 0.89 8.76 8.76 8.76 -0.11 -0.18 0.00 0.00 CONCRETE WALL DESIGN (version 3.01 1988 UBC 15 :02:49 08-01 -1989 po 100 Sheet '° of /✓Ay SHAMROCK CENTER BLDG C WALL DESIGN GRID 2 bottom of wall 4 5 6 7 1 2 3 4 5 6 7 12.81 -14.23 -16.08 -0.96 2.98 -3.11 -3.53 2.91 -3.08 -3.53 -0.01 1.01 1.01 0.94 1.43 1.48 1.48 1.48 1.79 1.79 1.73 2.48 0.55 0.55 0.52 0.78 0.82 0.82 0.82 0.99 0.99 0.95 1.36 0.19 -0,19 -0.20 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.18 -0.20 -0,21 -0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.99 -14.43 -16.29 -0.98 2.98 -3.11 -3.53 2.91 -3.08 -3.53 -0.07 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.18 -0.19 -0.21 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.18 -0.20 -0.22 -0.01 0.00 -0.00 -0.00 0,00 -0,00 -0.00 -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9.97 -11.16 -11.31 -0.61 2.28 -2.40 -2.47 2.27 -2.41 -2.47 -0.05 0.95 0.95 0.90 1.00 1.65 1.65 1.65 1.70 1.70 1.65 1.15 0.52 0.52 0.49 0.55 0.91 0.91 0.91 0.93 0.93 0.91 0.96 0.14 -0.14 -0.13 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.13 -0.15 -0,14 -0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0,00 0.00 0.00 10.10 -11.31 -11.45 -0.62 2,28 -2.40 -2.47 2.27 -2.41 -2.47 -0.05 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0,55 0.14 -0.15 -0.15 -0.00 0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 0.14 -0.16 -0.16 -0.01 0.00 -0.00 -0.00 0.00 -0.00 -0.00 -0,00 0.14 -0.16 -0.16 -0.01 0.00 0,00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.17 0.17 0.17 0.17 0.17 0.17 0.17 0.18 0.18 0.18 0.19 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.88 0.88 0.88 0,87 8.89 8.89 8.85 9.16 9.20 9.20 9.20 9.40 9.40 9.36 9.81 c a . ENGINEERS - NORTHWEST 6869 Woodlawn Ave NE Seattle,Washington 98115 WALL DATA height (ft) 23.00 MATERIAL DATA concrete (psi) 3000 LOADING DATA unfactored wind in (psf): seismic zone ledger LL(plf): concentrated load LLllbs): concentric load LL(plf): horn load plf (+ inward): REBAR DATA Vertical 14 at 16.0 in d: 2.75 MOMENT AND DEFLECTION RESULTS Case Pu (kips) Top of wall 1 0.9 2 0.9 3 0.9 4 1.3 5 1.3 6 1.1 7 2.0 Bottom of wall 1 1.6 2 1.6 3 1.6 4 2.1 5 2.1 6 1.9 7 3.1 LOAD CASES + inward Mu (in -k) 1) .901 + 1.3WL inward 2) .901 + 1.3W1. outward 3) .901 + 1.43E0 4) 1.0501. + 1.2811 + 1.28WL 51 1.0501 + 1.2811 + 1.28WL 6) 1.05DL + 1.28LL + 1.4E0 7) 1.401 + 1.7LL CONCRETE WALL DESIGN (version 3.0) 1988 UBC 15 :04:48 08 -01 -1989 pp 100 thickness (in) added thickness (in) 5.50 0.00 rebar (psi) 60000 14.5 nut (psi): 15.0 3 press (psf): 15.5 import fact: 1.00 357 DL (p14): 185 ecc (in): 3.0 0 DL (lbs): 0 ecc (in): 0.0 0 0L (plf): 0 0 dist above floor(ft): 0.0 inward outward Horizontal min in 4 2 / It 0.13 K factor parapet ht (ft) 0.95 1,25 X LL w /seisaic= X LL wlseisaic: X LL w /seiselc: - outward Phi$Mn (in -k) dell (in) Allow defl(in) Comments 13.0 22.87 0.14 1.75 case ok -14.8 22.87 -0,16 1.75 case ok -16.7 22.87 -0.16 1.75 case ok 11.9 23.59 0.13 1.75 case ok -15.6 23.59 -0.17 1.75 case ok -16.9 23.16 -0.16 1.75 case ok -3.4 24.94 -0.03 1.75 case ok 2.9 24.13 0.00 0.18 case ok -3.1 24.13 -0.00 0.18 case ok -3.6 24,13 -0.00 0.18 case ok 2.8 25.04 0.00 0.18 case ok -3.2 25.04 -0.00 0.18 case ok -3.6 24.62 -0.00 0.18 case ak -0.2 26.81 -0.00 0.18 case ok Sheet // of 04/1 SHAMROCK CENTER BLDG C WAIL. DESIGN GRID A AND E NOTE in cases 1), 21, 4), and 5) the LL used is 1/2 of the applied LL 0 0 strip width (in): 0 0 C ENGINEERS- NORTHWEST CONCRETE JAMB DESIGN (version 3.0) Sheet 11. of 4J.4/1 6869 Woodlawn Ave NE 1988 UBC SHAMROCK CENTER BLDG C Seattle,Washington 98115 15 :17:10 08-01 -1989 SPANDREL LOADS GRID E lc A po 100 JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor parapet ht (ft) 22.50 36.00 6.00 0.00 0.90 2.75 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width (ft) height (ft) ' RIGHT width (ft) height (ft) -- 24.0 14.0 0.0 0.0 1 MATERIAL DATA Concrete (psi) rebar (psi) 3000 60000 1 LOADING DATA unfactored wind in Ipsf)= 14.4 out (psf1= 15.0 seismic... zone 3 press Ipsf): 53.0 import fact= 1.00 ledger LL(plfl: 357 DL (plf): 185 ecc (int: 3.0 % LL w /seismic= 0 concentrated load Li(ibs): 0 DI. (lbs)= 0 ecc (in)= 0.0 % LL w /seismic: 0 concentric load LL(p11): 0 DL (plf1= 0 % LL w /seismic: 0 horiz load plf (+ inward): 0 dist above floor(ftl: 0.0 REBAR DATA Vertical 6 45 d: 4.19 Horizontal min in "2 / ft 0.14 7 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in-k) Phi$Mn (in -k) deft (in) Allow defl(in) Comments Top of wall 1 4.7 61.6 125.75 1.05 1.62 case ok 2 4.7 -72.0 125.75 -1.41 1.62 case ok 3 4.7 -56.3 125.75 -0.87 1.62 case ok 4 6.7 57.3 127.63 0.91 1.62 case ok 5 6.7 -81.0 127.63 -1.54 1.62 case ok 6 5.5 -58.1 126.55 -0.86 1.62 case ok 7 10.4 -18.9 107.13 -0.10 1.62 case ok used interaction curve Bottom of wall 1 5.4 28.0 126.45 0.01 0.36 case ok 2 5.4 -30.1 126.45 0.00 0.36 case ok 3 5.4 -22.6 126.45 -0.00 0.36 case ok 4 7.5 26.8 128.32 0.01 0.36 case ok 5 7.5 -30.4 128.32 0.00 0.36 case ok 6 6.3 -22.7 127.32 -0.00 0.36 case ok 7 11.5 -2.6 108.55 -0.00 0.36 case ak used interaction curve LOAD CASES 1) .9DL + 1.3WL inward 2) .901 + l.3WL outward 3) .901 + 1.43E0 4) 1.0501 + 1.7811 + 1.28WI. inward 5) 1.0501. + 1.2811 + 1.28W1 outward 6) 1.05DL + 1.2811 + 1.4E0 7) 1.40L + 1.7LL INTERACTION CURVE DATA .71Po .7*Pbal .7$1(bal .71Mn 102.8 19.1 118.8 93.2 NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL c C :• ENGINEERS-NORTHWEST CONCRETE JAMB DESIGN (version 3.0) Sheet 13 of /... 6869 Woodlawn Ave NE 1988 UBC SHAMROCK CENTER BLDG C Seattle,Washington 98115 15:35 :12 08- 01-1989 PANEL 19 REDO pa 100 JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor parapet ht (ft) 23.50 24.00 7.25 0.00 0.90 1.75 SPANDREL DATA thickness(in) offset (in. + outward) 7.25 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) height (ft) 24.0 14.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) '/ 11 3000 60000 LOADING DATA unfactared 7 4 wind in (psi): 14.4 nut (psf)= 15.0 seismic... zone 3 press Ipso): 86.5 import fact= 1.00 « ledger Li(plf)= 100 DL (plf1= 60 ecc (int= 3.0 . 4 LL w /seismic= 0 2 concentrated load ILllbsl= 0 DL (lbs)= 0 ecc (in)= 0.0 % LL w /seismic= 0 4 concentric load LL(plf1= 0 DL (plf)= 0 % LL w /seismic= 0 horiz load p11 1+ inward)= 0 dist above floor(ft)= 0.0 REBAR DATA Vertical 3 15 d= 5.31 Horizontal min in "2 / ft 0.17 MOMENT AND DEFLECTION RESULTS + inward outward Case Pu (kips) Mu (in -k) PhilMn (in -k) deft (in) Allow defl(in) Comments Top of wall 1 6.9 98.1 139.82 1.21 1.69 case ok 2 6.9 -106.1 139.92 -1.38 1.69 case ok 3 6.9 -95.9 139.82 -1.04 1.69 case ok 4 8.5 96.5 143.34 1.15 1.69 case ok 5 8.5 -110,0 143,34 -1,39 1.69 case ok 6 8.0 -98.1 142.37 -1.02 1.69 case ok 7 11.9 -8.3 116.65 -0.03 1,69 case ok used interaction curve Bottom of wall 1 7.(1 43.3 141.75 0.01 0.38 case ok 2 7.8 -45.5 141.75 0.00 0.38 case ok 3 7.8 -39.0 141.75 -0,00 0.39 case ok 4 9.5 42.3 145.43 • 0,01 0.38 case ok 5 9.5 -45.1 145.43 0.00 0.38 case ok 6 9.0 -39.1 144.51 -0.00 0.38 case ok 7 13.2 -1.2 119.11 -0,00 0.38 case ok used interaction curve LOAD CASES 1) .9DL + 1,3W1 inward 2) ,9DL + 1.3W1 outward 3) ,9DL + 1.43E0 4) 1.05DL + 1.281L + 1.28WL inward 5) 1.0501 + 1.2BLL + 1.2BWL outward 6) 1,058L + 1.28LL + 1.4EQ 7) 1.4DL + 1.711 INTERACTION CURVE DATA ,71Po .7$Pbal .7tMbal .7$Mn 124.2 37.7 164.0 94.8 NOTE in cases 1), 2), 4), and 51 the LL used is 1/2 of the applied LL f ENGINEERS - NORTHWEST 6869 Woodlawn Ave NE Seattle,Washington 98115 JAMB DATA height (ft) 23.50 SPANDREL DATA thickness(in) 6.00 OPENINGS LEFT MATERIAL DATA CONCRETE JAMB DESIGN (version 3.0) Sheet ) 1988 UBC SHAMROCK CENTER BLDG C 15:40:07 08- 01-1989 PANEL 19 REDO pa 100 width (in) thickness (in) add thickness lin) K factor parapet ht (ft) 39.00 '6.00 0.00 0.90 1.75 offset (in. + outward) 0.00 width (ft) height (ft) RIGHT width (ft) height (ft) 24.0 14.0 0.0 0.0 concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in (psf): 14.4 nut (psf): 15.0 seismic.., zone 3 press (psf): 51.7 import fact= 1.00 ledger LL(plfl= 100 DL (pill: 60 ecc (Inl: 3.0 X LL w /seismic: concentrated load LL(lbs): 0 DL (lbsl= 0 etc (in): 0.0 % LL w /seismic= concentric load LL(plf)= 0 DL (p141: 0 % LL w /seismic: horiz load p1f (+ inward): 0 dist above floor(ft1= 0.0 REBAR DATA Vertical 4 16 d: 4.13 Horizontal sin in "2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward Case Pu (kips) Mu (In -k) Top of wall 1 3.9 65.9 2 3.9 -71.0 3 3.9 -57.1 4 4.8 65.2 5 4.8 -73.8 6 4.5 -58.5 7 6.8 -5.1 Bottom of wall 1 4.6 29.0 2 4.6 -30.5 3 4.6 -23.6 4 5,7 28.4 5 5.7 -30.2 6 5.4 -23.6 7 8.0 -0.7 LOAD CASES 1) .9DL + 1.3WL inward 2) .9DL + 1.3WL outward 3) .9DL + 1.43E9 4) 1.05DL + 1.2811 + 1.28WL inward 5) 1.05DL + 1.2811 + 1.28WL outward 6) 1.05DL + 1.28LL + 1.4E9 7) 1.401 + 1.711 - outward Phi1Mrt (in - dell (in) Allow defl(in) Comments 110.98 1.44 110.98 -1.64 110.98 -1.02 112.22 1.39 112.22 -1.67 111.83 -1.01 114.60 -0.03 111.92 0.01 111.92 0.00 111.92 -0.00 113.25 0.01 113.25 0.00 112.88 -0.00 115.78 -0.00 0 0 0 1.69 case ok 1.69 case ok 1.69 case ok 1.69 case ok 1.69 case ok 1.69 case ok 1,69 case ok 0.38 case ok 0.38 case ak 0.38 case ok 0.38 case ok 0.38 case ok 0.38 case ok 0.38 case ok NOTE in cases II, 21, 41, and 5) the LL used is 1/2 of the applied LL c ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 • (206)525 -7560 - FAX # (208) 5224898 Joe No. SUBJECT K 25 3" V U tz 1 - (. j c) 1 /0= ■ Joe NAME 5H4 Ai/4)04 C. CA/7E ,SLO(a C.. DATE 16 NOV 3 9 SHEET _L_OF CHR G-/U r e � - ? N b _ I L L a 3yl. D . a. 147 /tL r s1= V" = 88,3 k ,P DIAPNAAGM =36.1 K IP v . 52.2. KIP 3,.93(1 g ' 4,00 6 . 8 9, 3 ✓ • 19.6 BY ?gym g. 4u I!o * 10 II ..._.____,,, 3l ' = Zy ! _ .34 riE2 d AG P Iaz Y � /E/t O __. ivorE f0 , & ( "Au0A . ( s 0 1 n3S K1 q io 2,53 3.1 : G /t J rs.�; 8 10 II /,ZG O, A 1 l,9 2/ 19.0 c tell' = 2J3 0.s. 8 ,,o3s 3. / 50.3 t � tr ,0 s = J.lG 0.074 ..019 1,7 zr), c : s' E .c7 = J,OZ 1,369 948 ,30, 7 So 3.s y tr 2:: : / . O. /,3C. , 30.7 503.( INPUT OUTPUT OUTPUT service Axial (kips) Shear (kips) Mom (ft-k) Wall Ht (ft) Wall L (ft) Wall t (in.) f'c (ksi) Fy (ksi) Loads (ult> Axial (kips) Shear (kips) Mom (ft-k) Mom design Mom uncrack Axial stress Eccen (ft) a (ft) Cu (kips) Tu = Cu - Pu As = Tu/.9*F Vu/phi (kip) 10*sqrt(f"c) Vc kips Av=in^2/ft spacing (in) INPUT service loads DL 37 Axial (kips) Shear (kips) Mom (ft-k) Wall Ht (ft.) Wall L (ft) Wall t (in.) f'c (ksi) Fy (ksi) Loads <ult> Axial (kips) Shear (kip Mom ( -k) Mom r sign Mc uncrack xial stress Eccen (ft) a (ft) Cu (kips) = Cu - Pu Tu As = Tu/.9*F Vu/phi (kip) loads DL 18 Shear Wall 23.00 10.50 6.00 3.00 60.00 DI +LL 31.94 0.00 0.00 0.00 01.5" 0.60 4.20 0.33 39.00 7.06 0.13 0.00 372.67 74.53 0.00 52.67 Shear 23.00 21.00 6.00 3.00 60.00 U LL 4.84 O. 00 O.00 0.00 326.09 0.60 8.40 0.68 39.00 -25.84 8.00 0.00 |.L 4 DL+EQ 16.38 4.34 71.12 0.00 0.00 52.67 Wa1l Desiqn LATERAL 0 51 D=.9*L= Bar area = Load per ft (klf)= 4.20 4.20 0.17 0.17 7.35 7.35 -9.03 -9.03 0.00 0.00 7.23 7.23 0.00 52.67 Design LL. LATERAL B 0 3 312 I L= DL-EU DL+LL+2Q 16.38 30.80 4.34' 4.34 71.12 71.12 0.00 0.00 Bar area DL-1411 32.94 32.94 4.34 4.34 436.24 436.24 436.24 47 Load per ft (klf)= 21.64 21.64 0.89 0.89 38.64 38.64 5.70 5.70 0.11 0.11 7.23 7.23 = C;IZ /9 CO Poi 9.45 0.79 43.20 4.20 0.32 13.93 -16.87 0.00 7 0.00 52.67 18.90 0.79 DL+LL+EQ 62.44 4.34 436.24 436.24 43.20 15. 1.Z2 -9.92 0.00 DL+LL-E� 30.80 4.34 71.12 0.00 4.20 0.32 13.93 -16.07 0.00 7.23 0.00 52.67 DL+LL 62.44 4.34 436.24 436.24 15.39 1.22 52.52 -9.92 8.00 7. 7.23 INPUT service loads DL |l. LATERAL Axial (kips) 70 16 0 Shear (kips) 19 1' Mom (ft-k) 312 Wall Ht (ft) 2 Wall r (ft) 21.00 D=.9*L= OUTPUT 1 . Loads (ult) Axial (kips) Shear (kips) Mom (ft-k) Mom design Mom uncrack Axial stress Eccen (ft) a (ft) Cu (kips) Tu = Cu - Pu As = Tu/.9*F Vu/phi (kip) 10*sqrt<f Vc kips Av=in^2/ft spacing (in) Shear Wall t (in.) 6.00 f'c (ksi 3 .00 FY (ksi) 60.00 DI +LL 125.20 0.00 0.00 0.00 326.09 0.60 8.40 1.34 39.00 -88.20 0.00 0.00 745.34 149.07 0.00 52.67 Wall DL+EQ DL-EQ 63.00 63.00 26.60 26.60 436.24 436.24 436.24 436.24 Load per ft (klf)= . 15.32 15.32 1.22 1.22 52.79 52.79 -10.21 -10.21 0.00 0.00 44.33 44.33 0.00 52.67 Design Bar area = 0.00 52.67 rt/p(6.) 10.90 0.79 DL+LL+EQ 120.40 26.60 436.24 436.24 43.20 12.02 1.86 00.57 -39.03 0.00 44.33 0.00 52.67 DL+LL-F0 120.40 26.60 436.24 436.24 12.02 1.86 --� -39.83 0.00 44.33 0.00 52.67 UIUT|`UT Axial (kips) Shear (kips) Mom (ft-k) Wall }|t (ft) Wall L (ft) Wall t (in.) f'c (ksi) F\' (ksi) Loads (ult) Axial (kips) Shear (kips) Mom (ft-k) Mom. design Mom uncrack Axial stress Eccen (ft) a (ft) Cu (kips) Tu = Cu - Pu As = Tu/.9*F Vu/phi (kip) 10*sqrt(f'c) Vc kips Av=in^2/ft spacing (in) Shear Foods DL 23.00 8.00 6.00 3.00 /0.00 DL-1|1 40.51 0.00 0.00 0.00 47.32 0.60 3.20 0^43 39.00 -1.51 0.00 0.00 283.94 56.79 0.00 52.67 Wall Design LL 5 DL+FQ 21.02 2.38 39.06 0.00 52.67 LATERAL 0 D=.9*L= Bar area = DL-HO 21.02 2.38 39.06 0.00 Load per ft <klf>� 3.20 3.20 0.22 0.22 9.48 9.48 - 11.53 - 11.53 0.00 0.00 3.97 3.97 0.00 52.67 7.20 0.79 DL+LL+EQ 39.13 2.38 A9.06 0.00 43.20 3.20 0.41 17.91 -21.22 0.00 3.97 0.00 52.67 • a, pea. 0 DL+LL-EQ 2.38 39.06 0.00 3.20 0.41 --4 17.91 -21.22 0,00 3.97 0.00 52.67 OUTPUT INPUT service ^. Axial (kips) Shear (kips) Mom (ft-k) Wall Pt (ft) Wail L (ft) Wall t (in.) f`c (ksi) Fy (ksi) Loads (ult) Axial (kips) Shear (kips) Mom (ft-k) Mom design Mom uncrack Axial stress Eccen (ft) a (ft) Cu (kips) Tu = Cu - Pu As = Tu/.9*F Vu/phi (kip) 10*sqrt<f'c> Vc kips Av=in^2/ft .spacing (in) loads DL 49 bhear Wall 23.00 24.67 6.00 3.00 60.00 OL+L 94.61 0.00 0.00 0.00 449.90 0.60 9.87 1.00 39.00 -55.61 0.00 0.00 875.48 175.10 0.00 52.67 iJ- 1� DL-WW DL-EU 44.10 44.10 42.98 42.90 704.90 704.90 704.90 .704.90 Load per ft (klf)= 25.85 25.85' 1.22 1.22 52.81 52.81 0.71 0.71 0.16 • 0.16 71.63 71.63 0.00 52.67 Design LATERAL 0 31 504 D=.9*L= Bar area = 0.00 5' 22.20 0.79 �L+LL+EQ 90.02 42.90 704.90 704.90 43.20 17.70 1.73 74.67 -15.35 0.00 71.63 0.00 52.67 0L+Li'-EQ 90.02 42.90 704.90 704.9D 17.70 1.7 --5" 74.67 --+* -15.35 0.00 71.63 0.00 52.67 sYS# c 4. ENGINEERS - NORTHWEST CONCRETE'JAMB DESIGN (version 3.01 Sheet of 6869 Woodlawn Ave NE 1988 UBC SHAMROCK CENTER BLDG C Seattle,lashington 98115 14 :26:18 05 -01 -1989 PIER A SEISMIC LOADS po 100 JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor parapet ht (ft) 22.50 3.84 6.00 0.00 0.90 2.75 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 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): 14,4 out (psf)= 15.0 seismic... zone 3 press (psf)= 16.9 import fact: 1.00 ledger LL(plf)= 357 DL (Oil= 186 ecc (in): 3.0 % LL w /seismic= 0 concentrated load LL(lbs1: 0 DL (Ibs): 13930 ecc (in): -3.0 X LL w /seismic= 0 concentric load LL(plf1: 0 DL (plf): 0 % LL w /seismic= 0 horiz load plf (+ inward): 0 dist above floor(ft)= 0.0 REBAR DATA Vertical 1 14 d: 4.13 Horizontal min in ^2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phi$Mn (in -k) deft (in) Allow defl(in) Comments Top of wall 1 40.2 17.3 86.38 0.13 1.62 case ok used interaction curve 2 40.2 -19.8 86.38 -0.15 1.62 case ok used interaction curve 3 40.2 -26.1 86.38 -0.17 1.62 case ok used interaction curve 4 47.1 17.3 16.82 0.12 1,62 case ok used interaction curve 5 47.1 -24.5 76.82 -0.16 1.62 case ok used interaction curve, 6 46.9 -29.6 77.13 -0.17 1.62 case ok used interaction curve 1 63.2 -7.6 54.72 -0.03 1.62 case ok used interaction curve Bottom of wall 1 40.9 6.0 85.44 0.00 . 0.36 case ok used interaction curve 2 40.9 -5.8 85.44 -0.00 0.36 case ak used interaction curve 3 40.9 -7.2 85.44 -0.00 0,36 case ok used interaction curve 4 47.9 5.9 15.72 0.00 0.36 case ok used interaction curve 5 47,9 -5.8 75.72 -0.00 0.36 case ok used interaction curve 6 41,1 -7.2 76.03 -0.00 0.36 case ok used interaction curve 7 64.2 0.1 53.25 0.00 0.36. case ok used interaction curve LOAD CASES 11 .9DL + 1.311 inward 2) .9DL + 1.311 outward 3) .9DL + 1.43E0 4) 1.0501 + 1.28LL + 1.28WL inward 5) 1.0501 + 1.2811 + 1.28W1 outward 6) 1.05DL + 1.28LL + 1.4EG 7) 1.401 + 1.711 INTERACTION CURVE DATA ,7tPo .7*Pbal .11Mbal .7tMn 102.8 18.2 116.8 92.1 NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL ENGINEERS - NORTHWEST CONCRETE JAMB DESIGN (version 3.0) Sheet of 6869 Woodlawn Ave NE 1988 UBC SHAMROCK CENTER BLDG C Seattle,Nashington 98115 16:54:08 05 -01 -1989 PIER 8 SEISMIC LOADS = po 100 JAMB DATA height (ft) width (in) thickness (in). add thickness (in) K factor 22.50 36.00 6.00 0,00 0.80 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) height (ft) 24.0 12.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 G HE c K Fort LOADING DATA unfactored co.Jnrt /C ^/ 0� wind in (psi): 5.0 out (psll= 5.0 Lo'V) PO44•4 / / 70L-,,,/ seismic... zone 3 press (psi): 61.9 import fact= 1.00 ledger 11(pif): 357 DL (pill: 186 ecc (in): 3.0 X LL w /seismic= 0 concentrated load LL(lbs1= 0 DL (lbsl= 80570 ecc (in); -3.0 X LL w /seismic= 0 concentric load LL(plf1= 0 DL (pill= 0 X LL w /seismic= 0 hnriz load plf (+ inward): 0 dist above flaor(ft)= 0.0 REBAR DATA Vertical 5 05 d= 4.13 Horizontal min InA2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) PhitMn (ink) deft (in) Top of wall 1 29.0 15.9 2 29.0 -26.3 3 29.0 -86.8 4 34.9 9.7 5 34.9 -40.3 6 33.8 -93.1 7 48.1 -28.4 Bottom of wall 1 2 3 4 LOAD CASES 30.0 30.0 30.0 36.1 5 36.1 6 35.0 7 49.7 1) .901 + 1.3WL inward 2) .9DL + 1.3NL outward 3) .9DL + 1.43EO 4) 1.0501 + 1.28LL + 1.2RWL inward 0- 51 1.0501 + 1.2RLL + 1.28WL outward ✓ 6) 1.0501 + 1.2811 + 1.4E8 -'�--� 1) 1.401 + 1.711 .NTERACTION CURVE DATA .71Po .7tPbal .7*Mbal .71Mn 102.8 22.7 111.6 78.5 Allow defl(in) Comments 102.96 0.08 1.44 case ok used interaction curve 102.96 -0.17 1.44 case ok used interaction curve 102.96 • -1.06 1.44 case ok used interaction curve 94.64 0.05 1.44 case ok used interaction curve 94.64 -0.30 1.44 case ok used interaction curve 96.23 -0.85 1.44 case ok used interaction curve 76.29 -0.10 1.44 case ok used interaction curve 20.8 101.55 0.02 0.72 case ok used interaction curve -20.8 101.55 -0.02 0.72 case ok used interaction curve -49.6 101.55 -0.02 0.72 case ok used interaction curve 19.4 92.99 0.02 0.72 case ok used interaction curve -22.0 92.99 -0.02 0.72 case ok used interaction curve -49.5 94.58 -0.02 0.72 case ok used interaction curve -3.7 74.09 -0.00 0.72 case ok used interaction curve NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL 1 /s ,q,g parapet ht (ft) 2.75 -f I. 3 dT C^' is.; 4. ENGINEERS - NORTHWEST CONCRETE JAMB DESIGN (version 3.01 Sheet of 6869 Woodlawn Ave NE 1908 UBC SHAMROCK CENTER BLDG C Seattle,Washington 98115 17:27:56 05 -01 -1989 PIER B WIND LATERAL FORCE po 100 JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor parapet ht (ft) 22.50 24.00 6.00 0.00 0.85 2.75 SPANDREL DATA thickness(ini offset (in. + outward) 6.00 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 (psi): 1.0 out (psf1= 1.0 seismic.., zone 3 press Ipsf)= 16.9 import fact= 1.00 ledger LLlplf): 357 DL (plf1= 186 ecc lint= 3.0 % LL w /seismic= 0 concentrated load Ll(lbs): 0 DL (lbs): 0 ecc (in)= 0.0 X LL w /seismic= 0 concentric load LL(plf): 0 DL (plfl= 0 % LL w /seismic= 0 horiz load plf (+ inward): 680 dist above floor(ft): 15.5 REBAR DATA Vertical 4 15 d= 4.13 Horizontal min in "2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) PhilMn (in-k) defl (in) Allow defl(in) Comments Top of wall 1 1.0 0.1 119.12 -0.00 1.53 case ok 2 1.0 -1.4 119.12 -0.01 1.53 case ok 3 1.0 -67.4 119,12 -1.05 1.53 case ak 4 1.4 -1.0 119.63 -0.01 1.53 case ok 5 1.4 -2.4 119.63 -0.02 1.53 case ok 6 1.2 -67.8 119.34 -1.05 1.53 case ok 7 2.2 -3.5 120.60 -0.02 1.53 case ok Bottom of wall 1 1.6 0.4 119.96 0.00 0.54 case ok 2 1.6 -0.7 119.96 -0.00 0.54 case ok 3 -0,0 -25.6 119.96 -0.01 0.54 case ok 4 2.1 0.2 120.50 0.00 0.54 case ok 5 2,1 -1.0 120.58 -0.00 0,54 case ok 6 -0.0 -25.h 120,30 -0,01 0.54 case ok 7 3.2 -0.8 121.79 -0.00 0.54 case ok LOAD CASES 11 .9DL + 1.3W1 inward 2) .901 + 1.3WL outward 31 .9DL + 1,43E0 4) 1.0501 + 1.2811 + 1.28WL inward 5) 1.05DL + 1.2811 + 1.28WL outward 6) I.05DL + 1.2811 + 1.4E0 7) 1.4DL + 1.711 NOTE in cases 11, 2), 4), and 5) the LL used is 1/2 of the applied LL ENGI NEERS - NORT CONCRETE JAMB DESIGN (version 3.0) Sheet of 11: 6869 Naodlawn Ave NE 1988 UBC SHAMR K CENTER BLDG C + 'eattle,Nashington 90115 14:33:29 05 -01 -1989 PIE SEISMIC LOADS po 100 JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor parapet ht (ft) 22,50 4.92 6.00 0.00 0.90 2.75 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 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 4+ LOADING DATA unfactored wind in Ipsf1= 14.4 out (psi): 15.0 seismic.., zone 3 press (psf)= 16.9 import fact= 1.00 ledger LL(plf)= 357 DL (p1f1= 186 ecc (in): 3.0 X LL w /seismic= 0 concentrated load LL(lbs)= 0 DL (lbsl= 17910 ecc (in1= -3.0 X LL w /seismic= 0 concentric load LL(plf)= 0 DL (plfl= 0 X LL w /seismic= 0 horiz load pif 1+ inward): 0 dist above floor(ftl= 0,0 REBAR DATA Vertical 1 14 d= 4.13 Horizontal min in 4 2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phittln (in-k) dell (in) Allow defl(in) Comments Top of wall 1 40.4 17.5 87.36 0.13 1.62 case ok used interaction curve 2 40.4 -19.8 87.36 -0.15 1.62 case ak used interaction curve 3 40.4 -30.1 87.36 -0.17 1.62 case ok used interaction curve 4 47.3 17.6 .17.63 0.12 1.62 case ak used interaction curve 5 47.3 -26.6 77.63 -0.16 1.62 case ak used interaction curve 6 47.1 -34.1 77.95, -0.17 1.62 case ak used interaction curve 7 63.4 -7.8 55.16 -0.03 1.62 case ok used interaction curve Bottom of wall 1 41.0 6.1 86.40 0.00 0.36 case ak used interaction curve 2 41.0 -5.8 86.40 -0.00 0.36 case ok used interaction curve 3 41.0 -7.2 86.40 -0.00 0.36 case ok used interaction curve 4 48.1 5.9 76.52 0.00 0.36 case ok used interaction curve 5 48.1 -5.8 76.52 -0.00 0,36 case ok used interaction curve 6 47.9 -7.2 76.84 -0,00 0.36 case at used interaction curve 7 64.4 0.2 53.67 0.00 0,36 case ok used interaction curve LOAD CASES 1) .9DL + 1.3WL inward 2) .9DL + 1.3NL outward 3) .901 + 1.43E0 4) 1.05DL + 1.28LL + 1.281IL inward 5) 1.0501 + 1.28LL + 1.28NL outward 6) 1.0501 + 1.28LL + 1.4E0 7) 1.4DL + 1.711 INTERACTION CURVE DATA .71Po .7$Pbal .7$Mbal .7tMn 102.8 24.0 110.3 74.7 NOTE in cases 11, 2), 4), and 5) the LL used is 1/2 of the applied LL /.17-/.( c C 046INEERS- NORTH(4EST CONCRETE JAMB DESIGN (version 3.01 Sheet of 6869 Woodlawn Ave NE 1988 UBC SHAMROCK CENTER BLDG C Seattle,Nashington 98115 14:37:43 05- 01-1989 PIER E SEISMIC LOADS po 100 = JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor 22,50 20.76 6.00 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) 0.0 0,0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in (psf1= 14.4 seismic... zone 3 ledger LL(plf1= 357 concentrated load LL(lbsl= 0 concentric load LL(plf1= 0 horiz load plf (+ inward): 0 REBAR DATA LOAD CASES 1) .901 + 1.3(4L inward 2) .90L + 1.3(4L outward 3) .901 + 1.43E0 4) 1.0501 + 1.2811 + 1.28(4L inward 5) 1,0501 + 1.2011 + 1.20(41 outward 6) 1.0501 + 1.2811 + 1.4E0 7) 1.401 + 1.7LL INTERACTION CURVE DATA ,71Po .71Pbal .7$Mba1 Jinn 102.8 21.9 112.6 81.2 out (psf)= 15.0 press (psf1= 16.9 import fact= 1.00 Di (plf): (06 ecc (in1= 3.0 DL (lbs): 74670 ecc (in): -3.0 DL (plf)= 0 dist above floor(ft)= 0.0 Vertical 3 05 d= 4.13 Horizontal min inA2 / ft 0.14 NOTE parapet ht (ft) 0.00 0.90 2.75 X LL w /seismic.= X LL w /seismic= X LL w /seismic= height (ft) 0.0 0 0 0 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phi$Nn (ink) deft (in) Allow defl(in) Comments Top of wall 1 39.9 17.4 87.57 0.13 1.62 case ok 2 39.9 -19.3 87.57 -0.15 1.62 case ok 3 39.9 -27.8 87.57 -0.17 1.62 case ok 4 46.8 17.2 78.00 0.12 1.62 case ok 5 46.8 -25.0 78.00 -0.16 1.62 case ok 6 46.5 -32.3 78.32 -0.17 1.62 case ok 7 62.6 -7.5 55.89 -0.03 • 1.62 case ok Bottom of wall 1 40.6 6.0 86.62 0.00 0.36 case ok 2 40.6 -5.8 86.62 -0.00 0,36 case ok 3 40.6 -7.2 86.62 -0.00 0.36 case ok 4 47.6 5,9 76.89 0.00 0.36 case ok 5 47.6 -5.8 76.89 -0.00 0.36 case ok 6 47.3 -7.2 77.21 -0.00 0.36 case ok 7 63.7 0.1 54.41 0.00 0.36 case ok in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL used interaction curve used interaction curve used interaction curve used interaction curve used interaction curve used interaction curve used interaction curve used interaction curve used interaction curve used interaction curve used interaction curve used interaction curve used interaction curve used interaction curve EN614EE118 . NORTHWEST CONCRETE JAMB DESIGN (version 3.0) 6869 Woodlawn Ave NE 1988 UBC Seattle,Washington 98115 14:40:56 05-01 -1989 po 100 JAMB DATA height (ft) width (in) thickness (in) 23.00 6.00 6.00 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in (psfl: 14.4 out (psfl: 15.0 seismic... zone 3 press (psf): 16.9 import fact: 1.00 ledger LLlplf): 357 IX (plf): 186 ecc lin): 3.0 concentrated load LL(lbs): 0 DL (lbsl: 21460 ecc (ink -3.0 concentric load LLlplf): 0 DL (plf): 0 horiz load pif (+ inward): 0 dist above floor(ft): 0.0 REBAR DATA Vertical 1 15 d: 4.13 Horizontal min in "2 / ft 0.14 c MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phi1Mn (in -k) defl (in) Top of wall 1 39.6 18.8 87.21 2 39.6 -21.2 87.21 3 39.6 -29.7 87.21 4 46.5 19.1 77.77 5 46,5 -26.7 77.77 6 46.3 -32.7 78.08 7 62.3 -8.1 55.96 Bottom of wall 1 40,3 6.3 2 40.3 -6.1 3 40.3 -7.6 4 47.3 6.1 5 47.3 -6.0 6 47.1 -7.5 7 63.4 0.1 LOAD CASES 1) .901 + 1.3WL inward 2) .9DL + 1.3WL outward 3) ,9D1 + 1.43EA 4) 1,05DL + 1.28LL + 1.2BWL inward 5) I.05DL + 1.201L + 1.28WL outward 6) 1.05DL + 1.28LL + 1.4EA 7) 1.401 + 1.11L INTERACTION CURVE DATA .71Po .71Pbal .7111bal .71Mn 102.8 18.4 116.5 91.5 86.24 86.24 86.24 76.64 76.64 76.96 54.46 0.14 1.66 -0.17 1.66 -0.19 1.66 0.13 1.66 -0.18 1.66 -0.19 1.66 -0.03 1.66 0.00 0.37 -0.00 0.37 -0.00 0.37 0.00 0,31 -0.00 0.37 -0.00 0.37 0.00 0,37 NOTE LL w /seismic: X LL w /seismic: LL w /seismic: Sheet of SHAMROCK CENTER BLDG C PIER 1 SIESMIC LOADS : add thickness (in) K factor 0.00 0.90 width (ft) height (ft) 0.0 0.0 0 0 0 Allow defl(in) Comments in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL parapet ht (ft) 2.25 case at used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve LOADING DATA unfactored wind in OM= 14.4 out (psf)= 15.0 seismic.., zone 3 press (psf1= 16.9 import fact= 1.00 ledger LL(plf1= 357 DL (plfl= 186 ecc (inl= 3.0 X LL w /seismic= 0 concentrated load LL(lbsl= 0 DL (lbs1= 45050 ecc (in1= -3.0 X LL w /seismic= 0 concentric. load LL(plf)= 0 DL (plf): 0 X LL w /seismic= 0 horiz load plf (+ inward): 0 dist above floor(ft)= 0.0 REBAR DATA Vertical 2 15 d: 4.13 Horizontal min inA2 / ft 0.14 4. t .NGINEERS- NORTHWEST CONCRETE JAMB DESIGN (version 3.0) Sheet of 6869 Woodlawn Ave NE 1988 UBC SHAMROCK CENTER BLDG C Seattle,Nashingtnn 98115 14 :44:21 05 -01 -1989 PIER 3 SEISMIC LOADS po 100 = JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor parapet ht (ft) 23.00 12.48 6.00 0,00 0.90 2.25 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 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 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in-k) Phi1Mn (in-k) dell (in) Allow defl(in) Comments Top of wall 1 40.0 18.7 86.91 0.15 1.66 case ok used interaction curve 2 40.0 -21.4 86,91 -0.17 1.66 case ok used interaction curve 3 40.0 -30,3 86,91 -0,19 1.66 case ok used interaction curve 4 46.9 18.9 77.36 0.13 1.66 case ok used interaction curve 5 46.9 -27,2 77.36 -0.18 1,66 case ok used interaction curve 6 46.7 -33.4 77.68 -0.19 1.66 case ok used interaction curve 7 62.8 -8.1 55.32 -0.04 1.66 case ok used interaction curve Bottom of wall 1 40.7 6.3 85.94 0.00 0.37 case ok used interaction curve 2 40.7 -6.1 85.94 -0.00 0.37 case ok used interaction curve 3 40.7 -7.6 85.94 - 0.00 0.37 case ok used interaction curve 4 47.7 6.2 76.24 0.00 0.37 case ok used interaction curve 5 47.7 -6.0 76.24 -0.00 0,37 case ok used interaction curve 6 47.5 -7.5 76.55 -0.00 0.37 case ok used interaction curve 7 63.9 0.1 53.81 0.00 0.37 case ok used interaction curve LOAD CASES 11 ,9DL + 1.3WL inward 2) ,911 + 1.3WL outward 3) .9DL + 1.43E0 4) 1.0501 + 1.2811 + 1.28NL inward 5) 1.0501 + 1.28LL + 1.28NL outward 6) 1.0501 + 1.2811 + 1.4E0 7) 1.401 + 1.7LL INTERACTION CURVE DATA ,71Po ,71Pbal ,71Mbal .71Mn 102.8 19.4 115.4 88.6 NOTE in cases 1), 21, 4), and 5) the LL used is 1/2 of the applied LL ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. • SUITE 205 - SEATTLE, WA 98115 • (206)525 -7660 • FAX # (208) 522.8898 Joe NO 88 006 Joe NAME SNA" (& f CA) )7 - 7t BLDG (' DATE /6 - Alev -69 SUBJECT SHEET k OF „ ' / t BY Orr LB, ( L9�G O z ' /S4O L3 O.S, SN• P/62 d 2.3 (D 3 ."4 2, 211 ® : 3O,33 © i7 `I.G6 R� 0,0.96 2.093 o. y17 R. 404 Tv melt 0, 04 0 .50 0,1 I OU V ?left 3 toe 41.4 12, 3 76. 7'`✓ 9' 4 451 --�-T_ OrM 57.9 k'( l /83:o 237,91 I - Z r 2 ii = •• 2i• VOoAPNRAGM ¥ g' g k V G4i0 6 _ (7f z,rLs%jol.J)(,i Y) 2( ? 9 V after 7 2 . K1P. 65 vo 4[7. _ 1NPUT ( UUTPUT OUTPUT service Axial (kips) Shear (kips) Mom (ft-k) Wall Ht (ft) Wall L (ft) Wall t (in.) f'c (ksi) Fy (ksi) Loads (tilt) Axial (kips) Shear (kips) Mom (ft-k) Mom design Mom uncrack Axial stress Eccen (ft) a (ft) Cu (kips) Tu = Cu - Pu As = Tu/.9*F Vu/phi (kip) 10*sqrt(f`c) Vc kips Av=in^2/ft spacing (in) INPUT service Axial (kips) Loads (ult.) Axial (kips) 7= Shear (kips) Mom (ft Mom de gn Mom crack A) a1 stress amen (ft) a (ft) Cu (kips) Tu = Cu - Pu As = Tu/.9*F Vu/nhi (kip) Shear loads DL 15 23.00 R.00 6.00 3.00 60.00 21.28 0.00 0.00 0.00 0.00 47°32 0.60 3.20 0.22 39.00 17.72 0.33 0.00 203.94 56.79 0.00 52.67 Shear loads DL 54 Shear (kips) Mom (ft-k) Wall Ht (ft) 23.00 Wall L (ft) 28.50 Wall t (in.) 6.00 f'r (ksi) 3.00 Fy (ksi) 60.00 Wall LL 0 LL 0 Design LATERAL 3 58 D=.9*L= Bar area = <U+EQ DL-E0 13.68 13.60 4.20 4.20' R1.06 01.06 81.06 01.06 Load per ft (klf)= 9.13 9"13 0.41 0.41 17.85 17.85 4.17 4.17 0.08 0.08 7.00 7.00 0.00 0.00 52.67 52.67 Wall Design LATERAL 0 61 1185 *L= Bar area = UL+. DL-1-01 DL-EQ .60 48.60 48.60 0.00 H5.96 85.96 0.00 1659.00 1659.00 0.80 1659.00 1659.00 600.60 0.60 Load per it (k]+}= 11.40 45.54 45.54 0.79 2.08 2.00 39.00 09.93 89.93 - 36.60 41.33 41.33 0.00 0.77 0.77 U.00 143.27 143.27 ' � �� xuL. (h 7.20 0.79 UL+Ll+BQ DL+LL 21.28 21.20 4.20 4.20 81.06 01.06 81.06 81.06 43.20 7.01 0.50 21.46 0.10 0.00 7.00 0.00 52.67 25.65 0.79 DL+Li'+RQ 75.60 /;5.96 1659.00 1659.00 43.20 33.34 3.39 103.07 2�.47 0.51 143.27 7.01 0.50 --- � 21.46 --� 0.18 0.00 7.00 0.00 52.67 DL+LL-En 75.60 85.96 1659.00 1659.00 33.34 2.39 103.07 27.47 0.51 143.27 • - ( 'UT service OUTPUT Axial (kips) Shear (kips) Mom (ft-k) Wall Ht (ft) Wall I. (ft) Wall t (in.) f'r (|:s1) Fy (ksi) Loads (tilt) Axial (kips) 'Shear (kips) Mom (ft-k) Mom design Mom uncrach Axial stress Eccen (ft) a (ft) Cu (kips) Tu = Cu - Pu As = Tu/.9*F Vu/phi (kip) 10*sqrt(f'c) Vc kips Av=in^2/ft spacing (in) Shear loads DL 54 ?3.00 20.30 6.00 3.00 60. DL-1-LL 75.60 0.00 0.00 0.00 600.60 0.60 11.40 0.79 39.00 - 36.60 0.00 0.00 1011.53 202.31 0.00 52.67 Wall Design LL 0 DL+EQ 48.60 05.96 1659.00 1659.00 -----' 0.00 57.67 Load per ft (klf)= 45.54 45.54 2"08 2.08 89.93 89.93 41.33 41.33 0.77 0.77 143.27 143.27 D=.9*L= 25.65 Oar area = 0.79 DL-EQ 48.60 85.96, 1659.00 1659.00 0.00 52.67 DL+LL+EO 75.60 05.96 1659.00 1659.00 43.20 33.34 2.39 103.07 27.47 0.51 143.27 0.00 52.67 DL+LL 75.60 85.96 1659.00 1659.00 33.34 2.39 - 103.07 27.47 0.51 143.27 0.00 52.67 JT service loads DL Axial (kips) 26 Shear (kips) Mom (ft-k) Wall Ht (ft) Wall ( (ft) Wall t (in.) f'r (ksi) Fy (ksi) 1 Loads (ult) Axial (kips) Shear (kips) Mom (ft-k) Mom design Mom uncrack Axial stress Eccen (ft) a (ft) Cu (kips) Tu = Cu - Pu As = Tu/.9*F Vu/phi (kip) 10*sort(f`c) Vc kips Av=in^2/ft spacing (in) Shear Walt Design �3.00 6.00 3.0O 60.00 DL+\ 36.26 0.00 0.00 0.00 130.11 0.60 5.47 0.39 39.00 2.74 0.05 0.00 485.06 '/7.01 0.00 52.67 L| 0 0.00 52.67 LATBRAL 12 237 D=.9*|-= Dar area = DL+BQ DL_EQ 23.31 23.31 17.22 17.22 332•36 332.3'6 332.36 332.36 Load per ft (klf)= 19.72 19.72 0.90 0.90 38.00 38.80 15.49 15.49 0.29 0.29 28.70 28.70 0.00 52.67 12.30 0.79 DL+LL+EQ 36.26 17.22 332.36 332.36 43.20 14.63 1.04 45.05 9.79 0.16 0.00 52.67 �L+LL 36.26 17.22 332.36 332.36 14.63 1.04 45.05 8.79 0.16 28.70 0"n0 52.67 c C ENGINEERS - NORTHWEST 6869 Woodlawn Ave NE Seattle,Washington 98115 JAMB DATA height (ft) 23.00 SPANDREL DATA thickness(in) 0.00 OPENINGS LEFT MATERIAL DATA LOADING DATA unfactored wind in (psi): seismic... zone ledger LL(plf): concentrated load LL(lbs1= concentric load LL(plfl= horiz load plf (+ inward): REBAR DATA Vertical 3 15 MOMENT AND DEFLECTION RESULTS + inward Case Pu (kips) Mu (in -k) Top of wall 1 24.2 0.9 2 24.2 -1.0 3 24.2 -16.1 4 28.2 1.0 5 28.2 -1.0 6 28.2 -17.0 7 37.7 -0.1 Bottom of wall 1 2 3 4 5 6 7 LOAD CASES .ITERACTION CURVE DATA .71Po .71Pbal .71Mbal .71Mn 138.2 47.1 114.1 34.5 CONCRETE JAMB DESIGN (version 3.0) 1988 UBC 17:11:38 05 -01 -1989 po 100 width (in) thickness (in) 48.00 5.50 offset (in. + outward) 0.00 width (ft) height (ft) 0.0 0.0 cnnr (psi) rebar (psi) 6 24.8 24.8 24.8 28.9 28.9 28.9 38.6 11 .9DL + 1.3WL inward 2) .9DL + 1.3WL outward 3) .9DL + 1.43E0 4) 1.050E + 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 A te- o�s cPD p(,`�G 1 v CP f P ay 1.0 out (psi): 1.0 3 press (psfl= 15.5 import fact= 1.00 60 DL (plf1= 100 ecc (in): 3.0 X LL w /seismic= 0 0 DL (lbs1 =103700 'ecc (in): -2.8 X LL w /seismic= 0 0 DL (p1f): 0 X LL w /seismic= 0 0 dist above floor(ft1= 0.0 d= 3.69 Horizontal min in "2 / ft 0.13 0.9 -0.4 -10.5 0.9 -0.3 -10.4 0.6 - outward Phi1Mn (in -k) 75.30 75.30 75.30 82.17 82.17 82.11 98.15 76.32 76.32 76.32 83.36 83.36 83.30 99.74 defl (in) RIGHT --_, width (ft) height (ft) 0,0 0.01 1.56 -0.01 1.56 -0.11 1.56 0.01 1.56 -0.01 1.56 -0.11 1.56 -0.00 1.56 0.00 0.55 -0.00 0.55 -0.00 0.55 0.00 0.55 -0.00 0.55 -0.00 0.55 0.00 0.55 NOTE Allow defl(in) Comments Sheet of .31,14 SHAMROCK CENTER BLDG C PIER 2 SEISMIC LOADS in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL add thickness (in) K factor parapet ht (ft) 0.00 0.85 2.25 case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve C ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 • 12061525-7560 • FAX # (206) 522-6698 Joe No SAl2.4.00C. Joe NAME SHAMCMCk <EA/Ten BLDG, DATE C REV/Sic*/ - ADD 2 - wry YJ SHEET / OF Ca SUBJECT CAL 4 By DM 1.. 't J AcTUAL C•cuiplOulbflr/CW Alen er �P ngorir --..0 At, 1%/6 I ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 • (206)525.7560 - FAX # (206) 522-6698 Joe No SUBJECT tr AARg ref M = 3 ( 22 19.1 )= .9.39 S ee Joe NAME SNAMdIROGk CEA!'t'N 181.06, C 22.23 1.IP., $") t 12 Tr 49E4 23 (tgeit))z l 2.'7 y I <� O 2'716t) 73 7x7 x i, L2.23 C _ Oos.1) t 1 1 2 ,//,b):J 4 Fa, S + 3 �/4r1 ° /3,3? KSi J J / / /.G 8 011.4)' r 1 3 6 x G. x Yei G 01 (.101.41 D r.S /G 0. 67 ksi S Ay 6 /bS/ < / OS. 3 /' 2 16 00s1) rb L 3 /S30 E'3 (l) ] `, ' G - 30,33 �< s, .HEc. ConiOld6D 6, 21 ,t 0)(0.67) • 0.51 13.3? 0- _ 6, 1 30.33 'Isl. , ,. 7..‘40. / '. = 9.79 K,,. 7 pi. G. 7 iOS.3 — 0. / /, / z 71 a 4- 5.Sy 5 = /0.1 r = z .3' ' DATE i • -4/0/- fl9 SHEET Z of CO t- BY bi,/ U.3 6 7 3 ? ) 0 7 A 0 4 I ENGINEERS-NORTHWEST INC. PS. 6869 WOODLAWN AVE. N.E.- SUITE 205 • SEATTLE, WA 98115 • 120615254560 on Na. J0/3 NAPAF._.s.2/41 ;u8JEc 1_0?1,..- IA 1 'I . COL- (W1) Ely.., , it:- OA: A (Iil ) 4‘; -ft Ar iir IL Mit■) •11)1C.Lne14 fr C. .. 1(11 /4 tor e- 01.01 -lb —for or /11104 / Y. 1 A c.."1/) v- rrul ----- e r.4 (.()M.) ...................... ..•. 1 ' .."--------.-----“— t '' 1 At) A I. (1: 'AMT. I... OA. ll'iti. l'A (1 e Aitimet7Y- ---- /.. - 1 ."., , ( (.1.11rviri - '. , 1 / t ---------`- STs r- I- \ he 1_1) e".. ft' urk. --- - — - — ... • . , *-- . •....7":.1.4)....._•....., K51 (..o/.. imp/ APr / ---- " : • - " - - • "'' " - 0._ 6,S9 114 1 . i / otttnInl Plonkitil ri" Airt'l/A, %. ...___..... 4 . 4 111/41 1..(71..itnid rifvue.,(f I ';IPA" 1! b. 2, '? V (c/ .1///iN P/riiii /4(70t:-.. -- -- P.. ...0 0 ii. liniA) ALuvull.)te. LD A t...) * — 65 I— 91 7c' 1/2,1 .--•-•••-_^.• gce cfziv, ,_3/ O. (DO w,1 lt4 usE 314h17,(6, It • flr' • on, J JOA NAMF UOJECT__'M.1k t'i . IA (�1..'!:..!_ .�� -�( u� l(J_ - ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E. • SUITE 205 - SEATTLE, WA 90115 - (2061525•7580 C. /-(11114 I. G'( it I kid ... _._........... _ _ __._- -- -.�. ill • lb `1� >r o r 147111114'7 F. r r 1 -� = i i v r- I" f_ A.'- ft (104 -_- n..� '1 At..) (. t'/w1J - ... .........._.._._.._;--- ...._... 1. - .I �I t✓ 1.7)1 i ..) ....__ ._._ _._._.._.__......_ ���n1Ul1l• r.� 1.... i an J;ll'll /'llo►� S r % , SIP I Y. fir. -- -••- -- ---- __._.- c,/• API-7 1 On* ry' A)Pt''! /A II h.MI ('.' /Pf !/M/ ("(L.lmmi /', :i/oto fr'/ a � nllil A L..L10 M') i Lo A U nr -nose. 1 I, 81.1)61 „ f� ' DA1 F 45 N0v g9. .....!...._...f)F L. �1 D. ?.�._..... • ..._..24 ....• r•I. /S if I■II''m 2 3./2 0 2 o, /3,7f 101' 0,'x.3? I, 3t, I� Ube 0 /4 1 -"B(6( ft • 23E - s Aae . 66- (4.7r) USE 6"./A 3 /f �2 g n„ , A/0m co 04,4G60 11 wAN Q L LecAne ENGINEERS - -NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525.7560 - FAX # (206) 522 -6698 Joe No.. ,oAM ii- 004JOB NAME SE Ai Ce,%////C ac..061 C SUBJECT s7 s SAD REV /3/ 0A/ L o A/7 4)/ 6NMRr w1 try 8 " R 5 LAB W ° / 4,,5 ft 3� y � ,; N pARRiEnt I � 1M � lye „2 /V . i fZ /y2 z ,61 Cot.. LoA0 dS 1. 3qs $7 j (00,7 SIP iT g SP ' "s "J Ge1- .4- . DATE I7 - 89 SHEET I OF - By DP1 L ,s. / 14 -1 45 45 s 'M : Concrete Flat Slab Design v1.09 PAGE NO. 1 Enw„EEAS NORTHWEST TIME : Fri Nov 17 14:27 :28 1989 JOB : SHAMROCK CENTER BLDG. C ADDED SLAB RUN : 88124.006 CONCRETE SUPPORT SPAN TENSILE STRENGTH WEIGHT STEEL DESIGN LOAD COVER COVER STRENGTH f'c YIELD METHOD PATTERNS In In K /in ^2 K /In ^2 . Lb /Ft ^3 K /In "2 1.125 2.250 0.475 • 3.000 144.000 60.000 Ultimate Pattern Loading SPAN SPAN SPAN NUMBER LENGTH THICKNESS Ft In 15.000 8.000 2 15.000 8.000 3 15.000 8.000 4 15.000 8.000 5 15.000 8.000 6 15.000 8.000 SPAN =__= UNIFORM LOADS =__ NUMBER DEAD LIVE K /Ft "2 K /Ft "2 I 0.000 -0.250 2 0.000 -0,250 3 0.000 -0.250 4 0.000 -0.250 5 0.000 -0.250 6 0.000 -0.250 SPAN INPUT DATA SPAN LOADS INPUT DATA DESIGN DATA DEAD K /Ft COLUMN INPUT DATA PARTIAL LOADS LIVE BEGIN END K /Ft Ft Ft 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 X ZS ____:: :___: 2 / = COLUMN DIMENSIONS COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH _ ; In In In In Ft Ft Ft 1 14.000 0.000 0.000 0.000 100.000 0.000 14.250 2 14.000 0.000 0.000 0.000 100.000 0.000 14.250 3 14.000 0.000 0.000 0.000 100.000 0.000 14.250 4 14.000 0.000 0.000 0,000 100.000 0.000 14.250 6 5 14.000 0.000 0.000 0.000 100.000 0,000 14.250 r 1M : Concrete Flat Slab Design 0.09 iS. 6ERS NORTHWEST JOB : SHAMROCK CENTER BLDG. C ADDED SLAB RUN : 88124.006 COLUMN INPUT DATA PAGE N0. 2 TIME : Fri Nov 17 14 :21 :30 1989 COLUMN DIMENSIONS COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH 6 14.000 0.000 0.000 0.000 100.000 0.000 14.250 7 14.000 0.000 0.000 0.000 100.000 0.000 14.250 PANEL /CAPITAL INPUT DATA DROP PANEL =__= COLUMN CAPITAL COLUMN LENGTH NUMBER THICKNESS WIDTH LEFT RIGHT DIAMETER DEPTH In Ft Ft Ft In In 1 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 2 12.000 2.500 1.250 1.250 0.000 0.000 IL 4 ( I6 - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 3 12.000 2.500 1.250 1.250 0.000 0.000 'WARNING - Does Not Meet ACI 13.4.1.1 For Negative Moment Reduction With A Drop Panel. 4 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 5 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 6 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 7 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. CANTILEVER INPUT DATA = UNIFORM LOADS = ' _= LINE LOADS == PARTIAL LOADS LENGTH WIDTH DEAD LIVE DEAD LIVE DEAD LIVE BEGIN END Ft Ft K /Ft ^2 K /Ft ^2 K /Ft K /Ft K /Ft K /Ft Ft Ft LEFT 1.000 14.250 0.000 -0.250 0.000 0.000 0.000 0.000 0.000 0.000 RIGHT 1.000 14.250 0.000 -0.250 0.000 0.000 0.000 0.000 0.000 0.000 "1,501) 2 -_ 322 =___ 2-232=22 SPAN MOMENTS C'""MN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS At c LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT (.. 2 = 222..22:222222 Ft -K Ft-K Ft -K Ft-K Ft -K Ft-K Ft-K Ft -K 1 -3.622 -9.155 -1.351 -7.468 -3.622 -3.290 -4.319 -9.899 r'( M : Concrete Flat Slab Design v1.09 Eh..,IEERS NORTHWEST JOB : SHAMROCK CENTER BLDG. C ADDED SLAB RUN : 88124.006 4. SPAN MOMENTS PAGE NO. 3 TIME s Fri Nov 17 14:27:33 1989 COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75X EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT • LEFT RIGHT LEFT RIGHT 2 - 193.660 - 192.171 - 117.199 - 113.629 - 114.871 - 117.173 - 221.640 -219.857 3 - 164.030 - 164.107 - 76.509 - 80.024 - 79.658 - 76.694 - 148.643 - 149.169 4 - 170.087 - 170.087 - 95.583 -92,344 -92.344 - 95.583 - 178.947 - 178.947 5 - 164.107 - 164.030 - 76.694 - 79.658 - 80.024 - 76.509 - 149.169 - 148.643 6 - 192.771 - 193.660 - 117.173 - 114.871 - 113.629 i - 117.799 - 219.851 - 221.640 7 -9.155 -3.622 -3.290 -3.622 -7.468 -1.351 -9.899 -4.379 COLUMN MOMENTS COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP = s Ft-K Ft -K Ft -K Ft -K Ft -K Ft -K K K K K K K K K Ft -K Ft -K COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75X EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT 7 22223 -5.533 0.000 -6.117 0.000 0.332 0.000 -5.520 0.000 `2 0.889 0.000 4.170 0.000 -2.301 0.000 1.783 0.000 3 -0.077 0.000 -3.514 0.000 2.964 0.000 -0.526 0.000 4 0.000 0,000 3.240 0.000 -3.240 0.000 0.000 0.000 5 0.077 0.000 -2.964 0.000 3.514 0.000 0.526 0.000 6 -0.889 0.000 2.301 0.000 -4.170 0,000 -1.783 0.000 7 5.533 0.000 -0.332 0.000 6.117 0.000 5.520 0.000 _ = 5 33222229772 SHEARS 1 -7.087 36.760 -2.545 41,705 -7.087 7.555 -8.601 46.300 2 - 61.361 50.976 - 56.416 17.469 - 22.433 51.561 - 14.532 65.163 3 - 47.144 48.662 - 12.519 48.023 -46.559 13.951 -55.668 50.431 4 - 49.459 49.459 - 50.098 16,037 - 16.037 50.098 - 62.401 62.401 5 - 48.662 47.144 - 13.951 46,559 -48.023 12.519 - 58.431 55.668 6 -50.976 61.361 - 51.561 22.433 - 17.469 56.416 -65.163 74.532 7 - 36.760 7.087 -7.555 7.087 -41.705 2.545 - 46.300 8.601 t 'P( )M : Concrete Flat Slab Desion v1.09 ENl.._.4ERS NORTHWEST JOB : SHAMROCK CENTER BLDG. C ADDED SLAB RUN : 88124.006 COLUMN NUMBER 2 3 4 5 6 7 N NUMBER SPAN NUMBER 1 4 5 b PUNCHING STRESS K /In A2 0,035 0.069 0.056 0.062 0.056 0.069 0.035 DESIGN MOMENT Ft -K DESIGN MOMENT Ft-K 74,138 50.446 56.573 56.573 50.446 74.138 ECCENTRIC STRESS K /In ^2 0.001 0.000 0.000 0.000 0.000 0.000 0.001 COLUMN STRIP STEEL AREA COLUMN STRIP STEEL AREA TOTAL STRESS K /In A2 K /In A2 $ Total Shear Stress Exceeds Allowable Stress STRIP WIDTH In A2 Ft In A2 1 -2.253 1.231$ 7.125 2 - 140.456 5.051 ,ei' d 7,125 3 - 105.427 3 b15;0 � 4 7.125 4 - 110.846 3.885 t , 7.125 5 - 105.427 3.679 >r1 7.125 6 - 140.456 (-1-.-1531;), 7.125 7 -2.253 1.2311 I " 7.125 , / 4. 1 Mi �V 3 eel STRIP WIDTH In A2 Ft 0.037 0.070 0.056 0.062 0.056 0.070 0.037 3.094 • 7.125 2.050 /7.125 231.�� 1 .(� 7.125 til,1 7.125 2.0 U H 7.125 '3, 09 , 7.125 SHEAR STRESSES ALLOWABLE STRESS 0.186 0.186 0.186 0.106 0.186 0.186 0.186 PUNCHING LOAD TOP REINFORCEMENT Ft BOTTOM REINFORCEMENT CONCENTRATE STEEL STRIP AREA WIDTH $1 Overreinforced ___ K 50.574 135.210 109.613 120,316 109.613 135.210 50.574 DESIGN MOMENT Ft -K DESIGN MOMENT Ft -K -0.751 - 46.819 -35.142 - 36.949 - 35.142 - 46.819 -0.751 49.425 33.631 37.715 37.715 33.631 49.425 11 Overreinforced UNBALANCED FLEXURAL MOMENT MOMENT Ft-K 5.520 1.783 0.526 0.000 0,526 1.783 5.520 MIDDLE STRIP STEEL STRIP GOVERNING AREA WIDTH PATTERN MIDDLE STRIP =_ STEEL AREA In A 2 PAGE NO. 4 TIME : Fri Nov 17 14:27:36 1989 1.2311 Ft-K 3.312 1.211 0.357 0.000 0.357 1.211 3.312 In A2 Ft 1.2311 7.125 1.562 7.125 1.231$ _ $ 711. 25 C;1,,ig 4 7.125 1.231$ 7.125 : =__ __ :_______ Ft 2.007 7.125 2 1.343 7.125 3 1.512 7.125 2 7.125 3 7.125 2 7.125 3 11 M., Jy : GOVERNING PATTERN 4 4 4 4 4 4 4 _- ADO 2,A41 STRIP GOVERNING WIDTH PATTERN Minimum S eel c '4M : Concrete Flat Slab Design v1.09 EA ,:ERS NORTHWEST JOB : SHAMROCK CENTER BLDG. C ADDED SLAB RUN : 88124.006 COLUMN STRIP ' MIDDLE STRIP COLUMN BAR NUMBER LENGTH ' BAR NUMBER LENGTH NUMBER DESIGNATION OF BARS LEFT RIGHT DESIGNATION OF BARS LEFT RIGHT TOP STEEL Lb 1449.482 Lb TOP BARS PAGE NO. 5 TIME : Fri Nov 17 14 :27:39 1989 Ft Ft Ft Ft 1 #4 4 1.000 5.126 #4 7 1.000 3,590 3 1.000 3.310 2 #6 6 9.941 8,544 #4 • 8 6.863 8.073 6 6.229 3.310 3 15 6 8.317 8,317 #4 1 8.073 9.013 6 3.310 3.310 4 #5 7 8.317 8.317 14 7 8.073 8.013 6 3.310 3.310 5 15 6 8.317 8,317 04 7 8.073 9.013 6 3.310 3.310 6 #6 6 8.544 9,941 04 9 8.073 6.863 6 3.310 6.229 7 #4 4 5.126 1.000 04 7 3.590 1.000 3 3,310 1.000 BOTTOM BARS COLUMN STRIP MIDDLE STRIP ::__ =_ ..... _ SPAN BAR NUMBER BAR NUMBER LONG BAR NUMBER SHORT BAR NUMBER DESIGNATION OF BARS LENGTH DESIGNATION OF BARS LENGTH OF BARS LENGTH Ft 2==772 =72 =2777=2 2222 =222=22222722=2222=222 :222222== Ft Ft 1 15 10 14.989 14 6 14.733 5 12.733 2 #4 11 14.519 04 4 14.500 3 10.500 3 04 12 14.519 44 4 14,500 4 10.500 4 04 12 14.519 114 4 14.500 4 10.500 5 #4 11 14.519 44 4 14.500 3 10.500 6 #5 10 14.989 #4 6 14.733 5 12.733 TOTAL MATERIAL QUANTITIES WITH SLAB REINFORCED IN ONE DIRECTION 22 =_ STEEL x : : :_ : :_:__: CONCRETE :: :__ :___ BOTTOM STEEL SURFACE VOLUME STEEL WEIGHT AREA 22 222:2222 2 : 2222227 :2 222222:2 22 227 Lb /Ft "2 Ft "2 Ft "3 1234.628 2.047 1311;000 917.750 66 LA P. 1M : Concrete Flat Slab Design v1.09 ENGINEERS NORTHWEST JOB : SHAMROCK CENTER BLDG C SHORT WAY ADDED SLAB RUN : 88124.006 C DESIGN DATA CONCRETE SUPPORT SPAN TENSILE STRENGTH WEIGHT STEEL DESIGN LOAD COVER COVER STRENGTH f'c YIELD METHOD PATTERNS In In K /In ^2 K /In "2 Lb /Ft "3 K /In "2 1.075 2.625 0.475 3.000 144.000 60.000 Ultimate Pattern Loading SPAN SPAN SPAN NUMBER LENGTH THICKNESS Ft In 1 14.250 8,000 2 14.250 8.000 3 14.250 8.000 4 14.250 8.000 5 14.250 8.000 6 14.250 8.000 7 14.250 8.000 B 14.250 8.000 SPAN INPUT DATA PAGE NO. 1 TIME : Fri Nov 17 15:23 :24 1989 z z z= = ==2=22=22==2= :9722222 SPAN LOADS' INPUT DATA SPAN ==== UNIFORM LOADS =_= PARTIAL LOADS = _ NUMBER DEAD LIVE DEAD LIVE BEGIN END _ _ _ K /Ft "2 K /Ft "2 K /Ft K /Ft Ft Ft 1 0.000 -0.250 0.000 0.000 0.000 0.000 2 0.000 -0.250 0.000 0.000 0.000 0.000 3 0.000 -0.250 0.000 0.000 0.000 0.000 4 0.000 -0.250 0.000 0.000 0.000 0.000 5 0.000 -0.250 0.000 0.000 0.000 0.000 6 0.000 -0.250 0.000 0.000 0.000 0.000 1 0.000 -0.250 0.000 0.000 0.000 0.000 B 0.000 -0.250 0.000 0.000 0,000 0.000 _ 2 2 _ _= _ =__ _ ___________ =s===== =sa ===s =s COLUMN INPUT DATA ___= COLUMN DIMENSIONS =_ __ =_ =_ ,;OLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH 222 3__733= S= =3 ==a=s = = = == = a======= i== 3====== ==s=ii=i = ===_____ =====a=====■ =273==!2= ===R= In In In In Ft Ft Ft 1 14.000 0.000 0.000 0.000 ' 100.000 0.000 15.000 7 /5 IA 2 tr R ^'^AM : Concrete Flat Slab Design v1.09 Et .ERS NORTHWEST JOB : SHAMROCK CENTER BLDG C SHORT WAY ADDED SLAB RUN : 80124.006 COLUMN DIMENSIONS COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH LEFT RIGHT COLUMN INPUT DATA PAGE NO. 2 TIME : Fri Nov 17 15:23:26 1989 2 14.000 0.000 0,000 0.000 100.000 0,000 15.000 3 14.000 0.000 0.000 0.000 100.000 0.000 15.000 4 14.000 0.000 0.000 0.000 100.000 0.000 15.000 5 14.000 0,000 0.000 0.000 100.000 0.000 15.000 6 14.000 0.000 0.000 0.000 100.000 0.000 15.000 7 14.000 0.000 0.000 0.000 '100.000 0.000 15.000 8 14.000 0.000 0.000 0.000 100.000 0.000 15.000 9 14.000 0.000 0.000 0.000 100.000 0.000 15.000 PANEL /CAPITAL INPUT DATA DROP PANEL -__= COLUMN CAPITAL COLUMN LENGTH NUMBER THICKNESS WIDTH LEFT RIGHT DIAMETER DEPTH In Ft Ft Ft In In 1 12.000 2.500 1,250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 2 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 3 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACT 13.4.7.1 Fnr Negative Moment Reduction With A Drop Panel. 4 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 5 12.000 2.500 1.250 1.250 0.000 • 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 6 12.000 2.500 1,250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 7 12.000 2.500 1.250 1.250 0.000 0,000 WARNING - Does Not Meet AC1 13.4.1.1 For Negative Moment Reduction With A Drop Panel. 8 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 9 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 0/6 P CANTILEVER INPUT DATA = UNIFORM LOADS = _= LINE LOADS =_ _= PARTIAL LOADS =___________ LENGTH WIDTH DEAD LIVE DEAD LIVE DEAD LIVE BEGIN END = MU 2.1=22222312:===722222:2222:22.111W42 Ft Ft K /Ft "2 K /Ft "2 K /Ft K /Ft K /Ft K /Ft Ft Ft 1.000 15.000 0.000 -0.250 0.000 0.000 0.000 0.000 0.000 0.000 1.000 15.000 0.000 -0.250 0.000 0.000 0.000 0.000 0.000 0.000 AP"AM : Concrete Flat Slab Design v1.09 El ERS NORTHWEST JOB : SHAMROCK CENTER BLDG C SHORT WAY ADDED SLAB RUN : 88124.006 C COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT Ft -K Ft -K 1 -3.792 -8.512 -1.402 -6.640 -3.792 -3.485 -4.589 -9.294 2 - 185.086 - 184.317 - 112.233 - 108.645 - 109.582 - 111.547 - 211.305 - 209.757 3 - 157.048 - 157.125 - 73.739 - 76.781 - 76.476 - 73.962 - 142.978 - 143.483 4 - 161.303 - 161.263 - 88.647 - 85.790 - 85.881 - 88.581 - 166.180 - 166.030 5 - 158.856 - 158.856 - 80.768 - 83.546 - 83.546 ' - 80.768 - 156.433 - 156.433 6 - 161.263 - 161.303 - 88.581 - 85.881 - 85.790 - 88.647 - 166.030 - 166.180 7 - 157.125 - 157.048 - 73.962 - 76.476 - 76.781 - 73.739 - 143.483 - 142.978 8 - 184.317 -185.086 - 111.547 - 109.582 - 108.645 - 112.233 - 209.757 - 211.305 9 -8.512 -3.792 -3.485 -3.792 -6.640 -1.402 -9.294 -4.589 COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 1002 LL ALL SPANS 1 'R BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP Ft -K Ft -K Ft-K Ft -K COLUMN MOMENTS Ft -K Ft-K SPAN MOMENTS 1 -4.719 0.000 -5.238 0.000 0.308 0.000 -4.705 0.000 2 0.768 0.000 3.588 0.000 • -1.966 0.000 1.548 0.000 3 -0.077 0.000 -3.042 0.000 2.514 0.000 -0.505 0.000 4 0.040 0.000 2.857 0.000 -2.700 0.000 0.150 0.000 5 0.000 0.000 -2.179 0.000 2.779 0.000 0.000 0.000 6 -0.040 0.000 2.700 0.000 -2.857 0.000 -0.150 0.000 7 0.077 0.000 -2.514 0.000 3.042 0.000 0.505 0.000 8 -0.768 0.000 1.966 0.000 -3.588 0.000 -1.548 0.000 9 4.719 0.000 -0.308 0.000 5.238 0.000 4.705 0.000 SHEARS Ft -K Ft -K Ft -K Ft -K K K K K K K K K PAGE NO. 3 TIME : Fri Nov 11 15:23 :28 1999 Ft-K Ft -K Ft -K Ft -K = =s= =2X22 COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 -7.427 36.669 -2.646 41.650 -7.427 1.549 -9.021 46.240 2 - 61.452 50.974 -56.470 17.444 - 22.439 51.522 - 74.592 65.102 3 - 47.147 48.767 - 12.544 48.228 - 46.599 14.158 - 55.730 58.823 4 - 49.354 49.229 -49.893 15.346 - 15.830 49.414 - 62.009 61.089 -48.892 48.892 - 14.642 48.707 - 48.707 14.642 - 59.742 59.742 - - 49.229 49.354 - 49.414 15.830 - 15.346 49.893 - 61.089 62.009 1P"AM : Concrete Flat Slab Design v1.09 N .ERS NORTHWEST JOB : SHAMROCK CENTER BLDG C SHORT WAY ADDED SLAB RUN : 88124.006 COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT 7 - 48.767 47.147 - 14.158 46.599 - 48.228 12.544 - 58.823 55.130 8 - 50.974 61.452 - 51.522 22,439 - 17.444 56.470 - 65.102 74.592 9 -36.669 7.427 -1,549 7.427 - 41.650 2.646 - 46.240 9.021 SHEAR STRESSES COLUMN PUNCHING ECCENTRIC TOTAL ALLOWABLE PUNCHING UNBALANCED FLEXURAL GOVERNING NUMBER STRESS STRESS STRESS STRESS LOAD MOMENT MOMENT PATTERN K /In "2 K /In "2 K /In "2 K /In "2 K Ft -K Ft -K 1 0.038 0.001 0.039 0.186 51.082 4.705 2.823 4 2 0.074 0.000 0.074 0.186 135.411 1.548 1.052 4 3 0.060 0.000 0.060 0.186 110.269 0.505 0.343 4 IL 0.065 0.000 0.065 0.186 118.815 0.150 0.102 4 0,((63 0.000 0.063 0,186 115.201 0.000 0.000 4 6 0.065 0.000 0.065 0.186 118.815 0.150 0.102 4 7 0.060 0.000 0.060 0.186 110.269 0,505 0.343 4 8 0.074 0.000 0.074 0.186 135.411 1.548 1.052 4 9 0.038 0.001 0.039 0.186 51.082 4.105 2.823 4 SHEARS $ Total Shear Stress Exceeds Allowable Stress TOP REINFORCEMENT PAGE NO. 4 TIME : Fri Nov 17 15:23 :33 1989 _ _ ------ 32__22_ = = = =222 COLUMN STRIP == CONCENTRATE 2= MIDDLE STRIP COLUMN DESIGN STEEL STRIP STEEL STRIP DESIGN STEEL STRIP GOVERNING NUMBER MOMENT AREA WIDTH AREA WIDTH MOMENT AREA WIDTH PATTERN 2 == = _ _ Ft -K In "2 Ft In "2 Ft Ft -K In "2 Ft 1 -2.360 1.2311 7.125 -0.787 1.3611 7.875 4 2 - 132.947 5.504 „Alik 7.125 - 44.316 1.664 7.875 4 3 - 100.223 3.995 q4!" v , 7.125 - 33.408 1.3611 7.875 1 4 -102.576 4.099 Ds t" 7.125 - 34.192 1.3611 7.875 1 5 - 100.902 4. ` 54i 7.125 - 33.634 1.3611 7.875 1 6 - 102.576 { 7.125 - 34.192 1.3611 7.875 1 7 - 100.223 3.995 7,125 - 33.408 1.3611 7.875 1 8 - 132.947 c 9. 7.125 - 44.316 eJ 7.875 4 -2.360 T.511 7.125 n( 01+ 40 -0.187 1.3611 7.815 4 %1, ft V 1 M inimum Steel 11 Overreinforced ea" c , e a1 v 22 222=222 "holy "4M : Concrete Flat Slab Design v1.09 -ERS NORTHWEST JOB : SHAMROCK CENTER BLDG C SHORT WAY ADDED SLAB RUN : 88124.006 COLUMN STRIP MIDDLE STRIP SPAN DESIGN STEEL STRIP • DESIGN STEEL STRIP GOVERNING NUMBER MOMENT AREA WIDTH MOMENT AREA WIDTH PATTERN Ft -K in "2 Ft Ft -K In "2 Ft 1 70.518 3,173 7.125 47.012 2.040 7.875 2 2 47.617 2.079 7.125 31.744 1.361$ 7.875 3 3 54.158 2.385 7.125 36.106 1.548 7.815 2 4 52.124 2,289 7,125 34.749 1.488 7.875 3 5 52,124 2.289 1 .1 1 03'1.125 34.749 1.488 7.875 2 6 54.158 cj.3 '@ 7,125 36.106 ,% 7.875 3 7 47,617 2.079 7.125 31.744 1.3611 7.875 2 8 70.518 7.125 47.012 171 7.875 3 :.4 2 s \ o ( 10 .. f 1% 1 ,o, t. 1 Minieu. Steel It Overreinforced it f @ A v, ,. ktii l *hr ± L1 3 �� 4903 4'• � - 4 t o ! , - • T OP BARS I . COLUMN STRIP COLUMN BAR NUMBER LENGTH NUMBER DESIGNATION OF BARS LEFT RIGHT 1 . BOTTOM REINFORCEMENT PAGE NO. 5 TIME : Fri Nov 17 15:23:35 1989 MIDDLE STRIP =_ BAR NUMBER LENGTH DESIGNATION OF BARS LEFT RIGHT Ft Ft Ft Ft 1 14 4 1.000 4.878 14 7 1.000 3.425 3 1.000 3.160 2 16 7 9.480 8,169 14 9 6.540 7.635 6 5.949 3.160 3 15 7 7.942 7.942 14 7 7.635 7.635 6 3.160 3.160 4 15 7 7.942 7.942 14 7 7.635 7.635 7 3.160 3.160 5 15 7 7.942 7,942 14 7 7.635 7.635 6 3.160 3.160 6 15 7 1.942 7.942 14 7 7.635 7.635 7 3.160 3.160 7 115 7 7.942 7.942 14 7 7.635 7.635 6 3.160 3.160 8 16 7 8,169 9.480 14 9 7.635 6.540 6 3.160 5.949 9 14 4 4,878 1.000 14 7 3.425 1.000 3 3.160 1.000 1 Concrete Flat Slab Design v1.09 tl .ERS NORTHWEST JOB : SHAMROCK CENTER BLDG C SHORT WAY ADDED SLAB RUN : 88124.006 C Z 2 BOTTOM BARS 2= 2322 3 Z TOTAL MATERIAL QUANTITIES PAGE NO. 6 TIME : Fri Nov 17 15:23:17 1989 COLUMN STRIP := MIDDLE STRIP SPAN BAR NUMBER BAR NUMBER LONG BAR NUMBER SHORT BAR NUMBER DESIGNATION OF BARS LENGTH DESIGNATION OF BARS LENGTH OF BARS LENGTH Ft Ft Ft 1 15 11 14.239 14 6 13.983 5 12.095 2 14 11 13.769 14 4 13.750 3 9.975 3 14 12 13.769 14 4 13.750 4 9.915 4 14 12 13.769 14 ' 4 13.750 4 9.975 5 14 12 13.769 04 4 13.750 4 9.975 6 14 12 13.769 14 4 13.750 4 9.975 7 14 11 13.769 14 4 13.150 3 9.975 8 15 11 14.239 14 6 13.983 5 12.095 332 WITH SLAB REINFORCED IN ONE DIRECTION = STEEL CONCRETE TOP BOTTOM STEEL SURFACE VOLUME STEEL STEEL WEIGHT ' AREA Z 2322317.322222 Lb Lb Lb/Ft ^2 Ft ^2 Ft "3 1960.329 1555.527 2.021 1740.000 1216.250 12.1,sot Joe No 66 /24 Joe SUBJECT C /2' , a• .7 , 11.I/ / y 4 -'1� S ,_I " 0 4511r7 E A . WAY 1,4/Z5 X w4Y CtaosE) 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 ENGINEERS — NORTHWEST INC. P.S. NAME sHAMR C) CENT R DATE 23 -- AUG 88 N • 14. ,hu • 3 , 4004 I dS 0Va - 11 (0,4 iovv f v e a 2'7 de a X a 27 o;Gft.. /1, kip co.*/ neoL5 4x s reed ! • o,7$ ('S / G a aav 9.9 k se '. cod CR. c (?2)r 7 y '9 .P / = T= , e s r(3.a")(i s.) a = q- 2./4 iti ji - /O - 2 4 4 = J. T 0 /( C -f o. 1 "p/LLEr WELD (F /E'[, D WELD I s /DES !' aoT701) sTo - S7 - ( LAr = La;98Kl1 GIB PER PtAM • "T, EA, sly W/ 2 - 3 /4 1 801.7 /4 /' BR G t Tor HOW 1.12 O / / s - /'Ear a L r, (.../ kcr 2 Op art scar /v 0 16.7 C/. 3) 2 . 33•4 oesi c A i! S G, SHEET OF BY O M C-_ L 4. SUBJECT A C =/0 $ Ecr ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. • SUITE 205 • SEATTLE, WA 98115 • (206)525.7560 Joe No. S ala 4 Joe NAME SHAM Roo < CEA/ TER CO4Si DERAT/ O,/1 ,6 /0 ' PAit 4 i 7E 0 SiANOREL zrpar Q= / 141= ZAa 2.0 4 > 3,0 use Cc <.t o =10 2C S4 U+.> L.040 = 3 (2 S) = 7S PSI ( 4 v /W ,4 PE rE D -TON la 6- C s /0 is > 4 /, G W - is S U Ot4 [..o n / G (t r) '. 4 U PJF wootsr c'4 TRvJJ L)Abi/ A 26 ' U/ el • 40 Te. a Cho+ 44) •.300 /C,r .dam ' S'I65 + 240 PL TU — SNOW D R 4o p . (3 A//o✓ ct G � eao i�. 4s70 .1 j z /0 =0 t z i t-461.4 -.•� Z J< Tc� e cAvot Z it Do /A T,t u1 S 34 De: el 2 4G P. / /vw rR011 c.4'0 G E/? -ea Steyr 7 s( 5�) r, a 0.12r c 12'` TitiOworms p, tot ok DATE / 3 -DEC - B 51 sho SHEET of DRIFT BY 13v7 z A SJuA+6 A SNaw DRIFT y A. /Aa AD04. ( Av1/rc re0 ✓Ad• NO'!) #6 /o z4 ?v = r Gr'sal Jr/Ll. ak LtOGe'At AO ea wore et/ 1• ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. • SUITE 205 - SEATTLE, WA 98115 - (2061525.7560 JOB No. AS / Z 4 Joe NAME _SHAM$OCK C E NTE2 DATE /- s &Pr- a a SUBJECT R C rm."/ & WAL G SHEET a OF K /SC . BY Dm CHECK OVERTURN /NG SLl D!^/& FAILURE' oENIC/NG ensile/Ty s c rrcEmE,✓ r oVE4i /I Jrll Dairy AsJVmE e 90 Ps F S o/t. DRG t ss ',- 70o ps DUE r0 1.4.1rE2m /rrE&✓• LO4O/NG SAy A =200 PSF F i4 /C URE rot sE 250 PSF TRUCK LORD SuRCHAKGE 1 ENGINEERS - NORTHWEST RETAINING WALL DESIGN (version 87.01) Sheet _ !:_offtlI G, 6869 Woodlawn Ave NE 01 -04 -1980 SHAMROCK CENTER Seattle,Washington 98115 16:53:20 TRUCK DOOR RETAINING WALL pa 100 F.S. OVERTURNING = 3.57 F.S. SLIDING = 1.52 l f I j I I j4 Surcharge= 250 psf • Pt= 6.00in. w= 733 2.00 ft 0.67 ksf Allowable Soil Bearing F'c = 3,0 ksi Coefficient of Friction 1 * 4 6.00 in.(wal 5.00 ft Equivalent Active Fluid Pressure = 35 pcf Equivalent Passive Fluid Pressure = 400 pcf = 2.00 ksf Fy = 60.0 ksi = 0.35 0.48 ksf 4.0 ft 1.0 ft t =10.00 in : = =s: == =:s =:s 88 psf w= 292 psf ____ : = = : =:s: = == ==t = =s===::::= 5: =: =:=2=2:= =:: =:p 100:: :s:s :s = ::ss =s:::=: ::: =12 : STEM DESIGN (8 1/10 th Pts. = 0.50) Nu (ft -k) Vu (ksi) d (inches) As (sq in) 2 Pbal Min vert Min horiz 1 0.0 0.002 3.63 0.00 0 0.09 0.14 2 0.1 0.005 3.63 0.01 1 0.09 0.14 3 0.2 0.008 3,63 0.02 2 0.09 0.14 4 0.4 0,011 3.63 0.03 3 0.09 0.14 5 0,6 0.015 3.63 0.05 5 0.09 0.14 6 0.9 0.019 3.63 0.08 8 0.09 0.14 7 1.3 0.024 3.63 0,11 12 0.09 0.14 8 1.8 0.029 3.63 0.15 16 0.09 0.14 9 2.4 0.034 3.63 0.15 17 0.09 0.14 10 3.1 0.040 3,63 22 0.09 TOE DESIGN (bottom steel) *'4 e a vt 1.8 0.019 6.63 , 0.08 5 4 g 4 f HEEL DESIGN (top steel) 1.9 0.015 7,63 0.08 4 *3C /6 E,N!, 70/ ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 JOB No ..R F IZ 4 JOB NAME SUBJECT SHEET S OF ___ BY DM L O P.0 - CoNr SHAMROCK CEA/ 2'-o" INN_ la-5: PER rad 111-; 11 / �1= � G / 0 k/.4 o" it 44 /et V EiT. hypos' Poke 4,4-6 1 //,Rl e• /Ns / PAU" fr6 Pic# /4/ F /PEE 044/Vv( L3Ack -F /LC. rEet sa /[.S E•V6ene, ( 43& / E %wi ro J - d a DATE l-- SEPT; '" Y.,8 i r \! ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 Joe No f' 8 1 Z4 Joe NAME SNAMROCk GE/V TER SUBJECT SHEET G OF rl /J4. BY pm. CAsr fan SCGT. 3 4 "NON GRO vT 4 -* Z -D'KS To K/121-1 G• 9. i YP /co4G PG 6'R Z 4 4- - / 4 o " DATE .31 -Ac) - -.1 b J U 0 N c ENGINEER NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N,E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560. FAX #I (206) 522.6698 Joe No. 8812 JOB NAME SHANtOCk GEN r£X BLD6 - „ D SUBJECT FL on IC I7 lr IJr Pc.00K G /ECiJG, - IsTFLooit f'RAM/NG - gal) ,F L001( CIE4ll,JG, ooF fI/1 ' I /Noc,1u/Pi - I,S Psi 3 PI. "CONCREr1 = .90,5 2 2" ry /E 8 F`oomcock = I. 9 2.4 * c. Hog riewS e rto' -r 4. 2 z8 Gr CAI lz.l k 6" PRA/ KLE/C /Ns UL ,e%-1 Ec// nJ'rc. F 1..o04 L L Deck . Jo+sr G/206 g COI- 1. L 4s Ps F /oo. o Ps": S0 r Zo /',SF ti DATE ID -A/DV SHEET I OF Mkt BY Dt''1 Co1etlDote 6/••/ c. E > 29' -'7'a N Bor. Os n y woo° Joe No. P3Al24.000o Joe NAME SHAMROCK CENTER 8LDG-T. I3 DATE / O - A/OV• ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 SUBJECT DECK SFi FC.TJO 7135' roo 805 -5 FLOOR FRA,-T lam 5PpN = 4 - ,1/„ x/ = /g-s Plc S U PEit IMPo> CP LoA0 232 Ps TRUSS SELF.C /OA/ S P/rI = ,33 CA = 7 /3 PLF 49E (��) /1 //owADLE L.0A0 r E305 rC 530 L �, SPAN s e9 '- O • 6, = 24'- o" / L SHEET Z OF f//^ By D/-4 L u3E 22 7Y P6 C3 FORM LOCI: DE CM / 3 i2 " C OA/ C,e E rE 7 ref c Stoe DEPT/ Usr VULCRAFT 28 LH 712 rRvs s Es e 4 // R = 11.5 x Cr) c. L3i eO pp /45/JF 40v4. s '.5 • 1151 7 5,'I• µ g.3" C��) ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 -1206)525-7560 • FAX # (206) 5224898 Joe No 88/tY.004 Joe NAME .c AMA goc.k L D CD G a DATE 11 ;v DV SUBJECT 64/0 (A) - 6 - 9 r,A /Ps <, 3 3. $"( 33 r)) = 3,74 LP T ( , •# . t er- 3. M * 4 l?.? sr r 4/.7,7(/) - 2,10,5741 1 3.76 s(.3.5V;(29- 3)4/7z.L: /819.4 38 Y(L9kC ) ef 34 z4'.0(.5)(.)() l73 le ‘,0 -Q GAlP 1. kJ , s(!y�) +?s' s 383 PL M = s 7d! S. = 28,4 1 - 4 7 r_ s('° a9,r au, r , r 38Y24 !w M �Ok• ='212 -y iuo : 2Zt'pcP SHEET OF Pie A/67 B Q t I.LICEOz7.O (% . - /n+) =.61 a,9ykl l' No. /e, o = >Z3.) � ) iZJ• 1 G /0,, . 49.1 < )Q6.6 c•704.-/- C -1. 56.6gk 11 1456 w z Si /0* «aFD j.o b ir�� -� 9 :a w • 2. 7 7. k - '( - Nod aED ✓cFD 5•Ll-13 • 3/dU s, !z? ;h' .7'• !390 • f rtJSE k/ 2 r, x 6.4 003 EIS 3.G . r W sca0(a9r)„ _, • 2294 iA v�E w' it.7(zr. r S= s. 33 • 1i7 18(s9 "Jfr ~zr.r.,n ENGINEERS - -NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 Joe No.. BIZ i Joe NAME SltArr ,(o Ck C e i77t Bt/C)G. t3 SUBJECT O tt S M Sr ° M S r Zr &2i0 cst-0 A .66 �.� 1'1 = /05.2. / /os.z/(z) 14(80 s(3q) (3J•y)V /929 spy 15F4) OW .391.1 G rt.1 7 •3.8 k ,Q . 6 N f10 13n, 2 k ¢ t t2S (It) .66(30 r(804(63.5)f 1019 3, (2.5E4)(1.48) t e w. 0 /c✓��,q Nt)90E7e1 /5 .5 K • ft • 9, c. / (n• /3.8 .i.. ▪ /5.58 k• ft • 0. l"t R to (0 - 0 . A.3 ' 0 /n/!► $uetafr 8M. /41) +9T 80 bid Pt.i • n.1 • 43,1,..“w z + J 8ou(s,7.C = S70.9 48 (L3a)( 1 ) ' 0 " ok = 53,0 10 . v ,-.0 (j'•t) Int! 41 (z 9 f G.) (t , G 8) It Itu.n.w/o/c a Orr IA ° DATE ) 3- AV SHEET OF ffeS61. BY Om-• Jr 6, 9 k r 8.7k /0 j v .€ h/ /8 X40 II sa 89.6 'h Z .6iv A ' U1 kI /Bx I •• 57.4iA S= S/O.O.K 9.7z = S 83 .8 r S / °,1 = S • 7, 1 zt4 eui . S9 12,!.8 T c ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560. FAX # (206) 522.6698 Joe No 8 9/2 4 . Ng JOB NAME $//4/ Cog sp-p Q DATE /a 764/OV SUBJECT SHEET 5 OF fiR/Pos BY b /•aL v,/ = i (0) i- /5 J f 75 = 5.5.r PLF t� u. 1'1, M a /06.96 k.ft• K �I 33.5 t- 'ALS 11.3 S r 54.0 in,' Use II W Yr 3 S" 1 5 .r9. 4 1• Po = Y4,00 ,77 &)(N)(' • ?4• S oti 4 ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E. - SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 - FAX • (206) 5224698 Joe No. & 12 `I• U76 Joe NAME S NAMRC)C,l< C Eh/ rE2 BLGYn DATE 3 -VOL/ - 8 SUBJECT SHEET ( OF F _ BY W= 29s(38)# loo = /. /8l 1 «F �f ce�o 1,18/ # ,137 : Pcc.F 0 Ch. 25.5`05) #40.07 .7 o,cot<v <LP Q -„ A Sr W e1 ' 174.L %ns = 54s lit' 1,3 2,3 (21.2;) ` 78.9k•1 4 109. in..' 3 33.5 41 /./gl kip (17 z.te "1 k J�.,• p 0.7 7' V i4 44,4 ic c. 2.'19 (, /f %Zelk 997, 6403 05E0 colrpi'?1 t Del/Cu `J/ E401 irn.rM"r 0/-sr. e_ORO 8M Pit dP _ 2P 4JL - 2 /00.x' 11 03 3 %1 x 25 USE 6 -4'( /(o k. . s)p : cAaBCQ /,319 ^ B MAIN SPAN= 33.50 RIGHT CANT= 7.00 ' UNIFORM LOADS (klf) . MAIN SPAN= 1.319 RIGHT CANT= 1.319 cm°«x/;� 4 R left = 18.2 R right = 49.2 ��=#&v R left DOES NOT INCLUDE ADJACENT BEAM REACTION Mmax (ft-kips)= 130.4 Vmax (kips)= 26.0 E= 1800 Fb= 2.76 Fv= .189 '^ � ~^ MOMENTS CENTER SPAN= 125.6 RIGHT CANT= 130.4 SHEARS EACH SIDE OF SUPPORTS 18.2 26.0 23.2 BEAM DEFLECTION 3 1/8 X 52.5 0.32 5 1/8 X 34.5 0.68 6 3/4 5 9.92 El 3/4 X 22.5 1.44 10 3/4 X 19.5 1.80 %max f6' 0.464 0.624 0.679 0.817 0.871 BEAM.. LENGTH= 21.25 UNIFORM LOADS= 1.319 klf M(ft-kips)= 74.5 V(kips)= 14.0 E= 1800 Pb= 2.76 Fv= .189 BEAM DEFLECTION %max fb 3 1/8 X 29.5 0.56 0.837 5 1/9 X 21 0.85 0.907 - 7 . (1") 0.920 8 3/4 X 16.5 1.03 --- 67g36 ' 10 3/4 X 15 1.11 0.814 BEAM DEFLECTION 3 1/8 X 52.5 0.15 5 1/8 X 34.5 0.32 6 3/4 X 20.5 0.44 8 3/4 X 22.5 0.68 10 3/4 X 19.5 0.86 %max fb 0.472 0~634 0.831 0.885 BEAM.. . LENGTH= 27.5 UNIFORM LOADS= 1.319 klf M(ft-kips)= 124.7' V(kips)= 18.1 E= 1900 Fb= 2.76 Fv= .189 %max fv 0.978 0.996 n'943 0.948 0.903 %max fv 0.970 0.863 0.786 .671 0.609 %max fv 0.981 0.999 V.945 0.950 0.905 ode Gezivok � �d6 `6/ BEAM.. LEF1 CAN7= 5.25 MAIN SPAN= 33.50 RIGHT CANT= 6.00 UNIFORM LOADS (klf) LEFT CANT= 1.319 MAIN SPAN= 1.319 RIGHT CANT= 1.319 R left = 41.8 R right = 49.4 Mmax (ft-kips)= 132.6 Vmax (kips)= 26.1 E= 1800 Eh= 2.76 Fv= ^189 MOMENTS....LEFT CANT= 91.8 CENTER SPAN= 73.4 RIGHT CANT= 132.6 SHEARS EACH arm OF SUPPORTS 20.9 20.9 23.3 26.1 / ' BEAM 1 nEP�.F(�7l[V %max fb %max fv � 3 1/8 X 37.5 0.69 0.836 0.949 � 5 1/8 X 27 1.12 0.947 0.870 • 6 3/4 X 24 1.21 0 0.7g9 ~ 4;°\ 8 3/4 X 21 1.40 0.890 0.684 1$ 3/4 X in 1.00 0.969 0.663 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522.6698 Joe No. BSl2'/ UO‘ Joe NAME tS H A M X *,k Gfli/TV( OLDG& B DATE / 4 b 9 ° SUBJECT Puxi., s t� c cn o✓ � 8(38) - 3v4 rt.r 1 ° Z 9' - 4 - 3 / - 4. 3" 2S'- 7 ENGINEERS- NORTHWEST INC. P.S. 3 0 TJr /(05 Zs "rJP ( stJ / mff th w✓. W4te, ` 36(29,r) + 60 + /02 1.283 KI.F Wog. ' , 'Ai = 3O1-() Niv 9170 Oar) 2 Nnr N ei O/fr TO MG, USE 2b's /AN cAr4(Iry -) 29°3 4,41 Alp r 4. 79& g EV /S ED !too A' FAA/M /N6, SHEET OF BY /M 19 psr` QS& 0 3% ,c 2,1'` /„2.9 4).5, 1 ) dr,1a es JO ‘4evhilip. 8,4c) e ll G4i4 tN64,$ /3,soo �t TRW. JOIS 30" T„).//6 6 a 8'-0 "1 W 1MPSO.J //14///3 0, HG/C, Ei4, F,tI P y'. /vo' 2,301.1) M EQuw, 4.(4f) /29 t /o2 tax r.A.of y Wrwr r rot AA/ rAw . JOU r ref ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. • SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 • FAX 0 (208) 522-8898 ( • , Joe No RAI2 `I' 00( Joe NA ME S HAN/ CK Cf.VTEX Bc.D<l Q DATE suencr REV /S /ON SHEET OF /eooF k -CSAvS BY D/`-1L SUBJECT ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E. • SUITE 205 • SEATTLE, WA 98115 - (206)525 -7560. FAX # (206) 522-6696 Joe No. 88 Joe NAME Sfl/lir2Rnck cdAIJ 84P6 R ACV IS o.✓ try 5/0 %G5 flZL. LFDG -EA ill PARAAOLTS try 2 -o ,rPA•✓ 40. ) (PrX34) (2'1) r P = 3.374" 0 /4.1i /A4A r a ¥ o T ( wok - era)) 48/a V C NEuk '7 3,4Ahvi i 4 (489) (. )(36) - Pn c 1. la 804.r 2.84 + ( i Y7o) 5 <o /1 .07 k • �s 0.3z 2. 86 aop 39.4 iot, c#ES 4, f z (gala) 2.(2.4,70 ) . ( o) = 1,00 GG .(I = 4.t2' DATE /-rtr- 0 SHEET ' OF �� BY Dm^., .e a .t(E6) • • sR• j OK, l aic 7 SA 3 s q, L- E26E/C W / /t`fir //ht/1 ?t € 3/ -d ";, (Cm IMP i ") / /1&, 1 = y rp2 - 9 4} (3O iE= f I, cst� 11.4 t5 c' ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 • (206)525-7560 - FAX #(206)522-6698 Joe No. c9 Ixy 0°4 Jos NAME S HAN/ZOGK C&"n R dLbG, B DATE /3 - AZ , 83 SUBJECT SHEET 1/ OF f/fril BY Dh✓/ �.. L EDG ER Pei /61,A) '7 DES I G q/ te 8 " W1or# M c /I.9 /. /78S / <. 7 7506) (8) LE LEDGER sFAr 76x4x /¢. x01-84 r EMI3ED DEs/GN cµECK cadc■torrsree-46,rN : 7!!/.j roe yrouf of srvvs � , 4 • Y "srvoJ OPT = 1 1 , 7 (2) _ 23.4 k w l�l = 7l. 9 (20S) = 32, 73 k. 32.73 T C S.NS ksP 05G: FE /2 K 9" x I' —o" w / 4 - YL" x 0 WN.3 . c' Co" ya E4. c)/ / 2,9 8,4(4• v 3N TABLE G. Z0.G (P,c.r,PESIG //4dPEcx*) GeMphAJrO S7Iy �o4D f S. y r /1,7 0 0 9 2 Ok ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. • SUITE 205 • SEATTLE, WA 98115 • (206)525.7560 • FAX # (20e) 522-6M l JOB No. BAs 00‘ JOB NAME SHAN/K CF./TEX Bt.D(7 DATE SUBJECT REV /S /ON SHEET ( OF c4r V Z1 - .. 0.3(1)0. (&) 0,14 t/ v Q34)01651601 )+ 018 114)(tX091)(7.5) a 237 2 t 3 44• 0 a 581.2 FLaot v' e Fuvlc W `14X1/0(o. T) 09 .g,q)(2)(0,00 0 z Y . ((581.24- 1652 9)6 PO • Z 99.4 1 se By Di-IL JO 9 t G8 %.0 ? /5 k V . �(Vtr L p;.• . ?S("Z)r(W er V•,!i (ZX�1 W rx >r' Py, DIAPMRAGv 1 OES/6,N fioace Itoof 9 Y.s 44.I 6#. y 8 V y F too r Z'77, 5 l t'9 .7 172,9 I 7 2.9 4. ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 205 • SEATTLE, WA 98115 -1206)5254560 • FAX # (208) 522 -8898 Joe No. 8812 y (.13 6 Joe NAME .S NR■/tock CG_ J7 $ &•j' /4 DATE /S/' 4)01/ ` 69 SUBJECT SHEET 2 OF LAf' BY Qr., N/ 56!. . t` /5 7. .12 32, /D. 0 is, 3So0 , 3Ho // 10. 8 0, 5 90 29, s9G.� 610 48,y /9 1.51 2 99.4- 11363 n f, ' �+ Wl •k F • p,0 `7 r (It -//) 116, 8 (420.1) = 8 '1,4 g kW D F rk p 0 y s \AT F s ll 'a (368.3) :: c 0, 0 K rRooP x cL0 581, 2. 2 3 8 . • . � (1235,$) : 17 2,9 k Z 59. V f �11�1, e) 144.8 r FtuoR k 2! 38 ,y sN R ✓ACC. DESIG7A/ FORCES T. Cr (Qr..e) :adzo (2.$7 — 0,21 Ft yHay ow co Ars /s• ex co Z eno RoUF 0h. / / Ski 3 y-)(, /S) - Z( /3 00,7..0 ( 0 1) 51 20,1 k f�.oi o L /, 1 s(l / 8)(13N)�,055) .# Z 1' 3 ` 1 )(/5)(.OJl) =1Z35.5 0.630 *IA( ? 496,3 k o Ger x � /9 /.f 'Rw Di APO RAG •M 1.04 D C a ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. • SUITE 205 - SEATTLE, WA 98115 • (2061525 -7560 • FAX # (206) 5224996 Joe No fn2 4 004) Joe NAME S fl/�IF ck' C F.VT�/C l3�0 D , DATE SUBJECT 1 DIAPHRAGM t,IZcES .Roar) n a x 11 a qe.n C9),b —Re V /S /OAf M • .• Gf Off, JJ� • �� •> )r a S4.9 J> ,` d , 2.1 . Jul T Cl n 1 1 4a .., i 3 : , U SHEET 3 OF ,Ar By DMA. N 11 a ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E, - SUITE 205 - SEATTLE, WA 98115 -1206)525-7560 - FAX # (208) 522 -8888 • Joe No. RAIg `/. CV JOB NAME S HAMA'OGA CIA/TEX BLDG 13 DATE SUBJECT RE V/S /ON SHEET CJ ItOc)P NAIL/41 Cn By DMA. or LAT rC J � O V c ENG I N E E RS - NORTHWEST INC. P. S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 • (2061525.7560 • FAX 0 (206) 822.8698 Joe No Nil 4. W 4, Joe NAME S H 4M ,& 0 0K CF,y7 B D , D , DATE SUBJECT REV/S/04/ SC c.GwO Pao o, • h N SHEET 4 ' , OF4 '¢f By DMA. { 1 0 L 4 IN N O I I► •I x v 'S 0 ) c ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 • (206)525 -7560 - FAX # (206) 522.6698 Joe No. Joe NAME SHAMROCK G_E,siTER SLOG, 8 SUBJECT c,AL,ccit.47F C £'J7. r / /04 Wily CoR Gain r) R P /€IC d O.G "/ O o.ers • 0,222- z 9 '•G` A P /r'A 4 8 C sD , I .4 Rc- 27y• 3.6S2 ,597 1.84 0, 07O / ,1, 2 3 3 I „IL 6 = .171f+ 1 — 4- . o ' zOs . 0 1(1.8.44 ) - 0.G39 cc o 1 I( /,b Git/n( z R � ( 3 ✓ - 13 y' 21S.Si • 1 b9' 377.1 3, 37 6) 0 ', 0 x Rt x 8 ,,o TORs/O/VAL MOME/v - 499. �' z) = y�89 . ft v s IC 2 g' -`” DATE /3 - 4/01/ - 1/..5 SHEET_ E OF L/4r BY I .- ly ' - 3 9, 50 7'f T 6c:1 ) •y s '3.6G . � 0,06 119y) = 6.7 FE <tti C ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 • SEATTLE, WA 98115 - (2061525.7560 • FAX # (208) 822.8898 • Joe No. /3.912 4. Ub e Joe NAME S it /i/W 'CK CFNTEX BL.DC, 0 SUBJECT • 5, Re V /S /ON U0( /b• E •'?J E enceoresm- 0 i f » v DATE SHEET 6 OF Lf}T By DML ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. • SUITE 205 • SEATTLE, WA 98115 • (206)525.7560 • FAX # (204) 5224494 Joe No. t2 v. dog Joe NAME S NAmiko .k CE.vrZD( BLDG 3 SUBJECT_ C,ALCULArif S)/ CAR wA`/ FORc& i Se esi wAa R 0Q7, R Ix R iv L A /, 63 83.7 /340 !/, 4 / y 8 3, 4. 6 si..3 22 2 f /y, 4 -00 44, ? 2.0 .57 I 9 l G y D 44'99 4.4. 7 2 05 ". 1 i f Gam_ 14.7.4 44,00 F oR c6 7V ti /1 F x R r °J /1.246 x{ 4 o44 8 299.4. /0.2cd , 46'9 0 .44/062 4 . S9 29,:,/ C o ' 2”. y y,6o 4 4 x4/06 2 = 34/.2. + /2. (?) 96.3 2 g9,y DATE /i ail V SHEET 7 OF LAW BY pESI LOA 03 = 46 k 72.6 t 20,9 = 9.3.5" k (io NOc) 54.3 K ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E. • SUITE 205 - SEATTLE, WA 98115 - (206) 525.7560 • FAX #F (206) 522.6698 Joe No, JOB NAME DATE SUBJECT t PiM, )E GA 117 O SHEET 6 OF BY 1/4 2 9� y L4- a = , 39 To 12.00P TO zap pc.00lt 2 5,8 R L; = 141.454 Kl' c, t• Joe No. Joe NAME c5ittilittitilf.k r.t -i4/J c 9Werr •D SUBJECT rglf AsIthy.S / v Q U ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 • SEATTLE, WA 98115 • (2061525.7560 • FAX # (206) 522.8898 Eft/r P� o p tie r y 1 .t 6 A 62 / .7,'r' 7 l itx ('3'4 4`I,7L1 Ji‘o 3o y.,' x(151 2 474 000 °3 50,o 5Y, x ( 5-) D9, coo 33 0 ,o /E,1(Wr 'ogos D ,S*lvt,J = s (25) /u) KL/ © ftooR t . 33 - (Son v) - I ,1 / , e.oppt.3 •1 6,o /s) ' 0 ,040icLF � • Fcuwt of .s 4/004c LomQ JNVo Kuo = 3•,a 's (. ) = o,7S� K tF tSv' 4°A". i) - 4 Fcuu�t L , / � = : J, Y �� 0)(IC) G36,069 s / gig " 1 . 5 ) ‘90f)(3.5) s - 4 4 2 G o DATE SHEET , OF L/'qr BY , 1i7'- V im& SD ' 8 r VRooP: 19,8 : VftoK• 3/,O 2 a /3"S C r ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522-6698 Joe No SUBJECT w = 3 3 . 5 - 0 , 1 5 . - 4 / o ) = , 91/ arm FLoo/Z s ,9Z /(ao) PA, =(, o7 r) (2o(ao ) s 4,9 D = (f LD' = /8360 /573,2 G r= :263.3 = 2 8 Joe NAME SNA/41 OCk Ct`l C ,r3 <OG, ,,6 /A/ rarg/oR , s,YEAR w.4r1 ,vr4R GRIO 93.y (/)+ t ( /o) = 1836.81 <.ft 27.4 k ,P r. 49,LS .30.0 c 72' Is.7 /o 4 1 , 13 . 263,3 k. ft - 5 9, si �< ►r ) 19' r fo r 6)1.r -- ► '� -7 7 ! -7 - DATE SHEET OF 31 /C BY Drn l._ C_► fr WALL OVLIZTU11NTN6 �~�---_---6eometry L1 (ft)= 2 ^ ---Uist----^['3 L2 ( l't)= 30 P1 P2 [�� (F�) = 2 |-�noU` fL= ::,4 | | Wth ({t)= 24 Area so ft 016 | l|J' �:n)= �.f.t DUt":T : I|::= 2 | | |' V |_ ____ __ __ ___ ___ | wa| c = .� p1 <kio)= ; |.in�= P3 (k ip)= 0 01 s ([t}= 0 W1^---L4---^W2 (|34., Mom acts_----left--- --riqht--- r-: = 4.21 4.21 W1 ( ksf)= 0.96 0. W2 (ks ) = 0,1c!.) V.16 L4 ( ft)= 34.00 34.00 Total wt = 155. Mom rests= 7740.1 7740.1 rtn wt/ft= 0.5 [tq wt kip 400 resu1 1 o 4.0336042 4.0336042 ` VS NA � • ' � • • • • • ■ �� • ) • � • • �� •• � / Loads (o)t> Axial (kips) Shear 'kips) Mom (ft-k) Mom desiqn Mom uncrack Axial stress Eccen (ft) a (ft) Cu (kips) To = Cu Pu As = Tu/.9*F Vu/phi (kip) 10*sqrt(f'c) Ye kips Av=in^2/ft wacinu ';in) 1',|`eAr 3«.o» 6.00 60,V» UL�LL 66.22 0.00 0.00 0.00 665.48 0.60 12.00 0.6Y 39.00 0.00 0.V0 1064.77 0.00 3T,67 Wa!l 0esinn LL 0 LATMAL • 0 100 0=,9tL= Bar area = 0L+P� OL 42.57 42.57' 139.30 139.30 2571.10 2571.10 2571.10 2571.10 27.00 0,79 DL+LL+EQ 66.22 139.30 2571.10 2571.10 Load ner fL (k1f)= 43.20 72.40 72.40 50.83 2.79 2.79 3.06 120.36 120.36 132.14 77.79 77,79 65.92 1.44 1.44 1.2 232.17 232.17 232.17 ' DL+LL-E� 66.22 139.30 2571.10 2571.10 50.83 1.22 232.17 ----------------~----------------------- 0.01 0•01 • 0,01 0.01 C2.67 52. 67 5'2.67 52.'67 (. ENGINEERS - NORTHWEST 606'1 Wo.diawn Ave NE Seattle,Washington 98115 JAMB DATA height (ft) 19.00 SPANDREL DATA thickness(inl 6,00 OPENINGS LEFT MATERIAL DATA LOADING DATA unfactored wind in (psi): seismic... zone ledger LI.(p111= concentrated load LL11bs1= concentric lead LL(p1f1= horiz load plf (+ inward): HOAR DATA Vertical 3 115 d= 4,110 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -0 i'hitfn din-k) del) (in) 2 3 4 5 6 LUAD CASES 1) 2) 3) 4) 5) 6) 7) concrete (psi) rebar (psi) 3000 60000 .4DL + 1.3WL inward ,90L + 1.3WL outward .90L 4 1.43ED 1.0501 + 1.2011 + 1,28W1 inward 1.0501 + 1.2811 + 1,20WL outward 1.0501 + 1.2811 + 1.4E0 1.4DL + 1.711 INTERACTION CURVE DATA .7tPo .7tPba1 ,7$Mbal .7$Mn 102.8 39,8 117,1 58.4 CONCRETE JAMB DESIGN (version 3,01 1400 UDC 08 :43 :42 11-22-1989 no (00 width (in) thickness (in) add thickness lin) K factor 36.72 6.00 offset (in. + outward) 0.000 width (ft) heioht ( +t) RIGHT width (ft) 0.0 0,0 0.0 5.0 out (psi): 5.0 3 press Ipsf)= 16.9 import fact= 1.00 0 DL (p111= 0 ecc (in)= 0,0 0 DL (lbs1 =132140 ecc (in): -2.8 0 DL (pill= 0 0 dist above floorlftl= 0.0 Horizontal min in "2 / ft 0.14 39,5 -4.2 116,73 -0.05 1.52 case ok used interaction curve 39.5 -14.3 116.73 -0.12 I.52 rase ok used interaction curve 39,5 -33,5 116,73 -0.32 1,52 case ok used interaction curve 46.1 -6.3 105.37 -0.05 1.52 rase nk used interaction curve 46.1 -17.1 105.37 -0.12 1.52 case ok used interaction curve 46.1 -41.2 105.37 -0.20 1.52 case ok used interaction curve 61.5 -19.0 76.83 -0.09 1.52 case ok used interaction curve 1fUTE Sheet of shamrock center bldg b interior shear wall parapet ht (ft) 0.00 1.00 0.00 X LL X LL X LL N /seismic= w /seismiC: w /Seismic= height (ft) 0.0 0 0 0 Allow Jell(in) Comments in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL ENGINEERS- NORTHWEST 6869 Woodlawn Ave NE Seattle,Washinotnn 91)115 WA).). DATA heinht (ft) 19.00 MATERIAL DATA concrete (psi) 3000 LOADING DATA unfactored in (psfl: zone wind 'seismic ledger..,. ll(plf): 838 concentrated load LL(Ibs): 0 concentric load Wolf): 0 horiz load nil (► inward): 0 REBAR DATA Vertical 04 at 16,n in d: 3.011 2 3 4 5 6 7 LOAD CASED 11 2) 3) 4) 5) 6) 7) 1.6 1.6 1.6 2,4 2.,4 1.'1 3.9 thirkness (in) 6.00 rebar (psi) 60000 2.6 -4.5 -14.2 1,11 -5.2 -14.4 -3.0 .9DL + 1.314L inward .9DL + 1.3WL outward ,901. + 1.43E4 1.050L + 1.28LL + 1.28WL inward 1.05DL ► I.28LL 4 1.28WL outward 1.05DL + 1.28LL + 1.4E0 ).411 + 1.7LL CONCRETE WALL DESIGN (version 3,01 1908 UBC 09:05:15 5.0 out (psfl: 5,0 3 press (psf): 16.9 import fact: 1.00 DL (pill: 1089 DL (lbs): n D1. (p14): 0 dist above Horizontal min in ^2 / It 0,14 MOMENI AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu tin-k) PhitMn (in -k) dell lin) 26.57 26.57 26.57 20.21 28,21 27.12 31.17 11- 22-1989 DO 100 added thickness (in) 0.00 ecc (inl= -1.5 ecc. (inl: 0,0 flnor(ftl: 0,0 0.01 -0.03 -0.08 0.01 -0.03 -0.08 . -0.02 K factor parapet ht (ft) 1.00 0.00 LL w /seismic: 0 Z LL w /seismic: 0 strip width (inl: 0 X (.1. w /seismic: 0 Allow defl(in) Comments 1.52 1.52 1.52 1.52 1.52 1.52 1.52 Sheet of shamrock center bldg B interior shear wall case ok rase nk case ok rase ok case ok case ok case ok NOTE in cases 1), 21, 4), and 5) the LL used is 1/2 of the applied LL 5/sine ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. • SUITE 205 • SEATTLE, WA 98116 • (206)525.7580 • FAX N (201 Jos rlo. 6512.'4.606i Joe NAME £/AMR k G E�t/TER ELDG► 13 DATE l7 SUBJECT 3 Valle 4 F v 5 fpin+ bar ri e (4 to 9) 6 ' bar spacing (in) ' 7 d distance (in) 3 Wall height (It:) 4 k 'factor (0 to 1) 5 Parapet height (ft) 6 Waif thickness (in) 7; Additional wall thickneass (in) 3 Inward wind load (psf ) 4 itward wind load (pa•f ) 5 ,ei smi c zone (1 to 4) 6 seismic importance factor 7 Ledger. LL (pH) 0 ! DL (Of). 9 ;diet from inside face (in) 10 '% LL w/ seismic (0 to 100) 1 1' Concentrated LL • (ibe) 12 ' DL (lbs) 13 dist from inside .face (i'n) 14 7. LL w/ seismic (6 to 100) 15 design strip width (in) 16 Concentric 1..L (pif) 17 DL (pl•f ) le I% LL w/ seismic (0 to ,100) 19 Canc i'iori z force (pi •f ) 20 height above f 1r (ft) x 3 D 00 ..0.4 4. 4.0 , 0 004.0 10 ..,..•.. . • 414 04. 1.44 0 4.44 .... . . 4 .... .4044..... 80 W 0,00 0,._ _........... 0.004.. w $440 014 14.4 01108 •4110 004 MN 0000 4•00 44.0 ... 0400 004. LL = /08, pc' a3 Lo )12. i pt. 699 ,o` 4srs 6 3as) 6 ' ) Secawp fmort 1 '3 24, pl. • C Joe No. Joe NAME DATE ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.. SUITE 205 • SEATTLE, WA 98116 .12061526-7560 • FAX # (208) 822.8898 BueJrcT fA M f3 DESIGN N Pi4A1 L 177 AM .1ithI ls404&f BY op/ SEcr /D..) 2 f • c h. 4 1"v" iS 1'te.l of bnr r ;1 . r+ ('1 L'is r)) 6 number 7 ii die:lar►t.ra (in) 3 I d j .1 1. 11ctittle1: ( f t ) 4 k factor (0 I:r.:► I) 5 I "arahllet height (It) 46 jamb IILktAlle.9!I (in) 7 . width (1r►) U Additional jaml:e 1 :I►icl(,sit' S1(ire) rr" 1'� B J._.l..I.1J,.r:.lst. rms....(i.n ).. ._._. 1i,i' orrr (in) .1. outward' 11 Left monism width (ft) .12 I'rty l ell d (ft) 13 night opening width (fl:) 14 height (f1:) 0 ..PM M. M. 3 I uw.rrl wi nd 1 owl (iiuf) /6 4 Outward wi rn.I I rind (1p 1 ) a.: ° "i oeiaem.ic To ►re (1 to 4) 3 6 8x'11mir: importance 1R.ir_bear• .. 7 Ledger LL (WI) f) I vo. 0 1)I.. (I' 1. f) ...r ° r, clint from inesitJu face (in) ..� J1,) Y. 1.1. w/ snraizmlc: (J. to J00) .1 1. CogginI rrttl:ad.J i Lbu) 5 tQO 12 0I,. (II►s) ,2/0,0 13 dint from inside face (ln) dr.lr 14 % t..i. w/ s+r?isssmic (1 to .100) _., '5 Concentric LL (I►.l F ) % 3.11" (g14) .M.. Ll.. w/ seismic (t to 1(0:1) »... 10 Co m: I eur i :. force (iii 1) S. 19 height al.,g vea fir (ft) -- SHEET 2_ ,.._, or G/A" u s r ■••• 1 x, ENGINEERS -- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. • SUITE 205 . SEATTLE, WA 98115 • 1206)625.7660 • FAX N (208)822-8898 Jos No SUBJECT Joe NAME • 7tF BLDG, e' JAMS DESIGN PANEL !J SHEET or G s' A K 3 'f'cgs '1 F v. F. rim I it bar r3.1 F' (4 kta 9 ) rtumlier 7 d 11inlnt'I1. :e (in) T d � � v '? t� 3 Nall hoinht (it) 4 k r act or (0 1: o 1 ) b / 08 1'� 5 PnrinnraL Itel l llt (1 1 :) ' tit jamb I;hicAI1.L•'.Qs (in) , I ? width 1 1'1) . CI Arlrli I:Imini Jamb i:Iticknruss (iii) . "_ „ ',y CI ti o�l�. lrrl._��.111..►:Lta.re►t�.....( i.r1) -Cr/ .. 1i; r►rrrsral: (1r1) 1' outward y 11 I.t:�Il: r:nio's)n►►s wit11:l1 (II :) o .. .t� rlr71r1111: (rl:) 01/ 13 night c1I1et1 i nr1 width (f I :) •' • 14 liel Olt (rl :) 3 Inward wi t►rl 1 marl (Itu•r ) 4 MI ward wirid Irta'►t.l (1'tm(' ) net Oust c role ( It, 4) 6 o'tiinic importance factor 7 Ledger I..l_ (p I f ) 1:1 1)1.. (Ii14 ) 9 diuh from gm' de •face (..tn) 10 7. 1.1. w/ esri stnl r1 (1. to 100) Goo yu 11. I;ut'1Qj1tt .Led— L.l.. S 1. 1)1.. (1 Lt +) 310 0 97S 13 dint: from itioit. a face (1r1) 14 % L.I. w/ sr i nod c (1 t t 1 100) '3 Concentric LL (1►l f ) '► 1.)1.. (nil) / % 1.1.. w/ seismic (1 to 100) 10 1' Itori r. force (n.l l ) 19 above f1r (f I) /,. 3 03' ..L —3. 0 M r, 4---- DATE ev £ • L EOC, Lo u too see /? `U 6869 WOODLAWN AVE. N.E. • SUITE 205 • SEATTLE, WA 98116 • (2061525.7680 • FAX # (201 Joe No Joe NAME SUBJECT WALL OF.S /G/■/ • •--- 0101.... 0101.. 0101... . 1 2 3 f ce+ 4 f'y' " Rein+ bar size (4 to 9) 6 ' bar spacing (in) 7 c1 distance (in) :3 Wall hei alit (ft) • 4 k '•factor (0 to 1) 5 Parapet Imiuht (ft) 6 Wall' thickness (in) 7;Additicanal wall thickness(in) :3 Inward wind load (vs•f ) 4 itward wind load (ps•f) , g e,ei ami c zone (1 to 4) • 6 seismic importance factor 7 Ledger. It (p1+) 13 DL (Of): • 9 ' dist from iritsi'de face (in) 10 ' 7. LL w/ seismic (0 to 100) 11 , 100) Concentrated LL ••(fibs) 12 ' DL (lbs) 13 diat from inside face (i'n) 14 7. LL w/ seismic (6 to 100) 1S design strip width (in) 16 Concentric LL (plf ) 17 . UL (Of) 1E3 LL w/ seismic (0 to ,100) 19 Conc I • force (Of) 20, height above flr (ft) ENGINEERS- NORTHWEST INC. P.S. PA,/EL TZ 3... •..... •r•• .+ O I........4... /b/3 0101. /.f.: ° •0101 3 • 0101.. 0101... 0. / .01019 . 1 10 41 •01 .. .14�., .. •.• 3�€�o,N • /so 3 — O. ,, ,,.•,.,.•, ilea • ..•.M .•. ... •., w• •011 S. 0.1 _ 0101.... ,,.. ........ DATE SHEET _ _ By 390 ,/9 1 rXna- . min. D L. 4. ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. • SUITE 205 • SEATTLE, WA 98115 • (206)525.7660 • FAX # (206) Jos No Joe NAME DATE SUBJECT WALL IV MAIEL» ,°J SHEET - 5 7idrt t ' SY 2 4 F'v^ 5 nein+ bar ri m (4 to 9) 6 ' bar spacinci (in) ' 7 ct distance (in) 1 • 3 W a l l Isrei rsht (ft) 4 k 'factor (0 to 1) 5 Parapet height (ft) r!, Wa1i' thickness (in) 7 :Additional wall thickness(in) 3 Inward wind load (v s•F ) 4 ttward wind load (psf ) 5 i terms c zc,nr_ (1 to 4) • 6 seismic importance factor 7 Leedger. LL (nl f ) n ' DL (pl f ) ✓ 'rlist from irr!si'ctea face (in). 10, '% LL w/ seismic_ (0 to 100) 11 Concentrated LL ' bs ) 12 ` DL (lbs) 13 dist from inside face (Fn) 14 % LL w/ seismic (0 to 10Q) AS desinn strip width (in) .16 Concentric LL (pl f ) 17 DL (p.if) 1© ;Y. LL w/ seismic (0 to,100) 1 9 Conc horsz`•Force (p1f) err ' height above flr (ft) A vg 3 7 •• -o 1 • • 1 •...1...• ._1»...1 11 1 .. . ar • 1 . 11 , "4..0 ».. 1..1 •• .1.1.1 N. •1111 1•••1•x/... IMO Mal 140 •./._ ••H..1 w..••• u.• 37o 00,4M o Puy r i? r' 3 •tr ENGINEER NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. • SUITE 205 - SEATTLE, WA 98116 • (206)625.7500 • FAX N (206) 8224605 , Jos No BS IZ¢•(Jon NAME ‘5HAMR(ICK CENTER B bATE ZO- NOY -69 SUBJECT a Pei f3 DESIGN 1 3 •f' cm 4 rye* : :. I';ri11'f bar rai, r± (I to 7) 7 r.I 1,liol :aarl:r: (in) 3 Naa .i 1. 11ca i 1aI 11: (I• l ) 4 k •f act tr ((I I :1::I I ) rii 611'Ir. (; IIrj 11111: (I I:) • °" r• it i'>1111Ia LI:tit:know; (in) 7 wi 11 i.i, (J I'1) 1:1 llc.11lil:loI1a1 Jamb I:i►ic knew; (in) e. " El ao�►cIrP111 3..11 /..c..ko.rnts....1J.11) li' :, caf Friel: (1n) '1' 1. - I 1 I •& l• I Of 11 ?111 1111 ".111111 (•f 1: ) .4 2 11111011; (f I;) _a 13 !Unlit tinenino width (fl:) 14 hni cll►i: ( f 3 Inward wi load (loaf ) 4 1 (N.11 :w. rrl wind I r•►«sc$ (um f ) seismic zone () l :o 4) It air.+t nit r, l nllartr I: mice •I a 7 Ledger I..L (pl f ) (1 1)I.. (I0 1 ) ', cii n1: from .t viral de •f acts (I n ) 1 0 7 . t .I . WI vie' rim 1 r. (1. 1: u 10 ) .1 1. Cc1rIC.w1 l.ZL..ecLLt ( flan) t.2 I)I.. (1F1t4) 13 ci.1et. .From innitlr 'face (In) I 7. t..I. w/ tie c (1 l•ri .100) ':i Carmen tr c L.L. (col 'F) Iii. (1►.I f ) LL. w/ mei goof c (1 lo 1( 1 0 (loom I sar i r 'f clr't :'. (n .I I ) 19 he i oh I I: above f 1 r (f 1. ) • W w � ..MONO BIIEET `Q or► 8Y +Go aL. L.L. ::11 l u, Amy 'u' d 3! `975.-pi✓L 93b y ► :3 \I 1 9L0 " Jos No. Jos NAME SUBJECT f A M f3 DESI ri N 1 MS ENGINEERS-- NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. • SUITE 205 • SEATTLE, WA 98116 • (206)526.7660 • FAX N (206) 622.6606 JAe+l3 AJEAR 6 R�D�•�Q •......r •f ciss n i l(ri nfi bar tai : n ( I :c.) 9) [:► 'nand ter 7 rl tii I:ani :o (in) • 3 Nal 1 Iles tll►I: ( 1. l ) 4 lc •fac I: or (0 1 :o 1 ) 1 "a7, I: I►ri11111l (11. ) <) jamb (:J:LI.aneto 7 . W►i►11:11 (i11) 1;1 111:.itl I I: I nn. i I Jamb 1:1,1 t: Imes s (in) , _ CiLi►!. Ir' __,1.ti..c.lsn.r•,tie ....(l.r► ) 10 t:►ffitu l: (l i) 1wasr•it 11 Let of►x111nn w!►It :11 (fl :) .12 IIelril►1: (Fl :) 13 I'llc1111: open' nu w11.11:11 (fl:) 1 4 I 1 e . 1 r.il 1l: (f 1: ) 3 Inward wi nil 1 pad (ma•f ) 4 I Ii►I: warrl wind .1 r►a nl (t►ta f ) li esel c r,r..►na (1 to 4) e• E 111i c i un,r.'r• I: aanr.e lac t: 7 Letlner• I..L. (p.1 f) J7o r I ?$ t'I 1)I.. (pi 1) /Zoo flg2f117 9 clinI: f oin Inus.1 tie •face (.in) 10 % 1.1: o►/ ueiE (1 1:a IUI)) 11_ CcIrll:.el l Zl:esLl I (ibis) 1 1)I., (1 I'►ss ) 13 d from inside •face (in) 1 4 7a 1..I. MI/ tieI emi ►: ( 1 1' r► .1 00) Canrenl :ric: It (1)1fi) �► 1.11.. (to .1I1) l..l, w/ Each mod c (t to 100) III rotor: I'►r.►rI r for co Oil 1 ) 19 Iii? I ('►1►1: asl.►I3ve 'f l r (' DATE ppn/EL S .. .. SHEET 7, or tJAPH Fir V Mo MOO /6.3 fro 5wkr M a DM MS Q y9 " 0 _se o v j j .. 43" 5.10" , 20' 1 ENGINEER NORTHWEST INC. P.S. 6889 WOODLAWN AVE. N,E.. SUITE 205 • SEATTLE, WA 98116 • (2061626.7600 • FAX 0 (206) 622.6696 JOE NAME DATE Joe No. SUBJECT ;ram 13 DESIGN PAn1a ,5" cv - T _ Miter 8 or w_x 3 • f 4 I've IlriuF bar TA . (s el 1 :13 99) 6 uuml►r *r 7 rJ 1.1i stance (h ) 3 Wa11. Ifni1:1111; 4 k factor (0 I :r.► 11 5 t "iw a • 1 rw t h r' i e 111 k (I t : ) 4? jam b (i11 7 . wicil:ll (1 f1) CI Ar..111i 1 :inua1 jamb II1Icict►r in(i1r1) r i _111a'111!:II "r• ►� _�,11� Iwl!l.1.1't11.13....(.1.11) 1(1 off net (11'1) '1' t ul:wanr1:1' 11 Let It 11111111111111 Width (41:) 12 I•ICr111111: (•F1:) 13 I'll c1111: menthe wI dill (a) ) 14 hric1111: (F1:) • I Ilwari wi 11c1 toad (na•F ) 4 11n iwlar•rl wi 1111 I nar.i (I►ra f ) "; set ami c T.C►IIe (1 In 4) 6 s!timlc 1ngar..*rqa°.111t :n 1 :1r 7 Ledger L.l_ (p1.1') 11 1.)I.. (01 .1) 9 dial from 1r1n1 :lc•' .F act? 11n) 1 1 ► 7 . 1 . 1 . w/ to ra i c (I. is c•► 1 01) ) 11- Cui1tQtltx aL'ecL_LL ( u) 12 1)I (11:►t:s ) 13 dint: •Fr•r,m iltgitlra face (11 1 /I V. I..1. w/ gcri umi 1. (1 t' c1 .100) '"i Carmen iric l..l_ (1.,1•F) (11.1 I) I 7. 1_I.. w/ sill soul c (1 le 100) 1 II Colic_ I►r.►r ~ 1 , force (test I ) 19 I al.,pvr .F 1r (r I) 4.72s" WO Oral BY 3o See 1 r q1 4 (:( Jos No. Jos NAME DATE sus.rttcr TAMS DE SIG N PANEL 5 _ sum' 9 or ' r , •pi 4-4 s2 - 4Z7t- ay .1 4:. ENGINEERS—NORTHWEST INC. P.S. 8869 WOODLAWN AVE, N. E. • SUITE 205 • SEATTLE, WA 98116 - (2061526.7660 • FAX N (206)622-6696 • 4 I " Ilr?inf [oar rui: re ('I 1 :is 9) number '1 c i cl i n l: rur rr: ro ( i n ) .•r r. r..w••... -w wr Mr •.... 3 Wall hco i ctl i l; C I A O 4 Ir. factor (0 to 1 ) 5 Paranmt height (ft) 6 Jamb 1:1lluktin..as (i11) 7 width (In) 1:1 Additional jamb III! r. :I:nrncs (i n ) 1 ; . 13i3Slrr..lr ml ._11.rI..lwlsr :tt*t1s....( l offset (itr) 'I outward' 11 Lett ommnlnn width (ft) 12 llel.11ll: (ft) 13 IIcllll: oneninn wicli :1 (ft) 14 1►rsiclllk (ft) 3 Inward Wild 1 win Olaf) 4 Outward wind I wus:) (trnf ) 3 'seismic .erne (I to 4 ) 6 s «Imi: impor•I :a factor 7 Ledger LL (WI) r) . 11 1)1.. (111.1) 9 dint. From inside face (.in) 10 % (.1, w/ seismic (1 key 1 00) I 1 COrME:I l ttated_1 L,,._(Lb u ) 12 I)1 (1 I:r + ) 13 dint from inside face (In) 14 )' 11 w/ steit mic- (1 to 100) '3 Concentric 1.,1.. (p.l1) I.tl» (u.I I ) � 1 .. % LL w/ seismic (1 to 100) . JO Co rr I force (is I 1 ) 19 llc i crl i I sl.rpvc f 1 r• Lto o.95 y .. M 0 •4 004 ....M r rz� ; 3o� • ,X /41) /y.3 o --0 /3. r • „ 1 .1411 001 3 0.4 00 6esi to see / i /tiJf'Al s D /< 33=a" ENGINEER NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. SUITE 205 - SEATTLE, WA 98116 • (2061525.7560 • FAX# (206)622.66N Joe No Jos NAME AURJECT T DESIG P 6 � I _°..1. 3 f'r_Q Gv 4 rye* : ' 5 I r l 1 I f bar rs i, tx (4 to 9) ,. lc► number 7 d cJi nl:anc:e (in) 3 Nal 1 he! 1.,111: (r L ) 4 Ic factor (0 to 1) 5 P r411•Ir+• t Ii i'II1k (It) 3 '`'' " 6 jamb tJlib:kIienn (in) al: I 7 . width (1r1) .3 0 AddI'I :innal _amI. L:IIic :Icllcanss(i11) 0 r ► (i1.1a11 JJ t.1 da.nns3....( 1.1.1) 10 offset (i n) '1' outward' 11 I.E!L ot ion 1 nu width (1t) .12 I Lrillis (ft) 1.3 I'iicllll: (111k?1Ii1Ir1 width (fl :) 14 I►eicIlk (ft) 3 Inward wind 1 nad (nor) !�' 4 Outward wind load (u!sf) 5 seismic zone (I to 4) 6 %►m i mi r i nllarar :&i11r:n •1 ar_ L:nr J— `l Ledger LL (p1 f) 3�-9 (011.) " 9 • dint from inniclo face (in) 111 7. L.I. w/ seismic (1. to WO) QM WO 1 1_ i:clsll.Cll tLe.cLJ t.,_( Lbu) - . 12 DL (1I) 13 clink from inside face (in) 14 Y. L..I. w/ seismic (1 to 100) '3 Concentric LL (1.11•f) 1.)1.. (t11.1') % L.1.. w/ seismic (1 to .101) 10 I "c nor( :.. •fur'r :r (n11 ) • 19 I' 1 sit I k .'iIinvi f l r- (ft) F . MIN NIS II* DATE BIIEEr I O or ti B '. " " O w 0 / I 0 u_ 2' ENGINEERS - NORTHWEST 6869 Noodlawn Ave NE Seattle,Washington 98115 WALL DATA height (ft) 19.00 MATERIAL DATA concrete (psil 3000 LOADING DATA unfactored wind in (psi): 16.3 seismic zone 3 ledger LLlplf): 938 concentrated load LL(lbs): 0 concentric load LLlplf): 0 horiz load plf (+ inward): 0 REBAR DATA Vertical 44 at 16.0 in d= 3.00 MOMENT AND DEFLECTION RESULTS + inward Case Pu (kips) Mu (in -k) 2 3 4 5 6 2.6 2.6 2.6 3.6 3.6 3.0 5.6 thickness (in) 6.00 rebar (psi) 60000 6.8 -15.7 -18.2 4.3 -18.0 -19.1 -12.0 LOAD CASES 1) .9DL + 1.3WL inward 2) .90L + 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 + 1.4EO 7) 1.4DL + 1.7L1. CONCRETE NALL DESIGN (version 3.0) 1988 UDC 15 :02:29 11 -21 -1989 po 100 added thickness (in) 0.00 out Ipsf): 15.0 press (psf): 16.9 import fact= 1.00 DL (nif): 2123 ecc lin)= 0.8 DL (lbs)= 0 ecc (in)= 0.0 DL (pH): 0 dist above floor(ft): 0.0 Horizontal min in "2 / it 0.14 - outward PhitMn (in -k) defl (in) 20.46 28.46 28.46 30.47 30.47 29.30 34.13 0.03 -0.11 -0.12 0.02 -0.12 -0.12 -0.06 K factor parapet ht (ft) 1.00 0.00 LL LL LL Allow defl(in) Comments 1.52 1.52 1.52 1.52 1.52 1.52 1.52 w /seismic= w /seismic= w /seismic= Sheet of shamrock center bldg. b panel 1 lower half 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 0 0 strip width lin): 0 0 ENGINEERS-NORTHWEST CONCRETE MALL DESIGN (version 3,01 Sheet of 6869 Woodlawn Ave NE 1988 UPC shamrock center bldg. b (lattle,Washinqton 90115 15:02:29 11 - -1989 panel 1 lower half po 10 0 l ,UN OF LOADS based an one foot strip units inches 6 kips case 1 2 3 4 5 6 7 wall DL 0.712 0.712 0.712 0.712 0.712 0.712 0.712 DL (ult) 0.641 0.641 0.641 0.748 0.748 0.748 0.990 ledger DI 2.123 2.123 2.123 2.123 2.123 2.123 2.123 LL 0.000 0.000 0.000 0.469 0.469 0.000 0.938 D1(ult) 1.911 1.911 1.911 2.229 2.229 2.229 2.972 Lllult) 0.000 0,000 0.000 0.600 0.600 0.000 1.595 ecc -3.000 -3.000 -3,800 -3.800 -3.800 -3.800 -3.800 concentrated Dl. 0.000 0,000 0,000 0.000 0.000 .0.000 0.000 LL 0.000 0.000 0.000 0.000 0.000 0,000 0.000 DL(ult) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 LL(ult1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ecc -3.000 -3.000 -3.000 -3.000 -3.000 -3.000 -3.000 concentric DL 0.000 0.000 0,000 0.000 0.000 0.000 0.000 LL 0.000 0,000 0.000 0.000 0.000 0.000 0.000 DL(ult) 0.000 0.000 0.000 0.000 0.000 0.000 0,000 LL(ult) 0.000 0.000 0.000 0.000 0.000 0,000 0.000 spandrel DL 0.000 0.000 0.000 0.000 0.000 0.000 0.000 DLlult1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ecc 0.000 0.000 0.000 0.000 0.000 0.000 0.000 moment hor load 0.000 0.000 0.000 0.000 0.000 0.000 0.000 (ult) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 moment wind /eq 8.826 -8.122 9.138 8.826 -8.122 9.138 0.000 (ult) 11.474 - 10.559 13.067 11.298 - 10.397 13.067 0.000 C- MATERIAL CONSTANTS Ec= 3122 (ksi) Es= 29000 Iksi) N= 9.29 Fr= 0.214 (ksi) SECTION PROPERTIES !gross= 216 (in41 Mcr= 19.7 (in -kip) ENGINEERS-NORTHWEST CONCRETE WALL DESIGN (version 3.0) Sheet of 6869 Woodlawn Ave NE ( attle i Washinton 98115 • 3MED OUTPUT case Mu Pu Putdelta 1 2 0.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mu total 6.82 delta (ult) 1 0.60 2 0.07 3 0.06 4 0.00 5 0.00 6 0.00 7 0.00 8 0.00 9 0.00 10 0.00 /ice 3.50 r'. .vice 2.84 P t delta 1 1,70 2 0.12 3 0.08 4 0.00 5 0.00 6 0.00 7 0.00 8 0.00 9 0.00 10 0.00 M ser total 3.58 delta (ser) 1 0.60 2 0.04 3 0.03 4 0.03 5 0.00 6 0.00 7 0.00 8 0.00 9 0.00 (0 0.00 ASE 0.19 PHI 0.88 1 12.03 (inches & kips) 1 2 3 6.68 -15.35 -17.86 2.55 2.55 1.53 1.53 0.17 -0.28 3 -0.32 4 0.00 5 0.00 6 0.00 7 0.00 8 0.00 9 0.00 10 0,00 -15.67 0.60 -0.11 -0.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -13.45 2.84 1,10 -0.27 -0.31 0.00 0.00 0,00 0.00 0.00 0,00 0.00 -13.76 0.60 -0.09 -0.11 -0,11 0.00 0.00 0.00 0,00 0,00 0.00 0,19 0.80 12.03 2.55 1.53 -0.33 -0.37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -18.23 0.60 -0.13 -0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -14.46 2.84 1.70 -0.29 -0.34 0.00 0.00 0.00 0.00 0,00 0,00 0.00 -14.80 0.60 -0.10 -0.12 -0.12 0.00 0.00 0.00 0.00 0.00 0.00 0.19 0.88 12.03 1988 U8C 15 :02:29 11-21 -1989 Po 100 4 4.20 3.58 2.15 0.18 0.13 0.00 0.00 0,00 0.00 0,00 0.00 0.00 4,33 0.60 0,05 0.04 0,00 0.00 0.00 0.00 0.00 0.00 0.00 2,33 3.30 1,98 0.11 0,06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.39 0.60 0.03 0.02 0.02 0.00 0.00 0.00 0,00 0.00 0.00 0.21 0.87 12.78 5 -17.49 3.58 2,15 -0.44 -0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -19.01 0,60 -0.12 -0.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -14.62 3.30 1.98 -0.34 -0.40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -15.02 0.60 -0.10 -0.12 -0.12 0.00 0.00 0.00 0.00 0.00 0.00 0.21 0.87 12.78 6 7 -18.66 -11,45 2.98 5.56 1.79 3.34 -0.40 -0.36 -0.46 -0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -19.11 -11.98 0.60 0.60 -0.14 -0.07 -0.15 -0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -14.46 -7.68 2.84 3.77 1.70 2.26 -0.29 -0.16 -0.34 -0,24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 .0.00 0.00 -14.80 -7.91 0.60 0.60 -0.10 -0.04 -0,12 -0.06 -0,12 -0.06 0.00 0.00 0,00 0.00 0.00 0,00 0.00 0.00 0,00 0,00 0.00 0,00 0.20 0.24 0.87 0.85 12.35 14,13 shamrock center bldg. b panel 1 lower half f c .:NGINEERS- NORTHWEST CONCRETE JAMB DESIGN (version 3.0) Sheet of 6869 Woodlawn Ave NE 1988 UBC shamrock center bldg. B Seattle,Washington 98115 15:36:15 11 -21 -1989 panel 1 top half glb loads _ = po 100 =__ JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor parapet ht Ift) 11.00 24.00 6.00 0.00 1.00 5.00 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) height (ft) 11.0 7.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in (psf)= 16.3 out (psf)= 15.0 seismic... zone 3 press (psf1= 39.7 import fact= 1.00 ledger LL(plfl= 100 DL (p141= 60 ecc (int= 3.0 X LL w /seismic= 0 concentrated load LL(lbs1= 5900 DL (lbs)= 3100 ecc (inl= 0.5 X LL w /seismic= 0 concentric load LL(plf1= 0 DL (plf1= 0 X LL w /seismic= 0 hariz load pif (+ inward): 0 dist above floor(ftl= 0.0 REBAR DATA Vertical ® d= 4.13 Horizontal min inA2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in-k) Phi4Mn (in -k) defl (in) Allow defi(in) Comments 1 4.0 10.5 44.79 0.02 0.88 case ok 2 4.0 -17.5 44.79 -0.04 0.88 case ok 3 4.0 -14.5 44.79 -0.03 0.88 case ok 4 6.8 4.3 51.97 0.01 0.88 case nk 5 6.0 -23.9 51.97 -0.05 0.88 case ok 6 4.6 -15.2 46.56 -0.03 0.88 case ok 1 11.8 -21.2 47.30 -0.04 0.88 case ok used interaction curve LOAD CASES 1) .911 + 1.3WL inward 2) .901 + 1.3WL outward 3) .9DL + 1.43E0 4) 1.05DL + 1.2811 + 1.28WL inward 5) 1.0501 + 1.28LL + 1.28WL outward 6) 1.05DL + 1.2811 + 1.4E0 7) 1.401 + 1.711 INTERACTION CURVE DATA .71Po .7$Pbal .7$Mbal .7$Mn 102.8 37,9 94,6 25.9 NOTE in cases 1), 2), 41, and 51 the LL used is 1/2 of the applied LL c ENGINEERS - NORTHWEST 6869 Woodlawn Ave NE Seattle,Washington 98115 JAMB DATA height (ft) 19.00 SPANDREL DATA thickness(in) 6.00 OPENINGS LEFT MATERIAL DATA 1 2 3 4 5 6 7 LOADING DATA unfactored wind in (psi): 16.3 out (psi): 15.0 seissic... zone 3 press (psfl= 16.9 import fact= 1.00 ledger LL(plf1= 938 DL (alit= 2123 ecc (in)= 3.0 concentrated load LLIibs1= 5900 DL Ilbs)= 3100 ecc (in)= 0.5 concentric load LL(plfl= 0 Di (plfl= 0 horiz load plf 1+ inward): 0 dist above floorlftl= 0.0 REBAR DATA Vertical (1 05 ) d= 4.13 Horizontal sin in "2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) PhitMn (in-k) deft (in) Allow defl(in) Consents 3.9 3.9 3.9 7.1 7.1 4.6 12.7 0.7 -22.4 -25.4 -8.5 -35.1 -27.8 -50.0 LOAD CASES 11 .9DL + 1.3WL inward 2) .9DL + 1.3WL outward 3) .9DL + 1.43E(1 4) 1.05D1 + 1.28LL + 1.28WL inward 51 1.05DL + 1.28LL + 1.28WL outward 61 1.05DL + I.28LL + 1.4E0 7) 1.401 + 1.711 INTERACTION CURVE DATA .71Po ,71Pbal .71Mbal .7$Mn 102.8 31.4 101.9 49.7 73.13 73.13 73.13 79.43 79.43 74.52 70.89 CONCRETE JAMB DESIGN (version 1988 UBC 15:38:41 11- 21-1989 po 100 width lin) thickness (in) 24.00 6.00 offset (in. + outward) 0.00 width (ft) height (ft) RIGHT 0.0 0.0 concrete (psi) rebar (psi) 3000 60000 -0.03 -0.22 -0.27 -0.07 -0.51 -0.27 -0.36 3.0) Sheet of shamrock ¶,ter bldg. 8 panel I 'half glb loads add thickness (in) K factor parapet ht (ft) 0.00 1.00 0.00 width (ft) height (ft) 0.0 0.0 z z LL LL LL w /seissic= w /seismic= w /seissic= 0 0 0 1.52 case ok 1.52 case ok 1.52 case ak 1.52 case ok 1.52 case ok 1.52 case ok 1.52 case ok used interaction curve NOTE in cases 1), 2), 41, and 51 the LL used is 1 /2.of the applied LL C LOAD CASES 1) .901 + 1.3WL inward 2) .901 + 1.3WL outward 3) .9D1 + 1.43E0 4) 1.05DL + 1.2811 + 1.28ML inward 5) 1.05DL + 1.20LL + 1.2Olit outward 6) 1.0501 + 1.2811 + 1.4EO 7) 1.401 + 1.7LL & .iERS-NURTHWEST CONCRETE WALL DESIGN (version 3.0) Sheet of 6869 Woodlawn Ave NE 1988 UBC shamrock center bldg. 8 Seattle,Washington 9R115 09:26:50 11-21-1909 * panel 6 po 100 WALL DATA height (R)/ thickness IA) added thickness (in) K facto parapet ht (ft) 19.00 6.00 ' 0.00 1.00 0.00 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA onfactored wind in (psf)= 16.3 out (psi): 15.0 seismic.., tone 3 press (psi): 16.7 import fact= 1.00,, ledger LL(plf)= 545 DL 0111= 1505 ecc (in): -0.5 % LL w/seismic= 0 .., conrentrated load LL(lbst= 0 II (lbst= 0 acc (in)= 0.0 % IL w/seismic= 0 strip width (in)= 0 concentric load Wolf): 0 DI. (plf)= 0 % LL w/seismic= 0 horiz load pll (+ inward). 0 dist Above floor(4t)= 0.0 REBAR DAM Vertical 44 at MO in d: 3.00 Horizontal ;in in I ft 0.14 MOMENT AND DEFLECTION RESULTS + Inward - outward Case ru (kips) Mu (in-k) PI,I$Iln (in-k) clef) (in) Allow defl(in) Comments 1 2,0 9.4 25,00 0.05 1,52 case ok 2 2.0 -13.(I 25.00 -0.09 1.52 case ok 3 2,0 -15.6 25.00 -0.10 1.52 case ok 4 2.7 0,3 26.40 0.05 1.52 case ok 5 2,7 -13,9 26.40 -0.09 1.52 case ok 6 2.3 -16.0 25.69 -0.10 1,52 case ok 7 4.0 -5.2 29.10 -0.03 1.52 case ok NOTE in cases I), 2), 41, and 5) the LL used is 1/2 of the applied LL Y/LIATI, OK- 41[7: K ..,.ARS- NIIRTIIWEST CONCRETE WALL DESIGN (version 3.0) Sheet of 6869 Woodlawn Ave NE 1998 IIRC shamrock center bldg. B Seattle,Washington '10115 07:27 :40 11- 21-1'18'1 panel 'I PO 100 WAIL DATA height 1411 f.hickness�n) added thir.kr.ess tin) K factor parapet ht (ft) 11.00`' 6,00 0.00 1,00 '.,' 9.00 MATERIAL DATA concrete (psi) reb :r (psi) ;000 60000 LOADING DATA unfactnred ✓' wind in Ipsf)= 16.3 out (psi): 15.0 , . seismic zonm 3 '1 preys 1psf): 16, import tact= 1.00 ledger L).(plf1= 369 t., DI. (pif1= 192 ecc (in): 3.0'' h LL w /seismic= 0 concentrated road LL(1ha)= 0 DL (lbsl= tl ecc (in): 0.0 % LL w /seismir.= 0 strip width (in): 0 concentric load LL(plf1= 0 DI. (plf1= 0 % LL w /seismic= 0 horn load of (r inward): 0 dist above flnor(ft)= 0.0 ROAR DATA Vertical 14 at 10,0 in d= 3.00 Horizontal min in "2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward outward Case Fu (kips) Mu (in -k) Fhi1Mn (in -k) dell (in) Allow defl(in1 Comments LOAD CASES 1 1.2 3.2 2 1.2 -4.2 3 1.2 -5.1 4 1.6 2.1 5 1.6 -5.2 6 1.3 -5.2 7 2.4 -3.6 I) ,9DL + 1.3WL inward 2) .910L + 1.3WL outward 3) .9DL + 1.43E0 4) 1.050). + 1.2811. + 1,28WL inward 5) 1.1:501 + 1,20LL 1 1.2OWL outward 6) 1.0501 f 1.2811 + 1,4E0 7) 1.401 r 1.7LL P = our 0.3)( )9)(1) = 17.9 es F. cut-r Mir ^ I.3)69.7)(g) = y 3 2 tb %c k 931. Ca) /a (3) 23.20 0.01 0.88 case ok 23.20 -0.01 0.80 case ok 23,20 -0.01 0.88 case ok 24.12 0.00 0.08 case ok 24.12 -0.01 0.88 case ok 23,61 -0.01 0.08 case ok 25.87 -0.01 0.88 case ok - /04 f' = 0o Z O 6. 3J) : 0, v0 2 '7 /1 5 0 . 0 9to in.' /ft IP 4e t$ ": NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied LL 6 Sco dc pre r1'f.'16 ":. E,w 6*...ARS- NI1R1I1WI:;;T =METE JA1iD DLSIr,N (version 3,01 riheet of 6869 Wondlawn Ave 11E 1980 URC shamrock center bldg. b Seattle,Washington 711515 09:30:52 11-21-19119 panel 1 upper portion Po 100 JAMB DATA hoinht (ft.) width lin) thirkness add thickness (in) K factory/ parapet ht (ft) 11.00 23.75 6,00 0,00 1.00 2.00 SPANDREL DATA thickness(in1 offset (in, + outward) 6.00 0.00 OPENING" LEFT width (ft) height I1 RIGHT width (ft) height (ft) 11,0 '/ 7.0' 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 v / 60000 '' LOADING DATA unfactored / wind in (psf)= 16.3 out (psf)= 15,0 seismic... zone 3 press (osfl= 39.9 import fact= 1.00 ledger LL(plfl= 100 ✓ DL (p1f1= 60 f ricc (in): 3.01 Z LL w /seismic= 0 concentrated load LIMO= 0 01. Ilbs1= 0 ecc (in1= 0,0 % LL w /seismic= 0 concentric load LLlplf): 0 01. (pill= 0 % LL w /seismic= 0 horiz load olf (+ inward): 0 dist above floor(ftl= 0.0 REDAR DATA Vertical 2 114 d= 3.00 Horizontal min in "2 / it 0.14 ok u1/7411« tsra- MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu fin -k) Phi1Mn (in -k) defl (in) Allow defl(in) Comments 1 1.8 13.8 34.17 0.03 0.88 case ok 2 1.0 -14.3 34.17 -0.03 0.08 case ok 3 1.8 -11.2 34.17 -0.02 0.88 case ok 4 2,4 12,5 35.2n 0.03 0.00 case ok 5 2.4 -15.2 35.20 -0.0 0.88 case ok 6 2,1 -11.4 34,75 -0.02 0,011 case ok 7 3.5 -3.8 37.21 -0,01 0.88 case ok LOAD CRIBS 11 ,9DL + 1,3W1. inward 21 ,901 + I, ?.WL outward 31 .9DL + 1.43rP 4) 1.0501 + 1.28L(. + 1.28W1, inward 5) 1.(1501 + 1.2011 f 1,20141 outward 6) 1.0501 + 1.2811 + 1.4E0 7) 1.401 + 1.7LL 4. NOTE in cases 1), 2), 41, and 5) the LI. used is 1/2 of the applied LL (4% C cNG1NEERS- NORTHWEST CONCRETE JAMB DESIGN (version 3.0) Sheet of 6869 Moodlawn Ave NE 1988 UBC shamrock center bldg. 8 Seattle,Washingtnn 90115 15 :21 :32 11 -21 -1989 panel 2 glulam loads po 100 JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor parapet ht (ft) 19.00 33.00 6,00 0.00 0.90 0.00 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) height (ft) 24.0 16.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in (psf)= 14.3 out (psf1= 13.1 seismic... zone 3 press (psi): 41.9 import fact= 1.00 ' ledger LL(plf)= 837 DL (plf)= 1009 ecc (in1= 2.5 X LL w /seismic= 0 concentrated load LL(lbs1= 5900 DL (lbs1= 4075 ecc (inl= -3.0 X LL w /seismic= 0 concentric load L%(plf): 0 DL (plf1= 0 X LL w /seismic= 0 horiz load plf (+ inward): 0 dist above floor(ft1= 0.0 REDAR DATA Vertical 5 15 d= 4.19 Horizontal min in "2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) PhilMn (in -k) defl lin) Allow defllin) Comments Top of wall 1 8.1 27.2 121.08 0.09 1.37 case ok 2 8.1 -69.1 121.08 -1.12 1.37 case ok 3 8.1 -52.2 121.08 -0.75 1.37 case nk 4 13.6 11.4 105.05 0.03 1.37 case ok used interaction curve 5 13.6 -95.6 105.05 -1.35 1.37 case ok used interaction curve 6 9.4 -57.4 99.12. -0.74 1.37 case ok used interaction curve 7 23.8 -89.3 112.60 -0.61 1.37 case ok used interaction curve Bottom of wall 1 8.6 10.8 121.63 0.00 0.30 case ok 2 8.6 -22.7 121.63 -0.00 0.30 case ok 3 0.6 -15.6 121.63 -0.00 • 0.30 case ok 4 14.3 16.4 105.99 0.00 0.30 case ok used interaction curve 5 14.3 -24.5 105.99 -0.00 0.30 case ok used interaction curve 6 10.1 -16.1 100.06 -0.00 0.30 case ok used interaction curve 7 24.7 -8.7 111.32 -0.00 0.30 case ok used interaction curve LOAD CASES 1) .901 + 1.3WL inward 2) .911 + 1.3W1. outward 3) .901 + 1.43ER 4) 1.051% + 1.2811 + 1.28W1 inward 5) 1.05DL + 1.2811 + 1.28WL outward 6) 1.0501 + 1.2811 + 1.4E0 7) 1.401 + 1.711 `(TERACTION CURVE DATA .71Po .7MPbal .7$11bal .7$Mn 102.8 21.4 116.0 86.0 NOTE in cases 1), 2), 4), and 5) the LL used is 1/2 of the applied 11 C LAMS-NORTHWEST 6869 Woodlawn Ave NE Seattle,Washington 98115 JAMB DATA height (ft) 19,00 SPANDREL DATA thickness(in) 6.00 OPENINGS LEFT MATERIAL DATA LOADING DATA unfactored wind in (psfl= seismic... zone ledger WOO: concentrated load 11(lbs1= concentric, load I.l.(pll)= horiz load 01f (+ inward): REDAR DATA MOMENT AND DEFLECTION RESULTS + inward outward Lase Pu (kips) Mu Tin-k) Ph;tMn (:n -k) dell (in) lop of wall I 8.6 30.5 15,06 2 8.6 -60,5 95.86 3 0.6 -49.6 '15.06 4 11.7 33.7 80.28 5 11.7 -70,9 r 80.28 6 10.1 -53.4 77.13 7 17.7 -29.0 89.17 Bottom of wall 1 9.2 19.9 76.38 2 9.2 -21.3 76.38 3 9.2 -16.3 76.38 4 12.4 18.9 81.34 5 12.4 -21.7 81.34 6 10.7 -16.6 78.19 7 18.6 -3.5 91.18 LOAD CASES 1) 21 31 4) 51 6) 71 Vertical 5 15 d= 4.11 Ilnriznntal min in 4 2 / It 0,14 .9DL t• 1.3WL inward .901 + 1.3WL outward .901 + 1.43E4 1.0501. + 1.28LL + 1.28WL inward 1.0501 + 1.21111 + 1,2041 outward 1.0501. + 1.2811 + 1.4E0 1.481 ► 1.711 'ACTION CURVE DATA _..•T'n .7i$Pbal ,71Mbal .7$11n 102.8 28.8 101.2 62.0 4 . CONCRETE JAMB.DESIGU (version 1988 UBC 09 :36:57 11-21 -1989 po 100 width (in) thickness) 48.00 6.00 offset (in. + outward) 0.00 width (ft) height (ft) 29.3 12.0 concrete (psi) rebar (psi) 3000 60000 16.3 out (psf)= 15.0 3 press (psi): 49.5 import fact= 1.00 545 81. (plf)= 1505 ecc (inl= -0.5 0 01 llbsl= ' 0 ecc lin)= 0.0 n DL I4.1+1= U 0 dist above floor(ft)= 0.0 RIGHT width (ft) height (ft) 0,0 0.0 0.25 1.37 -1.02 1.37 -0.68 1.37 0.18 1.37 -1.08 1.37 -0,66 1.37 -0.11 1.37 0.00 0.30 -0.00 0.30 -0.00 0.30 0.00 0.30 -0.00 0.30 -0.00 0.30 -0.00 0.30 3.0) Sheet of shamrock center bldg. b panel 5 left end jamb add thickness (in) K fartor parapet ht (ft) 0.00 0.90 0.00 % LL w /seismic.= % LL w /seismic= 7 LL w /seismic= 0 0 0 Allow defl(in) Comments rase ok case ok case ok case ok used case ok used case ok used case ok used rase ok used case ok used case ok used case ok used case ok used case ok used case ok used NOTE in cases 1), 2), 41, 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 interaction curve interaction curve interaction curve interaction curve o .,. // L ...IEERS- NURTHWEST CUNCRETE JAMB DESIGN (version 3.01 Sheet of 6869 Woodlawn Ave NE 1988 UBC shamrock center bldg. b Seattle,Washington 98115 09:40 :50 11-21 -1989 panel 5 rt Jamb midway po 100 JAMB DATA height (ft) width (in) thickness (ig) add thickness (in) K factor parapet ht (ft) 19.00 '/ 24.00 6.00 / 0.00 0.90 / 0.00 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width (it) height (I) RIGHT width (ft) height (ft) 24.0 ✓ 12.0 J 3.3 7,0 MATERIAL DA1A concrete (psi) rebar (psi)/ 3000 •" 60000 LOADING DATA unfactored / , / to d �� wind in (psfI= 14..i out (r,sf►= 13,1 �+ seismic.., zone 3 press (psf)= 81.0 'mport fact= 1.00 ledger LLIpIf1= 545 DE (plf1: 1505 ecr (in): -0.5 % LL w/seismir.= 0 concentrated load LLIlbs1= 0 I)1. (lhs1= 0 ecc lint= 0,0 % LL w /seismic= 0 cnnr.entric Inad LL(pII)= a DI. (p)f)= u % II w /seismic= 0 horiz load plf (+ inward): 0 dist above floorlft)= 0.0 REBAR DATA Vertical 4 15 d= 4.19 Horizontal min i02 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward outward Case Pu (kips) Mu (in -k) Phi1Mn (in -k) dell (in) Allow defl (in) Comments 1(74, a fop of wall 14.5 59.5 112,62 0.49 1.37 case nk used interaction curve C 2 14.5 -100.8----l12.62 -1..49 1.37 NO GOOD ' r act 3 14.5 -90.1 112.62 -1.21 1.37 case ok used interaction cu-ve Y e4(7%Con 4 19.7 51.8 117.96 0.38 1.37 case ok used interaction curve C. .,//D 5 19.7 -119.2 C--- -sj1l7.96 -1.49 1.37 NO GOOD, moment is ton high e'- chrici 6 16.9 -97.9 115.86 -1.15 1.37 case ok used interaction curve 1 29.0 -59.0 103.54 -0.32 1.37 case nk used interaction curve OW // Bottom of wall trvR 1 15.3 29.1 113.66 0.00 0.30 case ok used interaction curve C4177.4491. 2 15,3 -31.5 113.66 0.00 0.30 case ok used interaction curve 3 15.3 -26.5 113.66 -0.00 0.30 case ak used interaction curve 4 20.6 27.6 116.68 0.00 0.30 case ok used interaction curve 5 20,6 -32.2 116,6(( 0.00 0.30 case nk used interaction curve 6 17.8 -27.0 117.07 -0.00 0,30 case ok used interaction curve 7 31.0 -5,9 101.04 -0.00 0.30 case ok used interaction curve LOAD CASES r. 11 .901 + (,,,WI inward 2) .9DL + 1.3WL outward 3) .9L'I + 1.4:.LU 4) 1.050L + 1.2811 + 1.28WL inward 5) 1.050L + 1.2811 + 1,20WL outward 6) 1.0501. + 1.2811 + 1.4E0 7) 1.401 + I.7LL 1 CTION CURVE DATA ..r'o .71Pbal . 71MbaI , 71Mn 102.8 19.1 118.8 93.2 NOTE in cases 1), 2), 41, and 51 the LL used is 1/2 of the applied 1L (i E. .EERS- NORTHWES1 6869 Woodlawn Ave NE Seattle,Washtngtnn 90115 C JAMB DATA SPANDRUL UAIA OPEN)PUj MATERIAL DATA LOADING DATA heioht If� 19.00 thir.kne;s fal 6.00 I.EI T unfactored wind in (psf1= seismic... zone ledger LLIplf1= concentrated load LL(lbs1= concentric load (L(plf1= horiz load plf (+ inward): REBAR DATA width (in)/ 11.25 • ollsnt (in. 0.00 CONCRETE JAMB DESIGN (version 1988 UBC 09:42 :30 width Ift) hetnht l) R16111 width (ft) height (ft) . 29,3,, 12.0 0.0 0.0 cnntrete (psi) rehar Ipso) 3000 '' 60000 < 1 ' °. ti‘? 14.3 oddt. (psi): 13.1 / 3 '"press Ipsf) =162.2 import fact= 1.00 545 rDL (p)f)= 1505- erc lint= -0.5 X LL 0 DL (lbsl= 0 ecc (in): 0.0 X LL U DI. Ipif): 0 X LL 0 dist above floor(ft1= 0,0 Vertical 2 15 d= 9.38 Horizontal min in "2 / ft 0.27 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) PhilMn (in-k1 defl (in) LOAD CASES 1) 2) 31 4) 51 6) 11 a 1 2 3 4 5 6 1 .7DL + 1.3WL inward .9DL + 1.3W1. outward .1DL + t.43FU 1.050). + 1.2811 t 1.28WL inward 1,f`.DL 4 1,21ILL + t.2DWI. outward 1.051)1 + 1.2811 + 1.4E0 1.401 + 1.711 INTFRACTION CURVE DA(A .7tPo ,7(Fbal .7$Mba1 ,7$Mn 192.R 13,2 434.2 242.3 11 -21 -1709 po 100 thickness�n) add thickness (in) K factor parapet ht (ft) 11.25 t outward) NOTE 3,0) Sheet of shamrock center bldg. b panel 5 rt pilaster 0.00 1.00 0.00 w /seismic= w /seismic= w /seismic= 0 0 Allow defl(in) Comments 31.1 197.2 323.89 0.36 1,52 case ok used interaction curve 31.1 -148.6 323.89 -0.21 1.52 case ok used interaction curve 31,1 150.9 323.89 0.21 1.52 case ok used interaction curve 42.1 202.2 352.69 0.34 1.52 case ok used interaction curve 42.1 -145.4 352.69 -0,20 1.52 case ok used interaction curve 36.3 155.3 337.40 0.21 1.52 case ok used interaction curve 63.9 26.2 409.59 0.02 1.52 case ok used interaction curve in cases 11, 21, 41, and 5) the LL used is 1/2 of the applied LL Ilr f SEERS- NURTHWE•:T LRNI;RtiL• JAMB OLSIG1 (version 3.0) Sheet _ of 6869 Woodlawn Ave NE 1988 U8C shamrock center bldg. b Seattle,Washinotnr. '111115 07:44:22 11 -21 -1709 panel 0 upper portion po 100 JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K fartor parapet ht (ft) 11.00 33.00 6.00 0.00 1.00 3.00 SPANDREL DATA thir'ness(in) offset (in, 1 outward) 6.00 0.00 OPENINGS LEN width (ft.) height (ft) RIGHT width (ft) height (ft) 11.0 7.0 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in (psf)= 16.3 nut (psf)= 15.0 seismic... zone 3 press (psi): 33.4 import fact= 1.00 ledger LI.(p)f1= 369 111 (plf): 192 ecc (in)= 3.0 7. LL w /seismic= 0 concentrated load LL(lbs): 0 DL (lbsl: 0 ecc (in): 0.0 % LL w /seismic= 0 concentric lnad LI.(plf): 0 DL (elf): 0 X LL w /seismic: 0 horiz toad plf (+ inward): 0 dist above floorlftl: 0,0 REBAR DATA Vertical 2 44 d: 3.00 Horizontal min inA2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phi1Mn (in -k) def.l (in) Allow defl(in) Comments 1 2.0 9.5 26.79 0.02 0.88 case ok 2 2.0 -12.7 26.79 -0.03 0.88 case ok 3 2.0 -10.8 26.79 -0.02 0.88 case ok 4 3.1 5.2 28.89 0.01 0.88 case ok 5 3.1 -15.8 28.89 -0.03 0.88 case ok 6 2.4 -11.1 27.411 -0,02 0.08 case nk 7 5.1 -10.8 32.62 -0.02 0.88 case ok LOAD CASES 11 .901 + 1.3WL inward 2) .981 + 1.341 outward 3) .90L f 1.43E0 4) 1.0501 + 1.2811. + 1.2841 inward 5) 1.05111. + 1.281.1 + 1.21141 outward 6) 1.05DI. + 1.2811 + 1.4E0 7) 1.4DL + 1.7LL NOTE in rases 1), 2), 4), and 5) the (.L used is 1/2 of the applied LL ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (2061525 -7560 - FAX # (206) 522 -6698 Jos No. AP312 4,o06 OO(° JOB NAME --Q 1AMROGk GE,I/16:R 8Lren G DATE J 7 — NOY-89 SUBJECT LONG? W sHoRt 1n/AY w =/'.9s SrRucTVRAL aL4113 13LOG, fi F Q .125 p'F SHEET 1 00" BY DM i 14, ? r 16, ieos f /(..7s /4..7ii- ic.,t t /4,7s i4.Pr 336 33= 33 33 6 1,09-C 14. ,41,7r �9!c G3'E '—o" 14.'70 /y.71 I 2 9 Zs fa 113 1 /y .71 t /4 'J 25 1 11 7 , " d""AM : Concrete Flat Slab Design v1.09 Ei IERS NORTHWEST JOB : shamrock center bldg. B re -do RUN s 88124.006 C 4. CONCRETE SUPPORT SPAN TENSILE STRENGTH WEIGHT STEEL DESIGN LOAD COVER COVER STRENGTH Pc YIELD METHOD PATTERNS In In K /In "2 X /In "2 Lb /Ft "3 K /In "2 1.125 2.250 0.475 3.000 144.000 60.000 Ultimate Pattern Loading SPAN SPAN SPAN NUMBER LENGTH THICKNESS Ft In 1 16.750 8.000 2 16.750 8.000 3 16.750 8.000 4 16.750 8.000 5 16.750 8,000 6 16.750 8.000 7 16.750 8.000 8 16.750 8.000 DESIGN DATA SPAN INPUT DATA SPAN LOADS INPUT DATA PAGE NO. 1 TIME : Fri Nov 17 15:52:58 1989 SPAN -__= UNIFORM LOADS =_= PARTIAL LOADS =_=__ NUMBER DEAD LIVE DEAD LIVE BEGIN END K /Ft "2 X /Ft "2 X /Ft K /Ft Ft Ft 22 =22 222= =2=22 1 0.000 -0.125 0.000 0,000 0.000 0.000 2 0.000 -0.125 0,000 0.000 0.000 0.000 3 0.000 -0.125 0.000 0.000 0.000 0.000 4 0.000 -0,125 0.000 0.000 0.000 0.000 5 0.000 -0.125 0.000 0.000 0.000 0.000 6 0.000 -0.125 0.000 0.000 0.000 0.000 7 0.000 -0,125 0,000 0,000 0.000 0.000 8 0.000 -0.125 0.000 0.000 0.000 0.000 0.000 0.000 COLUMN INPUT DATA COLUMN DIMENSIONS LuLUMN BELOW ABOVE STORY HEIGHT SLAB . NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH 2 2 7 7= 2227727228 =22.= =8782 =82772222227 =82 272 =72202 222222222222223721722222222022 In In In In Ft Ft Ft 1 14.000 0.000 100.000 0.000 14.750 V.5 i,1 ' 2222 =22827 r"AM : Concrete Flat Slab Design v1.09 If :ERS NORTHWEST JOB : shamrock center bldg. 8 re -do RUN : 88124.006 COLUMN INPUT OATA PAGE NO. 2 TIME : Fri Nov 17 15:53:00 1989 COLUMN DIMENSIONS COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH 2 14.000 0,000 0.000 0,000 100.000 0,000 14.750 3 14.000 0.000 0.000 0.000 100.000 0.000 14.750 4 14.000 0400 0.000 0.000 100.000 0.000 14.750 5 14.000 0.000 0.000 0.000 100.000 0.000 14.750 6 14,000 0.000 0.000 0.000 100.000 0.000 14.750 7 14.000 0,000 0.000 0.000 100.000 0.000 14.750 8 14.000 0.000 0.000 0.000 100.000 0.000 14.750 9 14.000 0.000 0.000 0,000 100,000 0.000 14.750 PANEL /CAPITAL 1NPU1 DATA DROP PANEL =__= COLUMN CAPITAL COLUMN LENGTH NUMBER THICKNESS WIDTH LEFT RIGHT DIAMETER DEPTH 11 (1 In Ft Ft Ft In In 1 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 2 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 3 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 4 12.000 2.500 1.250 1,250 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 5 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 6 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 1 12.000 2.500 1.250 1.250 0,000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 8 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet AC1 13,4.7,1 For Negative Moment Reduction With A Drop Panel. 9 12.000 2.500 1.250 1.250 0,000 0.000 WARNING - Does Not Meet AC1 13.4.7.1 For Negative Moment Reduction With A Drop Panel, CANTILEVER INPUT DATA = UNIFORM LOADS LINE LOADS == PARTIAL LOADS =___________ LENGTH WIDTH DEAD LIVE DEAD LIVE DEAD LIVE BEGIN END x " 3 W :=7422 = x x = xxxxxl=xx= Ft Ft K /Ft "2 K /Ft "2 K /Ft K /Ft K /Ft K /Ft Ft Ft LEFT 1.000 14.750 0.000 -0.125 0.000 0.000 0.000 0.000 0.000 0.000 RIGHT 1.000 14.750 0.000 -0.125 0.000 0,000 0,000 0.000 0.000 0.000 J cep I 'AM : Concrete Flat Slab Design v1.09 E NORTHWEST JOB : shamrock center bldg. B re -do RUN : 88124.006 COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 1002 LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT Ft -K Ft -K Ft -K Ft -K 1 -2.560 -7,425 -1,385 -6.635 -2.560 -3.325 -2.952 -7.834 2 - 156.534 - 155.612 - 108.490 - 105.276 - 106.573 - 107.873 - 174.319 -172.764 3 -127.712 - 127.869 - 72.714 - 75.277 -74.867 - 72.909 -119.543 - 120.034 4 - 133.850 - 133.792 - 85.961 -83.611 -83.730 , - 85.905 - 137.489 - 137.347 5 -130.983 - 130.983 - 79.249 - 81.511 - 81.511 - 79.249 - 130.240 - 130.240 6 - 133.792 - 133.850 - 85.905 - 83.730 - 83.611 - 85.961 - 137.347 - 137.489 7 - 127.869 - 127.712 - 72.909 - 74.867 -75.277 -72.714 - 120.034 -119.543 8 - 155.612 - 156.534 - 101.873 - 106.573 - 105.276 - 108.490 - 172.764 -174.319 9 -7.425 -2.560 -3.325 -2.560 -6.635 -1.385 -7.834 -2.952 SPAN MOMENTS COLUMN MOMENTS COLUMN 75% ADJACENT SPANS 752 ODD SPANS 752 EVEN SPANS 1002 LL ALL SPANS ?R BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP Ft -K Ft -K Ft -K Ft -K Ft -K SHEARS Ft -K Ft -K PAGE N0. 3 TIME : Fri Nov 17 15:53:02 1989 Ft -K Ft -K Ft -K Ft -K Ft -K 1 -4.864 0.000 -5.250 0,000 -0.765 0.000 -4.882 0.000 2 0.922 0.000 3.214 0.000 -1.299 0.000 1.555 0.000 3 -0.157 0.000 -2.564 0.000 1.959 0.000 -0.491 0.000 4 0.058 0.000 2.350 0.000 -2.175 0.000 0.142 0.000 5 -0.000 0.000 -2.263 0.000 2.263 0.000 0.000 0.000 6 -0.058 0.000 2.175 0.000 -2.350 0.000 -0.142 0.000 7 0.157 0.000 -1.959 0.000 2.564 0.000 0.491 0.000 8 -0.922 0.000 1.299 0.000 -3.214 0.000 -1.555 0.000 9 4.864 0.000 0.765 0.000 5.250 0.000 4.882 0.000 COLUMN 75% ADJACENT SPANS 752 ODD SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT K K K K K K K K 1 -4.963 28.018 -2.612 30,839 -4.963 11.069 -5,747 33.544 2 - 45.822 38.586 - 43.001 19.177 - 23.397 38.891 -53.422 46.660 3 -35.255 36.563 - 15.289 36.283 - 34.950 16.587 -40.306 42.441 4 - 37.277 37.088 -37.558 17.493 - 17.819 37.183 - 44.525 43.907 - 36.753 36.753 -16.972 36.658 - 36.658 16.972 - 43.059 43.059 If - 37.088 37.277 -37.183 17.879 - 17.493 37.558 -43.907 44.525 RP'°AM : Concrete Flat Slab Design v1.09 f( IERS NORTHWEST 3L„ s shamrock center bldg. B re -do RUN t 88124.006 COLUMN 75% ADJACENT SPANS NUMBER LEFT RIGHT 1 8 9 COLUMN NUMBER 2 3 COLUMN NUMBER 6 7 8 9 2 3 4 5 6 7 8 - 36.563 - 38.586 - 28.018 PUNCHING STRESS K /In "2 0.025 0.050 0.041 0.044 0.043 0.044 0.041 0.050 0.025 DESIGN MOMENT Ft -K -1.524 - 112.030 -82.589 - 86.536 - 84.461 - 86.536 -82.589 - 112.030 -1.524 35,255 45.822 4.963 ECCENTRIC STRESS K /In "2 In "2 0.001 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 COLUMN STRIP STEEL AREA 75% ODD SPANS LEFT RIGHT - 16.587 - 38.891 - 11.069 TOTAL STRESS K /In "2 K /In "2 STRIP WIDTH 0.026 0.050 0.041 0.044 0,043 0.044 0.041 0.050 0.026 Ft In "2 SHEARS 34.950 23,397 4.963 1.2741 (j , 7.375 3.918 , 4 /7.375 2.82( /h�J 7.375 `'x.967! 0 7.375 2.892 7,375 2.967 7.375 ?. 7 (3 4 7.375 1.2741 7.375 i t- 1) 1 Minimum Steel SHEAR STRESSES ALLOWABLE STRESS 0.186 0.186 0.186 0.186 0.186 0.186 0.186 0.186 0.186 75% EVEN SPANS LEFT RIGHT - 36.283 - 19.177 -30.839 PUNCHING LOAD K 36.171 96.850 79.513 85.199 82.884 85.199 79.513 96.850 36.171 $ Total Shear Stress Exceeds Allowable Stress TOP REINFORCEMENT _= CONCENTRATE __ STEEL STRIP AREA WIDTH DESIGN MOMENT Ft Ft-K 15.289 43.001 2.612 -0.508 -37.343 - 27.530 - 28.845 - 28.154 - 28.845 -21.530 - 37.343 -0.508 $$ Overreinforced Ft -K Ft -K 4.882 1.555 0.491 0.142 0.000 0.142 0.491 1.555 4.882 in "2 PAGE NO. 4 TIME : Fri Nov 17 15 :53:07 1989 1.2741 1.274$ 1.2741 1.2741 l� 1.2741 1.2741 1.2741 100% LL ALL SPANS LEFT RIGHT - 42.441 - 46.660 - 33.544 UNBALANCED FLEXURAL MOMENT MOMENT 2 or-44 e 2.929 1.057 0.334 0.097 0.000 0.097 0.334 1.057 2.929 40.306 53.422 5.741 Ft 4 4 4 4 4 4 4 4 4 MIDDLE STRIP STEEL STRIP GOVERNING AREA WIDTH PATTERN 1.375 4 7.375 4 7.375 1 7,375 4 7.375 1 7.375 4 7.375 1 7.375 4 7.375 4 GOVERNING PATTERN C E I '"4M c RS NOR : ConcT ST Flat Slab Design v1.09 JOB : shamrock center bldg. 8 re -do RUN : 88124.006 Ft-K In "2 Ft BOTTOM REINFORCEMENT Ft -K In "2 Ft PAGE NO. 5 TIME : Fri Nov 17 15 :53:09 1989 COLUMN STRIP MIDDLE STRIP SPAN DESIGN STEEL STRIP DESIGN STEEL STRIP GOVERNING NUMBER MOMENT AREA WIDTH MOMENT AREA WIDTH PATTERN 1 59.438 2.434 7,375 39.626 1.590 7.375 2 2 36.863 1.475 7.375 24.575 1.274$ 7.375 3 3 43.073 1.734 7.375 28.715 1.2741 7.375 2 4 41.196 1.655 7.375 27.464 1.2741 7.375 3 5 41.196 1.6 7.375 21.464 1.2741 7.375 2 6 43.073 1,73 7.375 28.715 1.2741 7.375 3 7 36.863 1.95 7.375 24.575 '.1 7.375 2 8 59.438 1 7.375 39.626 .590 7.375 3 0►ov40y $ Minimum Steel $I Overreinforced ADO 24. y TOP BARS COLUMN STRIP MIDDLE STRIP COLUMN BAR NUMBER LENGTH BAR NUMBER LENGTH NUMBER DESIGNATION OF BARS LEFT RIGHT DESIGNATION OF BARS LEFT RIGHT Ft Ft Ft Ft 1 14 4 1,000 5.703 14 7 1.000 3.975 3 1.000 3.660 2 *5 7 7.979 9,192 04 7 5.583 8.948 6 5.040 3.660 3 14 8 9.031 9.031 14 7 8.948 8,948 7 3.660 3,660 4 05 5 9.192 9,192 14 7 8.948 8,948 5 3.660 3.660 5 14 8 9.031 9.031 14 7 8.948 8.948 7 3.660 3.660 6 15 (' S 9.192 9.192 14 7 8.948 8.948 5 3.660 3.660 7 14 9.031 9.031 14 7 8.948 8.948 7 3.660 3,660 8 15 '1' 9,192 7.979 14 7 8,948 5.583 C b� 3.660 5.040 9 04 4 5.703 1.000 14 7 3.975 1.000 3 3.660 1.000 .1.�. . I II 1 R1". : Concrete Flat Slab Design v1.09 .ERS NORTHWEST JOB : shamrock center bldg. B re-do RUN : 88124.006 (1 COLUMN STRIP MIDDLE STRIP SPAN BAR NUMBER BAR NUMBER LONG BAR NUMBER SHORT BAR NUMBER DESIGNATION OF BARS LENGTH DESIGNATION OF BARS LENGTH OF BARS LENGTH Ft Ft Ft BOTTOM BARS 1 14 13 16.492 114 4 16.483 4 14.220 2 14 8 16.269 14 4 16.250 3 11.725 3 14 9 16.269 14 4 16.250 3 11.725 4 14 9 16.269 14 4 16.250 3 11.725 5 04 9 16.269 14 4 16.250 3 11.725 6 04 9 16.269 14 4 16.250 3 11.725 7 14 8 16.269 14 4 16.250 3 11.725 8 14 13 16.492 14 4 16.483 4 14.220 TOP STEEL Lb 1700.743 TOTAL MATERIAL QUANTITIES WITH SLAB REINFORCED IN ONE DIRECTION STEEL BOTTOM STEEL STEEL WEIGHT Lb Lb/Ft "2 1442.567 1.567 2 PAGE NO. 6 TIME : Fri Nov 17 1553:11 1989 CONCRETE SURFACE VOLUME AREA 2-22"-.2222 2mm222 Ft "2 Ft "3 2006.000 1393.583 7/54* .1 "r"4M : Concrete Flat Slab Design v1.09 t .ERS NORTHWEST JOB : shamrock center bldg B re -do short way RUN : 88124.006 c =2 CONCRETE SUPPORT SPAN TENSILE STRENGTH WEIGHT STEEL DESIGN LOAD COVER COVER STRENGTH f'c YIELD METHOD PATTERNS In In K /In "2 K /In "2 Lb /Ft A3 K /In "2 SPAN SPAN SPAN • NUMBER LENGTH THICKNESS 1 14.750 8.000 2 14.750 8.000 3 14.750 B.000 4 14.750 8.000 5 14.750 8.000 6 14.750 8,000 7 14.750 8.000 8 14.750 8.000 t.uLUMN NUMBER THICK. 1.875 2.625 0.475 3.000 144.000 60.000 Ultimate Pattern Loading In BELON Ft In COLUMN DIMENSIONS DESIGN DATA SPAN 1 N.PUT DATA SPAN LOADS INPUT DATA SPAN -__= UNIFORM LOADS =__ = PARTIAL LOADS 2 _ NUMBER DEAD LIVE DEAD LIVE BEGIN ENO _ K /Ft ^2 K /Ft "2 K /Ft K /Ft Ft Ft 1 0.000 -0,125 0.000 0.000 0.000 0.000 2 0.000 -0.125 0.000 0.000 0.000 0.000 3 0.000 -0.125 0.000 0.000 0.000 0.000 4 0.000 -0.125 0.000 0.000 0.000 0.000 5 0.000 -0.125 0,000 0.000 0.000 0,000 6 0.000 -0.125 0.000 0.000 0.000 0.000 7 0.000 -0.125 0.000 0.000 0.000 0.000 B 0.000 -0.125 0.000 0.000 0.000 0,000 COLUMN INPUT DATA _= PAGE NO. 1 TIME : Fri Nov 17 15 :49:35 1989 _ _ _ = = ==3 ==223 ABOVE STORY HEIGHT SLAB WIDTH THICK. WIDTH BELOW ABOVE WIDTH 3333 = _ _ 3333 ==== =233 = =233332Si =22t2L22S3__________ In In In Ft Ft Ft 1 14.000 0.000 0.000 0.000 100.000 0.000 16.15 Rn"AM : Concrete Flat Slab Design v1.09 8 .ERS NORTHWEST JOB : shamrock center bldg B re-do short way RUN : 88124,006 COLUMN INPUT DATA PAGE NO. 2 TIME : Fri Nov 17 15 :49:37 1989 COLUMN DIMENSIONS COLUMN BELOW ABOVE STORY HEIGHT SLAB NUMBER THICK. WIDTH THICK. WIDTH BELOW ABOVE WIDTH 2 14,000 0.000 0,000 0,000 100.000 0.000 `16.750 3 14.000 0.000 0.000 0.000 100.000 0.000 137750 4 14.000 0.00n 0.000 0.000 100.000 0.000 16.750 5 14,000 0.000 0.000 0.000 100.000 0.000 16.750 6 14.000 0.000 0.000 0.000 100.000 0,000 16.750 7 14.000 0.000 0.000 0.000 100.000 0.000 16.750 8 14.000 0.000 0.000 0.000 100.000 0.000 16.750 9 14.000 0.000 0.000 0.000 100.000 0.000 16.750 PANEL /CAPITAL INPUT DATA DROP PANEL -__= COLUMN CAPITAL COLUMN LENGTH NUMBER THICKNESS WIDTH LEFT RIGHT DIAMETER DEPTH (..„ In Ft Ft Ft In In 1 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 2 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 3 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 4 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 5 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 6 12.000 2.500 1.250 1,250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 7 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. 8 12.000 2.500 1.250 1.250 0.000 0.000 WARNING - Does Not Meet AC1 13,4.7.1 For Negative Moment Reduction With A Drop Panel. 9 12.000 2.500 • 1.250 1.250 0.000 0.000 WARNING - Does Not Meet ACI 13.4.7.1 For Negative Moment Reduction With A Drop Panel. _ 2= CANTILEVER INPUT DATA = UNIFORM LOADS = == LINE LOADS == PARTIAL LOADS = = =2 LENGTH WIDTH DEAD LIVE DEAD LIVE DEAD LIVE BEGIN END 5t - -' 2 =2 2 = 2 322 == 2 =22 = =_ == =2=322=== =225222 = == === =33 Ft Ft K /Ft ^2 K /Ft "2 K /Ft K /Ft K /Ft K /Ft Ft Ft _EFT 1.000 16.750 0.000 -0.125 0.000 0.000 0.000 0.000 0.000 0.000 RIGHT 1.000 16.750 0.000 -0.125 0.000 0.000 0.000 0.000 0.000 0.000 9/540 ' 0" '1M : Concrete Flat Slab Design v1.09 EL....-ERS NORTHWEST JOB : shamrock center bldq B re -do short way RUN : 88124.006 Ft -K Ft -K SPAN MOMENTS Ft -K Ft -K Ft -K Ft -K SHEARS K K X K K K K K PAGE NO, 3 TIME : Fri Nov 17 15 :49:40 1989 COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75X EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT Ft-K Ft-K Ft-K Ft -K Ft -K Ft -K Ft -K Ft -K 1 -2.854 -6.136 -1.519 -5.083 -2.854 -3.329 -3.299 -6.579 2 - 139.899 - 139.265 - 96.675 - 94.411 - 95.197 - 96.086 - 155.532 - 154.464 3 - 113.752 - 113.861 - 64.510 - 66.269 - 66.035 - 64.700 - 105.738 - 106.083 4 - 119.456 - 119.415 - 76.340 -74.130 - 74.799 - 76.284 - 122.460 -122.358 5 - 116.710 -116.710 - 70.519 - 72.066 - 72.066 - 70.519 - 115.515 - 115.515 6 - 119.415 - 119.456 - 76.284 - 74.799 - 74.730 - 76.340 - 122.358 - 122.460 7 - 113.861 - 113.752 - 64.700 - 66.035 - 66.269 - 64.510 - 106.083 - 105.738 8 - 139.265 -139.899 -96.086 - 95.197 - 94.471 - 96.615 - 154.464 - 155.532 9 -6.136 -2.854 -3.329 -2.854 -5.083 -1.519 -6.579 -3.299 COLUMN MOMENTS Ar COLUMN 75% ADJACENT SPANS 75% ODD SPANS 75% EVEN SPANS 100X LL ALL SPANS r R BOTTOM TOP BOTTOM TOP BOTTOM TOP BOTTOM TOP Ft -K Ft-K 1 -3,281 0.000 -3.564 0.000 -0.475 0.000 -3.280 0.000 2 0.634 0.000 2.204 0.000 -0.889 0.000 1.068 0.000 3 -0.109 0.000 -1.759 0.000 1.335 0.000 -0.345 0.000 4 0.042 0.000 1.610 0.000 -1.485 0.000 0.102 0.000 5 0.000 0.000 -1.547 0.000 1.547 0.000 0.000 0.000 6 -0.042 0.000 1.485 0.000 -1.610 0.000 -0.102 0.000 7 0.109 0.000 -1.335 0.000 1.159 0.000 0.345 0.000 8 -0.634 0.000 0.889 0.000 -2.204 0.000 -1.068 0.000 9 3.281 0.000 0.475 0.000 3,564 0.000 3.280 0.000 COLUMN 75% ADJACENT SPANS 75% 000 SPANS 75% EVEN SPANS 100% LL ALL SPANS NUMBER LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 -5.551 27.852 -2.881 30.711 -5.551 11.004 -6.441 33.384 2 -45.989 38.650 - 43.130 19.264 - 23.461 38.958 -53.582 46.786 3 -35.191 36.541 -15.201 36.238 - 34.883 16.548 - 40.180 42.373 4 - 37.300 37.104 - 37.603 11.518 - 17.917 37.206 - 44.593 43.947 -_ 1 - 36.737 36.737 -16.947 36.634 - 36.634 16.947 -43.019 43.019 -37.104 37.300 -37.206 17,917 -17.518 37.603 - 43.941 44.593 Ivr ^4M : Concrete Flat Slab Design v1.09 E� .FRS NORTHWEST JOB : shamrock center bldg B re -do short way RUN : 88124.006 COLUMN 75% ADJACENT SPANS NUMBER LEFT RIGHT 7 8 9 COLUMN NUMBER 1 2 3 6 1 8 9 - 36.541 - 38.650 - 27.852 PUNCHING STRESS K /In ^2 0.027 0.053 0.043 0.047 0.045 0.047 0.043 0.053 0.027 COLUMN DESIGN NUMBER MOMENT Ft -K 1 -1.701 2 -98.326 3 ' - 72.202 4 -75.707 5 -73.821 6 • -75.707 7 - 72.202 8 - 98.326 -1.701 35.191 45.989 5.551 ECCENTRIC STRESS K /In ^2 0.001 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.001 COLUMN STRIP STEEL AREA In "2 75% ODD SPANS LEFT RIGHT -16.548 - 38.958 - 11.004 TOTAL STRESS K /In "2 K /In ^2 STRIP WIDTH 0.028 0.053 0.044 0.047 0.045 0.047 0.044 0.053 0.0220 SHEARS 34,883 23.461 5.551 SHEAR STRESSES _ Ft In ^2 ALLOWABLE STRESS 1.2741 7.375 3.891 7.375 2.788 7.375 2,934 i 7,375 2.855 �� J7.375 lZ, 93,4-' s' 7.375 2 7,375 1, 375 1.2741 N 7.375 not, to � .� $ Minimum Steel 0.186 0.186 0.186 0.186 0.186 0.186 0.186 0.186 0.186 75% EVEN SPANS LEFT RIGHT - 36.238 - 19.264 - 30.711 _= CONCENTRATE =_ STEEL STRIP AREA . WIDTH PUNCHING LOAD K 36.813 97.281 79.465 85.453 82.951 85.453 79.465 97.281 36.813 1 Total Shear Stress Exceeds Allowable Stress TOP REINFORCEMENT DESIGN MOMENT Ft Ft -K 15.201 43,130 2.881 -0.567 -32.175 -24.067 - 25.236 -24.607 - 25.236 -24.067 - 32.775 -0,567 11 Overreinforced UNBALANCED MOMENT Ft -K 3.280 1.068 0,345 0.102 0.000 0.102 0.345 1.068 3.280 MIDDLE STRIP STEEL AREA PAGE NO. 4 TIME : Fri Nov 17 15:49:44 1989 100% LL ALL SPANS LEFT RIGHT - 42.373 - 46.786 - 33.384 FLEXURAL MOMENT Ft -K _ In ^2 Ft 40.180 53.582 6.441 GOVERNING PATTERN 1.968 4 0.726 4 0,234 4 0.069 4 0.000 4 0.069 4 0.234 4 0.726 4 1,968 4 _ STRIP GOVERNING WIDTH PATTERN 1.6201 9.375 4 1.6201 9.375 4 1.6201 9.375 1 1.6201 9.375 1 1.6201 9.375 1 1.6201 9.375 1 1.6201 9,375 1 1.6201 9.375 4 1.620 / 9,375 4 11:: Rnf"AM : Concrete Flat Slab Design v1.09 El ERS NORTHWEST JOB : shamrock center bldg B re -do short way RUN : 88124.006 4. BOTTOM REINFORCEMENT COLUMN STRIP MIDDLE STRIP SPAN DESIGN STEEL STRIP DESIGN STEEL STRIP GOVERNING NUMBER MOMENT AREA WIDTH MOMENT AREA WIDTH PATTERN Ft -K In A2 Ft Ft -K In A2 Ft 1 52.352 2.295 7.375 34.901 1.6201 9.375 2 2 32.146 1.376 7.375 21.430 1.6201 9.375 3 3 37,774 7.375 25.183 1.6201 9.375 2 4 36.029 1.549 7.375 24.019 1.6201 9.375 3 5 36.029 1.549 7.375 24.019 1.6201 9.375 2 6 37.774 1.627 7.375 25.183 (;1.6201") 9.375 3 7 32,146 7.375 21.430 '1 .6201 n 9,375 2 8 52.352 5 7.375 34.901 1.6201✓ 9.375 3 � ppu 4 *L 1 Minimum Steel 11 Overreinforced I i' TOP BARS C . COLUMN STRIP MIDDLE STRIP COLUMN BAR NUMBER LENGTH BAR NUMBER LENGTH NUMBER DESIGNATION OF BARS LEFT RIGHT DESIGNATION OF BARS LEFT RIGHT PAGE NO. 5 TIME : Fri Nov 17 15:49:47 1989 Ft Ft Ft Ft 1 14 4 1.000 5.043 14 9 1.000 3.535 3 1.000 3.260 2 15 7 7.132 8.192 14 9 5.009 7.885 6 4.526 3.260 3 14 7 8.031 8.031 14 9 7.885 7.885 7 3.260 3.260 4 *4 9 8.031 8.031 14 9 7.885 7.885 7 3.260 3.260 5 44 8 8.031 8.031 14 9 7.885 7.885 7 3.260 3.260 6 14 8 8.031 8.031 14 9 7,885 7.885 7 3.260 3.260 7 14 7 8.031 8.031 14 9 7.885 7.885 7 3.260 3.260 8 15 7 8.192 7.132 14 9 7,885 5.009 6 3.260 4.526 9 14 4 5.043 1.000 14 9 3,535 1.000 3 3.260 1.000 ' `11L NY.) 'R("4N : Concrete Flat Slab Design v1.09 E( .ERS NORTHWEST J0B : shaerock center bldg B re -do short way RUN : 88124.006 COLUMN STRIP MIDDLE STRIP SPAN BAR NUMBER BAR NUMBER LONG BAR NUMBER SHORT BAR NUMBER DESIGNATION OF BARS LENGTH DESIGNATION OF BARS LENGTH OF BARS LENGTH Ft BOTTOM BARS 1 #4 12 14.492 14 5 14.483 4 12.520 2 14 7 14.269 #4 5 14.250 4 10.325 3 #4 9 14.269 44 5 14.250 4 10.325 4 14 8 14.269 #4 5 14.250 4 10.325 5 14 8 14.269 04 5 14.250 4 10.325 6 44 9 14,269 04 5 14.250 4 10.325 7 14 7 14.269 14 5 14.250 4 10.325 9 14 12 14.492 04 5 14.483 4 12.520 322 .3 TOTAL MATERIAL QUANTITIES WITH SLAB REINFORCED IN ONE DIRECTION STEEL = CONCRETE TOP BOTTOM STEEL SURFACE STEEL STEEL WEIGHT AREA 3 7 223 2 2222222222232 Lb Lb Lb /Ft "2 Ft "2 1641,027 1328.026 1.477 2010.000 VOLUME 1396.250 PAGE NO, 6 TIME : Fri Nov 17 15:49:49 1989 Ft Ft _ 223222333: Ft "3 0/3146 JOB No, evrt / z 4 JOB NAME SUBJECT C ' ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N. E. - SUITE 205 - SEATTLE, WA 98115 - (2061525.7560 sNAMRO K CENTER PILE sPAG /N& 0 e- 30 W/o H PANfLS 30 7 ok GRADE 13EAM5 s►'AA/ W - /,4 C,35( flly *D t . • .4 ,0 K/ 4o ' /o .ff 1 /, 0/ 4 ,0 Say /4' Av6 ER C,IST P /LES @ /0 ft c w/o {f!. O sit . DEPTH PE'R so/LS ENGINEER ,LSe' Alsc BEAM D,AG (r9 2 -Z7) r• , ; DATE /7 - AUCr - 8P, SHEET 41 OF )'a/PNt . BY OM C_ P - 40(4 = , 96" It/r of •/9" JO ENGINEERS NW INC. 6869 WOODLAWN AVE NE SUITE 205 ( 'ATTLE WA 98115 Project Name : typical p-3 cap Run description: 40 ton piles MAX. WORKING DEAD LOAD (KIPS)., 240 MAX. WORKING LIVE LOAD (KIPS).. 0 ADDITIONAL WKG. DEAD LOAD (INC. CAP DL) (KIPS).. 0 ADDITIONAL WKG. LIVE LOAD (KIPS).. 0 MOMENT -ABOUT Y AXIS- (K -FT).. 0 MOMENT -ABOUT X AXIS- (K -FT).. 0 ULTIMATE D.L. FACTOR 1.5 ULTIMATE L.L. FACTOR 1.7 ULTIMATE MOMENT FACTOR 1.7 Total number of piles in pile cap > 3 PILE GROUP CENTER OF GRAVITY (in) s X COORDINATE Y COORDINATE ( > < > 0.00 0.03 MOMENTS ABOUT EACH AXIS (k -in) Y AXIS X AXIS MYY MXX P0001 PILE CAP DESIGN V e r s i o n 1.1 1987 P0001 > < ) 0.00 -8.00 MOMENT OF INERTIA OF THE PILE GROUP C.G. (in "2) ABOUT Y AXIS ABOUT X AXIS IYY IXX < > ( ) 1800.00 1802.67 SHEET No -1- 05 -04 -1989 PILE REACTIONS X COORDINATE Y COORDINATE C.G. COORD X C.G. COORD Y PXX PYY AD. DEAD AD. LIVE REACTION % (in) (in) (in) (in) (Kips) (Kips) (Kips) (Kips) (Kips) < ) ( ) ( . ) < > < > ( > ( > ( > < > < - -> PILE 1.- -30.00 -17.30 -30.00 -17.33 0.000 0.077 0.000 0.000 80.077 1.00 PILE 2.- 0.00 34.70 0.00 34,67 0.000 -0.154 0.000 0.000 79.846 1.00 PILE 3.- 30.00 -17.30 30.00 -17.33 0.000 0.077 0.000 0.000 80.077 1.00 e ENGINEERS NW INC. 6869 WOODLAWN AVE NE SUITE 205 SEATTLE WA 98115 Project Na.e : typical p -3 cap Run description: 40 ton piles POINT No POINT No POINT No POINT No PILE DIAMETER (IN).. 14 PILE WORKING CAPACITY (TONS).. 40 MIN. DIST. FROM CAP EDGE TO PILE CTR (IN).. 15 MINIMUM PILE SPACING (IN).. 60 AMOUNT OF PILE EMBEDDED IN PILE CAP (IN).. 4 CONSTRUCTION TOLERANCE FOR PILE PLACEMENT (IN).. 3 DIST.FPOM TOP OF CAP TO TOP REINF.0 6 (IN).. 1 DIST.FROM TOP OF PILE TO BOT.REINF.C.G (IN).. 1 CONCRETE F'c (KSI).. 3 STEEL Fy (KSI)., 60 Total number of points that form the pile cap - - -> 4 X COORDINATE 1.- - 24.000 2.- - 24.000 3.- 24,000 4.- 24.000 Y COORDINATE ( > - 33.000 24.000 24.000 - 33.000 P0001 PILE CAP DESIGN V e r s i o n 1,1 1987 P0001 COLUMN DIMENSIONS (IN) : X COORDINATE Y COORDINATE < > < > 12 12 LINE No FROM POINT TO POINT ( ) < > ( ) 1 1 2 2 2 3 3 3 4 4 4 1 SHEET No -2- 05 -04 -1989 ENGINEERS NW INC. 6869 WOODLAWN AVE NE SUITE 205 1(: SEATTLE WA 98115 Project Nair : typical p-3 cap ' Run description: 40 ton piles MAXIMUM ULTIMATE PILE REACTION (KIPS) __ = => 120.1154 B DIST. EFF.CAP DEPTH SHEAR STRESS ALL. SHEAR STRESS (in) (in) vu(psi) < > ( ) < > 72.26 9.00 217.30 BETWEEN PILES SHEAR LOAD Vu(kips) ( > 1 AND 3 240.23 $ DESIGN OF PILE DIST. BETWEEN PILES (in) < > 60.00 P0001 PILE CAP DESIGN V e r s i o n 1.1 1987 vc(psi) 219.09 P0001 t DESIGN OF PILE CAP AROUND 8 DIST. (in) < > 180.26 t DESIGN OF PILE CAP AROUND CASE No PILE No SHEAR LOAD Vu(kips) ( > 1 0 0,000 2 0 0.000 EDGE DISTANCE 8 DIST. (in) (in) > l > 15.00 42.06 15.00 65.94 DIR SHEAR LOAD -W- DIST. -8- DIST. EFF. DEPTH ' Vu(kips) (in) (in) (in) < >( >< >( ) NO.. 119,77 31.70 48.00 27.00 WE., 120,12 27.00 57.00 23.00 SO.. 240.23 14.30 48.00 21.00 SO.. 0.00 15,00 48,00 15.00 EA.. 120.12 27.00 57.00 23.00 CASE SHEAR LOAD -W- DIST. -B- DIST, EFF. DEPTH Vu(kips) (in) (in) (in) ( >( ) ( >( > 1.- 360.00 30.70 116.00 17.00 CAP AROUND TWO EFF. CAP DEPTH (in) < > 9.00 9,00 tt ONE WAY SHEAR tt W/D ALL. SHEAR Vc(kips) ( - - - -> < > 1.17 120.674 1.17 122.071 0.68 253.576 1.00 67.041 1.17 122.071 tt TWO WAY SHEAR tt A SINGLE EFF. CAP DEPTH (in) < > 9.00 SHEAR STRESS vu(psi) ( > 0.00 0.00 PILE t PILES* SHEAR STRESS vu(psi) ( > 174.21 A CORNER PILE* ALL. SHEAR STRESS vc(psi) < > 219.089 ALL. SHEAR STRESS vc(psi) ( > 219,089 109,5445 SHEAR STRSS. FACTOR -K- vc(psi) K(SQRT(f'c) ( > ( - - - -) 109.545 2.00 109.545 2.00 295.957 5.40 109.545 2.00 109.545 2.00 W/D ALL. SHEAR SHEAR STRSS. FACTOR -K- Vc(kips) vc(psi) K(SQRT(f'c) < - - - -> < > ( ) ( - - --) 1.81 367.24 219.09 4.00 SHEET No -3- 05 -04 -1989 ENGINEERS NW INC. 6869 WOODLAWN AVE NE SUITE 205 SEATTLE WA 98115 Project Name : typical p-3 cap Run description: 40 ton piles ULTIMATE PILE REACTIONS (kips) PILE No 1.- PILE No 2.- PILE No 3.- 120.12 119.77 120.12 DIR MOMENT -B- DIST. -0- DIST. CAP DEPTH Mu(K-FT) (in) (in) (in) ) ( ) ( > ( NO... 316.39 48.00 27.00 32.00 WE... 270.26 51.00 27.00 32.00 SO... 286.27 48.00 27.00 32.00 EA... 270.26 57.00 27.00 32.00 #$$ ALLOWABLE HOOK EMBEDOMENT FOR THIS PILE CAP IS (MIN. $ THE PROVISION FOR 180 DEGREES END HOOKS ON ALL BARS IN $ PRUDENT PRECAUTION AGAINST A PREMATURE 'TIED ARCH' SHE $ EMBEDMENT LENGTH FOR DIFFERENT CONCRETE STRENGTHS AND $$$I#WPILE CAP DEPTH = 32.00 (IN) MUM P0001 PILE CAP DESIGN Version 1.1 1987 P0001 *BENDING MOMENTS EVALUATIONS Ku (ksi) < > 0.109 0.078 0,098 0.078 AREA STEEL (inA2) 3.5511_ 3.283 3.212 0.00275 0.00180 0,00248 3.283 0.00180 6, j3 :.. 7 1- 2.X 0 4 LOCATION > ( BOT BOT BOT BOT SHEET No -4- 05-04-1989 5 7r. , DA) DIST. FROM CAP EDGE TO PILE CTR - 3 IN. CLR) = 12 (IN) $$$ PILE CAPS WITH SINGLE LINES OF PILES AROUND THE COLUMN IS A $ AR FAILURE MODE. REFER TO THE MANUAL FOR THE ALLOWABLE HOOK t DIFFERENT REINFORCING DIAMETERS ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 -(206)525-7560 • FAX # (206) 5224698 Joe No. a 5 /2 Joe NAME ASI1,9V0 SUBJECT p 2ao- i o f< I op 4 " 12. Kt,* 3,11-E crle' 2.1 4- 3 Pm> 70.7 < 80 /14, did Ito .rZ2v' , * use 3 pii-E c4e 0 8i- * dee ene 4.004-77dAi1 49L 4 90111111111r.01111111111111111W DATE SHEET OF BY DroiL ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 • (206)525 -7560 • FAX # (208) 522.8898 JOB No JOB NAME DATE l/ 87 SUBJECT SHEET 7 OF FND BY J.P. /'. 5/4/' �I �- i. IDL-. ga. 5 =0" T,1p 7"Ye P3 CAP (z2" L EEP) ( " -/2a' P3 pa .e c. WAIL, stAA P•• O F cO C ENGINEERS - NORTHWEST INC. P.S. 6869 W00DLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 • (2061525.7560 - FAX # (206) 522.6696 Joe No. Joe NAME DATE SUBJECT SHEET q A of M) BY P0001 ENGINEERS NW INC. PILE CAP DESIGN 6869 WOODLAWN AVE NE SUITE 205 V e r s i o n 1.1 1987 SEATTLE WA 98115 Project Name : SHAMROCK CENTER SHEET No -1- Run description: TYP P -2 PILE CAP 02- 14-1989 P0001 MAX. WORKING DEAD LOAD (KIPS).. MAX. WORKING LIVE LOAD (KIPS).. ADDITIONAL WKG. DEAD LOAD (INC. CAP DL) (KIPS).. 0 ADDITIONAL WKS. LIVE LOAD (KIPS).. 0 MOMENT -ABOUT Y AXIS- (K -FT).. 0 MOMENT -ABOUT X AXIS- (K-FT).. 0 ULTIMATE D.L. FACTOR 1.6 ULTIMATE L.L. FACTOR 1.7 ULTIMATE MOMENT FACTOR 1.4 Total number of piles in pile cap PILE GROUP CENTER OF GRAVITY (in) : X COORDINATE Y COORDINATE < > < ) 0.00 0.00 MOMENTS ABOUT EACH AXIS (k -in) : Y AXIS X AXIS MYY MXX < > ( > 0.00 0.00 >2 MOMENT OF INERTIA OF THE PILE GROUP C.G. (in "2) ABOUT Y AXIS ABOUT X AXIS IYY IXX ( > ( > 1152.00 0.00 PILE REACTIONS X COORDINATE Y COORDINATE C.G. COORD X C.B. COORD Y PXX PYY AD. DEAD AD. LIVE REACTION I (in) (in) (in) (in) (Kips) (Kips) (Kips) (Kips) (Kips) ( ) ( ) ( ) ( ) < > < > ( ) ( ) ( ) ( - -) PILE 1.- -24.00 0.00 -24.00 0.00i 0.000 0.000 0.000 0.000 80.000 1.00 PILE 2.- 24.00 0.00 24.00 0.00 0.000 0.000 0.000 0.000 80.000 1.00 \ ENGINEERS NW INC. 6869 WOODLAWN AVE NE SUITE 205 SEATTLE WA 98115 Project Name : SHAMROCK CENTER Run description: TYP P -2 PILE CAP POINT No POINT No POINT No POINT No X COORDINATE < > 1.- - 39.000 2.- - 39.000 3.- 39.000 4.- 39.000 P0001 PILE CAP DESIGN V e r s i o n 1.1 1987 P0001 PILE DIAMETER (IN).. 14 PILE WORKING CAPACITY (TONS).. 40 MIN. GIST. FROM CAP EDGE TO PILE CTR (IN).. 15 MINIMUM PILE SPACING (IN).. 42 AMOUNT OF PILE EMBEDDED IN PILE CAP (IN).. 3 CONSTRUCTION TOLERANCE FOR PILE PLACEMENT (IN).. 3 COLUMN DIMENSIONS (IN) : X COORDINATE Y COORDINATE' < > ( > 7 7 DIST.FROM TOP OF CAP TO TOP REINF.0 6 (IN),. 2 DIST.FROM TOP OF PILE TO BOT.REINF.C.6 (IN).. 2 CONCRETE F'c (KSI).. 3 STEEL Fy (KSI).. 60 Total number of points that form the pile cap - --> 4 Y COORDINATE LINE No FROM POINT TO POINT > ( ) < ) < ) - 15.000 1 1 2 15.000 2 2 3 15.000 3 3 4 - 15.000 4 4 1 SHEET No -2- 02 -14 -1989 P0001 ERGTNEERS NW INC. P I L E C A P D E S I G N 6869 W008LAWN AVE NE SUITE 205 V e r s i o n 1.1 1987 SEATTLE WA 98115 Project Name : SHAMROCK CENTER SHEET No -3- Run description: TYP P -2 PILE CAP 02- 14-1989 P0001 * DESIGN OF PILE CAP AROUND A SINGLE PILE 1 MAXIMUM ULTIMATE PILE REACTION (KIPS) _ =__> 128 B DIST. EFF.CAP DEPTH SHEAR STRESS ALL. SHEAR STRESS (in) (in) vu(psi) vc(psi) ( > < > ( ) ( > 75.40 10.00 199.72 219.09 * DESIGN OF PILE CAP AROUND TWO PILES * BETWEEN PILES SHEAR LOAD DIST. BETWEEN PILES 8 DIST. EFF, CAP DEPTH SHEAR STRESS ALL, SHEAR STRESS Vu(kips) (in) (in) (in) vu(psi) vc(psi) ( ) ( > ( ) ( ) ( ) ( ) 1 AND 2 256.00 48.00 159.40 10.00 188.95 219.089 * DESIGN OF PILE CAP AROUND A CORNER PILE CASE No PILE No SHEAR LOAD EDGE DISTANCE B DIST. EFF. CAP DEPTH SHEAR STRESS ALL. SHEAR STRESS Vu(kips) (in) (in) (in) vu(psi) vc(psi) < > ( ) ( > ( ) < > < > 1 0 0.000 15.00 42.85 10.00 0.00 219.089 2 0 0.000 15.00 67.94 10.00 0.00 109.5445 ** ONE WAY SHEAR t* DIR SHEAR LOAD -W- DIST. -8- DIST. EFF. DEPTH W/0 ALL. SHEAR SHEAR STRSS. FACTOR -K- Vu(kips) (in) (in) (in) Vc(kips) vc(psi) K(SGRT(i'c) ( > ( ) ( ) ( ) (- - --) ( ) ( ) < - - - -> NO.. 0.00 0.50 78.00 1.00 0.50 34.317 517.598 9,45 NO.. 0.00 1.00 78,00 1.00 1.00 7.263 109.545 2.00 WE.. 128.00 23.50 30.00 28.00 0.84 131.886 184.714 3.37 WE.. 0.00 24.00 30,00 24.00 1.00 67.041 109.545 2.00 SO.. 0.00 0.50 78.00 1.00 0.50 34.317 517,598 9.45 SO.. 0.00 1.00 78.00 1.00 1.00 7.263 109.545 2,00 EA.. 128.00 23.50 30.00 28,00 0.84 131.886 184.714 3.37 EA.. 0.00 24.00 30.00 24.00 1.00 67.041 109.545 2.00 *1 TWO WAY SHEAR 1* CASE SHEAR LOAD -W- DIST. -B- DIST. EFF. DEPTH W/D ALL. SHEAR SHEAR STRSS. FACTOR -K- Vu(kips) (in) (in) (in) Vc(kips) vc(psi) K(SORT(t'c) ( ) < > < > ( ) (- - --) < > < > ( - - --) en61f(EERS NW INC. 6869 WOODLAWN AVE NE SUITE 205 SEATTLE WA 98115 Project Name : SHAMROCK CENTER Run description: TYP P -2 PILE CAP ULTIMATE PILE REACTIONS PILE No 1.- 128.00 PILE No 2,- 128.00 P0001 PILE CAP DESIGN Version 1.1 1987 P0001 (kips) *BENDING MOMENTS EVALUATION* DIR MOMENT -B- DIST. -0- DIST. CAP DEPTH Ku AREA STEEL P LOCATION Mu(K -FT) (in) (in) (in) (ksi) (inA2) % ( ) ( ) < >( > < > ( ) ( ) ( > NO... 0.00 78.00 28.00 33.00 0.000 4.633 44e42_ 0.00180 BOT WE... 250.67 30.00 28.00 33.00 0.128 2.731— 0.00325 BOT SO... 0.00 78.00 28,00 33.00 0.000 4.633 0.00180 BOT EA... 250.67 30.00 28.00 33,00 0.128 2.731 0.00325 BOT * ** ALLOWABLE HOOK EMBEDDMENT FOR THIS PILE CAP IS (MIN. DIST. FROM CAP EDGE TO PILE CTR - 3 IN. CLR) 2 12 (IN) *2* 2 THE PROVISION FOR 180 DEGREES END HOOKS ON ALL BARS IN PILE CAPS WITH SINGLE LINES OF PILES AROUND THE COLUMN IS A * PRUDENT PRECAUTION AGAINST A PREMATURE 'TIED ARCH' SHEAR FAILURE MODE, REFER TO THE MANUAL FOR THE ALLOWABLE HOOK * EMBEDMENT LENGTH FOR DIFFERENT CONCRETE STRENGTHS AND DIFFERENT REINFORCING DIAMETERS * ******<( P I L E C A P D E P T H = 33.00 (IN) » * * * *** 7 -* Co 2 2 2 SHEET No -4- 02 -14 -1989 2 :,r S' 3,6 A L (,, L -rs 4,55 .. S FM P4.4 CO - ) 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 Joe No A 8 124 JOB NAME ENGINEERS - NORTHWEST INC. P.S. NorE.' /4// SrE E L B' Lo.J GRADE, A1)D 3 GOAT p /�J/f c ri c /At/ T v� .5N11M Rocl< GE/YTE/( SUBJECT SHEET OF BY �I1" no 11 , - v Ts 'ER Pz. AM' 61, AD OA G/tADE PEA! P` /i J A #o% PPM( = 64, 3 (au) 0. 43 14 `qr OK b /OK /Pie-E e.„AT. Part SO/L ENGR . A/o L i4 rE A Ac. T /E; r eat. ■•■■••. T( .7/4 MS / .. 1 Iw 24(10r s. it 51, • f4(g) J 48«)• 1 • 14 4 0 r DATE 3/ -Act - 8$1 k ,14 „ d6or w / 4 vEX rs &APO T /ES d 4, `2 ro f' Q /Z "$ WNoTE; vvRricA6 DARs Pull pEPrN of PILE To MA 23 =0" Joe No SUBJECT 6869 WOOOLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 88)2¢ GRIP O ULT L oAP s ENGINEERS - NORTHWEST INC. P.S. JOB NAME SHAM ROCK E R DATE 2;-Aar, -riP, C , P1DE 86,41' 1 OLD& C. SHEET_WOF AM*- / 6 Aire- LOAD T/g9Les Roof L L = 2oCz0(1,7) = a,8SY/ cot, T. i cRrl guoF !JL = ZoC /0(i 4) = O,4L1; M,.,.r .. : 0,0071((• )(Iln /2) PArIfC UL ' 2 = 2.09N/, = 7 °.�O IlC_/N (NEC�RTIVe) 5LAO OL = 10 (0)(i. " 0.88' </i V,►sA • O. 607 (5,00)001 4) i &3 AL ° - 4(Iso)(1,q) = O. 84V = 3,1, k ir 5,08% TolbLEl. rrn 7.9 (l z �) 74,6 ��� C 44 (z AS 4.4 Z (ZI) ° 0.71(4) 70/ 541 I . 3M9 Ok / I . �✓. - ,5, SL K// .se /c ct ct„ -1.42 2 - , 3 4. 6 Okt SOB K/i learr /.72 P,11ct€ Roo" v d_r = ,os-t 42.2A = 3.36 Vs f.) -, 1 ADO Lowt,c S / //, a 4(68) = . 7 L ,y 5r" R • R • 34" P y'R, • W , eJ # -,27 = / V, woRsr CASE' 1,9902) M,tAX = :X35.f .35.36 (Izk) .441. !o K u - , 24 (DTP* e /iECk e *' Fla p; nts r MAX "- /4.,s • 0 1 USE 3 111, 7 = O(0.6)_/,8 oi< rOe I C SUDJECT Pu" = /, s (4 4.9b) = 67.5 K ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 Joe No, e) I Z 4 Joe NAME SHAMROCK CENTER F_ N Tip Y COL. U4,J I /2,5 ! 2,5-00 z 12,E ,S SNOT COL , < ZZ y I2 �'► = 7,6" (6) • 53g, ? k • I'Y , = 45, 0 k • / Vs E ,S * y (se6 A 1TAcNFi) 0 or rvr). Tote TIES d De = .9 2i'Tr= l ac �,. 7, 2 S " SAY 4 . i T /ES Ga 5"° roe A Dar. 844.. e i8 „t 12 t p , 7r / 0 ` &Zf 2 i<11 DATE 3 /-AUG -Hfi SHEET 1 of OZ- BY Pm C.. No rE; Des/ 2- P/c Es Fv,c O TOM cAPAG /T emrgY e3 12 -4. 8" INPUT DATA SECTION REINFORCING + + + CONCRETE COLUMN DESIGN + + + 24" DlA COL DESIGN METHOD --STRENGTH (ULTIMATE) LENGTH UNSUPPORTED (FT) = 12.5 IN X DIRECTION UN8RACED AGAINST SIDESWAY EFF. LENGTH FACTOR (K) FOR NO SIDESWAY CONDITION 2.00 EFF. LENGTH FACTOR <K> FOR SIDESWAY CONDITION 2.00 IN Y DIRECTION UNBRACED AGAINST SIDESWAY EFF. LENGTH FACTOR (K) FOR NO SIDESWAY CONDITION 2.00 EFF. LENGTH FACTOR (K) FOR SIDESWAY CONDITION 2.00 DESIGN (ULTIMATE) LOADS FT & NIPS: + MOMENTS = cLOOKWISE (I --MATERIAL STRENGTH CONCRETE F'c (KSI) = 3.0 STEEL YIELD (KSI) = 60 24 (IN) ROUND TIED CLEAR COVER OVER VERTICAL BARS = 2 (IN) FOR CASE WITH NO APPRECIABLE SIDESWAY MOMENT RATIO, DL/TOTAL IN X DIRECTION = .5 RATIO, Pu/CRIT.P FOR ALL COLUMNS IN STORY = SAME AS THIS COLUMN FOR CASE WITH APPRECIABLE SIDESWAY MOMENT RATIO, DL/TOTAL IN X DIRECTION = .5 FOR CASE WITH NO APPRECIABLE SIDESWAY MOMENT RATIO, DL/TOTAL IN Y DIRECTION = .5 FOR CASE WITH APPRECIABLE SIDESWAY MOMENT RATIO, DL/TOTAL IN Y DIRECTION = .5 8 OR MORE BARS AREA REQ"D. (8Q. IN): 4.52 pFRrPNrAGF , 0.010 uSE ����� MOMENT MAGNIFICATION FACTORS LOAD WITH NO APPRECIABLE 8lDESWAY WITH APPRECIABLE SIDESWAY CASE X DIRECTION Y DIRECTION X DIRECTION Y DIRECTION ~ ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 JOB NAME GEA TE/C DATE QE -4d6 -3 --- JOB No. e , t 4 SUBJECT SHEET OF GOL . 3 " = ,S " 4 NG .r#4 w = s "# /4 (J ) � a Co I/ r1hvv wit Tit' 54 PC ,SPA,✓atE� 4 It 5 3 3 /4" Wits X 3 a C" x 5 x 4 L s„(,/ wAy I+�6 24",C0 = A, 5 S n L BY /)m t . icA151,'01't DRAINAGE /DETENTION CALCULATIONS FOR SHAMROCK CENTER OUR JOB NO. 2953 2953.04 DRAINAGE /DETENTION CALCULATIONS FOR SHAMROCK CENTER BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 - 72ND AVENUE SOUTH KENT, WASHINGTON 98032 (206) 251 -6222 CITY OF RECEIVED NOV 2 8 1yi9 PERMIT CENTER OUR JOB NO. 2953 SEPTEMBER 2, 1988 STORM DRAINAGE CALCULATIONS - CI .Method to • Determine.: Storage ° and Release Rate 4The Yrjanainen:and Warren..Mettod is the method used to determine the storage volume requirements,r:,for storm water detention facilities. This method has been used. to develop Table A from which the storage volume ' will be determined. Calculating Storage Volume: Definition of Terms A ■ The total area of drainage control, in acres. (A =AI + AT Area of impervious surface, in acres. A - Area of pervious surface, in acres. C Average coefficient of runoff for the development. C 0.9, Coefficient of runoff for impervious surfaces. 0.2, Coefficient of runoff for pervious surfaces. V Volume of storage required per acre, in cubic feet. VT - Total storage volume required, in cubic feet. Procedures 1) Determine A, Al and A 2) Calculate C by using the formula (Cp) (A + (c1) (AI,) C mg A 3) Determine V by entering Table A with the value of C, the type of outlet control selected, and the storm intensity selected. 4) Calculate VT by using the formula, VT - V x A IYrjlnainen, Glen and Warren, Alan W., "A Simple Method For Retention Basin Design ", Water and Sewage Works, December 1973, pp. 40 42. Revised 11/19/79 wI:, W W W h e N ;d4 N N N N N R Vi 6eci II/17/8y I 5Acoy? roe k CP�7P� 11/17/85' Dra, `•t9 Cn /C010 0^ FO/ /'/ew pe v,se d 5:Te plo". To Ta / 5 Te 3.7o/1c• oU IGI.\, J 7 eus 1.3 A c_ ' C: 0.90 PaVe n,.,.'1` tqrca _ 1.87 f G c. 0.9 0 L a^ 0 ,SCape /Area = 0.73 17 c- > C= 0.2o C F. 0.3t1.87)(0.q). (0.73)(0..2o)_ 0.77 3.5' 25 /v. DeTea 7To,i ca /cLalet' o-, = 0.77 Fro- V5 1383 c F/ AG. YT= VS O= TG 6/ e A 1 25 Yr. .13 63.) P. 539.y �F. (o ro i V 2 6, Mo 1/olUw4c pVe.✓ 2 Si�►' ; 'de en' e02. R !4ju�' ✓ crr�'�.,... i ..k/ 11 i 1, - ` iwoul' 6� ' /1 re ,i V_olv _ , 7: 10 ✓ ��e -� 1 :.o eTe...1,do., _Pro; v;;JetJ : � ,./l old, 1,o ' / DcTe• f ►b.' 1 0\u5 l? T T a / & e7;) 1 ? 0 e ) s 6, 8 8 8 C . r .. 6 c.F iep7 /2/ l qa? Ora yN0.tle co /cu /on'on; To7u/ 517"e area.: 3.90 RC. • Builds 3 Area= 56,760 5.F': 1.30 AC. pav me„T0 rea: 55, 8011 5.F = 1. 7 j7c. rave/ 5urfa = 25 0.38 AC. �ar►d 5cape Area= 31, 79 5.r:. 0.73 Ac. Cr (1.3+140)(0.g°) - f - (0.38)(060) t (0.73)( 4.20) 25 Yr. Deren 720r) ca /culatori : c� 0.7 Xi Fro, Ta 6/ e A 4 25 Yr. Vs= 1 C. - /Ac, . »ore. Volume w1 4h..c h v 4.o.0 (c . b e 1 pP rOX A 3 . 90 _Deme 77on/...pro. ded.: . 3.6/ L.F. 5"y ,Pipe 8 C°,F. 369 p,'Pe 2 eac{,c.13. Type 1 eac/ C.8. niPeJl- 7z 5 I -I Pl►1 Roc K CEAi 712 To Ta / DeTe , iT , on ProwcJed = 15) - C.F. OVe.r_ 2 5i r ... De7_ en Ti.'on__ 8 /oo.yr. , (1...1'9:9),.C. 61 57y1 CF (7 :07:).( 8.) = 56 C.F. Z (1 143 C. (28 .1.4 -3 c.F'• Surface Por (Loud, ', 000c) (, )5 1 15- ;�I,os.. -1 �2 , 0,.28 _ l G Cj c ri C= 0. c 0.90 Cr 0.60 C_ 0.20 0,7 /1 2953 cp- TABLE A Note:"" Standard requirement is 10 -year storm design; 25 -year storm is preferred for use in sump areas and for pumped systems. V Q volume of storage required per acre (ft . 10 -year storm 25 -year storm C : .. orifice outlet . control pumped discharge orifice outlet control pumped discharge 0.2 • 92 41 144 78 0.25 154 85 228 142 0.3 223 138 320 216 0.35. 298 199 418 298 0.4 378 265 522 387• 0.45 461 335 627 480 0.5 548 409 740 578 0.55 637 487 854 679 0.6 729 567 971 783 0.65 822 650 1089 890 0.7 0. 1 4 917 735 1216 999 0.75 - -- 1014 822 1331 1111 0.8 -- - • 1113 _ 911 _1457 1224 0.85 1212 1001 1582 1339 '0.90 1313 1093. 1709 1456 TABLE A Note:"" Standard requirement is 10 -year storm design; 25 -year storm is preferred for use in sump areas and for pumped systems. Calculating Orifice Size'.. Definition. of ' Terms 1 Procedure A ■ The total area of drainage control, in acres. QA ■ a Cross- sectional area of orifice, in square inches. d Orifice diameter, in inches. ■ 32.2 ft /sec /sec, acceleration of gravity. ■ Pressure head on orifice, in feet. ■ 0.62, constant for sharp -edged orifice. Allowable runoff from site, in cubic feet per second. 1) Calculate QA using the formula, QA ■ 0.2 x A 2) Determine h 3) Calculate a using the formula, 144 QA a ■ (in aquare.inches) 0.62 2gh 4) Calculate d using the formula, 4a TT (in inches) ORIFICE SIZING ORII=IcE 512 INIG: Q � a. za 2 9 h Where; Q A 40.2)(3.9o)= 0.78 '' h: o . F _ /6.88 /i.7? 5,05 ..(lu 0.621(c5 5. ( i )..(.i o.o o).'...` 3;51 r . / 0,0 . 0 10 r...t ;.Ge_._ PIPE •SIZING ANALYSIS I.E • 1 • 62 0,S. ••3. LF 6• CMP 01.2% ATE D i - _j,„Q_C C6INSPOUTS P ARCHITECTyRAL ROOF PLAN \ • 6' rig' DOWNSPOUT B 2.0% IAN. -Y--- 1�qq WITH OL S SH ab' RIM • 18.2 I.E. • 12.52 �L�{S� A B DG. 'A' F. . - 19.0 1' DEDUCT RIGATION METER Ph' WATER \METER d SERVICE DETAIL SHT.1 70LF SA . SEWER C.O. LE. • 15.33 EL 15' CP RDA•I ,LE.•I 10' C.I.P. 17.40 HOWN 5 0 ' CONC. RETAINING WALL DOCK HIGH RAMP DOWN R M • 16.6 I.E. • 13 44 ENCLOSURE BLDG. F.F. - COTAINING WAL ■ 1 I • 15.40 a' C 12LF1'041' 1 y 2.0% • 6• W . • • 4' f' % - )MIA. 1 • E ••W.S •U P 25' BULDWa SETBACK • REO'D 15' R.O.W. DEf - 9 CMP 1 1.0% • 15.17 VIDE 5 LANDSCAPE 17.15 \o 1.E. • 13,03 ,• C :a DWrISPOU T 4114.) (T7?. E ANC. PIPE :XIST. STUB d WI 35 LF 6' 9 2.0% RAW IE� 82 115• FR SD I.E, • 10,77 (24 TO NWI / EX. 24' EX. e• ss EX. 10' C.B.P. WATER MAIN /r EX. FH I.E. • 10,09 11 109 LF B' CMP II 2' HT. ROCKERY �CS'REOUIREO II �S• II (1 DOCK HIGH RAMP DOWN CONC. RETAINING WALL II Ah FXIST, (21 NE_ II II I! NAL I TOP • 17.30 - 1 TOP BOTT01I.1. 15.23 TO BE CUT • P1L EX 134th . 13.73 LE. • 11,68 65' FR. 5.8.1 I.E. • 11.68 Ur 70 N.WJ ADJUST RIM TO NEW PAVEMENT GRADE • (ADJUST AS REQUIRED) • I.E. • 3.57 16' SW _ WIO S1 I TAPPING TEE IFL) 1-8' GATE VALVE IF'LMMJ) L0 ! A S RIM • 17.60 I.E. • 13.79 8 1 .5% EX, 18' 1 ' 01V_ , asio Fir4iiga p-J1An %ZS:: MOW MI . 111WIPSIE 'ig,N ON ....wawa milimPie NM 7' � J EX A _• RIVEWAY ATER MAW I.E. • I3.3• PROVIDE ASPHALT BEN ' TO DIRECT STORM RUNFF TO � CCATC T H ( BASIN I S 0 LIf�5 L0CK LI PLOW RESTRICTORIOIL POLLUTION CONTROL CVICE LOCATE AS SHOWN RIM . 19.55) I.E. • 11.79 ' '' OVERFLOW • 17,10 - 226'•LF 54 0 U4 ga1 STD. PIPE 1 0.5% EX. FH POST - DEVELOPMENT TRIBUTARY 20.60 a �5 SERVICE 20. pi TIME 11 aw1z )CAT • LMIE +BG! • 0 re � ,. ..I. M � Ex, ula VA T ELEC UL 180 LF 10' 0 .1. 1 r I. EX. 24• CLy' X POSTS �• OV C• • 01..1 _ )(1ST NEW 10 0.l. W/ RE0'0. p FII p T pp TING xx S EDGEOOF PAYMENT. SAW XIST EXIST. PAVEMENT 1.0' )MIN.) BEHIND EXIST. EDGE. MATCH NEW PAVEMENT W/ EXIST.. • PAVEMENT. TAR SEAL ALL THE EDGES PER APWA STDS. ITYP. 1 3 DRIVEWAY ENTRANCES) • R/OGELM 19.1 -f P 1 1.5% Y 4P DOWN IG WALL 20.60 810GELtNE 10' C.1P, CONC. RETAINING WALL DOCK HIGH RAMP DOWN R M • 16.6 I.E. • 13.44 ENCLOSURE BLDG. F.F. • CGTAINING WAL RIM • 18,40 LE. • 15.40 XP C . r 12 LF'8' CMP 1 V 2.0% s• �M �pQw 0�2.O iMIA,I l7YP. 25' BULGING SETBACK — X14- 6TflEET-tAtOStx 1mi .141.11111 1111111111.4 V IrdrAgle REO'D 15' R.O.W. ()MCAT • � ()MCAT Ef •�� CMP 4 1.0% EXPp� :(iY 1 WELDED TeE • 15.17 VIDE 5 F 4' 19.88 20.00 21.90 CA . ■WNS'•U S •:�_. 1A A S 'OWNSPOUT TIG s IN •• • F1F. 22 ! / �O % � T / I c0 IIIT I • - . / LO AT � A � SH•WN • / T RIM 0. 9 LE.I • I..er S N. W E R .0. / / . ` \ e o SP Na RISER 11.15 10.00 • RIVEWAY 1 ATER MAIN I Vie' • 1 4.78 ' 3 . F • 1,73 DS EX. 18' EX. 24' E. • 13.03 LE. • 13.3. PROVIDE ASPHALT BO ' TO DIRECT STORM RUNFF TO CATC BASIN YPE II - WISOLI LOCKINd LID FLOW RESTRICTORIOIL POLLUTION CONTROL CVICE LOCATE AS SHOWN RIM • 19.55; I.E. • IL.79 ' , OVERFLOW • 17.10 226' LF 54' • U4,9u1 STD. PIPE 1 • 0.576 EX. FR • EX. GUAM RD POSTS 0 1 „ p D Ex: 2a• cup -- IO� TEE ?CPO W 1", NEW 10' D.I. WI REO'D. FITTINGS -E Q OF PAVMENT. SAWC EXIST. P 1.0' (MW.) BEHIND EXIST. EDGE. MATCH • • NEW PAVEMENT W! EXIST.. PAVEMENT. TAR SEAL ALL THE EDGES PER APWA STDS. 'ITYP. 1 3 DRIVEWAY ENTRANCES) )EVELO TRIBUTARY AREA 1 TO BE UNPLUGGED & CONNECTED WI NEW 3 LF 6' CONC. 1 2.0% I E r 4 56 (A NM, & S.E.) I.E. • 4.97 16' N.E.) CORE DRILL INTO EXIST. MANHOLE AS . REOL11RFn) I• DEDUCT IRRIG R IIh' WATER ME1 2 . PEFr CITY S SHT, 2 OF 4 9 1 0' BENI CONC. BLOCKING NEW 7 LF 8' D.: 4.y erizi CONC. BLOCKING INCTAI 1 i IN — �;88EbF 2D.00J1t.. 23.7 OW 25.00 BF LOCATION ,5 CO INCREMENTAL AREA A RuN- OFF COEFFIC. C ' AC E AC TIME.OF CON- CENTRATION TC RAINFALL INTENSITY I RUN -OFF O (E AC 1) PIPE DIA. SLOPE VELOCITY AT DESIGN 0 _ENGTH FLOW TIME IN SYSTEM UPPER ELEvATtON LOWER ELEVaTtOU HOM TO ACRES MINUTES INCHES /HR, C.F.S. INCHES " F. P.S. FEET MIN GROUND iNvERT GHOur4D INVERT 1 0 11 1.06 0.6 0.63 0.63 10 1 -6 . 1.02 8 2. 14 5.5 95 0-25 full Capac.•17- 2. 1 cry 1 0 - 71 0 - 85 0.60 0.60 10 1.6 0.96 1 - 1 /9 8 1 - 5 4.2 104 0.4 % 1. 6' 6 F . 3 0 - yo 0 - 85 0 - 314 0 10.'!/ 1 .58 12 1.0 . y - g 9p 10.2z " " 3.9 . cis 1 y 5 0.19 0.47 0 .85 ( 0.85. 046 040 0 16 0- 56 10 10.2 1.6 1.6 0.26 0.90 8 12 ' 1:2 0 -73 3.5 3- 6 36 38 0.17 0.1( 1-5 1FS 3.14 CF5 3' 3 6 ov, 0 -3o 0.85 0 -26 0.26 10 1 -6 0 -4o 8 + 2.0 1 -1. 4 _ 12 0.05 .. 1.9 cr., -7 v 0 -26 0 -8S 0.22 0 -22 1n 1 0 -33 8 ^ 1.0 3 -c5 10 0.05 - „ • 1.3 cF3 } 3.21 11.03 1.52 1 4.88 15 0.5 3 -9 22 - -- - 5•o c,cs . . SW 3. TORM IPE COEFFICIENT CHART FREOtJENCY: NO : 12 ".- REMARKS: .10 y/ : 0. o 1 2. NAME CF PROJECT CALCULATIONS BY: . J00 NO / 2q53 DAT F SHEET 1• OF 1SHEETS 4020/69 00/ :t 06 09 Ol 09 •�^`:�'�:'s� -_■ice OS 017 0 OZ m! =If 0/ .-7 !1,11 : � j L i 1 1 Jf!i'L " /q'.+I.+IB/ ��'' /.i1'i1■■■ ■q N ■ ■ ■N i■■■ , •• RE • -- - �. . : �,. _� �. ,� + r•- : � N11 � ® N ■■ mum ■ ■■m 1 1111■ _ N11nmw �N■N11■A� NN ■11NN --- iw •aa� .sssaars m11■■1111a■■N■■N !t ■ ■ ■ ■ ■■!■_ ■r -_ // ■tails _�■■/ss_a�-�■■ ■ ■■N■N ■ ■N ■ ■■® 1 ! N■■ ■minsu ■■ I. -.. ■na--==- NM=-- �•iuU.:�'4 aAm ■■m■■ 1 ! I - NNN■ NsiimmE ■NaNw : ■ w V■r/ �Wr-o! ■ ■ ■N■■ 1 ■ ■ ■N■■11■■■mam■ ■mmm■m■■m■11 ---v■ • me ° gin ni� M me ■■■■ .....11NN 11NN ■NN N■■■■■■Ia■■\i .■��N. - i■11 ■aNNN.■�11 ■11 NN■■■ ■1■N■FA■■1.�►.� ■ ■■■ ■■■ ■■NN■m■■■■■1111N■ 1111811aa■ aam■V/■IIImmEla►io■■►_ �■a■o■ •■1111x■ ■N■N■■■■N■■■N■■■N■N■■ 611110 ■■NN■ ■•••■mN■■,i■■Ni■■■■m •a - � ■■■• •`■aN ■1111■ ■ ■ ■N■ ■ 0■NN■ NN■ BnN■ N■ ■■■ N■F<N ■■r/NN►IN■BsON111.1■■110■■a■■■ m■NNN 11m11■ ■■N■KIIIIM /mWA■ ■r1■►U■R` WENT MINIMN ■■NNN11■NNNW■ IIFa►a■■p ®■■►/OR7■►0M■ ®■N■■ ■11 ■■I•A ■11I■N■■`711►11•`a■a ■aaaa ■ ■ ■ ■ ■ ■ ■ ■NN 1111 ■■■■m■ : altroIB JN■ ■N■ ■■11■■N►A ■Mn ■ o •••••••••••••••••■ ■■■11■ ■ ••••••••••■■ ■ N■rmni ■■N/A %��IBE mN■■■■■N■11WN■■■■ ■m ■a - 7C�JN11■'B■■1111� mmm■■NmN■■■ ems ' ; : N !■a ®■r�a■■► r 1 ■ i ' 1 N■■NNN ■■1111N 1111■ i111111■ ! ! ! + ! '..Glt11i•� ]11N■W�NBm.�A7■■N • ! � , 1 ; -1 ■■■N■■■ ■■■ ■N■m■■� ■ ; . : : i -■a11■9■■■®11� •NmvANN■N■.V►�■■■a N ■N•■■■ ■N11 ■ ■■■N ■N •N■■■11■■■11B■N■■ r` «-' •'�■riLGfIB�sx TA67:aNNNNnvm■® ■ ■■N■•■■ ■•••••••••••■N■N■■■■••• ■ NN■■N11■NN■■■N■ ®■NN•M Nm■m• N ®a•N■•NN■• •am■N•N■ m■N■m■■■■u�_— t I I I N■ N■■®■■■■ NN ■■■■■N■11■m■N■■11■■N■■N ■N ■N■■Nm11N •1111■ ■■■■ ■a■ ■N ■■d ®, ! ■N■■■■■ ■■■■�N11■mN■■mN■ ■ ■NN■■N■■ ■■S■n■■a■N■■■N.aN■■ •••••••11•1111111 NN■11■NN■ ■N■■ ®m■■■ ■■11∎11MWM ■N ■■■■N■ ■■■■NN■■m■®■■■NNN■N�■N ■N■ ■ ••••11111•11•M••11 ■N ■NIE RN■N1111■ NNN■ ■■■N ■■ 1111 M N■N■NNN■ Ns■■■■a ■ ■ ■N ■■ ■N 1 ' ! ! 1 •N■■NN■■ ■■ ■1111■••••••••■1111■■ ■■W m■11■NN ■■ ■■ 1111111••••••••••••••••••••••• 11■■mN■ • ■N■ m ••••N••N •••N •• i 1 mmN ■� NNN■■ ■ ■ ■ ■■Nm ■■■�N■N ■■■■■ 11■NN ■ ■■ ■11x111111••1111 W1111 ■NNNNN ■® ®iNNNm■■■ ••••••x111111••■ m ■Naa■ m ■NN■■ ■m NW ■■■ ■ ■■WN ■N ■■ ■■■ ■■■ N■11Nm ■ ■N m■■ 11■■ Nm ■11■ ■■■■N■■mN■m11 ■■■NN ■N■■ ■N■■N■ � i 1111 ■11111111111111••11•••• ■ ■ ■••••11,1111111.11••••••••••• NN11NN ■ ■N ■1111 ■ ■N �■ ! 1 a ■m■■■■mm____ ___ ■ ■m■■■ ■■■11■■11■■■■ •■ N11■■■ 11N■ NN11■■ 11■ ■N ■mNNNm ■NNNNm■■ ■a ■m■ ■ ■ ■ ■m■■■m■ x11 ■ ■■■■■■■N■■ masiummur 11NNNN■■■ inimma ■■a■11 ■1111■••••■•• ■11 ■N■■ ■ NN■NmNmmN■■■11■■ ■m ■ N■■NN■■■■m■■m NNN■■ NNN1111NNN ■a■NN11■ ■■11■■a ■■N■11■NNN■■ ■Nm■ 1111 N■m ■■N ■••1111111111••■ ■Naha■■NN11■W ; ! 1 1 : ' ; : �N►'■ ■■ ■mN ■ ■a asm■11a 1111 ■a■ ■ ■__ : ! 1 I i � a p GN■11N■■ NN■N ■11■ ■i11Wa■ ■aN■_NN■ ■NNN■N 1 1 I .. + : ■ a■ ■g1111■11NNmm ■m11Nmm ■ ■ ■N ■■ mNN ■ ■■W■■ ■N011N ■■■ ■ ■ ■N ; N 1 1 i,■ i ■NN ■m ■■ ■mm ■N ■■Nm ■ ■ ■ ■ ■m■■ ■1111 t 1 1 1 I 1' 1 t i 1 1 1, N ■N ■NN ■11■■■■ MIME 1H�1111 i i 1 1 1 1 1 1 1 1 1 1 1 , 1 L't CC.11 • • C. L�itP f�■ ir« i . l':�C.ri:dt■I�'�L'lL:R11 ■ ■ ■■■ N m 11N■aNN11m■■ ■ ■mNa a ■N ■■■■■■■■ 1==••■■■■■ N ■ ■ ■NNaa ■ ■Ya ■aa1 ■ ■ ■ ■ ■N ■ ■ ■a ■N ■m ■■ ■■ ■ ■N ■ ■■■■■/NN ■ ■ ■ ■NN ■ ■N ■N ■■ 1111■ ■ ■ ■■N ■N■■■ ■N ■■■N ■ ■ ■■■■■ ■■■N■ NNIMi■ aamN11■N ■ ■NNa ■NNN ■W a ■■■ a■■ a■■ a■m ■ ■ ■ ■ ■ ■a■ ■■■ ■ ■■■ ■■■■■N■N■■■• I i■■ W11■ NN■■■■■■■ NN■■■■■ NN■■■■■ ■■■ ■ ■a■N ■ ■N ■ ■ ■ ■N ■ ■NN ■■N ■■NNa■ ■■ N■■■■■■ N■■ N■■ WN ■■N ■ ■ ■ ■W■a ■ ■W ■ ® •• ■ ■NNNN ■ ■ ■ ■ ■N ■ ■■ ■N■ ■ ■11N■ ■ ■ ■ • ! ■m■ ma■■■mm■■!-4t.wA - . La■17I.YACII./.TL J -, ■a■■ ■ ■ a■■ N11■ 11N■■■ ■11■11N ■ ■ ■ ■ ■ ■■■N ■ ■ ■■ia/ifiisk•Idh N■ YNllmiailiid \ii■ ■ ■ ■ ■ ■■N■ ■ ■ ■ ■Na ■ ■aN ■•• 1111 m■ am■ a■■■■■■ a■■■ 11■■ ■ ■ ■ ■ ■■11N■aN ■m.'1 ■ ■ ■ ■ ■ ■a ■aN ■N ■NN •■N■ ■ ■NN■ UNDEVELOPED LAND Wocl F, Forest 0.05 .0.10 Sparse Trees t; Ground Cover 0.10 0.15 Eight Grass to Bare Ground 0.15 11.2(1 DEVELOPED AREA Pavement 6 Roofs 0.90 0.90 Gravel Roads ti Parking Lots 0,75 0.80 City Business 0.85 0.9(1 Apartment Dwelling Areas 0.80 0.85 Industrial Areas (Heavy) 0,70 (1.80 Industrial Areas (Light) ... . . 0,60 0,70 Earth Shoulder 0,50 0,50 Playground 0.25 0,3() Lawns , Meadows 6 Pastures 0 . 2 0 •0 . 2 5 Parks & Cemetery 0.15 0.20 5/79 TABLE RUNOFF FACTORS FOR STORM SEWERS SINGLE FAMILY RlSID)EN'l'IAI., (Dwelling Unit /Gross Acre) 1,0 -1.5 DU /GA 0.30 1.5 -3.0 DU /GA 0.35 3.0 -3:S DU/GA 0.40 3.5 -4.0 DU /GA . I I 0,45 4.0 -6.0 DU /GA 0.50 6.0 -9.0 DU /GA 0.60 9.0.15.0 DU /GA 0.70 18 FLAT 0 . S % ROLLING >S% V : 111_: 0.020 100'/r Flo T 4 o h , r ,o 3 h P li h .0 cD(1 /00 Vr. riood 2 16.72 +0.6 = 1755/cc1 gpfirme. 25o L.r. 36 P'Pe 4Pp 5e r/7ou //ic'� 14e4Or , be n.vec,, F0,61 Q,d 0 —02/ , 0 � r . ... >� V, / p , + 2, k . I _ ?.!9.1 i Q = No -cF5. P' M -m .siµs) qo ---- -- 5...66 .. Ft ss e c .7.07 250 5.6 0. $ jeer 3 (2)(32.2) 1=0.0 For 4-... c m F.r 6 le .60 aQ �_- EL, : 17.55 4 _ dale designed by drawn by scale checked by approved by Fostoria & Gilliam Creek Basin Drainage Stu City of Tukwila ICC1V1 Kramer, Chin & Mayo, Inc. ...••• .!' ' . 7. 11; •. •, • Fostoria & Gilliam Creek Basin Drainage Study City of Tukwila • • ,•• : . . •!•• • •■••■ • • • • " t t • ••(.: )4•!. 4 *lit .0 • • ' s • • • • • • • • . • „••.. . „,y/ , •. • •• , (4'; • I. ▪ • A”. •..OW is 4 • • 4. • • • # • • si . . •• • • N. ' • 4i /i/ ' .. ....*. ... L. • 4` f.' , ... . ..... . ...1 :- ' * ' . • . ' i i ........., le r . • • • • ,,,*.' •.). / • ...: 49,,,„ , . rdp• . P., . • ... Nil/ • 7 • • : •::::•••....;•••"' .... " ••,,! V., c"'" . ; 0 tv•tilto ,./P'"'"•ftwho•,06,_......""."'.4*"*"4'.. • 1 (0/4/, . ' .. .'": • . - '•:". • . .."-.....".... ‘,,,,• ....-- .. Fostoria Basin Common Improvements • 10 0' 1000' 1/0 /1771, / • • ' • • • .. • •77.1Z=t,•....„ •■41 •• •• * 11.* * *. i" • ■•,....1: • h47 . 4 0 0.• 7•••/,4 ?it., • • 4.-• - Met • • • .4.0 • • .; 100 — ; • ••,`. A • 4 . 7 . • 1 1 1 : • ...:;;;;).;111t 4: A 01/11; •• 4 4": r • • . 4 ‘1.9 •;1' • . • • , . • • ••• #1, • . „ • •.././ • • s', •• • - V% • "•"" Le gend ....... V.; 1.// 4 f • • • • 6.••,•:•'/.••":!•••':•4 „ ..;:,A , A , ....„ 4 U .• • g .7%, . • .// .1 „ 170 cfs Peak 25 Year Unrestricted_ i• Runoff:'•,,,,..„li • • • • • —•• • • ' .1 • • ••. k.; ••11 • • a • * 10 /.. • p . • • • : * I • * • ' Z • ' • • • • • • ; ; Common Improvement •,. Outfall Lo6atfon in Drainage Route Number 2' • .icy • • • • /- • • • •-• • • . g 4 " • . . .• , , • . • P / • • • • ,• , : • s 1 * • • (... sr: . " * "^- 1 a** Vilitl111111111 [1111111 k:kw • • •.. • •-,••• • . . t. • .,,,.. . • • I • ••••., , • a • • • 1,•• • • • .1. I • . • •• „ ar. ...• • . • • • • /•\/ • • , • . .* \•,/ ••‘ „.,•• • a l} • „ •••••• • 4.1 /* • • , 4 ' .1 • I • • • • f• 1 * • ••• • ''•• • • •****. ••• • • "I. ft/ . b iPk" ' . .• ••,:•.. • ; •• • fl 1 /./ • • • • •• . • ` • Islit • • • •• • .1 „4' 4 „ . '• • :s• *:.•*•.`•:„` • 1 •:• „ . ' • * • " • ' • .*/: • ../' ." /7 ‹'4 • /.7 ." • 4* '4. . . • •, r •••■ •••••••`:' 0 • 1" • I; / *••■ ) • . ....... . Figure 6 h j9 • • / N • 4 J� N.. h / / i 'u o / / Y 1 • ; ,// / �, o i; ' 7/ / _.._ / 1 • / / t. • 'Y . `��\ ✓may • • r 'r,;'\ •. •, .• ' : , • " N • / ^ •fr T .' Li 1 .1 / • ^. . n 11 11i � ���� l ���p� �� l r� � � ri ��i� ;;� �� ■ �w�� i � ° I ����;� �;������:�:i�� � ®q ��� ' "�i�� , ; ;I11�1 �� '��IMIN A �Mi� �1■♦ff.. 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".� `s "> tt %: �•■■ � "aevC4E� � �'•■ � 1 � � .' °"��� � ��Ir11111H�� ���� f 1f111 rti � :1 1 u r n # � %.�� d�< � ■Ae1�1 ' � � � f�,,� � �11� ���1� � ';1���1 � f Ml �� Ii1�� �illl ��;:,�...A� ys{ � �� ��IIlr�l �r�� �� �n J � :1111 �: III ®l °��!!�11i11 I IA. °�r4 ! � . '1 ■ � �� � I> � ;;! � � •r; � 7■111111�� ; ■rf1� ®� r.11l �� � ��' , �i�i ■�� ■.ii■���t��19� `0 � � a � il�l� � illisi hails iiihN ��a. allinIiiusa I: I IMl�a� r = � � ■■ ���.�r : 11 �� ��� ��. � 1 1)1] ® ®� '� �� ■1 `♦' '11 I i I "CI�'! i •w � ���■ rt ■rye∎ *Qtll ^ f � � � 1 �c ��1 ���..I.�:r � 11 1111 11� - {- ��1��!!III���Ii t�ti ����■ ■:I�� !!•III 1111 ��r���A■ 111 1 � � � £�` <s ~�■ +1 � 1! �� � ���q � alb■ 1�i , �� _ •r �J 1~ 1� 11 � j j ■��s jp �� �iir Iri�tt J� 1 a � � v ° ..■e � .■ «� n . M i ; INI } sntri ��i nifi� 11 1/11/6 ��1M��Nl�� �u�p�6 11' '1� !�a!�!�M� it ii ���r:�1 1ii::1a1 "a � �► �� '��: r����� �� '�����Illgj�'lij a �:::: 'wl l N t ) • . I ' �1/ �� �III1 I ia�� !■ N a��l� �����1�� 1 �1°.�ill � r. � �� � �. �INI II I�111 1 . �.!!l11111 . '■�`w I�. �■.� �I�>mi�lf. ■. lllrr '^° �; +111I �■■1 � a 1 � � \ --- '■gp�Ql � ■ MIII °`, ■� � � .. I Ml1 n ■��� ������ l a l I � � 1 � �� ��� � 11� 111 1 8 16 � ff ��� M� \ � t J 1 1 ff j IIP��rklaor !1�� :��6 IRlilt MI lumI►��� ■ir� ■■ �� � � � : �� f11'ii�l� \'�Illllll �� .�lr.��Ifdaar.�11�f11.r ■. IA.. J�m,.._ '�■ •sip;. ,■ ■11111 ;:�"����1�����r1 " ■ I ll le � 911 i l• `� � i!I!IIII � � l � ' 1� `Iq �� �p� • •� 0�,� � � rft 1 � � of � , yea tienilll��14.410116. ortor �� r or rN� � it► I m iglll8 l8k � 11��1�. t lii n 1��o ���� ■� ■dr�llr,.�: _ 1111111 1 ■rrZ� %`:^ ��1C1 r .�IIIIIIIr. 1 .9 1.0 .9 1.0 2.0 NOTE: Loss of head values derived from this chart are for coefficient of flow C =140. They may be converted to loss of head for other coefficients of flow by means of the following multiplying factors: 1.15 for C= 130 1.34 for C =120 1.86 for C =100 1.57 for C=110 COPYRIGHT, 1962 2.26 for C =90 2.83 for C =80 4.82 for C =60 FRICTION LOSS OF HEAD COEFFICIENT OF FLOW C =140 Derived from the WILLIAMS and HAZEN Formula. Transite Water Pipe has a coefficient of C =140. Because of Transite's asbestos- composition, this initial high flow capacity cannot be reduced by tuberculating water chief cause of loss in carrying capacity. This helps maintain the carrying• capacity pr for future requirements and is an important factor in minimizing pumping costs. (Volumes in U.S. gallons) LOSS OF HEAD IN FEET PER THOUSAND FEE LOSS OF HEAD IN FEET PE1R THOUSAND FEE • ��� 1 1� � ®� ����"'■ i. i il� ICI � �� 11 � � "q �M N1 ■ ���1 ' ���;;�a��a,'�: it i ��ii::� �M t ii �l i L � � � ►����� � ��� � � la�� i� � Yfl! 1�� =1 1 �� �.19111��1111 11 111j�� 4 :r4li • iii ll �l !M� � . ■.�.�1�1111 ..�. �����.�_ fir. d 11 : 1 : : : :il ���pNMNlli " 111 ; � 1 11 III ; hil N� 111: • '�dl Ibi I ll II . ■�,, ■ - Uhl III IIII ' Iii ° t1M11ll �i� 1 1 �. . .. �I,p� �.�, _ _ 11 _ p ��i�r ► II I ■. �111111.��� �i�" ��rr. ..� � I�li ■mr. ►�M■.r.pnllir..r izll MI���.����1 �:. �� � � - � -�� `` . i�r es ' ����Irii►e,l_�������At�M ».._ �L��1111 � i lmti • �� '" ° q�t�l" ".111111 jt► ' � ' �'� ' �II�� r 1 � � ° 1 1 11 ''1 �~'� =�1; Y- � �■ 1 •�� .� � At ..■■ I In1 •, �� ��� AhhillillineNNEMCIIIMIMIL � IIIIINII �� � i �• j �id131t�p " III! ( ■ ����'I� � %�I� Q) �� Ili A 111 }y ��������� ®� �I1I�IIt 11 ` tr 1 � ��_��� ���111 Il� ��■ i. _ M ������Ijlll ~ � \� �� a �� � 1 � 1 ��'�'llll . � '`■■x.:1 �� � : : :: : : : :::::l 71:1: '■1: , o�l�������lIC�Illi�iiillll�! ���IPiii�� _��1. �efaN1� IL 111 qq ��� �N�1�111�.■�I:��� ®� ■I�mir�.._ Il�ra■ .11111aE1r ■r \��� \�. C���Ilitlllar. _ .. UM P / IM I �� �6 111141111 il`�, ■c hill i II�I pa -.,;, - �r,,�ININ I�IR Ir � 1��� 11 111IIN111i1 MO ■ � � � � �1 ��I��i. ■.11: @Nlar ��,�� ��rr.�.. �.ri ..�lllGd� ..� ��.rr . w r.11 ill '� �\ �■ � ■ ■ �i� IA�� ��rt��� �� ►•,., • ., �• ■ ■ f i � "'m�aage � 11 /11 c�■ 11 :1 � Y !' ��: a�111 1111.�t7>� 111 , ■� I ' \ 'i � • • ' ■�� ■1 - rl "° mlr� �� •qn - -• .rl - �lrr: � � - -� ■�� -•- a8�— � ■ ■ ■■""';,::: ,Ip � .rll �����iill Illrallidqhfilketmt l etmt M �� � r .billr���� �0���1 111��� ii � ���� �1���� l lll� k � 1��� 1 �� � 1!!� � i %:::� z7 �� �11��:;1�;:1 1 111A1� �" OPP91 ` � ► - e — �■1 A � r��i1 p Q � '�+ 111�� 111 ' "d E �� \■ � °'� �(� "� ■�C .�;/� " p01 •' • ��� Il�� '� •�,'� � �■a� � � ��Il' I I'lllll 1 , a 1 ` 1 ��� .. 111r1 ili , �. 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Ir1 111 111 RilPlithiaNNEENNIERMINIIIUNINIMMIIIIIik ��q � � � ,��r�lIIM111� ��� �� �I�� � ,'��,,. , , , . ,,; ��, ' 7 ` �'rr;�glGsi�OgtlCtlA NNEEN..__ �� II 1���NI ! 11118 , , �1..... ��lltiar��! 1 �IIIIlil1 ■.. 1.111 ..� �:.►_ Irlr �� � I� l� 1119fs��r�... _ •.. �11l7► ».... .,li 1 ra; 11 ` � . "�\ ally ■�� �r �A °� ` 11 f; s �, ��■ � "re ■� r/ •. .■ Ilil '�� ■ 11 Iti " � \r ■!�� � Ott � � �� 1�1 r1 ` `� ■ � f 11 '� �� r •s el 1 i irab .Nli1111r:+r�l IONNEUTO r ini "■ r t� aMINEM �!1, I IIMIluiuf.r n tiger !.�1111nali11.g t� f �� !��011111111i11l! ■■ �, • ■ \� 1 '! i � �\ . `•� ������ r `"�+a � s •r•llli \ ....., � "� � '• ■�11 �\ \ �°�8A`Q ��•r■ ■1111 1 1 1 111 � � • �ill1'�� li�ll�� -���A '�11� t� �* �� � ��' i.l�� jw 1111��A� 1 11�I�f1. oidimpiiiliiiiir 1 �?' 1 !�ionsi�1 ��.!!iII�.r■r: ►. ��•. immummoilimissimaniamono � a� ..� ��111111.�.r■■._l1111m 1111111111111h111111111ININIMMINMRIEWINFRIPIIIIidgL ■ ;;i mp Ilp����� " <<��I�ql "�4 ��4�dl���iiiiul� �(��; �� M �-��� ■■/1, ��� .. ...11,1 � i •i ��'yra,���11111111:��G► n�1r� �I.... 1111ar •:tk'��1��1■..1►. 1�11111�.r■.�_ ��.1� ..11g1������1111 �� ' � r1 IIr1�1 � ■ �� ■4.IrtU��a�. ��� ■� ►` ^ ■us11111����'Illllilil � � ��■ � 111111 ii���11�R�� iMl iiiii !� I IIII��IIME II. IIIIMI 1� niii111ii�INNU '.��'i11!��MO 1 Illll IP OID 1- 1111111 RI EM �I N� NIA IPI 1 � t 1 1� � - r.w■ 111 �'r�.11111 111111g 4iiiaiiiiiiiiiiMiligitFEIMME �1����lrii�l'11a111 �� w� ■■ ������� �� �� IINI 1 '1 N ■ ��■ � N � '�.,� I�11� �1�1�N ff :: �,,��� ����.I ,���� . �� � ��11 ! ' �'I ■ iii Iiilriil►,■iiiiiiil ► iiiii fill P i Ni �igi111� � i Ili.: i11111111 _ iti' iii Ir+�Op r'��i� •- � �I M # l�le► r .. � �, � �� � 111 . 11�. :�:,�... . '. �� '��, r •Cij 1 � l''�� � � t.:■ ■ ■, r�ll�� 'Ca■■rll 11111 IVIIIIIIMMINIENNIMPONAIII �pR1 er ��Ip �rr�tl. ;`�:� � e 1 �; ���C1�����$ � �_�' i ` � Q ►�� ��■ t. � � � I� � ■ � �11� N�� °�11! !I CN�iiiil��'�1���,��� ►rliii11111':�I j'1 1 11111.1 11111 caiI 111 I i1 �4a�� EN 11 1 P 11111 •.11 �Mr�11r1��L�1111111rr.1! 1����i.r >: �1•• __��� � Iii I�II��s.. �IIIII 1 •��!!!! '�.. �.gg� ►� 1p. 1 ,� 111111�■rr.. 11� .r■_.����11<f1r�� ■... 11tl��rrr.1�litar�.l 1 30 40 50 60 70 80 p0 r coefficient of flow efficients of flow by C =90 C =80 C =60 FRICTION LOSS OF HEAD CHART COEFFICIENT OF FLOW C =140 Derived from the WILLIAMS and HAZEN Formula. Transite Water Pipe has a coefficient of C =140. Because of Transite's asbestos-cement composition, this initial high flow capacity cannot be reduced by tuberculating water the chief cause of loss in carrying capacity. This helps maintain the carrying•capacity provided for future requirements and is an important factor in minimizing pumping costs. (Volumes in U.S. gallons) LOSS OF HEAD IN FEET PER THOUSAND FEET OF LENGTH LOSS OF HEAD IN FEET PER THOUSAND FEET OF LENGTH NOTE: Diameters derived from this chart are for coefficient of flow C= These may be converted to diameters for other coefficients of flow by means o following multiplying factors. 1.033 for C= 130 1.063 for C=120 1.142 for C=100 1.100 for C =110 30 SO, 60 70 80 90 1.185 for C =90 1.261 for C =80 1.365 for C= 60 ITEM NO. DESCRIPTION & DIMENSIONS QUANTITY UNIT UNIT ICE TOTAL Su3 .3 .._.. - �_� __ .._......._...�____...__.._...- ....... ____�. . - op C. t. s • -. 2- Li Coo .. .. .... 3. 3 . (b6 - .....4'I) 00 .." - r-6',94. .ITEE i"c? . _2.(1.iAC6 T. i:v -Lik(r . GIaTC.. -._ 4.4.... O-T 5 (. . ... . .-- I _ .. 13 D r T U 4 r,I 7 iCOVErM.0 . r5 - . . T t i o M 4 1 3 0 0 . T _ _ . Av& .z, ..To..... t33ti °._ 5.c., cLe. ) -4 � LA .__ .: iti .i.r' .wr _.._.... . ..... ,. '.00' 'zs'O C 1 > g. Ls 3o . 19 Sao ' I g 2.0 ` , 2I 1 .. -:.0 L:vc✓Lt-..I ..e. S.,E M E fo '.. w/ - - -. _ -- __.___ �, 14 Tr :- ? .H�NV.._ r+BovE .. ...._.- __ . Pn . V E )si- , r - AB ILIt .n0 c_i-kA01-- ) I . M nM . . RIO . 0.)p_____,_ .._ .... . ... .__ ..... . . . . . .± . . r ' : - : __....._._.._ (('ewii L' JC, -_ _... -3Q . 2.0 -._' - - - - - ' -z.y. • __..:. . � . 1 -- - • .. _ . .2.P. 0. _- -.. - _ ._ /.S:9 .... .i12(. - 2_ 'O . . ,, C7 r ..__.”(...... ..'_ :: _.._ .'-E.O ..._.:200 - ..-- ....1.....'.. .._.... . _, .._ -- ' .. / .. I3o . . 3 . 3 20 6, ' 730 . I _ L S c /-5 !- . c.-.1i ..c4 CY Le Sir' L s .1..5 C Lr ... 4S. L5 L F LF LF S LS F P g `' `� - 86 '': o MayE ' � o p 4 'a- j .2.3 ._.. 2.0 o 1 1 1 Z000 5 la m 4ScD 6,39oo . 22 LI b 0 100 2 -000 7200 I sm . 00 .2000 1 0000 yc9go 12 4 $0 >o7EsS X 25 - 0 1-/ c-_00 * G E\r /ii,i ? ) 6tlE . . i i V - . . . . G LCAti i%< J e ti;.r_AC✓tC >i.... __ _ ...___.... ....7.- : C.rin 10 , ... .7411)tD_ Q !SJ(S fSTA.tBi41.zL9T1 . .. - _. -•- _. _e.:_4 ri.ti• iNG,% E► J CAZI- G I u.G.- _----- ........._.- ...... ... 2%P 2qf? -- -- -- _.. ....- ...- .__- .._ - -. . . . . -.... - PEPc-Ac&.metir of poorL' C_orvdlnoN H(3," * C...uLV t,r 1.k.),.,11 A !Jw . 48" LULV&RT, E o ...... AVEw��T' P A:1 ..N IN,,, r -Ort. A L'v6 SC-_oIN'1Nr *r e .t=o' .GUL.Vc --r -T. . . .....____.._._. - .2Y_1 - -.?1.1._ "- •--_._..__— C1-IA) L TM( ?!aVE- 1.1C.,JT IL r;.!) N/i1X?_ /E hC/ t.:6 1rV.C?......... .... .. .._ ._.. , 3:�. 2L1?'- :fN • .. .._. _ ._.. _..__ .... ...._..._.._._....._._ Ou r1 4 ( ccE / OUT . -_ ._.._.:.- 12.E0ACV6 SETA) IIAA rVT rpto - .. ovr ' ...... cE.G.T O(:- 5oBtiA. - elGe.) pUTFraLL .. -... burrA -Ll_. (2,E:74 ce .4,E i.§ 2C P.... -....- ...... . . ..._._. -. . /6" . . 24" a c P .... - _._... 30" RG P QUTf P e-6.c. 1 4 ) T" „t,. .4 r. rC L Y'' . ..... F LAP, . vATF_ ..... __- .... . tibrz r e:otilr elz rc-rP ... ..._-- - -.... 26 / , sy 14 73s Estimate of Construction Costs Job No. /0`47 - 0 f By: <.�6 Kramer, Chin & Mayo, Inc. Consulting Engineers. Architects, Applied Scientists - 1917 First Avenue. Seattle. Washington 9801 Phone (206) 447 -5300 Project - 1 - 4 Da A-f &JAG E. Subject Sheet of g On w1 PnOv6i(-fuvr5 Date: 1 O /8 &S Chkd By. Date SUMMARY OF MINIMUM DESIGN CRITERIA FOR CITY OF TUKWILA COMPREHENSIVE DRAINAGE PLAN 1. Reference Datum: King County 2. Reference benchmarks shall be per King County records and so designated as to identify number or name, location and elevation on the plans. 3. Storm drainage systems shall be developed per Flood requirements of DOE, per 100 year flood elevations supplied by King County Surface Water Management for the Green River, if applicable. 4. Detention formula: The Yrjanainen and Warren Method will be used to determine the volume requirements for storm water detention facilities (see attached). 5. All storm systems within the City of Tukwila not directly related to the Green River shall be designed per rational formula (CIA), 10 year, single event. MINIMUM Retention Requirements 1. Direct discharge into the Green River is preferred over retention. However, when the downstream pipes storm drain- age system is not adequate to allow direct discharge, reten- tion shall be provided in the system, either surface or subsurface, per King County Standard Requirements and Design. FLOOD. Zone Control Permits 1. Where the development is'constructed within a recognized flood plain per the firm maps on file with the City, the City's flood zone control ordinance, and the DOE flood zone control requirements shall be ; met:. DESIGN Requirements for Storm Drainage - Pipe. and Appurtenances 1. Pipe less than 12 diameter shall be concrete per ASTM C -14 . Class 3. 2, Pipe 12" to 15" in diameter shall be concrete per ASTM C -76 Class 4. 3. Pipe 18" in diameter and larger shall be concrete per ASTM C -76 Class 3. 4. Ductile iron pipe and fittings shall be Class 50 with 8 mil polywrap per AWWA C105. 5. For private developments only corrugated metal pipe and fittings shall be 14 gauge minimum - galvanized steel with Type 1 treatment coating and /or aluminum and / 201ECNE coated steel. ��[[���� FEB -3 1926 .. 4 11 ,..4• .L. ••• .., ef 3.1. • •••• ■ _ . . .1" .. stnn.... . - 4, 1 =Cr.:A ; ;' • 111.7 r 2 ... . _ • 7. i - t. .1 * • . .,... 4.;,4.0 , 44.rit , , 0 ,.... ;i0.4 44 4 p . .....4 .,,yr v _ r i.f : 13.?1 , 4 5e4 4 ”.. -4- 1;4 .*:.,..5.„tr...p . ,t i . ‘ 1 . ,..-1--_ , ..c 4 - ,..„4 . .. „Al, ..4 . _ ' . .. ...__ __ . 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L L � L L L L L SHAMROCK CENTER 47TH AVENUE SOUTH AT SOUTH 134TH STREET TUKWILA, WASHINGTON JOB NO. 886 -26G j AN ` I iJ 1 9`O 1 • L { Table of Contents Project Description Page 1 Scope Page 2 Site Description Page 2 Subsurface Conditions Page 3 Seismic Stability Page 4 Ground Water Page 5 Laboratory Testing Page 5 Conclusions and Recommendations Page 5 Seasonal Working Conditions Page 6 Site Preparation and General Design Considerations Page 6 Auger Cast Piling Page 7 Slabs on Grade Page 8 Paved Areas Page 8 Loading Ramps Page 10 Utilities Page 10 Drainage Page 10 General Page 10 Appendix A Test Pit Location Map Appendix 8 Test Pit Logs Appendix C Laboratory Test Results WIN Pacific Design Associates 4039 21st Avenue West, Suite 102 Seattle, Washington 98119 July 11, 1988 Job No 886 -26G CASCADE GEOTECHNICAL A DIVISION OF CASCADE TESTING LABORATORY, INC. 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 KIRKLAND: (206) 821.5080 SEATTLE: (206) 525.6700 Attention: Ken Chin Reference: Shamrock Center 47th Avenue S. at S. 134th Street Tukwila, Washington Dear Mr. Chin: At your request, we have conducted a subsurface soil investiga- tion at the above referenced site. The following report presents our observations, conclusions and recommendations. PROJECT DESCRIPTION We understand that the proposed project will consist of three (3) large concrete tilt -up, office - warehouse buildings with concrete sl b-on-9rade floors. A site plan dated 6 -14 -88 •and elevations dated 6 -15 -88 (P.D.A. 088 -5047) were provided for our use. We understand that the Healthco and Pacific Western Agencies buildings will utilize a ramp down to a dock -high loading area. We under- stand that the warehouse portion of the Pacific Western Agencies Building will have floor loads of approximately 600 p.s.f. A covered storage area is planned adjacent to the north side of the Pacific Western Building. The storage area will have floor loads of about 600 p.s.f. also. The floor loads of the Healthco Building will be 150 p.s.f. As we understand it, a total of 10 to 20 heavy trucks will visit the two buildings each day. The O'Sullivan building will be used as an office and a heavy equipment shop. July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 2 CASCADE GEOTECHNICAL SCOPE The scope of our study was to test the subsurface soils of the site and to present conclusions and recommendations regarding foundation design and placement, floor support, drainage, fills and pavements. Our field work included a visual reconnaissance of the site, the excavation of six (6) backhoe test pits and the drilling of three (3) test borings. The test pits and test borings were located in reference to the proposed building locations shown on the site plan which you provided. The test locations were limited by the single family residence in the northeast portion of the site. In addition to our field work we have reviewed a previous soil report by our firm dated June 3, 1985 which was done for a different project proposed on a portion of the O'Sullivan site. The previous site work included three (3) test borings and fifteen (15) test pits. The test pit and test boring locations are shown on the site plan presented in Appendix A. The test pit logs, test boring logs and detailed soil descriptions are presented in Appendix B. All eleva- tions mentioned in this report are referenced to the existing grades at the time of our site visit. SITE DESCRIPTION The site is located in Tukwila, Washington, northwest of the South 134th Street, 47th Avenue South intersection. The majority of the site is relatively flat except for the far east side which slopes gently up to 47th Avenue South. Two (2) old abandoned buildings are iodated in the west half of the site. The larger structure is an old, wood frame warehouse with a July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 3 CASCADE GEOTECHNICAL dirt floor. The smaller wood frame structure appears to have been used as an office. The area east of the existing wood structures appears to have been used as a parking and driveway area. A large, concrete tilt -up building (Far West Paints) is located adjacent to the west property boundary. As we understand it, the adjacent building area had been filled and pre - loaded. A small asphalt paved loading dock is located on the east side of the old parking area. The eastern portion of the site is slightly higher in elevation than the rest of the site. The east side is vegetated with thick grasses and small trees. An existing single family residence is located in the northeast corner of the site. SUBSURFACE CONDITIONS The site lies within an area that has been geologically mapped as recent alluvium deposits underlain by overconsolidated glacial till as described on the Preliminary Geologic Map of Seattle and Vicin- ity. The soils observed throughout the site appear consistent with this classification. The test pits and test borings showed that most of the southwest half of the site has been filled. The uncontrolled fill varied in thickness from two (2) to four (4) feet. The test pits and test borings in the northern half of the site showed organic silts at the surface. The organic silt unit contained occasional layers of fibrous peat. The thickness of the organic silt unit varied from fourteen (1) . feet in test pit 1, to three and one -half (3 1/2) feet in test pit 8. Fill material was found overlying the soft organic silts in test pits 9, 10 and in test pits 16 through 20. CASCADE GEOTECHNICAL July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 4 Below the above described materials a five (5) to eleven and one -half (11 1/2) foot section of very soft clayey silt to silt with interbedded layers of peat was found and described in test pits 2 through 11, test pits 16 through 19 and test borings 1 through 3. Just beneath these materials, a loose, fine to medium - grained sand with occasional red flecks was encountered. This sand represents the basal Duwamish River Alluvium deposit found on the site. Most of the test pits were terminated within this sand. The sand was found between thirteen and one -half (13 1/2) and fifteen (15) feet below the existing surface elevation. The sand was between one (1) and five (5) feet thick. The six (6) test borings drilled during our site investigation extend through the Duwamish River sand into a layer of glacial till which varied from four and one -half (4 1/2) to eighteen (18) feet in thickness. Test borings 2, 4, 5 and 6 were terminated in the till. In test borings 1 and 3 the holes extended through the glacial till into a fine -to coarse- grained sand. These test borings were terminated in this dense sand. This sand has been interpreted as being part of the Older Sand Formation. Seismic Stability The seismic stability of the alluvial soils is poor. Moderate seismic events may cause the soils to liquefy and /or consolidate under load. were moist to saturated. Most of the materials examined and sampled during our site investigation are moisture sensitive and drain poorly. July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 5 CASCADE GEOTECHNICAL GROUND WATER Ground water seepage was encountered throughout the stratigraphic section of this site. All materials sampled above the glacial till LABORATORY TESTING Several tests were performed on soil samples in our laboratory. The soil samples were obtained from test borings 4 and 5. The laboratory testing included twelve (12) moisture content tests, one (1) sieve test, two (2) tests for percent passing #200 sieve, and two (2) Atterburg Limits. Laboratory testing was also performed for our previous study. The results of the current laboratory tests are presented in Appen- dix C of this report. CONCLUSIONS AND RECOMMENDATIONS This site has very poor soils and will be difficult and expensive to develop. The proposed development is feasible if all our recommendations are closely followed. We understand through conversations with you that the maximum tol- erable settlements are one - fourth (1/4) inch in ten (10) feet dif- ferential, and three - fourths (3/4) inch across the buildings, ex- cept the covered storage, where one: (1) inch of differential settlement can be tolerated. The surficial alluvium deposits ob- served throughout the site would undergo very large settlement if 'buildings were placed directly on them. July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 6 CASCADE GEOTECHNICAL Pre - loading the building areas does not appear feasible for any of the proposed buildings. The proximity of the Far West Paints building would not allow an adjacent pre -load; the existing build- ing would be badly damaged. The very high warehouse loads combined with the light office loads in the Pacific Western Agencies build- ing would result in long term differential settlement of several inches, even if the site is preloaded The large difference in thickness of organic soils under the O'Sullivan building would also cause substantial, long term differential settlement. We recommend that all building and floor loads be supported by reinforced auger cast concrete piles. Treated timber piles are not recommended for this project. Vibrations caused by pile driving may cause settlements to occur within the neighboring Far West Paints building. Seasonal Working Conditions The surficial natural and fill materials encountered on this site are moisture sensitive. We do not recommend initiating site devel- opment during wet weather conditions. Additional site develop- mental costs could be incurred during wet weather conditions and greatly increased difficulty would be experienced. Site Preparation and General Design Considerations Placing fill over the soft silt, clay and peat will cause settlement of these soils. It should be recognized that settlement of parking areas and sidewalks adjacent to buildings on piling will be noticeable, so provision for utility connections, sidewalks or other features to accomodate settlement should be made. Generally settlement will be proportionate to the fill thickness, so large fills will cause much more noticeable settlement. July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 7 CASCADE GEOTECHNICAL Raising grades has the advantage of reducing cuts into the soft wet subgrade. Thicker fills will improve the pavement subgrade. Leaving the sod in place would make it easier to stabilize the parking area subgrades. We should be asked to review and comment on the proposed grading plan for the site when the plan is develop- ed. We recommend that trees, brush and all existing buildings be removed from the site. Any subsurface structures that may be encountered during site preparation should be removed and backfill- ed with imported fill that meets the following gradation. The fill should be placed in twelve (12) inch loose lifts and com- pacted to 90% of the ASTM D-1557 maximum dry density value. Due to the sensitivity of the surficial materials found in the northern and central portion of the site, we recommend the use of wide track equipment and "arms length" excavation techniques. Special consid- erations may be required for equipment access and loading and un- loading of trucks over the soft and yielding surficial soils. Auger Cast Piling Sieve Size Percent Passing 4 inch 100 *4 25 - 75 *200 5.0 maximum. Based' on the fraction pass- ing the 114 sieve. Fourteen (14) inch auger cast piles which penetrate a minimum of five (5) feet into the deep, medium dense to dense, silty sand with gravel unit and are a minimum of ten (10) feet long will support July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 8 safe net working loads of twenty (20) tons each. Higher working loads per pile may be achieved with deeper penetration into the dense material. We anticipate that the auger cast piling lengths will vary from a minimum of ten (10) feet to approximately forty (40) feet. The loads above are adjusted for down drag forces imposed by consolidation of the upper soils. They should be reviewed after grading and construction plans are prepared. It is very important that we observe the pile installation to confirm that adequate bearing is reached. We recommend that a minimum grout strength of 3000 p.s.i. is utilized to help insure pile quality. All piles should be reinforced as specified by the structural engineer. Slabs on Grade CASCADE GEOTECHNICAL We recommend placing a minimum of four (4) inches of free draining material below the slab floor to act as a capillary break. The free draining material could consist of a clean sand or crushed rock that has less than 5% material passing the #200 sieve, based on the fraction passing the N4 sieve. We recommend placing a vapor barrier between the slab and the material used for the capillary break. If desired, one (1) to two (2) inches of sand may be used on top of the vapor barrier to assist in concrete curing. Paved Areas We recommend that all work in paved areas take place during dry weather. Due to the moisture sensitive nature of the on -site soils and the highly variable nature ofxthe fill and native soils, we recommend that all work in paved areas be observed by a repre- sentative of Cascade Geotechnical so that additional or alternate CASCADE GEOTECHNICAL July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 9 recommendations can be made. A minimum of about two (2) feet of gravel will be required to stabilize the subgrade. In many areas the existing fill is stable and may not require additional fill. The fill should conform to the specifications in the Site Prepara- tion section of this report. Fabric should be considered to help stabilize the softest areas, especially if the grass is excavated. The variability and consolidation characteristics of the alluvial soils found throughout the site will affect the durability of the pavement on this site. Some settlement and resulting pavement repair should be expected. Therefore, we recommend the use of a temporary pavement section which can be easily and inexpensively repaired for one (1) to two (2) years. After this time period, a conventional pavement surface would be placed. We recommend that the temporary pavement section consist of a mini- mum of twelve (12) inches of 1 1/4 inch -minus crushed rock with a chip seal surface placed over a stable gravel subgrade. Prior to the placement of the crushed rock, we recommend that all proposed paved areas be extensively proof rolled with a loaded dump truck to reveal any soft areas. All soft areas should be sub- excavated as determined by the Cascade Geotechnical representative and replaced with a geotextile fabric and 1 1/4 inch minus crushed rock. Stabilizing the subgrade will require a substantial amount of field engineering, due to the highly varied conditions. We recommend that the permanent surfacing consist of a minimum of three (3) inches of Class B Asphaltic Concrete meeting WSDOT specifications. �, CASCADE GEOTECHNICAL July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 10 Loading Ramps The loading dock ramps will almost certainly require excavation into the soft native soil. We believe fabric and about three (3) feet of crushed rock will be required to provide a stable subgrade in this area. Utilities Utility lines which are small and shallow may be supported on fill, but some settlement should be anticipated. Deep or settlement sen- sitive utility lines may require pile support. Utilities should be backfilled in accordance with the fill specifications contained in the Site Preparation section of this report. Drainage We recommend that all roof downspouts be tightlined away from the building to a suitable drain outlet. Perimeter drains, bedded and backfilled with pea gravel should be placed around all buildings. General It is especially important that we be engaged to review the plans when they become available. We should also be engaged to work with your design professionals in the development of these plans. We recommend that we be engaged to observe site preparation, the placement of auger cast piles, fills and the construction of the paved areas. CASCADE GEOTECHNICAL NV July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 11 We expect the on - site soils to reflect our findings= however, variations may occur. Should soil conditions be encountered that cause concern and /or are not discussed herein, we should be contacted immediately to determine if additional or alternate recommendations are required. This report has been prepared for the exclusive use of Pacific Design Associates for the specific application to the Shamrock Center project at 47th Avenue S.E. and South 134th Street in Tukwila, Washington in accordance with generally accepted soils and foundation engineering practices. No other warranty, expressed or implied, is made. Thank you for this opportunity to be of service to you on this pro- ject. Should you have any questions, feel free to contact us at any time. Sincerely, CASCADE GEOTECHNICAL er Ge•rge E. mb, .E. Principal Engineer n C. Sadler Engineering Geologist JCS:lal APPENDIX A • APPENDIX B T P - t Soil Description and Classification T. P • 2 Soil Description end Classification 0 - - - - -10- O- 14.0' ORGANIC SILT t PEAT; GRAY TO DARK O•- '" - w5 ' -, - 0-5.5' ORGANIC SILT: DARK BROWN, LITTLE PEAT, DROWN,TRACE SAND, TRACE GRAVEL„ LOCALLY THICK LAYERS OF PEAT, Ofl4LR• WISE SILT INTERBEDDED WITH THIN IAYQ O PEAT, SOFT, MOIST TO WET COL-Pt 5.0' HEAVY GROUNDWATER SEEPAGE. ; =WHING ASSOCIATED WITH HEAVY SEEPAGES. 1 1 I - 1 " TRACE 6MVP L., DAMP TO MOIST, SOFT (OL -PT), • ' 5.5-15.0' CLAYEY SILT TO SILT; GRAY TO BWE BRAY, WITH ORGANICS, INTERBEDDED WITH LAYERS OF PEAT (ML-PT). 13.5' HEAVY GROUND WATER SEI�lPAGCS. -15—, - _ : : ::.: tttt : :ia :A.,4 °ti ts t: 14.0 - 15.'5' 5ANQ; GRAY TO DARK GRAY, FINE- TO ` MEDIUM- GRAINED, TRACE SILT, RED GRAINS, ANGULAR,SATURATEO ESP). •is •/. _ - .,.,,��. " if } ' '' T Q` IG 5' 15.0 -16 SAND; 6RAY TO DARK GRAY, PINE- TO MEDIUM•13RAINED, TRACE SILT, RED GRAINS, ANWAR,WITH THIN IAMINATTONS OF SIM SAND,SATURATED(SP). T . X155 p . N otes , GROUND WATER SEEPAGES DEL W 3.0' N otes , blecur D WAT SEEPAGES BELOW T P • ? Soil Description and Claudication T. P • 4 Soil Description and Claudication 0 0 o- 5.0'QRGANIC SILT; DARK BROWN, LOCALLY I 1 ' 0 • S.O'ORGAMIC 51 LT; DARK GROWN, LOCALLY = -5 PEATTY, TRACE SAND, TRACE GRAVEL, DAMP TO MOIST, . SOFT (0L-1 '' .. •S- :1. t. PEATTY, TRACE SAND, TRACE GRAVEL, DAMP TO MOIST, SORT COL' PT). - -` -,/s! _ - 10 - ' - -Is— %+ ,, 4 5.0-15.5' CLAN'EY SILT TO SILT; GRAY TO BLUE ., 5.0' 14.5' CLA`+'EY SILT TO SILT; GRAY TO BUR `- . ' GRAY, WITH ORGANICS, INTERBEDDED WITH LAYERS OF PEAT (ML -PT). , .� '10 — DRAY, INTERBEDDED WITH LAYERS OF PEAT, SOFT, MOIST TO WET (ML- PT'). 9.0' HEAVY GROUND WATER SEEPAGE. 'IS -0,4 14,5 - I G.O'SAA D; GRAY TO DARK GRAY, PINE -TO ,j.....-'444:7 t. ? 15.5-16.'5' SAND; GRAY TO DARK GRAY, FINE -TO "' "�` - „, I ` MEDIUM•6RAMNED,TRACESIIT, RIDeRAI4.1 ANGULAR, WITH IA MINAT1oN5 OF SILTY SAND,SATURATED (SP). - •' T D Ico.3' MEDIUM•GRAINED,TRACE 51LT, RIcDGRAH4 \ ANGULAR (SP). MODERATE TO HEAVY Gonot4D WATER; Notes, MODERATE TO HEAVY FUND WATER ,Notes, SEEPAGES BELOW 5.5'. SEEPAGES EGLOW 5.0'. TEST PIT LOG -. CASCADE GEOTECHNICAL Shamrock Center A DIVISION OF CASCADE TESTING LABORATORY. INC. DATE MAY 21, 1585 CERT. N0855 -1 6 -26G DwN SY ES DT I CHKD VV JVPR t I! - 5 Soil Description and Clarification T f! • ( Seal Description end Clarification Q 0 0 - 4.5' ORGANIC SILT; DARK 5R0WN,Ot AS0NAt• 1 i 0.4.0' ORGANIC SILT; DARK BROWN TO pROWN, - + . IAYERS OF PEAT, TRACE GRAVEL, DAMP TO MOIST, SOFT (0L-PT), I 1 OCCASION AL tfti .S OP PEAT, TRACE SRAM., MOIST, SOFT (OL -PT), 1 ; -s ue - - N0- - - -'•'!' • _ - - , 1 I 4 -13.5' CLAYEY SILT TO SILT; GRAY TO GLUE - -10- - ... - • - 4.5- 15.0' CLAYEY SILT TO SILT; BRAY To BLUE• GRAY, TRACE GRAVEL, INTERBEDDED ' WITH PEAT- FIdROUS,SOFT, WET (ML- PT). 4 BRAY, WITH ORGANICS. INTERBEDDED � WITH Il�YERSOF PEAT, FIBROUS, SOFT,. DAMP TO WET. (ML -PT). -IS 13.5-14.5'110; GRAY TO DARKORAY, FINE-TO .4 .; cII; 15.0 -16.5' SAND; GRAY TO DARK OKAY, FINE -TO T D 14.5' MEDIUM-GRAINED TRACE SILT RED GRAINS, ANGULAR, W ET (SP) - ,, ., De . IG g , MEDIUM - GRAINED, TRACE SILT, RED GRA INS, ANGULAR, WET (SP) Nets., GRANND WATER SEEPAGES DELOW G.65' .Netesi T P - 7 Soil Description and Clarification T. P • 8 l Sail Description end Chulllcetien 0' 0 - - 0 -4.0' QR6ANIC SILT; DARK BROWN, OCCASIONAL - ` - -5,. . - . - NO t 0-3.5' QRISANIC 51LT $ TOPSOIi GROWN TO LAYERS OF PEAT, TRACE SAND, TRACE GRAVEL, MOIST, SOFT (6L -PT). h ? f l DARK BROWN, OCCASIONAL LAYERS cc KIK V ACE SAND,TRACE 6REL, MOIST, SOFT (oL -PT), .. -5 . - " - N0-r"s. - - -IS - . ti , . _. :.... - - - w 4.0 15.0' CLAYEY SILT TO SILT; GRAY TO BUJE f 3.5-14.0' CLAYEY SILT TO SILT; GRAY TO BLUE: GRAY, INTERBEDDED WITH 15YERS OF PEAT - FIBROUS, SOFT, WET (Mt • P GRAY, INTERBEDDED WITH (BYERS OF PEAT - FIBROUS, SOFT, WIT(Mie .I5 „TD. - ., }' l'11. 14.0-15.5' SAND GRAY TO DARKQRRY, FINE :'::'• ' 15.0-1660 SANQ; GRAY TO DARK GRAf, FINE -TO 15 5' MEDIUM - GRAINED, TRACE SILT, RED • GRAINS, ANGULAR ,WET (51 -. - T. DA IG.0' MEDIUM- GRAINED, TRACE SILT, RED GRAINS, ANGULAR, WET (SP). .Netao, GROUND WATER SEEPAGE5 BELOW 4.0' GROUND WATER SEEPAGES BELOW 4.0' , NM 4 „ TEST PIT LOG .• CASCADE GEOTECHNICAL Shamrock Center A DMSION OF CASCADE TESTING LAIOMT01lY, NC, DATE AAA / It_ I gwS lCERT wclR55- 1.AG /AR6 -26G inwki iv our. n r I ruvn iv YOO L e- 9 Soil Description and Classification T. P • I 0 Soil Description and Class''WO , 0 ' . ..., �:_.:_ 0.2.0' ,;ANDY Eur WITH GRAVEL G EARNED •S -1 - : •: �... �� � 4. O -3.5' SANDY SILT WITH CRUSHED ROCK; VERY DEBRIS (FILL). COARSE, HEAVY GROUND WATER SEEPAGES. WITH STRONb PETROLEUM SMELL (FILL). -10 -15 I I I 2.0 -4•5' ORGANIC 51 LT; GROWN TO DARK GROWN. LOCALLY PEAK TRACE SAND,SOPT,WET(01: Pt 1 1 F-... � �_L� J.rad 4.* 3. ORGANIC SILT E PEAT; GRAY TO DARK - A ' .r y 4.8-IS.O CLAYEY SILT TO SILT; GRAY TO BLUE SROWN,TRACE SAND, VERY SOFT, WET , (0L-PT). GRAY, INTERBEDDED WITH NKSRS OF PEAT, SOFT, MOIST TO WET, (ML -PT). • 15.O' HEAVY GROUND WATER SEEPAGE. -10 -15 ' • .- 10.0- 15.0'CLAYEI' SILT TO S1LT,; BRAY TO SLUE GRAY, INTERBEDDED WITH LYERS OF m PEAT, SOFT, MOIST TO WET (ML- PT). r �::l rr � ' T•0� 1G•G, IS.0- I5.S'21111; GRAY TO DARK GRAY FINE -TO MEDIUM - GR A ID, OCCASION AL IAMINATIONS OF SIIN SAND, ANGULAR, SATURATED (SFr). IS.0- IS.5'SAND• GRAY TO DARK GRAY, FINE -TO T. A• MEDIUM- GRAINED;TRACESILT, ANGULAR, 1154' SATURATED (SP). 12=112 WATER SEeP GES BELOW i.5: GROUND WATER3FFPAaFA &PLOW 2.!' ,Note., .N T P • I l Sail Description and Classification T. P -1 2, Sall Description and Clacdfieetien • -•:•: 0-4.0' SAND t GRAVE,; BROWN, FINE- TO .7;4:4.: 0-4.0' SAND GRAVEL; DROWN, PINS. TO .5 ►:�: :.... . T. as COARSE - GRAINED (FILL,). 3•5' HIT CONCRETE PIPE. HEAVY WATER FLOW OUT OF PIPE. :�: ∎• • ••.. =' ='. COARSE - GRAINED, DENSE, DRY (FILL). •S 4.0•IS O'CLAYEY SILT TO SILT; DLUE GRAY TO -10 -15 II I i �.. { •• B INT WITH LAYERS OF FIBROUS PEAT, TRACE GRAVEL, SOFT, MOIST TO WET (ML -PT). .10 -15 4.0' ' , T. I5.5' � D,• 1'5.0- 15,t5' SAND; GRAY TO DARK GRAY, FINE - TO MEDIUM-GRAINED, TRACE 9ILT, ANGULAR, SATURATED (SP). ,Notes, - --deLE TEt ih T1?D DUE ro !tr GB-DUMP WATER SEEPAGES DCLGW 4.0' .Not..: PIPE • TEST PIT LOG ir• ► CASCADE GEOTECHNICAL Shamrock Center A OMSION OF CASCADE TESTING LABORATORY, INC. DATE MAY 21. 1989 CERT. NO. 855- 16G/886 -26G OWN eY F•ST T CHKD IIIY LJ PIO T F - 13 Soil Description and Classificotian T. t! - 14 Sail Description end ClauifiaNan 0 .5 -10 ;■.• .... 02.O' SAN D 4 GRAVE{.; BROWN, FINE -TO COARSE- 0 r: = • 0 SANDY SILT TO SILTY SANIN BROWN,WIIH :- DEL4f'LRI0US MATePIMS (FIL , r • • -:• '. :_ BRAINED (FILL), ' ^ • 2.0.13.O'CtE1YEY SILT To SILT; GRAY TO 0WE D IN TERB ED DE D WIT 1�1'+' OF LOOSE, FIBROUS PEAT, SOFT, WETCMI•P -5 .0.6.G. SILT D Y S l BROWN TRIM( N VERY DdJSE ' B � DAMP, WEATHERED TILL (SM -GM). F ? 6.5 SANDY SILT TO SILTY SAND WITH 'T. DA GRAVEL;GRAY 8e wN TO GRAY, Tome 10 8 0� CLAY, VeRY DENSE, DAMP'ILI.(SM4I •I5 13.0.14.0' SANDY SC 13 SIIN SAND JI11114 GRAY 16; - 15 T.Q I4.4 , BROWN TO GRAY BROWN, VERY DENSE, DAMP, WEATHERED TILL (5M -GM), HOLE TdRMINI,Tas4 AT REPusAL. .Natant .Note's T / • IS Soil Description and Classification T. P • Sail Description and Classification 0 - • •5 -10 -l5 . :. :.; 0 -20 OAND 1: GRAVEL; BROWN, FINE- TO COARSE• :�:4: ... 1 GRAINED, ANGUL P., (UTTIS SILT E COBBLES (FILL). - -5— - 1 -10 1 . 1 • - 2.0-10.0 CLAYEY SILT TO SILT; GRAY TO GLUE GRAY, INTERBEDDEDWITH tlKERS OF FI pRCUS PEAT, SOFT, MOIST TO WET (ML -PT). - - -15— -• T.D. 10,17 . t ae= GROUND WATER 3EEPAG1 =i DELOW 3.5' .Netast TEST PIT LOG .r. CASCADE GEOTECHNICAL Shamrock Center A OMSION OF CASCADE TESTING LABORATORY, INC. DATE MAY 21. 15185 IcERt. No 16G/886 -26G IDWN AY ES DT ICHKD N k'PQ T.P.• 16 Soil Description & Classification T.P.• 17 Soil Description & Classification 0 0 =� =: ;: —e .- 0 - 3 'F ILL ; BROWN TO GRAY, SILTY SAND, WITH 2 "- 10" ANGULAR ROCK. GRASS MAT AT 3.0' 0 i— 0 - 3 BROWN TO GRAY, SILTY SAND, WITH 2 "- 10" ANGULAR ROCK, SLIGHTLY MOIST. GRASS MAT AT 3.0' -5— — 1 t 1 t 1 t , ' I 1 � 3'- 9'ORGANIC SILT; GRAY TO DARK BROWN, INTERBEDDED WITH PEAT, SOFT, MOIST. (OL -PT) MINOR SEEPAGE AT 5.0' - S I j`';I u r '' 4� I 1 {t 14 -`, it �i 1 , ' f 3'- 8'ORGANIC SILT & PEAT; GRAY TO DARK BROWN, SILT INTER- BEDDED WITH PEAT, MOIST. (0L-PT) MINOR SEEPAGE AT 5.0' . -10 I ; - == = •.: = :: = : - . 8' -14' CLAYEY SILT TO SILT; BROWN TO BLUE GRAY, WITH ORGANICS SOME PEAT, SOFT, MOIST TO WET. (ML -PT) - 10--1 '._ � , 9 w , -� -11 , PEAT; FIBROUS, SOFT, MOIST, SOME SILT. (PT) - -' �" :. . i. . '. - , ` - 11 15 SILT TO SILT BROWN TO GRAY, WITH THIN PEAT LAYERS, SOFT, MOIST TO WET. (ML-PT) - 15 ' . "14' - }}ii } f{J r' € {{ 16'2E2; DARK GRAY, FINE TO MEDIUM GRAINED, WET. (SP) - 15 _ ;`.�r�r. ., 15'- 16 D; DARK GRAY, FINE TO , MEDIUM GRAINED, WET. (SP) T.D. = 16.0' - T.D. = 16.0' -20 Notes+ -20 Notes: CAVING OF EXCAVATION AT 14_0'. TEST PIT LOG [C".. _ CASCADE GEOTECHNICAL Shamrock Center A OMS1ON OF CASCADE TESTING LABORATORY, INC. • Date 06/30/88 1 Job No. 886 - 26G I Dwn• BY HLA I Geo /Eng. T.P.- 18 Soil Description & Classification T.P.• 19 Soil Description & Classification 0 0 :,; : =:= _ -�- ■ _ -�- ∎ =�= ■ - 0 `� =: = � - 5' FILL; BROWN TO GRAY, SILTY == 0 - 5 BROWN TO GRAY, SILTY _ SAND WITH GRAVEL, ANGULAR ROCK TO 10 ", MOIST. 00* r ;: 0 _: = -= MINOR SEEPAGE AT 5.0' SAND WITH GRAVEL, ANGULAR ROCK TO 10 ", MOIST. GRAY S AND BELOW 3.0' HEAVY SE EPAGE AT 5.0' IR RI Oi pi i5- 10'ORGANIC SILT & PEAT; GRAY - F'�5'- 10'ORGANIC SILT & PEAT; GRAY 10 t - 15 , TO DARK BROWN, SILT INTER- BEDDED WITH PEAT, MOIST TO WET. (OL -PT) - + TO DARK BROWN, SILT INTER - PI BEDDED WITH PEAT, MOIST TO WET. (OL -PT) • ;*4,, 10'- 11.5121; FIBROUS, SOFT, MOIST, SOME SILT. (PT) 10 - ∎:._s_t -. 10'- 11.5'ELAj; FIBROUS, SOFT, MOIST, SOME SILT. (PT) 11411.5L g 11! I � ' 11.5'- 16' CLAYEY SILT TO SILT; 11.5'- 16'CLAYEY SILT TO SILT; BROWN TO GRAY, SOME PEAT, SOFT, MOIST TO WET. (ML -PT, BROWN TO GRAY, SOME PEAT, SOFT, MOIST TO WET. (ML -PT) - 15 — v - - t ''+i7 :1111)71k t. . ► .�: 14' 19'SI •�r +rt3 M {`f'''t�i SO ti TA TY SAND; DARK GRAY, L , WET. .(SP) CLAY, f 1 41 17' SAND; DARK GRAY, FINE TO MEDIUM GRAINED, WET. (SP) ;!tu1 } { i }i :; ='i %,`,•:: � JA.: T.D. = 17.0' T.D. ■ 19.0' -20 Notes: CAVING OF EXCAVATION AT 15.0'. -20' Not.st CAVING OF EXCAVATION AT 14.0'. TEST PIT LOG CASCADE GEOTECHNICAL gir Shamrock Center A DIVISION Of CASCADE TESTING IAIOMTOIY, INC. Date 06/30/88 'Job No. 886 - 26G I Dwn.By HLA I Geo /En v• T.P.• 20 Soil Description & Classification T.P. • 21 Sod Description & Classification 0 0 : =E = --- ; -- 0 - 4'FILL; MEDIUM GRAY SAND WITH SOME SILT, BRICKS, ANGULAR ROCK. MINOR SEEPAGE AT 4.0' 0 - 2'TOPSOIL; DARK BROWN, SILTY SAND, WITH ROOTS. (ML) � 4 { fi b j; 2' 9 5' SILTY SAND; LIGHT BROWN l�r� f f• TO BROWN, MOTTLED, DENSE, f; { t= WEATHERED TILL. (SM) t '•`• { =ti • • _ t ik ' ,, u: 011,0 =r; 11,M ;00 ivigio t j IN E ' 4 ' - 14 ORGANIC SILT & PEAT;. GRAY -S —10 I II I, l 114 I } r r 1 1 1 ! TO DARK BROWN, SIL INTER- BEDDED WITH PEAT, SOFT, MOIST. (OL -PT) I IA ) r } —10 T.D. = 9.5' -15 , - 15 ;. {::;:: ; Iriif .. : t.. t: 14 - 16.5 1an, DARK GRAY, FINE TO MEDIUM GRAINED, WET. ( T.D. = 16.5' -20 Notes : -20 Nato.: TEST PIT LOG CG CASCADE GEOTECHNICAL ..Shamrock Center A OMSION Of . CASCADE TESTING LABORATORY, INC Dot. 06/30/88 Job N•• 886 - 26G 1 Dwn.ey HLA ( Goo /Eng, SAMPLE TYPE e INTERVAL N —I 70 D DEPTH STANDARD PENETRATION MOWS / FOOT . 50 DESCRIPTION 31gV1 b31VM 1 i I I J. . r • pi. 4.0 • ,_, 0-4.0' ORGANIC 511_7; R+d �; BROWN TO DARK 8 4N, POORLY D€VE%. POD SOILS HORIZON, OCCASIONAL Limns OP PEAT, MOIST, SOPT (0L-PT). . I I, ! 4,0= 13.5'CIAYEY SILT TO S10; GRAY To GRAY 5ROwN, INTERBEDDED I w11H ...., WERS OF FIBROUS PEAT, VERY SOFT, WET (ML-PT). I II 1.5.5, x' 11 i 1 a 13.5 - I8.0' SAND; GRAY, FINE -TO MEDIUM SILT, OCCASIONAL RED GRAINS, ANGULAR, LOOSE, WET (SP), :. •: ::,:;; i:i::::::• �A•o j�i �,••: ; • i / 1 in .O i i d - 18.0-22.5' SILTY CIAY TO CIAYEY SILT; BRAY, SATURATED, VERY � SOFT (CL -ML). 1° 0 . 04 00 2.2..5, t • le 22.5.27.0'SAM ; GRAY TO DARK GRAY, FINE -TO MEDIUM. GRINNED, SOME 511J TRACE COARSE-GRAINED SAND, SHELLS LOOSE , WET (sp -5M). ,..:. _:' i:;;� :; • : 27.0 - 35.0' S ANDY SILT TO S Il1Y SAND WI'M GRAVEL', GRAY, ROUNDS I j : .'�, :. • E POLISHED GRAVELS, SLIGHTLY WEATHERED TO 31.0', _ VERY STIFF, WET TILL (ML -Slvd, • • + JAMS TEST BORING LOG Shamrock Center Mil CASCADE GEOTECHNICAL DIVISION of BORING NO. t CASCADE TESTING IARWIATORY, INC, al...M DATE MAY 23, IB85 CERT. NO. 855- 16G/886- 26G1 SY ESOT loom EIY k.4,8 SAMPLE TYPE 1 E. INTERVAL. STRATA . DEPTH STANDARD PENETRATION &IOWS / FOOT o so DESCRIPTION • WATER TABLE Wit:. • - - 350' 27.0.35.0' SANDY SILT TO SILTY SAND WITH GRAVE; . CONTINUED FROM PAGE I. 32.0' LESS SAND WITH DEPTH, SLIGHTLY EXPANSIVE. • __._ I 4 Iooio , .: r t .; :� I,a { - 35.0.44.0 Ma ; GRAY, FINE - TO COARSE- GR INED,TRACE OMVN ling SIQ, DENSE TO VERY DENSE, MOIST (SP). 40.0' GRAVEL I?SYER. 42.5' TRACE ORQANICS. :�: :;::;i; . ;•,? n T D. ■ 0 - Y.. r NOTFS TEST BORING LOG Shamrock Center CASCADE GEOTECHNICAL .c. A DIVISION Of BORING NO. = CASCADE TESTING IAOORATORY, INC. PAGE 2 OF-2s.. DATE MAY 23, 1585 ICERT. No. 855 -16G /866- 266IDwN SY ESOT ICHKD SY kt ve STRATA u t J DEPTH STANDARD PENETRATION SOWS / FOOT 0 PO DESCRIPTION . Don a31YM — — 2.5' — &J. 0- 2.9'SAND C GRAVE; BROWN, FINE-TO COARSE - GRAINED,' DENSE, DRY (PILL). . . , . 2.5-16.S' CLAYEY SILT TO SILT; GRAY TO GRAY BROWN, INTER- BEDDED WITH LAYERS OF FIBROUS PEA?, VERY SOFT, WET (ML -PT). 12.'x' VERY SOFT. m.o. i — — 14.0' ii........, 5:::.; - 1 6.5 —18.0 - 0' 16.5.18.0' SAND; GRAY, FINE- TO MEDIUM- GRAINED,TRACE SILT, OCCASIONAL RED GRAINS, ANGULAR, (5 3 ! t LOOSE,WET (SP). IS.O- 2.4.0' SILTY SAND TO SANDY SILT WITH GRAVEL; BROWN TO - GRAY BROWN,TRACE CLt■Y, ROUNDED t POLISHED GRAVELS, DENSE, DAMP, WEATHERED TILL (SM-G M). 20.5000A310NAL 16YERS OF FI NE -Tb MEDIUM- BRAINED SAND. 21.'$'GRAVEL,VERY HARD DRILLING. — — — — 2.,4.0' „ s. 6o ' 15.-11. 24.0.34.0' SILTY SAND TO SANDY SILT WITHGRAVEL; GRAY BROWN — r _ 110.0 ' TO (TRAY, TRICE OW. ROUNDED AND POUSHED GRAVELS, DENSE, DAMP TILL (5M - _ NOTES TEST BORING LOG Shamrock Center CASCADE GEOTECHNICAL •4' A DIVISION Or BORING NO. CASCADE TESTING LASOMTORY, INC. !DATE MAY 2.3, 1985 CERT. N0.855- 16G/866 -26G lowN iv ESOT lCMI iY Oj x IMO — wrosaitai 1 Sod. 3,iwvs STRATA . DEPTH e..o STANDARD PENETRATION 131OWS / FOOT 0 S0 DESCRIPTION . 318V1 a31YM MIEMSIderlaiRgq - T. D.- 34.0' 24.0 -34,0' SIO'? SAND TO SANDY S117 WITH GRAVE; CONTINUED , FROM P. I. O eo• ._._. z� N TF5 __ TEST BORING LOG Shamrock Center CASCADE GEOTECHNICAL `• A DIVISION OF BORING NO. __Z__ CASCADE TESTING LA1O ATOQY, INC. • we _2.-oF _2_ DATE MAY 2.3, 1585 ,CERT. ao. 855 -16G /866- 26gjDwN 1Y ESDT 1t4KD /Y I j L L L SAMPLE TYPE 1 e INTERVAL. STRATA . DEPTH STANDARD PENETRATION Stows ' FOOT DESCRIPTION 3191/1 1131W - 4.0' • � 0 -4.0' SAND C GRAVEL, BROWN, FINE - TO COARSE - GRAINED, DENS • DRY (FILL). - 1. I . fe.r 1 L . 4.0- 11.5'CLAYEY SILT TO SILT; GRAY TO GRAY BROWN, INTER- _ BEDDED WITH LAYERS OF FIBROUS PEAT, VERY SOFT, WET. (ML-PT). ' I I - _ I O, _ 1 — �'1 --- 17.5-30.0' CLAYEY 5101 TO SANDY SILT WITH GRAVEL; BRONN I ' TO GRAY BROWN, STIFF, MOIST, VERY WEAT' FRED TILL (Mtn, 2.0.0' HARDER. • 24.0' GRAVELS, - ' _ 14 .,• tc a ' I s a. 4 3ci.CY _ NOTFS TEST BORING LOG Shamrock Center rnii. CASCADE GEOTECHNICAL 4' 0M BORING NO. 3 CASCADE TESTING WOMTOItY, INC PAGE DATE MAY 23, 1 985 ICERT, No. 855- 16G/866 -26( DWN SY E5DT ICHKD SY - wP .LNi sosLaiavivsl STRATA DEPTH In STANDARD PENETRATION BLOWS / FOOT 0 50 DESCRIPTION • 31oY1 b3LYM t =: ;; :;.,�`; 1 is% . K 4vr.: • , : : "' { : {t! ` :,i' ` ' 30.0.39.0' SAND; GRAY. FINE -TO COARSE - GRAINED; TRACE GRAVEL,TRACETO LITTLE SILT, SATURATED, DENSE 3 ' HEAD. 32.9' HEA GROUND WATER SEEPAGE, Z 39.0' RODS SANDED 1N, ZERO SAMPLE RECOVERY. .. 81 I • ; l . l:�lti r�i{ rlt It {�� 1 ) ttaill E rF= ' : v : � ' _ i.a.i 0 - ::i T •D= G 0 I & I ■ IT 39 • , NOTFS I TEST BORING LOG CASCADE GEOTECHNICAL A DMSION OF CASCADE TESTING LABORATORY, Shamrock Center • BORING NO. (� _.._ INC. PAGE .2-0F .-2s.. DATE MAY 23, 1985 IcERT. No. 855 -16G /866- 26GIDWN SY ESOT Imo rr j-j Project SHAMROCK CENTER Job No. 886 - 26G Date 07/06/88 Boring No. 4 Dwn.By HLA Driller R h R DRILLING Drill Type HOLLOW STEM AUGER Geo/Eng. J. SADLER Hole 0 4" I.D. Fluid NONE Sample Interval 1 Depth Penetration otolIS Soil Description & Classification Notes ..9 ilmoli 11/ SMOIS 10 FILL; BROWN TO GRAY SILTY SAND WITH GRAVEL. SANDY SILT TO SILT; MOTTLED GRAY, MEDIUM STIFF TO_ _ — - - — - _ - 1 — 3 3 7 =_ +_, STIFF, MOIST. SOME ORGANICS. (ML) 4.5 6.5'SOME PEAT PEAT; FIBROUS, DARK BROWN, MOIST TO WET. (PT) I 5— 5 4 4 I _ — 1 2 3 5 / - -:70. PEAT; FIBROUS, DARK BROWN, MOIST TO WET. INTER- I 10 1 1 1 2' " " - + f _- ti' _.. BEDDED WITH GRAY -BROWN SILT. (PT -ML) SANDY SILT TO SILT; GRAY - BROWN, SOFT, WET. INTER - 15 I 1 1 2 3 BEDDED WITH THIN PEAT LENSES. (ML -PT) N DARK GRAY, LOOSE, SATURATED. (SP) 20 — I 2 7 3 10 's' ?�ti — — — _._ 5i� CLAYEY SILT TO SILT; GRAY, VERY SOFT, WET. M•IARINE I 25 1 1 1 2 SHELLS. (ML) SAND; GRAY, LOOSE, WET, MARINE SHELLS, SOME. i CLAY. (SM) 30 I SILTY 3 3 4 7 Notes: .r.• TEST BORING LOG Pa of 'C CASCADE GEOTECHNICAL A DIVISION OF CASCADE TESTING LABORATORY, INC. _ _�.... Project SHAMROCK CENTER 1 Job No. 886 - 26G I Boring No. 4 I p D N •IU I •Id wos Depth Penetration Strata . . Soil Description & Classification • Notes .,9/ °19 'tj /s19 "' — 35 — SILTY SAND WITH GRAVEL; GRAY, MEDIUM DENSE TO - BECOMES DENSE - AT 31' - EXTREMELY HAP • DRILLING • ` VERY DENSE, MOIST. (TILL) (SM) 38' SOME COBBLES I I 16 10 12 22 prirfntl — — 40 _ • +tA2izc 1 1 6 8 5 6 50+ T.D. • 40.0' . - — Notes: TEST BORING LOG Pogo 2 of 2 CASCADE GEOTECHNICAL A DIVISION Of CASCADE TESTING LABORATORY, INC. _ D Project SHAMROCK CENTER Job No. 886 - 26G Dote 07/06/88 Boring No. 5 Dwn. By HLA Driller R & R DRILLING Drill Type HOLLOW STEM AUGER Geo /Eng. J. SADLER Hole 0 4" I.D. 1 Fluid NONE I (DAJS $ uI •Id wDS yideG Penetration 0 o . r w YI , Soil Description & Classification Notes i 1 I — I I I I I 10 I 1 1 _ - — 14 I l 11 1 u l I 1111"11,1'4 cn FILL; GRAY -BROWN SILTY SAND. : SAT; FIBROUS, DARK BROWN, SOFT TO VERY SOFT, MOIST TO WET. (PT) 10'- 11.5'PEAT CONTAINS LENSES OF GRAY -BROWN I SOFT SILT. (PT -ML) SILT; GRAY TO GRAY - BROWN, VERY SOFT, WET TO SATURATED. SOME PEAT. (ML -PT) ; SILTY SAND TO SAND FINE GRAINED, BROWNISH GRAY, - . _ - — - ■ TRACE ORGANIC: @ 18'- 18.5' 'BECOMES DENSE/ 'AT 21' VERY HARD 'DRILLING . . 5 — —2 — — 1 0.5 a5 [ 10.5 0.5 .-.15._ - 1 1 1 I VERY LOOSE TO LOOSE, SATURATED. (SM -SW) SILTY SAND WITH GRAVEL; MEDIUM GRAINED, GRAY, 20 — — 1 6 14 MEDIUM DENSE TO VERY DENSE, SATURATED, .„ 1 MARINE SHELLS. (SM -GM) 25 — 2 14 506 30 Notes: TEST BORING LOG Page 1 of 2 CASCADE GEOTECHNICAL A DIVISION OF CASCADE TESTING LABORATORY, INC. 1 Project SHAMROCK CENTER I Job No. 886 - 26G l Boring No, 5 I Sample Interval 1 Penetration Da DJ. S 1 Soil Description & Classification Notes „ 9 /mom idea %MOM _ i SILTY SAND WITH GRAVEL; GRAY, VERY DENSE, MOIST. — (SM) (TILL) — 14 27 41 68 Mrtrft I 1---1 35 — 21 35 a0 6.- 50+ ....__ _:. T.D. ■ 36.5' • . . — — — _ Notes: TEST BORING LOG Pogo — of 2 CASCADE GEOTECHNICAL A DIVISION OF CASCADE TESTING LABORATORY, INC, Project SHAMROCK CENTER • Job No. 886 - 26G Dote 07/06/88 Boring No. 6 Dwn.By HLA Driller R & R DRILLING • Drill Type HOLLOW STEM AUGER Geo/Eng. J. SADLER Hole 0 4" I.D. Fluid NONE Sample interval yidea Penetration 0 & Classification Notes �o M Soil Description ,s — — . TOPSOIL /SILTY SAND; BROWN, LOOSE, MOIST, SOME (SM) BROWN, MEDIUM DENSE, GRAY, VERY LOOSE, WET TO - ROCK IN SAMPLER HEAD - _ 'ROCK IN - SAMPLER HEAD -'ROCK IN - SAMPLER HEAD. — HARD DLLING —H ARDW RI HRI - ,LARGE ROCK BLOCKED SAM - - PLER HEAD .VERY HARD DRILLING - _LARGE ROCK; SAMPLER COULD 'NOT BE ADVANCE - LARGE ROCK; — SPLIT -W /300# HAMMER - DISTURBED - SAMPLE. fi 3; GRAVEL, ORGANICS. 2 41 9 50 + ! 5 SILTY SAND WITH GRAVEL; _ — — 8 11 6 17 MOIST. (SM) SILTY WITH GRAVEL; 1 1 2 TH SATURATED, 3 AVECLAY. (SM -CL) MOTTLED GRAY, DENSE, GRAY, DENSE, DAMP, • • GRAY, DISTURBED SAMPLE. 10 _ _ — 1 11 28 37 SILTY SAND WITH GRAVEL; MOIST. (SM) 4 8 15 23 NO RECOVERY 15 , I _ _ 20 3 10 35 45 ;, SILTY SAND WITH GRAVEL; ; (SM) (TILL) „ 10 } ; = fi 1. : I '` — — _ 5 6 I } t `' NO RECOVERY ' 'i 2 SILTY SAND WITH GRAVEL; — — _ 30 — T.D. = 25.5' Notes: GEOTECHNICAL A DIVISION OF CASCADE TESTING LABORATORY, INC. TEST BORING LOG Pogo 1 of 1 Mil CASCADE _ APPENDIX C T CASCADE TESTING LABORATORY. INC. TESTING & INSPECTION / ENGINEERS /GEOLOGISTS t2WID NE. 12111”. PLACE K LAND. WASI- .VGTON DOOM' QOM 823 -61900 SEATTLE !2061 52SW700 EMMETT 120.1255 -0.17 solo 0 o NI IN . C w S."TMrr EMI f-L :1: ZL:-1111T.IS- if2C1'I.I•MMII 1110 I0 SIEVE ANALYSIS V 5 s $1 1st s 4 r / SIEVE SIZE 1 /2" 3/8" 1 4" #4 - #40 #100 #200 %PASS SPECS 88 83 70 63 18 3 1 100 SIEVE ANALYSIS I0 10 T.B.4 (18- 19'):23%PASSING 1200 HLA 07/11/88 1P'.a.t `F *Oats .1, .,t) T.B.5 (1811- 19):69VASSING 1200 3 II 3 a It 4 6. A ♦ m N — q 1 w! M $ $0 CRAW Mg IN MILLIMETERS - Coles .r (NMNSOR3 1MKORIr SOIL CLAS3.rICAT10W COBBLES I Coarse GRAVEL Flag I Coarse M.61.u1. SAND SAMPLE NO OEPTM — Ft CLASSIFICATION EMT WC. LL PI Fin. i mmumm . T.B.5 (23-24') PROJECT SHAMROCK CENTER CERT. NO. 886 - 26G PROJECT BORING SHAMROCK CENTER WATER CONTENT • GENERAL DATE 07/11/88 JOB NO. 886 - 26G NO. 4 Sample or Specimen No. (6 - 6.5') (13 - l49 c 18 - 191(231/2-24 11(28$4 4 -29') 5 0331 -34') 6 Tare No. 1 2 3 Tare plus wet soil 148 214 229 215 218 299 Tare plus dry soli 81 .127 . 180 144 162 268 Weight In Water W w 67 87 49 ' 71 56 31 Tare 0 0 0 0 0 0 Dry soli 1 Water content w 82.7 % 68.5 % 27.2 " 49.3 % 34.5 % 11.6% Sample or Specimen No, Tan No. Weight In grams Tare plus wet soil Tare plus dry soil Water W w Tare Dry soli Wa Water content w •/. •/. •/. % % % ` Sample or Specimen No. Tare No. I Weight In grams Tare plus wet soil Tare plus dry soil Water I�; Tare Dry soil W , Water content w % % % % % y. Remarks • (tare plus wet toll) • (tare plus dry soil) w/•• w —x100 w x100• (tare plus dry so11) • (tan) Technician. BK Computed by Checked by2, 2 T CASCADE TESTING LABORATORY, INC. TESTING 6 INSPECTION / ENGINEERS /GEOLOGIST• 12919 Nt 120... PLACE KIRKLAND, WAS►aNCTON 90034 190/1093 000 $tATTLr 11001 aaa•0700 evtPl(T? 11100111111.011117 PROJECT BORING SHAMROCK CENTER WATER CONTENT • GENERAL DATE, 07/11/8$ , JOB No886 - 26G NO. 5 Simple or Specimen No. (8') (13 -131') (18') (181 -19') (23 -24') (33' ) Tare No. 7 8 9 10 11 12 f Tan plus wet sou 136 260 260 190 248 188 Tars plus dry soil 33 156 . 186 131 209 171 Weight In Water 103 104 74 59 39 17 Tare 0 0 0 0 0 0 Dry soil Water content w 75.7 % 40.0% 28.5 v. 31.0 % 15.7% 9.0 % Sample or Specimen No. Tare No. smut, ul iyCleM Tars plus wet soli Tare plus dry soil Water 3 Tare Dry soil W 1 Water content w '1. b. '/. '/. •/. '/. Sample or Specimen No. Tare No. Weight In grams Tare plus wet soil Tare plus dry soil Water W Tare Dry soil W1 . Water content w '/. '/. '4 '/. '/. Remarks (tars plus wet soli) • (tare plus dry soli) w' /.. W w 100 ■ W s x 100 (tare plus dry soli). (tare) x Technician BK Computed by Checked by 11( CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION / ENGINEERS /GEOLOGISTS 12919 nom 1291.. PL ACt K IRK AND, WASIKINGTON 9.034 12061633.9000 S EATTLE 1106) 019.6700 t vt1.ETT 11061 /9S.0S1. • WO NO Remarks Run No. Tare Run No. Tore Tare No. Tare plus wet soil Tore plus dry soil Water Dry soil Water content Number of blows CASCADE TESTING LABORATORY, INC. TESTING R INSPCCT ION ; CNGINCCAS /GEOLOGIST% Ili IU NI I2. ,, VLA IRP�L AND, Wr, NINQI('N (4130+4 T.B.4 (13 -14') w 5 Number of blows Tare No. Tore plus wet soil Tore plus dry soil Water Dry soil Water Content Plastic limit 32 20 12 0 20 1 1206)023 0000 LIQUID LIMIT PLASTIC LIMIT 20 LIOUID & PLASTIC LIMIT TESTS PROJECT SHAMROCK CENTER DATE 07/11/88 CERT NO. 886 - 26G • ----------— _ _._._ e._.. ■1111.. nmaima uuiiisuiiii umwia:si:t =NI 111111111111=11011011 ...•00.1010101. ----- ---- MOO MEIN 1111111••• MEI MINIM NI oilomo MN moo Iwo um mom MOM 1111111.111.11.0. INNO OW UM NMI MIN ..11=1Mil NOM NM IMO MN MI MIMI MIN BIM IMO MINIM MI MIMI EN .1_110__ .01_.._ 01_01_0101 X01.___ ..01.01M..01_1..01.OM_MIMI 0... 0101. Elm 01_mI._a1___ Imo Imo mg mu Nu ammo= our 0101. 01_ 01_01.___ MONNINNMEN MIN MEM NO NM nimoll MOO MI 11011111•001111110 .._._...1.0101._01.___ liwoo Ms Imo Me mo nom 1111111111i111iiiil111i111 _....■ ■01 NIP /.... 011 ___. _.....8...1..11 •.__lel_ _ ■_ ■0 ■......_I. 011._..01. ■■.....1...1■ — _0101__■ ■....■ —__moo _......r.. ....■ ..• 1 •..1■ - - -- -_■ •....■ -1 ---~0.01... ■ 00 • 0.••• _____ _ ■_.0 .....1..•■ • NOW 11111...■ ...■....■.1■■I• ____.01._...._.11..1■ �____._....._.■ 1.... —01-01__ ■1111..■ .0___........01 1MOM •r••__. .10101■ A_._..... ■.0 • 1..•■ _ ......... ■.1111. 011___. MM. MEIN 1■■•1 01•____ ■. woo . t_1111•■riui•uui /11111 mum ._...._..mom - ---- -. _1111......... ■ _____ 0111........ ____01..... ■....I..11 •11_01__ _......_....... . 111■11_. ■ ■..•■ ` - --• ■010.0.01 ■/...■ �� 1111111111111M ---------- - - - --- 0........111•... 30 40 58 PI 50 P i 8 Symbol from plasticity chart MH SILT WITH HIGH PLASTICITY Natural Water Content W $ w 18 12 6 0 50% • Technician Computed by Checked by ' I• Run No. Tare No. Tore plus wet soil CASCADE TESTING LABORATORY. INC. TESTING K INSPECTION /ENGINEERS /GEOLOGISTS %241P N1. 12.••• PL ACC .�IRI L ANO. WA RMINQTC*N 98O3.1 T.B.5 (13 -131') Tare plus dry soil 6 Tare Tore Water Dry soil Water content Number of blows Run No. Tare No. S Number of blows Tare plus wet soil Tore plus dry soil Water Dry soil Water Content Plastic limit Technician 2 25% 24 10 3 1 25% 12061823.0800 LIQUID LIMIT 2 14 8 6 43% • 29 PLASTIC LIMIT 2 4 2 33% 20 LIOUID i PLASTIC LIMIT TESTS PROJECT SHAMROCK CENTER DATE 07/11/88 CERT. NO. 886 - 26G i j ,4 i2 30 MEM IIMIE .ate MEN NNW MIME EMU NMI OINEMININ MEM ENE OMNI OMNI r.l• - -- -- -- • - - - -- ..... ••■• .....•- - -.•.. _ 1..1•11•11111••111 011•• ■..... ■ ■ •— ONI•11•w•- .•.•N• -.1111 . ... •••N• N.I.. ■ ■ Max -- — .- 1-- •--- - - - -•• •.. ■ •- N-- N•.-..•..-- ...... •.... ■.... ■ • .N• .— .IA•••- N•..- •11..•....••■ ■N. ■.O •.... ..w.— •- .------- -- --- =MUM .•NM• • — ...•.- --- -.. •••..■ ■......■..I ■ ...... W MOM= INN .•.•-- .. - -... ..... 1111=1111•11111111• RIM moo OMR ..11..111111.11.111.11•....1.1..•. w..... u.•.. ..... ••••■••W••ON..••- ..••.•• MIMEO •'WINO ..... IIIMOMMOIIMONINS•1•11•••■••••11•111111MIIM•111•1••••11•111•11O1•1•• SMOG, .•. MIN — .•— .----- - - -•-- •....■ ..- W..—N• •..•.. - -.. ••.. •...INN.......... N••.— .- ••- -------- ••.1.... NOM ... ■N.■ •.••••••••NN• ••••-.• -- ..•....�.■ ■.U.■... NN•.N-.•N••..• - - -. 1121••••• Min U.... •••••••••■ - - - -- - - - -- -. ...... t.1111111•.!1•1111•1 •1111111111111111111111111111M111111 ■CU1•■ MUM 1111111 mow =No ---. ---- memo .. •. • swam ■ ..• — NMI -- —a-- OM IBM . • •..■• ..... •�...•..--.-- ..•.. ■.N .■■.■NMI �••. •-- ammo -- .•. — mum - a...• ••.•.•...�..�-- ...... ■• ■....IN. 1•1•011•1•111•••••1•1••1111•11111••••••••11 -- .- . MAN. . •......... 1•.- .1l•.••.1 —.- MUM. - --- -....■ ••••••• .• ON--- •- -.• - -• --- • -.N... ■.1111•0....a .•••— N- .-•..•.. -_. _r.....■.. ■ ■ Nom moo - -. - -- MI IN • NOM . •.- NN •.- W-- ..W.- ....•.u... ■.N.....E■ IN • — • — • - - N - •------1--•.1..•1...• •••..... Computed by Checked by 40 11 35 Pl, 29 PI 6 Symbol From plasticity chart ML SILT WITH LOW PLASTICITY Natural Water Content Remarks i SHAMROCK CENTER Existing Far West Points TEST PIT & TEST BORING MAP J SCALE : I" = 50' ®T.Br4 Proposed Healthco Bldg. T.P-18 L _ Existing Buildings Test Pits 0 Test Borings MIMMININ Prop TB -I® S. /34 STRE LOCATIONS A Taken from Site Plan Proposed Covered Storage 1r 1 STREET T.P. -4 T.P -3 T.R •15 TP. -5 T.P -10 Proposed Pacific Western Agencies Bldg. T.P-I I TB 3 ■IS ARE APPROXIMATE Plan by Pacific Design Associates T.P. -7 T.P. -201 I 1 ' 4 i ,� J I;', I I v / ° : ! I I / r U y1 � Il , I I Proposed O I i'vg Construction Sick. T.P. -14 12 MI el • • / i Dale Job No. 07/06/88 886 - 266 . T,Br. 6 1 'l ( Dwn. By HLA S c CASCADE GEOTECHNICAL A DpASION OF CASCADE TESTING LABORATORY, INC. 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 KIRKLAND: (206) 821.5080 SEATTLE: (206) 525.6700 I En /oao. • "" ,fr '"- fc SHAMROCK CENTER 47TH AVENUE SOUTH AT SOUTH 134TH STREET TUKWILA, WASHINGTON JOB NO. 886 -26G RONIVE UU FEB 22 1990 MAHAN & DESALVO, INC. Table of Contents Project Description Page 1 Scope Page 2 Site Description Page 2 Subsurface Conditions Page 3 Seismic Stability Page 4 Ground Water Page 5 Laboratory Testing Page 5 Conclusions and Recommendations Page 5 Seasonal Working Conditions Page 6 Site Preparation and General Design Considerations Page 6 Auger Cast Piling Page 7 Slabs on Grade Page 8 Paved Areas Page 8 Loading Ramps Page 10 Utilities Page 10 . Drainage Page 10 General Page 10 Appendix A Test Pit Location Map Appendix B Test Pit Logs Appendix C Laboratory Test Results ' CASCADE GEOTECHNICAL A DIVISION OF CASCADE TESTING LABORATORY, INC. 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 KIRKLAND: (206) 821.5080 SEATTLE: (206) 525.6700 July 11, 1988 Job No. 886 -26G Pacific Design Associates 4039 21st Avenue West, Suite 102 Seattle, Washington 98119 Attention: Ken Chin Reference: Dear Mr. Chin: Shamrock Center 47th Avenue S. at S. 134th Street Tukwila, Washington At your request, we have conducted a subsurface soil investiga- tion at the above referenced site. The following report presents our observations, conclusions and recommendations. PROJECT DESCRIPTION We understand that the proposed project will consist of three (3) large concrete tilt -up, office - warehouse buildings with concrete slab -on -grade floors. A site plan dated 6 -14 -88 and elevations dated 6 -15 -88 (P.D.A. #88 -5047) were provided for our use. We understand that the Healthco and Pacific Western Agencies buildings will utilize a ramp down to a dock -high loading area. We under- stand that the warehouse portion of the Pacific Western Agencies Building will have floor loads of approximately 600 p.s.f. A covered storage area is planned adjacent to the north side of the Pacific Western Building. The storage area will have floor loads of about 600 p.s.f. also. The floor loads of the Healthco Building will be 150 p.s.f. As we understand it, a total of 10 to 20 heavy trucks will visit the two buildings each day. The O'Sullivan building will be used as an office and a heavy equipment shop. July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 2 CASCADE GEOTECHNICAL SCOPE The scope of our study was to test the subsurface soils of the site and to present conclusions and recommendations regarding foundation design and placement, floor support, drainage, fills and pavements. Our field work included a visual reconnaissance of the site, the excavation of six (6) backhoe test pits and the drilling of three (3) test borings. The test pits and test borings were located in reference to the proposed building locations shown on the site plan which you provided. The test locations were limited by the single family residence in the northeast portion of the site. In addition to our field work we have reviewed a previous soil report by our firm dated June 3, 1985 which was done for a different project proposed on a portion of the O'Sullivan site. The previous site work included three (3) test borings and fifteen (15) test pits. The test pit and test boring locations are shown on the site plan presented in Appendix A. The test pit logs, test boring logs and detailed soil descriptions are presented in Appendix B. All eleva- tions mentioned in this report are referenced to the existing grades at the time of our site visit. SITE DESCRIPTION The site is located in Tukwila, Washington, northwest of the South 134th Street, 47th Avenue South intersection. The majority of the site is relatively flat except for the far east side which slopes gently up to 47th Avenue South. Two (2) old abandoned buildings are located in the west half of the site. The larger structure is an old, wood frame warehouse with a July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 3 CASCADE GEOTECHNICAL dirt floor. The smaller wood frame structure appears to have been used as an office. The area east of the existing wood structures appears to have been used as a parking and driveway area. A large, concrete tilt -up building (Far West Paints) is located adjacent to the west property boundary. As we understand it, the adjacent building area had been filled and pre- loaded. A small asphalt paved loading dock is located on the east side of the old parking area. The eastern portion of the site is slightly higher in elevation than the rest of the site. The east side is vegetated with thick grasses and small trees. An existing single family residence is located in the northeast corner of the site. SUBSURFACE CONDITIONS The site lies within an area that has been geologically mapped as recent alluvium deposits underlain by overconsolidated glacial till as described on the Preliminary Geologic Map of Seattle and Vicin- ity. The soils observed throughout the site appear consistent with this classification. The test pits and test borings showed that most of the southwest half of the site has been filled. The uncontrolled fill varied in thickness from two (2) to four (4) feet. The test pits and test borings in the northern half of the site showed organic silts at the surface. The organic silt unit contained occasional layers of fibrous peat. The thickness of the organic silt unit varied from fourteen (14) feet in test pit 1, to three and one -half (3 1/2) feet in test pit 8. Fill material was found overlying the soft organic silts in test pits 9, 10 and in test pits 16 through 20. July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 4 CASCADE GEOTECHNICAL Below the above described materials a five (5) to eleven and one -half (11 1/2) foot section of very soft clayey silt to silt with interbedded layers of peat was found and described in test pits 2 through 11, test pits 16 through 19 and test borings 1 through 3. Just beneath these materials, a loose, fine to medium - grained sand with occasional red flecks was encountered. This sand represents the basal Duwamish River Alluvium deposit found on the site. Most of the test pits were terminated within this sand. The sand was found between thirteen and one -half (13 1/2) and fifteen (15) feet below the existing surface elevation. The sand was between one (1) and five (5) feet thick. The six (6) test borings drilled during our site investigation extend through the Duwamish River sand into a layer of glacial till which varied from four and one -half (4 1/2) to eighteen (18) feet in thickness. Test borings 2, 4, 5 and 6 were terminated in the till. In test borings 1 and 3 the holes extended through the glacial till into a fine -to coarse - grained sand. These test borings were terminated in this dense sand. This sand has been interpreted as being part of the Older Sand Formation. Seismic Stability The seismic stability of the alluvial soils is poor. Moderate seismic events may cause the soils to liquefy and /or consolidate under load. July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 5 CASCADE GEOTECHNICAL GROUND WATER Ground water seepage was encountered throughout the stratigraphic section of this site. All materials sampled above the glacial till were moist to saturated. Most of the materials examined and sampled during our site investigation are moisture sensitive and drain poorly. LABORATORY TESTING Several tests were performed on soil samples in our laboratory. The soil samples were obtained from test borings 4 and 5. The laboratory testing included twelve (12) moisture content tests, one (1) sieve test, two (2) tests for percent passing #200 sieve, and two (2) Atterburg Limits. Laboratory testing was also performed for our previous study. The results of the current laboratory tests are presented in Appen- dix C of this report. CONCLUSIONS AND RECOMMENDATIONS This site has very poor soils and will be difficult and expensive to develop. The proposed development is feasible if all our recommendations are closely followed. We understand through conversations with you that the maximum tol- erable settlements are one - fourth (1/4) inch in ten (10) feet dif- ferential, and three - fourths (3/4) inch across the buildings, ex- cept the covered storage, where one (1) inch of differential settlement can be tolerated. The surficial alluvium deposits ob- served throughout the site would undergo very large settlement if buildings were placed directly on them. July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 6 Seasonal Working Conditions CASCADE GEOTECHNICAL Pre - loading the building areas does not appear feasible for any of the proposed buildings. The proximity of the Far West Paints building would not allow an adjacent pre -load; the existing build- ing would be badly damaged. The very high warehouse loads combined with the light office loads in the Pacific Western Agencies build- ing would result in long term differential settlement of several inches, even if the site is preloaded The large difference in thickness of organic soils under the O'Sullivan building would also cause substantial, long term differential settlement. We recommend that all building and floor loads be supported by reinforced auger cast concrete piles. Treated timber piles are not recommended for this project. Vibrations caused by pile driving may cause settlements to occur within the neighboring Far West Paints building. The surficial natural and fill materials encountered on this site are moisture sensitive. We do not recommend initiating site devel- opment during wet weather conditions. Additional site develop- mental costs could be incurred during wet weather conditions and greatly increased difficulty would be experienced. Site Preparation and General Design Considerations Placing fill over the soft silt, clay and peat will cause settlement of these soils. It should be recognized that settlement of parking areas and sidewalks adjacent to buildings on piling will be noticeable, so provision for utility connections, sidewalks or other features to accomodate settlement should be made. Generally settlement will be proportionate to the fill thickness, so large fills will cause much more noticeable settlement. July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 7 CASCADE GEOTECHNICAL Raising grades has the advantage of reducing cuts into the soft wet subgrade. Thicker fills will improve the pavement subgrade. Leaving the sod in place would make it easier to stabilize the parking area subgrades. We should be asked to review and comment on the proposed grading plan for the site when the plan is develop- ed. We recommend that trees, brush and all existing buildings be removed from the site. Any subsurface structures that may be encountered during site preparation should be removed and backfill- ed with imported fill that meets the following gradation. The fill should be placed in twelve (12) inch loose lifts and com- pacted to 90% of the ASTM D -1557 maximum dry density value. Due to the sensitivity of the surficial materials found in the northern and central portion of the site, we recommend the use of wide track equipment and "arms length" excavation techniques. Special consid- erations may be required for equipment access and loading and un- loading of trucks over the soft and yielding surficial soils. Auger Cast Piling Sieve Size Percent Passing 4 inch 100 #4 25 - 75 #200 5.0 maximum. Based on the fraction pass- ing the #4 sieve. Fourteen (14) inch auger cast piles which penetrate a minimum of five (5) feet into the deep, medium dense to dense, silty sand with gravel unit and are a minimum of ten (10) feet long will support July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 8 Slabs on Grade Paved Areas CASCADE GEOTECHNICAL safe net working loads of twenty (20) tons each. Higher working loads per pile may be achieved with deeper penetration into the dense material. We anticipate that the auger cast piling lengths will vary from a minimum of ten (10) feet to approximately forty (40) feet. The loads above are adjusted for down drag forces imposed by consolidation of the upper soils. They should be reviewed after grading and construction plans are prepared. It is very important that we observe the pile installation to confirm that adequate bearing is reached. We recommend that a minimum grout strength of 3000 p.s.i. is utilized to help insure pile quality. All piles should be reinforced as specified by the structural engineer. We recommend placing a minimum of four (4) inches of free draining material below the slab floor to act as a capillary break. The free draining material could consist of a clean sand or crushed rock that has less than 5% material passing the #200 sieve, based on the fraction passing the #4 sieve. We recommend placing a vapor barrier between the slab and the material used for the capillary break. If desired, one (1) to two (2) inches of sand may be used on top of the vapor barrier to assist in concrete curing. We recommend that all work in paved areas take place during dry weather. Due to the moisture sensitive nature of the on -site soils and the highly variable nature of the fill and native soils, we recommend that all work in paved areas be observed by a repre- sentative of Cascade Geotechnical so that additional or alternate July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 9 CASCADE GEOTECHNICAL recommendations can be made. A minimum of about two (2) feet of gravel will be required to stabilize the subgrade. In many areas the existing fill is stable and may not require additional fill. The fill should conform to the specifications in the Site Prepara- tion section of this report. Fabric should be considered to help stabilize the softest areas, especially if the grass is excavated. The variability and consolidation characteristics of the alluvial soils found throughout the site will affect the durability of the pavement on this site. Some settlement and resulting pavement repair should be expected. Therefore, we recommend the use of a temporary pavement section which can be easily and inexpensively repaired for one (1) to two (2) years. After this time period, a conventional pavement surface would be placed. We recommend that the temporary pavement section consist of a mini- mum of twelve (12) inches of 1 1/4 inch -minus crushed rock with a chip seal surface placed over a stable gravel subgrade. Prior to the placement of the crushed rock, we recommend that all proposed paved areas be extensively proof rolled with a loaded dump truck to reveal any soft areas. All soft areas should be sub- excavated as determined by the Cascade Geotechnical representative and replaced with a geotextile fabric and 1 1/4 inch minus crushed rock. Stabilizing the subgrade will require a substantial amount of field engineering, due to the highly varied conditions. We recommend that the permanent surfacing consist of a minimum of three (3) inches of Class B Asphaltic Concrete meeting WSDOT specifications. July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 10 Loading Ramps CASCADE GEOTECHNICAL The loading dock ramps will almost certainly require excavation into the soft native soil. We believe fabric and about three (3) feet of crushed rock will be required to provide a stable subgrade in this area. Utilities Utility lines which are small and shallow may be supported on fill, but some settlement should be anticipated. Deep or settlement sen- sitive utility lines may require pile support. Utilities should be backfilled in accordance with the fill specifications contained in the Site Preparation section of this report. Drainage We recommend that all roof downspouts be tightlined away from the building to a suitable drain outlet. Perimeter drains, bedded and backfilled with pea gravel should be placed around all buildings. General It is especially important that we be engaged to review the plans when they become available. We should also be engaged to work with your design professionals in the development of these plans. We recommend that we be engaged to observe site preparation, the placement of auger cast piles, fills and the construction of the paved areas. July 11, 1988 Job No. 886 -26G Pacific Design Associates Page 11 We expect the on -site soils to reflect our findings; however, variations may occur. Should soil conditions be encountered that cause concern and /or are not discussed herein, we should be contacted immediately to determine if additional or alternate recommendations are required. This report has been prepared for the exclusive use of Pacific Design Associates for the specific application to the Shamrock Center project at 47th Avenue S.E. and South 134th Street in Tukwila, Washington in accordance with generally accepted soils and foundation engineering practices. No other warranty, expressed or implied, is made. Thank you for this opportunity to be of service to you on this pro- ject. Should you have any questions, feel free to contact us at any time. Sincerely, CASCADE GEOTECHNIC Ge•rge E. amb, E. Principal Engineer n C. Sadler Engineering Geologist JCS :lal CASCADE GEOTECHNICAL c GL4),4 i1 APPENDIX A SHAMROCK CENTER Existing Far West Paints TEST PIT & TEST BORING MAP SCALE : I" = 50' ®T.B -4 Proposed Healthco Bldg. 18i T.P. -I9 r I I T.B -5 L_J Existing Buildings Test Pits 0 Test Borings T.P. -2 T.P. -17 TB -1®- T. P. -8 S. /34 STREET T.P. -4 Proposed Covered Storage T.P - 3 Proposed Pacific Western Agencies Bldg. T.P-9 T.P.-I5 1 LOCATIONS ARE APPROXIMATE T.P. -6 T.P-5 T.P -I I T® 3 Taken from Site Plan by Pacific Design Associates T.P. -2 Proposed Covered Storage T13718 S. /34 STREET T.P. -4 TP -3 fT.P-9 T.P. - 15 LOCATIONS ARE APPROXIMATE T.P-6 T.P. -5 T.P - IO Proposed Pacific Western Agencies Bldg. T.P-I I T.Br3 Taken from Site Plan by Pacific Design Associates T.P. -7 T.Br2 T.P. -20 I T 1 L_ _J r I I L - --_. OM OM Proposed O'Sullivan Construction Bldg. T.P - 12 T.P-13 Date 07/06/88 T.P. -2I T.P.-I4 T.8 -6 MI CASCADE GEOTECHNICAL A DIVISION OF CASCADE TESTING LABORATORY, INC. 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 KIRKLAND: (206) 821.5080 SEATTLE: (206) 525.6700 Job No. 886 - 26 G Dwn. By HLA En /Goo T. P. - ' Soil Description and Claudication T. p - 2 I Soil Description and Classification 0 - -- - w w -10— 0 -14.0' ORGANIC SILT 4 PEAT; GRAY TO DARK 0- • - - - — - - -10 —- .15 0-5.5' ORGANIC SILT; DARK 5ROWN,LITTLE PEAT, BROWN,TRACE SAND, TRACE GRAVEL, LOCALE`! THICK LAYERS OF PEAT, OTHER- WISE SILT INTERBEDDED WITH THIN (I'YERS OF PEAT, SOFT, MOIST TO WET COL-PT). 8'.0' HEAVY GROUNDWATER SEEPAGE. SOUGHING ASSOC( ITED WITH HEAVY SEEPAGE: • 'I I 1 TRACE GRAVEL, DAMP TO MOIST, SOFT (OL -PT), - . . 5.5-15.0' CLAYEY SILT TO SILT; GRAY TO BLUE „ GRAY, WITH ORGANICS, INTERBEDDED WITH LAYERS OF PEAT (ML- PT). 8.5' HEAVY GROUND WATERSEEPAGES. -15 - .: :% i I4.0 -15.5' $AND; GRAY TO DARK GRAY, FINE- TO - ...:i:; " �T :':. 15.0-16.5 §ANQ;GRAY TO DARK GRAY, FINE- TO T D X15.5' MEDIUM- GRAINED, TRACE SILT, RED ` GRAINS, ANGULAR,SATURATED (SP). p.- 16.5' MEDIUM- GRAINED, TRACE SILT, RED GRAINS, ANGULAR,WITH 'MIN LAMINATIONS OF SILT{ SAND, SATURATED (SP). ,Notes: GROUND WATER SEEPAGES BELOW 3.0' GROUND WATER SEEPAGES BELOW 3.0' . Notes: T P - 3 Soil Description and Classification T p - � - Soil Description and Classification 0 0- 5.0'QRGANIC SILT; DARK BROWN, LOCALLY - 5` 0 - 5.0'ORGANIC SILT; DARK BROWN, LOCALLY w • -5 PEATTY, TRACE SAND, TRACE GRAVEL, DAMP TO MOIST, SOFT (OL -PT). PEATTY, TRACE SAND, TRACE GRAVEL, DAMP TO MOIST, SOFT COL- PT). w Ja - -10— w w� - 15— ` • . _ 5.0 I SILT TO SILT; GRAY TO BLUE -10 111 iIl 5.0-14.5' CLAYEY SILT TO SILT; GRAY TO BLUE _ GRAY, WITH ORGANICS, INTERBEDDED WITH LAYERS OF PEAT (ML -PT). ., GRAY, INTERBEDDED WITH LAYERS OF PEAT, SOFT, MOIST TO WET (ML- PT). 9.0' HEAVY GROUND WATER SEEPAGE. -1S 14.5 - 16.O'SAND; GRAY TO DARK GRAY, FINE -TO "'V._:'• ' ' 15.5-16.5' SAND; GRAY TO DARK GRAY, FINE -TO _ T ' fl ' l 60 MEDIUM- GRAINED,ZRACESIIT, REDGRAINS; ANGULAR, WITH LAMINATIONS OF SILTY SAND, SATURATED C5P). "7 D= 16.5' MEDIUM-6RAINED,TRACE SILT, RED GRAIN4 ANGULAR (5P). MODERATE TO HEAVY GROUND WATER N otes , M ODERATE Co_HE:AVY CiRDU W ATER .Notes: SEEPAGES BELOW 6.5'. SEEPAGE. 6EI.0W 5.0'. TEST PIT LOG C. CASCADE GEOTECHNICAL Shamrock Center A D OF CASCADE TESTING LABORATORY, INC. DATE MPH 2.I, 1585 JCERT. N0855- 16G/886 -26G 1DwN BY ES DT 1CHKD BY xle.R T. P. - 5 Soil Description and Classification T. P - G Soil Description and Classification C . -� - - - - 10- _ - S F - I 0 -4.5' ORGANIC SILT; DARK BROWN, OCCASIONAL _ 0-4.0' ORGANIC SILT; DARK BROWN To BROWN, LAYERS OF PEAT, TRACE GRAVEL, DAMP TO MOIST, SOFT (OL OCCASIONAL LAYERS OF PEAT, TRACE GRAVEL, MOIST, SOFT (OL -PT). -5- - . _ -10- r , : . _ _ • � - , - 4.-13.5' CLAYEY SILT TO SILT; GRAY TO BLUE . 7 a 4.5-15.0'CLAYEY SILT TO SILT; GRAY To BLUE GRAY, TRACE GRAVEL, INTERBEDDED WITH PEAT FIBROUS,SOFT, WET (ML- PT). . w GRAY, WITH ORGANICS INTERBEDDED WITH LAYERS OF PEA ROUS,SOFT, DAMP TO WET. (ML- :; :' " =' 13.5-14.5'SAND; GRAY TO DARKGRAY, FINE -TO T D... 14.5' MEDIUM-GRAINED, TRACE SILT, RED GRAINS,ANGULAR,VVET (SP), _ ' ' -e;: , 15.0- 16.5' SAN D; GRAY TO DAR Y, FINE -TO MEDIUM TILT, RED GRAINS, ANGULAR, V` )P) GROUND WATER SEEPAGES ..._LOW 6.5' .Notes: .Notes: - 1 T P - -7 Soil Description and Classification T P - 8 Soil Description and Classification O O AT I - -4. f ' ._ 0-3.5' ORGANIC SILT C TOPSOIL; BROWN TO 0 -4.0' ORGANIC SILT; DARK SROWN,OCCASIONAL • - 5, _ - -10- DARK BROWN, OCCASIONAL LAYERS OF PEAT, TRACE SAND, TRACE GRAVEL, MOIST, SOFT , (oL. -PT). - 1 ..�' _+ - LAYERS OF PEAT, TRACE SAND, TRACE GRAVEL, MOIST, SOFT (bL -PT). 3.5 CLAYEY SILT TO SILT; GRAY TO BLUE _5 - ., ... -10r' - 15, - "" ... f ^: 4.0- 15.0' CLAYEY SILT TO SILT; GRAY TO BLUE GRAY, INTERBEDDED WITH LBYERS OF PEAT - FIBROUS, SOFT, WET (•L•Pd - " GRAY, INTERBEDDED WITH L�IYERS OP PEAT - FIBROUS, SOFT, WET (ML PT) - 15, ;; -15.5' ; 1 4.0 SAND; GRAY To DARKGRAY, FINE . :: : 15.0 SAND; GRAY TO DARK GRAY, FINE - Z -15.5' _ D - MEDIUM - GRAINED, TRACE SILT, RED • \ GRAINS, ANGULAR ,WET (5P). _T•D= .. 16.0' MEDIVM- GRAINED,TRACESILT,RED • GRAINS, ANGULAR, WET (SP). GROUND WATER SEEPAGES BELOW 4.0' .Notes: GROUND WATER SEEPAGES BELOW 4.0' .Notes: 1 TEST PIT LOG mi CASCADE GEOTECHNICAL Shamrock Center A DIVISION OF CASCADE TESTING LABORATORY, INC. DATE MA`? 21, lees JCERT. N0855- 16G/886 -26G IDWN BY ES DT ECHKO BY Kip T. P. - 9 Soil Description and Classification T. p - I 0 Soil Description and Classification O -5 � t -10 ► ❖■7 0-3.5' SANDY SILT WITH CRUSHED ROCK; VERY 0 .. -A- - s ... :• " ,., -10— -I5 ❖: :. .. .._ 0-2.0' SANDY 51LT WITH GRAVEL E QURNED ; •�:�� . • ..•� �•..� .41..41. COARSE, GROUND WATER SEEPAGES WITH STRONG . ONG PETROLEUM SMEU. (FIL DEBRIS (FILL). a '►- t 2.0 -¢.S' ORGANIC SILT; GROWN TO DARK BROWN, 19CALLY PEATY, TRACE SAND, SOFT, WET(01: P1) I 1 I � t 3.5- 10.0' ORGANIC SILT e PEAT; GRAY TO DARK BROWN,TRACE SAND, VERY SOFT, WET (OL -PT). - = 4.5 CLAYEY SILT TO SILT; GRAY TO BLUE I i i i t t t GRAY, INTERBEDDED WITH LAYERS OF PEAT, SOFT, MOIST TO WET, (ML -PT). 15.0' HEAVY GROUND WATER SEEPAGE. '-1/4 -15 10.0-I5.0'CLAYE`( SILT TO SILT, GRAY TO GLUE GRAY, INTERBEDDED WITH LAYERS OF PEAT, SOFT, MOIST TO WET (ML- PT). .. .:. - 15.0-15.5' SAND., GRAY TO DARK GRAY, FINE -TO 15 5 15.0- I5.5'SAND; GRAY TO DARK GRAY, FINE-To MEDIUM - GRAINED, OCCASIONAL LAMINATIONS OF SILTY SAND, ANGULAR, SATURATED (SP). -115.5' MEDIUM - GRAINED :TRACE SILT, ANGULAR, SATURATED (SP). SROI)ND WATER SEEPAGES C1.e . Notes: GROUND WATER SEEPAGES BELOW 2.5' .Notes: T P - I I Soil Description and Classification T. P -1 ',, Soil Description and Classification O 0 "• "• "• ����:; . :!: • : 0 -4.0' SAND t GRAVEL; BROWN, FINE- TO : ❖ :C 0-4.0' SAND t, GRAVEL; GROWN FINE- TO COARSE- GRAINED, DENSE, DRY (FILL). .• 4, : ' +:A COARSE-GRAINED (FILL), 3.5' HIT CONCRETE PIPE. HEAVY - 5 f , -10 .r. -IS - 1 : f ! 4.0- (5.0'CLAYEY SILT TO 4(LT; BLUE GRAY TO -5 -10 -IS T. D.= 4.0' WATER FLOW OUT OF PIPE. . . BROWN, INTERBEDDED WITH LAYERS OF FIBROUS PEAT, TRACE GRAVEL., SOFT, MOIST TO WET CML -PT). . ... 1; 15.5 15.0-15.5' SAND; GRAY TO DARKGRAY, FINE-TO MEDIUM-GRAINED, SILT, ANGULAR, SATURATED (SP). Notest GR.OL NO WATER SE EPAGES BELOW 4-.O' - .Notes: HOLE TERMINATED DU ro CaNCi�TE PIPE TEST PIT LOG A DIVISION OF MI CASCADE GEOTECHNICAL Shamrock Center CASCADE TESTING LABORATORY, INC. DATE MAY 21, 1985 10ERT NO. 16G/886 -26G IDWN BY E5DT ICHKD BY 11A T. P. - 13 Soil Description and Clauification T. P• - 14 Soil Description and Classification O 0- 2.0'SAND GRAVEL; BROWN, FINE-TO COARSE- 0 ` :4 '.•� • :.�.� Io 40 11. 41.,,•11..." 0 -4.0' SANDY StL_T TO SILTY SAND; BROWN,WIlri GRAINED (FILL). DELETERIOUS MATERIALS (FILL). .i, -_ •• -10- . .. ` w . _ . . 13.0' CLAYEY SILT To SILT; GRAY TO BLUE • GRAY, INTERBEDDED WITH LAYERS OF LOOSE., FIBROUS PEAT, SOFT, WET(ML-P'T)• • - 5•e' -5 -.:,; 4.0 -6.5 SANDY SILT TO SILTY SAND WITH GRAVEL; GROWN TO GRAY GROWN, VERY DENSE, DAMP, WEATHERED TILL (SM -GM). _ -10- r - -15- - . D: 8.0' G.5 SANDY SILT TO SILTY SAND WITH GRAVEL; GRAY BROWN TO GRAY, TRACE CLAY, VERY DENSE, DAMP TILL(5M•GIQ • •;' 13.0.14.0' SANDY SILT To SILTY SAND W1114 GRAVED; -15-• ., T.D.= 14.0 BROWN TO GRAY BROWN, VERK DENSE, DAMP, WEATHERED TILL (5M-GM). Notes: Notes: HOLE TERMIN AT REFUSAL. T P • IS Soil Description and Classification T P - Soil Description and Clauification C 0 . . -5. . .. . . -10- - . -15_ . • • • • 0 -20' SAND I* GRAVEL; BROWN, FI NE- TO COARSE 4. �I�� GRAINED, ANGULAR, L!TTLs SILT 4 COBBLE- \ (FILL). . II • 2.0-10.0 CLAYEY SILT TO SILT; GRAY TO BLUE -5� -10 I I s � . GRAY, INTERBEDDED WITH LAYERS OF FIBROUS PEAT, SOFT, MOIST TO WET (ML-PT). . , - 15- 7.0. 10.0 .Notes: GROUND WATER SEEPAGES BELOW 3.5' ,Notss: TEST PIT LOG C III. CASCADE GEOTECHNICAL Shamrock Center A DIVISION OF CASCADE TESTING LABORATORY, INC. DATE MA`( 21, 1955 ICERT. N0855- 16G/886 -26G IDWN BY ESDT ICHKD BY Ke,R T.P.• 16 Soil Description & Classification T.P. • 17 Soil Description & Classification 0 +;;0 �� =!= - -- - 3' FILL; BROWN TO GRAY, SILTY 0 •_ =0 �: . =IS — - 3' FILL; BROWN TO GRAY, SILTY SAND, WITH 2 "- 10" ANGULAR ROCK, SLIGHTLY MOIST. GRASS MAT AT 3.0' SAND, WITH 2 "- 10" ANGULAR ROCK. GRASS MAT AT 3.0' ..; -5— : — — .1 I I I t t1 4 1 ► I I I I 1 1 ' 1 i I 1 1 . I I r 3'- 9'ORGANIC SILT; GRAY TO DARK - -5-- _ — 0===.7"Al=11="7"121 — — 4-- s_ _L — — -7, 4-1-4 3'- 8'ORGANIC SILT & PEAT; GRAY BROWN, INTERBEDDED WITH PEAT, SOFT, MOIST. (OL -PT) MINOR SE AT 5.0' • TO DARK BROWN, SILT INTER - BEDDED WITH PEAT, MOIST. (0L-PT) MINOR SEEPAGE AT 5.0' - -10-- -` - ' : =. • � �' -,� ■ � ' _ ^ � 4 « _ 8' -14' CLAYEY SILT TO SILT; BROWN TO BLUE GRAY, WITH ORGANICS SOME PEAT, SOFT, MOIST TO WET. (ML -PT) - 10—. .1' 1 °._,,. ,, ,- lk . _ g'_11'PEAT; FIBROUS, SOFT, MOIST, SOME SILT. (PT) -' - �_ ' �- k ,_ ` °, - + ; � 11'- 15'CLAYEY SILT TO SILT; BROWN TO GRAY, WITH THIN PEAT LAYERS, SOFT, MOIST TO WET. (ML - PT) - 15 — EME 14'- 16'SAND; DARK GRAY, FINE TO MEDIUM GRAINED WET. SP GRAINED, . ( ) - 15 . ;; ' •• ` °k., 15' 16' SAND; DARK GRAY, FINE TO MEDIUM GRAINED, WET. (S 1 . T.D. = 16.0' T.D. = 16.0' -20 Notes: -20 Notes: CAVING OF EXCAVATION AT 14.0' . TEST PIT LOG CASCADE GEOTECHNICAL Shamrock Center A DIVISION OF CASCADE TESTING LABORATORY, INC. Date 06/30/88 Job No. 886 - 26G Nom By HLA Geo /Eng. EP.- 18 Soil Description & Classification T.P. • 19 Soil Description & Classification 0 : =� :0 ��`� �- �� =.. -5 '5 '- - 5'FILL; BROWN TO GRAY, SILTY SAND WITH GRAVEL, ANGULAR ROCK TO 10 ", MOIST. GRAY SAND BELOW 3.0 HEAVY SEEPAGE AT 5.0 0 �f0 - 5'FILL; BROWN TO GRAY, SILTY SAND WITH GRAVEL, ANGULAR 7411 ROCK TO 10 ", MOIST. = MINOR SEEPAGE AT 5.0' 10'ORGANIC SILT & PEAT; GRAY )ij 5'- ,'' 4 � � � 10 SILT & PEAT; GRAY 1 ' + TO DARK BROWN, SILT INTER - BEDDED WITH PEAT, MOIST TO WET. (OL -PT) i ( 1 TO DA RK BROWN, SILT INTER- BEDDED WITH PEAT, MOIST TO WET. (OL-PT) - 10 - 15 I i • 10'- 11.5'PEAT; FIBROUS, SOFT, MOIST, SOME SILT. (PT) - 10 : ' � - .10'- 11.5'PEAT; FIBROUS, SOFT, �_7" MOIST, SOME SILT. (PT) :. : 11.5- 16'CLAYEY SILT TO SILT; 1� (pp 11.5'- 16'CLAYEY SILT TO SILT; BROWN TO GRAY, SOME PEAT, SOFT, MOIST TO WET. (ML -PT) BROWN TO GRAY, SOME PEAT, SOFT, MOIST TO WET. (ML -PT) '' i `' - 15 •: s ;•; r;'.';: ` = =t• 14'- 19' SILTY SAND; DARK GRAY, SAND; SOME CLAY, WET. (SP) 15'- 17' SAND; DARK GRAY, FINE TO MEDIUM GRAINED, WET. (SP) T.D. = 17.0' T.D. = 19.0' - 20 Notes: CAVING OF EXCAVATION AT 15.0'. - 20 Notes: CAVING OF EXCAVATION AT 14.0'. TEST PIT LOG CASCADE GEOTECHNICAL Shamrock Center A D Of CASCADE TESTING LABORATORY, INC. Date 06/30/88 Job No. 886 - 26G Dwn.By HLA I Geo/Eng. T.P.• 20 Soil Description & Classification T.P.• 21 Soil Description & Classification 0 ■:: 0 - 4'FILL; MEDIUP1 GRAY SAND WITH 0 - 2'TOPSOIL; DARK BROWN, SILTY SAND, WITH ROOTS. (ML) -_ — I. �� =� =� �� ►��= SOME SILT, BRICKS, ANGULAR ROCK. MINOR SEEPAGE AT 4.0' - 5--- � i -10— - — - - -15— - - . t • -9.5'SILTY SAND; LIGHT BROWN " _' °•' •, `. ' • '��f } ei'li TO BROWN, MOTTLED, DENSE, WEATHERED TILL. (SM) -10 r If ' fi r ! �L i T r - -- x — '+- s ;- -- 4� r —�- -� 'i sy- - r- - ±1 - - l -b -- r - F - • - r' {trl-Tf- 4'- 14' ORGAN I C SILT & PEAT; GRAY TO DARK BROWN, SILT INTER- BEDDED WITH PEAT, SOFT, MOIST. (OL -PT) . T.D. = 9.5' - 15 14'- 16.5'SAND; DARK GRAY, FINE TO MEDIUM GRAINED, WET. (SP) T.D. = 16.5' -20 Notes: -20 Notes: TEST PIT LOG (.....„. -.g o.' CASCADE GEOTECHNICAL Shamrock Center A DIVISION OF CASCADE TESTING LABORATORY, INC. Dote 06/30/88 Job No. 886 - 26G Dwn.By HLA I Geo/Eng. SAMPLE TYPE e• INTERVAL N —1 73 D DEPTH STANO►4RD PENETRATION BLOW'/ FOOT 0 50 DESCRIPTION • °C II �m 3 ~ rr1 n i -'- -1- — 1.: r.. -; 4 . iR i 4.0' s• _, 0 -4.0' ORGANIC SILT; BROWN TO DARK BROWN, POORl�t DEVELOPED -_, SOILS HORIZON, OCCASIONAL LAYERS OF P EAT, MOIST, SOFT (OL -PT). 1 I 1 4.0= 13.5'CLAYEY SILT TO SILT; GRAY TO GRAY BROWN, INTERBEDDED 11 WITH LAYERS OF FIBROUS PEAT, VERY SOFT WET (ML ). to 0 - - i ll 13.51 I ��i 13.5-180 SAND; GRAY, FINE -TO MEDIUM-GRAINED,TRACE SILT, OCCASIONAL RED GRAINS, ANGULAR, LOOSE, WET (SP). 18 :o. o• 1 I I p0 0, %% Ig% '% I - - 16.0 -22.5' SILTY CLAY TO CLAYEY SILT; GRAY, SATURATED, VERY ,O•/.d SOFT (CL- M Q. /.IA 22.5' 's' °' G 22.5- 27.0'SAND; GRAY TO DARK GRAY, FINE -TO MEDIUM•GRkINED, SOME SILT, TRACE COARSE SAND, SHELLS, LOOSE , WET (SP-s M). 4 3 3 _;::;::;.•�_`; 27.0 - 35.d SANDY SILT TO SI LTY SAND WITI4 GRAVEL; GRAY, ROUNDED 5 12 POUSHED GRAVELS, SLIGHTLY WEATHERED TO 31.0", VERY STIFF, WET' TILL (ML- S(v1). NOTFS • TEST BORING LOG Shamrock Center CASCADE GEOTECHNICAL A DIVISION OF BORING NO. ! �. CASCADE TESTING LABORATORY. INC. ' DATE M 2.3, 1985 CERT. 8 5 -16G /886- 26G IT ESOT JCHKD IY ___.,............. aim_ aid STRATA DEPTH STANDARD PENETRATION 'Lows / FOOT 0 DESCRIPTION WATER TABLE _ — 35.0' '. 2.7.0-35.0" SANDY SILT TO SILTY SAND WITH GRAVEL; . CONTINUED FROM PAGE I. 32.0' LESS SAND WITH DEPTH, SLIGHTLY EXPANSIVE. 2610 I 1 o ,,... .._ :•:.: :•••:.: :wt c fi g:. ...1 : . .0-- .. . 35.0 - 44.0 SAND; GRAY, FINE-TO COARSE- GRAINED,TRACE GRAVE. • 1LTTIk SIE, DENSE TO VERY DENSE, MOIST (SP). 40.0' GRAVEL LAYER. 42.5' TRACE ORGANICS. 'Is I ... G 14. le 40.0• . I . r- :— T. D.= ' 504, 24 4.4 5015_ 44-.0' , . • . ..... - - -- .... - , • , NCTFS TEST BORING LOG Shamrock Center c ePO . CASCADE GEOTECHNICAL BORING NO. I CASCADE TESTING LABORATORY, INC. PAGE 2_-_OF...1- DATE MAY 2.3,1585 ICERT. NO. 855-16 SY eso J CHKD IV gka R *7r) J w < Z c— tn STRATA DEPTH STANDARD PENETRATION BLOWS / FOOT o so DESCRIPTION • , 0- 2.5'SAND r: GRAVEL; BROWN, FINE -TO COARSE-GRAINED, ' • _ DENSE, DRY (FILL). h 2.5-16.5' CLAYEY SILT TO SILT; GRAY TO 6RAY BRoWN, INTER- O z ' 2 BEDDED WITH Lq 'ERS OF FIBRoUS PEAT, VERY SOFT, WET (ML-PT). 12.5' VERY SOFT. I ' J - - L.J I6.5-I8.0' AND; GRAY, FINE-TO MEDIUM-GRAINED,TRACE SILT, OCCASIONAL RED GRAINS, ANGULAR, LOOSE, WET (5P). 3 - r a C t I i8.0-Z4.0' SILTY SAND TO SANDY SII F WITH GRAVEL; BROWN TO • GRAY BROWN,ZRACE Cle+Y, ROUNDED t POUSHED GRAVELS, DENSE, DAMP, WEATHERED TILL (SM -GM). 20.5' OCCASIONAL &YERS OF FINE -TO MEDIUM-6RAINED SAND. so 9 Is 35 2I.5'GRAVEL,VERY HARD DRILLING. i 24.0 - 34.0' SILTY SAND TO SANDY SILT WITH GRAVEL; GRAY BROWN TO GRAY, TRICE CLAY, ROUNDED AND POLISHED GRAVELS, DENSE, DAMP TILL (SM 504, NOTES TEST BORING LOG Shamrock Center A DIVISION OF BORING NO. Mil CASCADE GEOTECHNICAL /y� CASCADE TESTING LABORATORY, INC. *r 1-of DATE MA1f 23, 1985 'CERT. No.855- 16G/866 -26G (DWN BY ESOT loom BY jie - 1k/91Ni acVsi_ aurivs STRATA . DEPTH 3e.d STANDARD PENETRATION BLOWS/ FOOT 0 50 DESCRIPTION WATER TABLE I t j 4 ii hg-IT 'T.D.•' 34.0/ 24.O- 34.O'51LTY SAND TO SANDY SILT WITH GRAVEL; CONTINUED FROM P. I. I 3s OID go /41 1 - 23 • • . I, 1 NOTES TEST BORING LOG Shamrock Center CASCADE GEOTECHNICAL A DIVISION OF BORING NO. CASCADE TESTING LABORATORY, INC. 'AG DATE MAY 23, 1585 'CERT. NO. 855 -1.6G /866- 26GIDwN or ESOT ICHKD IIIv iof [ SAMPLE WPG 1 INTERVAL STRATA . DEPTH STANCARD BLOWS/ FOOT DESCRIPTION WATER TABLE x . . ❖. ❖. O t GRAVEL; BROWN, FINE -TO COARSE- GRAINED, DENS: DRY (FILL }. i� NEI 4 . IN ' 4.0- 1L.5'CI:AYEY SILT TO SILT; GRAY TO GRAY BROWN, INTER- = `a ,,,, 1111 - - �■ BEDDED WITH LAYERS OF FIBROUS PEAT, VERY SOFT, WET. CML -PTA. 11111 I _ 11111 il 1 1 n;1 aa■ ■. N O■ I 17.5 - 30.0' CLAYE•{ SILT TO SANDY SILT WITH GRAVEk; B? UN ■ TO GRAY BROWN, STIFF, MOIST, VERY WEATHERED TILL (ML). 20.0' HARDER. 24.0' GRAVELS. !-hem I 3. .. 11 I ■���■ . NOTES TEST BORING LOG Shamrock Center Mil CASCADE GEOTECHNICAL A DIVISION OF BORING NO... CASCADE TESTING LABORATORY, INC. WE I OF 2 DATE MAC( 2..3, 1985 [T. - 16G/866 264DWN SY E5DT CHKD BY SAMPLe'TYPE I INTERVAL STRATA DEPTH 1..0 STANDARD PENETRATION SLOWS / FOOT 0 501 DESCRIPTION WATER TABLE •' : 30.0.39.0' SAND, GRAY, FINE- TO COARSE- GRRINED; TRACE GRAVEL,TRACE TO LITTLE SILT, SATURATED, DENSE C5P). 32.5' HEAVY GROUND WATER SEEPAGE, 32' HEAD. 39.V RODS SANDED IN, ZERO SAMPLE RECOVERY. a is 12 `• 5 — T. D: 39 I J1 NOTFS TEST BORING LOG Shamrock GEOTECHNICAL A DIVISION OF BORING CASCADE TESTING LABORATORY, INC. . Center NO. 3 MI CASCADE P/ICE 2.OF DATE MAY 23, % 85 rCERT. N0.855 -16G /866- 26G SY ESDT IC141CD BY fem Proje SHAMROCK CENTER Job No. 886 - 26G Date 07/06/88 Boring No. 4 Dwn.By HLA Driller R & R DRILLING Drill Type HOLLOW STEM AUGER Geo, g. J. SADLER Hole 0 4" I.D. Fluid NONE I Sample Interval yid6a Penetration Strata Soil Description & Classification Notes „9 /smol9 • I Blows /ft. FILL; BROWN TO GRAY SILTY SAND WITH GRAVEL. " " _ - - — — - - — - - 7 10 ' SANDY SILT TO SILT; MOTTLED GRAY, MEDIUM STIFF TO_ _ — 3 3 STIFF, MOIST. SOME ORGANICS. (ML) 4.5'- 6.5'SOME PEAT PEAT; FIBROUS, DARK BROWN, MOIST TO WET. (PT) _ 5 — 5 4 4, 8 _ 1 2 3 5 PEAT; FIBROUS, DARK BROWN, MOIST TO WET. INTER- `1 10 1 1 1 2 BEDDED WITH GRAY -BROWN SILT. (PT -ML) SANDY SILT TO SILT; GRAY - BROWN, SOFT, WET. INTER - 15 1 1 2 3 ,;; BEDDED WITH THIN PEAT LENSES. (ML -PT) SAND; DARK GRAY, LOOSE, SATURATED. (SP) 20 — 2 7 3 10 �:: CLAYEY SILT TO SILT; GRAY, VERY SOFT, WET. MARINE — ` ; . • 1 2 SHELLS. (ML) SILTY' SAND; GRAY, LOOSE, WET, MARINE SHELLS, SOME. 25 3 4 7 CLAY. (SM) Notes. TEST BORING LOG Page 1 of CASCADE GEOTECHNICAL A DIVISION OF CASCADE TESTING LABORATORY, INC. _2 [Project SHAMROCK CENTER Job No. 886 - 26G Boring No. 4 , I Sample Interval Penetration T I Strata Soil Description & Classification Notes 9 /sRol8 •ti /snwlg I — — — SILTY SAND WITH GRAVEL; GRAY, MEDIUM DENSE TO - BECOMES DENSE ' AT 31' - EXTREMELY HAR - DRILLING - VERY DENSE, MOIST. (TILL) (SM) ` 38' SOME COBBLES I 35 16 10 12 22 — — , — I 40 6 8 5 6 50+ T.D. = 40.0' Notes. TEST BORING LOG page 2 of 2 Mil CASCADE GEOTECHNICAL A DIVISION OF CASCADE TESTING LABORATORY, INC. Project SHAMROCK CENTER Job No. 886 - 26G Date 07/06/88 Boring No. 5 Dwn.By HLA Driller R & R DRILLING Drill Type HOLLOW STEM AUGER iaeo/Eng. J. SADLER • Hole 0 4" I.D. Fluid NONE Sample Interval yidea Penetration Strata Soil Description & Classification Notes „9 is/Am Blows/ft. • - FILL; GRAY -BROWN SILTY SAND. - ` - _ _ TRACE ORGANIC`. 2 18'- 18.5' `BECOMES DENSER 'AT 21' ^ VERY HARD `bRILLING = - PEAT; FIBROUS, DARK BROWN, SOFT TO VERY SOFT, MOIST TO WET. (PT) 10'- 11.5'PEAT CONTAINS LENSES OF GRAY -BROWN SOFT SILT. (PT -ML) SILT; GRAY TO GRAY - BROWN, VERY SOFT, WET TO 42327 60 �f 2 3 4 7 2 1 2 3 1 0.5 0.5 1 '± I - - •:•:.•••.".•••• 1 0.5 0.5 1 SATURATED. SOME PEAT. (ML -PT) SILTY SAND TO SAND; FINE GRAINED, BROWNISH GRAY, __Li__ - 1 1 1 2 VERY LOOSE TO LOOSE, SATURATED. (SM -SW) SILTY SAND WITH GRAVEL; MEDIUM GRAINED, GRAY, 20 i ' • * - **** — — — 1 6 14 20 MEDIUM DENSE TO VERY DENSE, SATURATED, MARINE SHELLS. (SM -GM) 25 — _ 2 14 50 6 50+ 30 Notes: TEST BORING LOG Page 1 of 2 CASCADE GEOTECHNICAL A DIVISION OF CASCADE TESTING LABORATORY, INC, `Project SHAMROCK CENTER Job No. 886 - 26G Boring No. 5 r Penetration Strata Soil Description & Classification Notes Sample ii Dept „9 /SMOIB li /SMOI9 I Q]•• SILTY SAND WITH GRAVEL; GRAY, VERY DENSE, MOIST. _ I 14 27 41 68 (SM) (TILL) I 35 '' - I _ — 21 35 506 50+ T.D. = 36.5' Notes: TEST BORING LOG Page 2 of 2 CASCADE GEOTECHNICAL A DIVISION Of CASCADE TESTING LABORATORY, INC. Project SHAMROCK CENTER Job No. 886 - 26G Date 07/06/88 Boring No. 6 Dwn.By HLA Driller R & R DRILLING Drill Type HOLLOW STEM AUGER Geo/Eng. J. SADLER Hole 0 4" I .D. Fluid NONE I Sample Interval 1 l Penetration Strata Soil Description & Classification Notes „9 /sMol9 Idea 1i/ sMol9 j - TOPSOIL /SILTY SAND; BROWN, LOOSE, MOIST, SOME _ ROCK IN - SAMPLER HEAD - - ROCK IN - SAMPLER HEAD - ROCK IN - SAMPLER HEAD, —HARD DRILLING _BELOW 10 .LARGE ROCK BLOCKED SAM - - PLER HEAD _VERY HARD DRILLING _LARGE ROCK; SAMPLER COULD ^ NOT BE ADVAN C. LARGE ROCK; "USED 3 "DIA. — SPLIT SPOON -W /300# HAMMER - DISTURBED _SAMPLE. - GRAVEL, ORGANICS. (SM) --, SILTY SAND WITH GRAVEL; BROWN, MEDIUM DENSE, Z 41 9 50 3 11 6 17 MOIST. (SM) SILTY SAND WITH GRAVEL; GRAY, VERY LOOSE, WET TO 1 1 2 3 I SATURATED, SOME CLAY. (SM -CL) SILTY SAND WITH GRAVEL; MOTTLED GRAY, DENSE, 10 — 1 _' 11 28 37 '`` MOIST. (SM) NO RECOVERY SILTY SAND WITH GRAVEL; GRAY, DENSE, DAMP. — 4 8 15 23 FOnt w ' 15 1141 _ 3 10 35 45 (SM) (TILL) NO RECOVERY SILTY SAND WITH GRAVEL; GRAY, DISTURBED SAMPLE. 20 _ 50 p 1444 — 25 — — _ 30 — T.D. = 25.5' Notes. TEST BORING LOG Poye 1 of 1 M CASCADE GEOTECHNICAL A DIVISION OF CASCADE TESTING LABORATORY, INC. , :D APPENDIX C ta AD' -- tS LA- o' • IN TESTING & INSPECTION / ENGINEERS /GEOLOGISTS 12919 NE. 126... PLACE KIRKLAI'O. WASHINGTON 98034 (2061823 -9800 SEATTLE (2061525.6700 EVERETT (2061259.0817 100 1 3 5 3 S;$ 2 90 60 70 W 00 50 z W 40 W a 30 20 10 I S IEVE ANALYSIS [ 312[ OF OP Nlnlq IN INCH[s I NUMIER Qi M[SN PER INCH. US STANOARO SAMPLE NO DEPTH - FT GRAVEL CLASSIFICATION SAND NAT W C. L L P1 N � 0 9 Cosrs• Fine 4 Caere. j Medium Fine ^0 1d H LA SIEVE ANALYSIS SIEVE SIZE %PASS 1/2" 88 3/8 1/4" #4 #40 #100 #200 83 70 63 18 3 1 SPECS T.B.4 (18- 19'):23 %PASSING #200 T.B.5 (182- 19):69 %PASSING #200 8 N 8 S! 3 St ? R R O O • fn f nl N Q i •1 t Fl N _ S 88 GRAIN SIZI IN MILLIMETERS CORPS OF [NOIN[[RS UNIFORM SOIL CLASSIFICATION MATERIAL T.B.5 (23-24') PROJECT SHAMROCK CENTER CERT. NO. 886 — 26G PROJECT BORING SHAMROCK CENTER WATER CONTENT • GENERAL DATE 07/11/88 JOB NO. 886 - 26G NO 4 Sample or Specimen No. (6 - 6.5') (13 - 14') (18 - 19')(231/2-24') (281/2-29') (334-34') Tare No. 1 2 3 4 5 6 Weight in grams Tare plus wet soil 148 214 229 215 218 299 Tare plus dry soil 81 127. 180 144 162 268 Water W 67 87 49 71 56 31 Tare 0 0 0 0 0 0 Dry soli W Water content w 82.7 % 68.5 % 27.2 % 49.3 % 34.5 % 11.6 Sample or Specimen No. , Tare No. Weight in grams Tare plus wet soli Tare plus dry soil Water I Tare Dry soli W 3 Water content w Sample or Specimen No. Tare No. Weight in grams Tare plus wet soil Tare plus dry soil Water W Tare Dry soil W s Water content w % % % % % Remarks (tare plus wet soli) • (tare plus dry soli) w% 100 = x 100 W s = x (tare plus dry soil) • (tare) Technician BK Computed by Checked by. ,Z_____ CASCADE TESTING LABORATORY. INC. TESTING 13, INSPECTION /ENGINEERS /GEOLOGISTS 12919 NE 126... PLACE KIRKLAND, WASHINGTON 98034 12061823 9800 SEATTLE 12061 525.6700 EVERETT 12061 259.0817 PROJECT BORING SHAMROCK CENTER WATER CONTENT • GENERAL DATE 07/11/88 JOB NO886 - 26G NO 5 Sample or Specimen No. (8') 0.3-131/2 (18') (181/2-19') (23-24') (33') Tare No. 7 8 9 10 11 12 Tare plus wet soli 136 260 260 190 248 188 Tare plus dry soil 33 156. 186 131 209 171 f et 3415 lam Water 103 104 74 59 39 17 Tare 0 0 0 0 0 0 Dry soil e Water content w 75.7 % 40.0% 28.5 % 31.0 % 15.7% 9.0 % Sample or Specimen No. Tare No. Weight in grams Tare plus wet soil Tare plus dry soil Water W w Tare Dry soil W Water content w % % % % % Sample or Specimen No. Tare No. Weight in grams Tare plus wet soil Tare plus dry soil Water 3 3 Tare Dry soil W s Water content w % % % % % Remarks (tare plus wet soil) • (tare plus dry soil) 100 = x 100 w 3 w ,� o _ x (tare plus dry soil) • (tare) Technician BK Computed by Checked by TI CASCADE TESTING LABORATORY. INC. TESTING 8. INSPECTION / ENGINEERS /GEOLOGISTS 12919 NE 1261•. PLACE KIRKL ANO, WA`�MINGTON 98034 12061 823.9800 SEATTLE 12061 523.6700 EVERETT 12061 239•06 17 Run No. Tare No. Tare plus wet soil Tore plus dry soil T.8.4 (13 -14') Wate r W w Tare Dry soil Water content Number of blows 5 Number of blows 10 Dry soil Water Content Remorks Plastic limit CASCADE TESTING LABORATORY. INC. TF�,.,-TING R INSPECTION ; ENGINEERS / GEOLOGISTS 129l'• NI. 12..•.. PL ACL M IRK L.4N0. WA , 9/3034 Ws w W s w Technician 1 32 20 12 0 60% 20 50% 1206)823 P1)00 LIQUID LIMIT 20 LIQUID & PLASTIC LIMIT TESTS PROJECT SHAMROCK CENTER DATE 07/11/88 CERT. NO. 886 - 26G •.• .� =MI s.i.IM...<,s.. ...--- ENOMMIN IM ME MINE= MIN sue.s1••■■sss ■— .�. INN ....NIONIMONNI.. � Nom ••.— .....— ..�—.■.a---- -...—..— MM. NININIMIIIIIMENNOMI � m - - - -- -- M■ss,.l■..Mss —0•11•... --- MIR UNI..•=1.. ∎sss ■• MM.= ill••■••••••••I -- • -- - -.. =M EM ■. /.■ --- ...••=..1••ss. •••••.••111•.•••■••. MOM MIN EMI IMMO MI MIN � INN= - - - -- sss�s>. ssss.s •••••.s••ss. ..� EMI.N•.ssss.s..■I■.. ..� O... —....MI ss.l� MOO ---- -IO.=MN MN MS sssss� ISSUINO MIN M O EMI ssssssss __.... ••....■■ ■......■..■ __......... ■ ■• ■ MUM ... INIMM.... ••...1•111••••••111111 EWE .ININ....••••• ..■■■ ■ ■■ ■. ■a.■ _s,......... ■ ■.. ■...■ ■...■ ��.�..�....■■■■.■ ■■� .■■.■ -- -..._....mom ■.....■■.. 11•1..•=111•s.........• ■..• ■ •,. ■..■ �..•........■■ ■■■■ ■ ■■uuuu• INNIM..r..IN.................. INNINEE own Nom ter .... .. ■. ■ ■. NINON 111111111•....1...BIM ■.■■...... �............■■■ ■■ ■ ■.. ■..■ r_......... ■ ■ ■ ■.■ ■.. ■.... inomo...im......■ ■...■ ■lost• __.......... ■■■ ■■■■•..u.. ��......... ■ ■ ■■ ■ ■ ■ ■. .■■.. ----- . _... •.........l.... ��........ EWE NNW ..... — n••. •••. - .. —... • ■...■ aINUMa1•■ MIN MIN MUM aau■11 aauaa sl— ...._.........■.......■ ----- ..... •......... ■... ■ - - -.1• •••••• .......... ••••• __....•.•• ■■ ■■■ ■. ■ ■..■..■ ... —..- ._... •.......... __....... ■. ■ ■ ■■ ■....I...■ ��........ ■. ■.... ■. ■■■ __........MENU MINN HMO __. ... ..•.. IN .loom.. s>_ _................... ■... .sstsMM.M......■■■■ ■■■■. ■.... .;• m.I....... •....... ■ ■ MIN INI........ MINIM ■....EMI Nn........ • ■ ■■ ■ meows olo ■ ■. 30 40 PLASTIC LIMIT Run No. 1 Computed by Checked by f' ll 58 PL 50 PI Symbol from plasticity chart MH 8 SILT WITH HIGH PLASTICITY Natural Water Content Tare plus wet soil Tare plus dry soil Water 18 12 6 P E Tare No. 0 rn c rn Tore 0 Number of blows Tare plus dry soil Water CASCADE TESTING LABORATORY. INC. TESTING &. INSPECTION / ENGINEERS /GEOLOGISTS 12919 NI 126•.. PL ACC I IAh AND. 6.MINGTON 98034 T.B.5 (13-131/2') Run No. Tare No. E Tare plus wet soil Water ww Q , Tare plus dry soil 5 Number of blows Run No. Tare No. Tore plus wet soil 1 8 6 2 rn Tare 0 Dry soil W s Water content w 25% 24 10 1 4 3 2061823 9800 LIQUID LIMIT 2 14 8 6 0 43% 29 2 6 4 1 2 Tare LIQUID & PLASTIC LIMIT TESTS PROJECT SHAMROCK CENTER DATE 07/11/88 CERT. NO. 886 - 26G MI= •111111111•11•1111011= IMM•= -- •.•]•— INN 1•1•11111=101111O1111111•111 - MIN MI•11•11•111•111111111•111 - - -s — =MM. =MBOMENEHM NMI 1111•11111•011011111111•1111=1 MIN •MMINNIIM•11111111111111111 MINIMUM •111111•IMIIINO SEIM - ---MO= MINN NNE -- -- =MI ----- ------ •■� EMI ••.■■.■.•.■■1 - - - - -- - - -'N MINNINIMMIN IMO 1■11M1•1111•110•1•11••• •IME— r — =M— � MINI MINN =MIN... NMI ■■■1� ■■.U■1 MIN ■ N own ••� ■m■ m■..11• ■1.M.1•■ - - - - ■■..•� •=11•1111111..••r• =I= •••=111 — INNENNM MIMI —••M—.■ -- III= OMNI MIN •1•11 m..■_....... u...•.......... 11•1..... ■ ■. ■ ■ ■ ■. ■.. ■ ■.. •1••■....MO... MINN ■■■•. ■■•.■ ��... ... 1•111111111•111111111111111111111111111 •1•■....�.. ■•■• • ••■•■ ■••.. ��....... . ■. ■ ■ ■ ■ ■ ■. ■ ■... •m..._....•.■ ■ ■•■•. ■u■.. mom mom __...._... ■ ■•• ■ ■•..•■.. ■.I•11......... ■..■ ■.... •■■•. •.■ ■......... ■ ■ ■■ ■■.■..••U. — .. - -. -- M ■..■ ■..■■ Nairn 1.1......... ■•■ ■■■■. U.... ��........ ■■.•■ ■•■•..••.■ ••IN........ MINN ■•■ ■■ ■■ ■.. •........■...•■..■■■ma. •.MI........ ■• ■ ■•■ ■ ■•. .•■.■ _.■.1•..1..1.. •■..■■..■. =•■........ ■•■■• MINIM .u•.. elsomum INN • smug 1• ■ ■1•■ 11111• ■11 I■ ■.. mmmi....... ■■•m■ sums• ■■■■. m.. ■..............a........ �•■........ ■•.■■ ■•■•. ■.. •.111111........ ■•■ ■■ ■ ■ ■ ■..■■.• ••••..•.•.. .■..■ ■ ■.■■ ■■.■■ ��........ ■•m■..■■.■ ■1•m■.■1.Minim moo .■ ■.. ■■ ■..■. ENE••.MM. ■•■•■ NM' HMI •••••=•••• ■1.1... ....■ ••••. • ■... .■._........ ■ ■ ■•• ••■•..■■.. SIIIMIN•••...•■ •••••••••••1111•••• 20 30 40 PLASTIC LIMIT PL LL 35 ML 29 PI 6 Symbol from plasticity chart SILT WITH LOW PLASTICITY Natural Water Content 25% 33% Dry soil Water Content s Plastic limit Remarks Technician Computed by Checked by ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 • (206)525.7560 • FAX # (208) 5224505 U Joe No. 88e9f4Q6 JoB NAME 5/11) / ROC (Nr78R .1 LLth �3 SUBJECT SHEET or COm,' BY 0 "., /v8 ,OrM /o8.5 t G(9-3) 1 P,U(. = 2/(30)03-) %z 92! C3o) ' • 27 7 .S(..413 ; /00(/0)(10) • 3o,0 ;50 /c_ > /i o 6,900o) . _ °j 8 GRD,e/1►t /50 (z)` -10 /g .0 IZ r: 132.3 ` — z) ' /, 99z k•1t ' z /i�.r /99 e T' G I j z,9 1,s < cm/sec's/war / G4P sic • yo o- ,. •;''t5 s 917 w�E C1440 Sfit TO , es;(a , ? ) (o)(c o ); utf !14, Jay (1,./) ,af (8)( 1 0) ( ' 0) s�qa 13 2,. 8 ' l�s�s Psl o DATE a - "dB 'J0 `INPUT service loads DL Axial (kips) 41 Shear (kips) Mom (ft -k) Wall Ht (ft) 19.00 Wall L (ft) 30.00 Wall t (in.) 6.00 f'c (ksi) 3.00 Fy (ksi) 60.00 OUTPUT Loads (ult) Axial (kips) Shear (kips) Mom (ft -k) Mom design Mom uncrack Axial stress Eccen (ft) a (ft) Cu (kips) Tu =Cu - Pu As .= Tu /.9$F Shear Wall Design DL +LL 66.22 0.00 0.00 0.00 665.48 12.00 0.69 39.00 -27.22 0.00 LL LATERAL 0 0 115 2119 D =.9 *L 27.00 Bar area = DL +EO DL -EO 42.57 42.57 160.30 160,30 2965.90 2965.90 2965.90 2965.90 Load per ft (k1f1= 81,67 81.67 3.17 3.17 136.79 136.79 94.22 94.22 1.74 1.74 267,17 267.17 Vu /phi (kip) 0.00 1O$sgrt(f'c) 1064.77 Vc kips 212.95 Av =in ^2 /ft 0.00 0.03 0.03 spacing (in) 52.67 52.67 52.67 0.79 DL +LL +EO DL +LL -EA 66.22 66.22 160.30 160.30 2965.90 2965.90 2965.90 2965.90 43.20 56.79 56.79 3.44 3.44 148.77 148.77 82.55 82.55 1.53 1.53 267.17 267.17 0.03 0.03 52.67 .52.67 P L ) TV W Ail PR o'/Jla. 2-1/ • i. ENGINEERS- NORTHWEST , CONCRETE JAMB DESIGN (version 3.01 Sheet 3 of CI"' 6869 Woodlawn Ave NE 1988 UBC SHAMROCK CENTER BLDG B Seattle,Washington 98115 18:36:15 02 -20 -1990 PANEL 18 SHEAR LOADS po.100 JAMB DATA height Ift) width (in) thickness lin) add thickness (in) K factor 19.00 41.28 6.00 0.00 0,85 SPANDREL DATA thickness(in) offset lin. + outward) 0,00 0.00 OPENINGS LEFT width (ft) height (ft) 0.0 0.0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 LOADING DATA unfactored wind in (psf): seismic.,. zone 3 ledger Ll.lplfl= 838 concentrated load LL(lbs1= 0 concentric load LL(plf)= 0 horiz load plf I+ inward): 0 REBAR DATA 5,0 out (psf1= 5.0 press (psf1= 16.9 import fact= 1.00 DL (plf1= 921 ecc tin): -3.0 X LL w /seismic= D1. Ilbs)= 148770 ecc lin)= -3.0 X LL w /seismic= DL (plf1= 0 X LL w /seismic= dist above floor(ft)= 0.0 Vertical 2 115 d= 4.88 Horizontal min inA2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phi$Mn (in -k) dell (in) Top of wall 1 40.3 7.7 99.92 2 40.3 1.0 99.92 3 40.3 16.7 99.92 4 47.5 11,8 102.57 5 47.5 4.8 102,57 6 47.0 18.3 103.56 7 64.1 . 17.4 71.84 . Bottom of wall 1 40.8 3.5 100.79 2 40.8 -0.9 100.79 3 . 40,8 9.5 100.79 4 48.2 4.4 101.39 5 48.2 0,0 101.39 6 47.6 9.8 102.38 7 65,0 3.9 70.27 LOAD CASES 1) .9DL + 1.3WL inward 2) ,9DL + 1.3WL outward 3) .9DL + 1.43E0 4) 1.05DL + 1,28LL + 1.28WL inward 5) 1.0501. + 1.2(ILL + 1.28WL outward 6) 1.050E + 1.28LL + 1.4E0 7) 1.4DL + 1.71.1 INTERACTION CURVE DATA .7$Po .7$Pba) .71Mba1 .71Mn 102.8 45.0 107.4 35.6 0.04 1.29 0.01 1.29 0.08 1.29 0.06 1.29 0.03 1.29 0.08 1.29 0.06 1.29 0.00 0.46 -0.00 0.46 0.00 0.46 0.00 0.46 0.00 0.46 0.00 0.46 0.00 0.46 NOTE _RIGHT width (ft) height (ft) 0.0 0.0 0 0 0 l6 ms f 0/pr,v ok Allow defl(in) Comments in cases 11, 21, 41, and 5) the LL used is 1/2 of the applied LL e-- e- eesee=ia parapet ht Ift) 0.00 case ok used interaction curve case ok used interaction curve case ak used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve i. ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 • (206)525.7560 • FAX # (206) 622.6696 JOB No 6504 JOB NAME j S 5 0 ] RMRnck cc en- SUBJECT PANEL Q k -+•' /eels JHT 7 /t-A7 VEJI6J Lo?O.$ GLP • 54,3 Oren = 34.,4,(31) t 53,76 9) f 9,7 (as) 21 -119,t$ 01. Roo, (¢X' °)( LS) ,o1r6s)(3 fLOOi 5. (4sliv) L8 st_4 e , ze ) era, ,;t;,(4) (z6) „son_ . No (7)(td) RM 1.3%38 04) 1 523, 3 z. A . 4 = 01513-623,3e e ' / 2 9'! 4 - l'9- /0,0 vo- 7,7 (bo) 'c Apo #TIoNA2. = 1.12 KIP 3,5c.) • 2 s. 80 - /4. 00 1(0. 80 = G.16 157.32) kie c 0,19 %/A <G 2 "• PA)Ls NOLO DDom✓ /soap, ,L3LO6t 13 141: DATE ZI' F($ 9 SHEET 4 or C0^to. BY Dr*? 7 4 ' 4 . ll 34. b� 59,9 LD z � 106 K pL t G,2"` 3# '1.,• 2'0. io7 0.6~ Ns As tl : t.r,, tit ,4O JAcfN 1 pnJEL [A•I Toci1 4/JPE/Z . / 0 . kiP lr ,w, 5 Pc is e D W� ays , , I, D K p vex ni/t/i/imt L_4PUT service loads DL Axial (kips) 69 Shear (kips) Mom (ft -k) Mall Ht (ft) 31.00 Mall L (ft) 28.00 Mall t (in.) 6.00 f'c (ksi) 3.00 Fy (ksi) 60.00 OUTPUT Loads (ult) Axial (kips) Shear (kips) Mom (ft -k) Mom design Mom uncrack Axial stress Eccen (ft) a (ft) Cu (kips) Tu =Cu - Pu As = Tu /,9$F Vu /phi (kip) 10tsgrt(f'c) Vc kips Av= in "2 /ft spacing (in) Shear Mall Design DL +LL 97.02 0.00 0.00 0.00 579.11 U? 11.20 1.02 39.00 -58.02 0.00 0,00 993.79 198.76 0.00 52.67 LL LATERAL 0 0 106 2419 DL +EO DL -E9 62.37 62.37 148.40 148.40 3386.99 3386.99 3386.99 3386.99 Load per it (klf)= 65.50 65.50 4.08 4.08 176.42 176.42 114.05 114.05 2.11 2.11 247.33 247.33 0.03 0.03 52.67 52.67 D =.911.= 25.20 Bar area = 0.79 DL +LL +E9 DL +LL -E9 97.02 97.02 148.40 148.40 3386.99 3386,99 3386.99 3386.99 43.20 46.11 46,11 4.51 4.51 194.99 1919 99- 97.97 97.97 1.81 1.81 247.33 247.33 0.03 .0.03 52.67 52.67 P� C) To J of pitch Mr. ENGINEERS- NORTHWEST CONCRETE JAMB DESIGN (version 3.0) 6869 Woodlawn Ave NE 1988 UBC Seattle,Washington 98115 18:40:16 02 -20 -1990 JAMB DATA height (ft) 19.00 SPANDREL DATA thickness(in) 6.00 OPENINGS LEFT MATERIAL DATA LOADING DATA unfactored wind in (psfl= seismic... zone ledger I.L(plf1= concentrated load LL(lbs): conr.Pntrir load LI.(plf1= horiz load p1f (+ inward): REDAR DATA LOAD CASES 11 .9DL + 1.3WL inward 2) .901. + 1.3WL outward 3) .9DL + 1.43E8 4) 1.0501_ + 1.20L1 + 1.2RWL inward 5) 1.0501 + 1.28LL + 1.2RWL outward 6) 1.05DL + 1.2811 + 1.4E8 7) 1.481. + 1.7LI. INTERACTION CURVE DATA .7$Po .7$Pbal .7$MbaI .7$Mn 102.8 41.6 90.5 11.7 po 100 width (in) thickness (in) 54.12 6.00 offset (in. + outward) 0.00 width (ft) height (ft) RIGHT width (ftl 0.0 0.0 0.0 concrete (psi) rebar (psi) 3000 60000 5.0 out (psf1= 5.0 3 press (psf)= 16.9 import fact= 1.00 838 DL (plf): 921 err (inl= 0.5 0 DL (lbs): 194990 ecc (in): -3.0 0 DI. (pH): 1200 0 dist above floor(ftl= 0.0 Vertical 1 15 d= 4.13 Horizontal min in "2 / ft 0.14 MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phi$Mn (in-k) deft (in) Top of wall 1 41.4 0.8 90.10 2 41.4 -5.8 90.10 3 41.4 -14.8 90.10 4 48.8 -1.3 79,79 5 48.8 -8.3 79.79 6 48.3 -16.0 80.58 7 65.8 -10.0 54.72 Bottom of wall 1 41.9 2.5 89.96 2 41.9 -2.0 89.96 3 41.9 -8.0 89.96 4 49.4 2.5 78.85 5 49.4 -2.0 78.85 6 48.9 -7.8 79.64 7 66.6 0.3 53.47 -0.00 1.29 -0.03 1.29 -0.07 1.29 -0.01 1.29 -0.04 1.29 -0.07 1.29 -0.03 1.29 0.00 0.46 -0.00 0.46 -0.00 0.46 0.00 0.46 -0.00 0.46 -0.00 0.46 -0.00 0.46 NOTE Sheet 4 of Ct> Mn SHAMROCK CENTER BLDG B PANEL 4 SHEAR LOADS parapet ht (ft) 0.00 0.85 0.00 add thickness (in) K factor X LL w /seismic= LL w /seismic= X LL w/seismic: Allow defl(in) Comments height (ft) 0.0 0 0 0 0 Ic pro A�eN qp in cases 1), 2), 41, and 5) the LL used is 1/2 of the applied LL case ok used interaction curve case ak used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve case ok used interaction curve :. ENGINEERS - NORTHWEST RETAINING WALL DESIGN (version 87.01) Sheet 7 of :1°111 6869 Woodlawn Ave NE 02 -21 -1990 SHAMROCK CENTER Seattle,Washington 98115 11:53:43 TRUCK DOOR RETAINING WALL po 100 F.S. OVERTURNING = 5.47 F.S. SLIDING, = 1.52 P= 100 plf 4)4444 Surcharge= 250 psf A K t= 6.00in. 2.00 p ft >k 4 6.00 in.(wa11) ft 0.60 ksf WH Equivalent Active Fluid Pressure = 35 pcf Equivalent Passive Fluid Pressure = 200 pcf Allowable Soil Bearing - 0.65 ksf F'c = 3.0 ksi Fy = 60.0 ksi Coefficient of Friction - 0.35 po 100 STEM DESIGN lB 1/10 th Pts. = 0.501 Mu (ft-k) Vu (ksi) d (inches) 1 0.0 0.002 3.63 2 0.1 0,005 3.63 3 0.2 0.008 3.63 4 0.4 0.011 3.63 5 0.6 0.015 3.63 6 0.9 0.019 3.63 7 1.3 0.024 3.63 8 1.8 0.029 3.63 9 2.4 0.034 3.63 10 3.1 0.040 3.63 TOE DESIGN (bottom steel) 1.6 0.018 6.63 HEEL DESIGN (top steel) 2.1 0.013 7.63 0.69 ksf As (sq in) 0.00 0.01 0.02 0.03 0.05 0.08 0.11 0.15 0.15 0.07 4.0 ft 1.0 ft • t =10.00 in zsaaea =a X Pbal Min vert Min hors: 0 0.09 0.14 1 0.09 0.14 2 0.09 0.14 3 0.09 0.14 5 0.09 0.14 8 0.09 0.14 12 0.09 0.14 16 0.09 0,14 17 0.09 0.14 22 0.09 4 88 psf w 292 psf 4 #3e1 /4/4 . 00IL00)(a) ^ Pfle/,' FEB. 9, 1990 City of Tukwila 8200 Southcenter Blvd. Tukwila, WA 98188 Attention: Reference: Mr" Griffin; 5 Duane Griffin 80124 (SHAMROCK CENTER) The following are our itemized responses. Revised section F2.3 to call for F24N hangers. FEB L gInA7 We have received building department comments for the above referenced project and have reviewed portions pertaining to the structural design. 1. a. Soils Report number incorrectly listed has been corrected (see general note). b. general note revised to require WW1 certified welders. c. added note calling for special inspection of high strength bolts per 1988 UBC sect 306 (a). 2. Sheet S-4.1 Structural General Note calls out design is per 1988 UBC. 3. See revised structural set showing corrected sections. 4. See revised sheet G1.3 with corrected section cuts note that al] hangers now are simpson HW hangers. 6. See attached calculations calling for HW 1426 hangers as ok considering 2.7 lbs of dead load is mech.& misc" which will be checked on an individual basis when owner provides information on mechanical units. 7. See revised sheet 91,3 with added roof nailing plan & schedule. 8° See revised sheet 91 diaphragm bldg. B chords are resolved by added straps and blocking. Grid 2A panels have embed chord connnectiqns at second floor openings to maintain the chord accross the openings. Building C See shet 3/lat revised with added calc for chord load in short wall. See also added note to panel drawing 83.2 specifically calling for chord splice between old and new sections of building per section P2,3° ^""^" s �� � r �[Y» 4r 9. See added calculations showing effects of 5% eccentric center of mass per section 2312(e)5&6. See also revis- ed shear wall calcs and frame calc with revised drawings reflecting added loads. 10. See revised sheet S2.1 with footing hoiddowns and slab dowels at shear walls. 11, nee corrected sections 62.3 and B2.3 with added welds. 12. See added section 62"1 with column reinforcing, 13. See added note to foundation plans calling for maximum pile depth per section 2909(b)" 14. See revised sheet S2.1 with pile cap reinforcing added. 15. retaining wall is deleted. 16. See revised sheet S1.1 corrrected for added reinforcing at end bays and pile locations. We would very much appreciate a prompt review of this reply in order to clear the structural comments twards the issue of the building permit. If we can be of any further assistance please don't hesitate to call. Sincerely <9e"ws4-P• �� �r�. . -4•4 � Daniel M. Lake Project Engineer- ENGINEERS-NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N, E, - SUITE 205 - SEATTLE, WA 98115 • (206) 525.7560 • FAX ## (208) 5224698 , Joe No, c98 /2 Joe NAME 5WA' I c CIC GP(' Lth $ DATE 5-- --9 SUBJECT , ooP D// PNk4f , Nt G E C ' ADeQ c A y SHUT OF C M OF Z L /6.5 r,wi J pa' r. c d n1.0 BY Dm og 463) et SPAd 2 9' b * M DLL, s eptF' S 967 L.i. r 3332 ,fit. t6 i 2 8.5" 1/• 8 i4 �dki Sa #��1d lJr IiI • i f G/AP16 4• ,r k ,/, Ok 7'a ,Bas OL og c,gtyt O teAa.r • Joe No. � tX JOB NAME s//AM ROCk ce/wa -8606 ,t3 1. ENGINEERS-NORTHWEST INC. 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WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)625.7580 • FAX # 522 •SO211 NO ARt2 4. UV‘ Joe NAME SHA/vIROGk CfMrA/C B1.06 4 DATE !CT R1<V /S /O•i/ V Ga o (too F yc/ : 434)(I /9)(,o1 ) + (ll1f 13 0( I „ Pleat PI. yi t/OR r 075l t°Gciw w + ( ry el)(I /4S )(os5) 4. 68 t i1N)1 2 ) (. 1s') _ c96 7 t t,9'�.0 = c35'Z7 K 547 1494,9 g ,524,7 ,454.1 Y ? (s8rt l- 69,41)(.lq) C .249 is z 94, atom, SHEET z aa, 520,1 23 7.2 f i,4 ,.° ,SBI;t By Di-IL 16I4) 1 ' 0 06, efi r! ol Mks s S 1 N c'W is 6" L e O / 1# . • , ��� K 'HP ENGINEERS—NORTHWEST INC. P.S. WOODLAWN AVE. N.E.- SUITE 205 • SEATTLE, WA 98115 -12081525-7560 • FAX # (206) 522.6096 *NO g812 y w C JOB NAME SNAM ltiiC C - w/ 7tr Q 14 DATE V—"✓' SJECT SHEET 2 - Or L4r BY p rk iHeAR WALL /)ES)Grn/ FORCE ya $ZC ,eooF )rZ /G, CZ, 3 L.5 /9 889 2 29/ ,6lU 41, 220 1 8s,7 274. 0 0, 0.8 72- l.3 (03 F, Y µ ( ) F ra uv r y FRuuP x F . F , ' ) sk F • v, 0? ry 7= Cr (44r..e) =Ud20(32.51 = 0,29fo.? F h 6 L 0 oii/08itc1 "Lek() I( RooF D� k/ r K .. N = (i/ 8)(1 3 f)(.als) .. 2( 13 '1)(? ,5 )(.O i) = y2O, l' R r I:; flop, 1 7 NR f Vi : -- x)(0 ') a 34)(/5)(,090 3 1235.5" Ruer «o4y fug) k 116.8 (420.1) 561. a • 116.8 6 50.3 ) Shc, z -9-22-11- (1235%.5) .v 17 2, 9 > 'V" : 1.291 • 2 39,,0 99. (1151.9) :• 144,8 2130,9 6 •.7S(2)r(k/ V'.i (zXi) (4 9 V. 5. 277, D *Mg 44,1 1 t 9.? Met "Z - //) 8 S PY /72 6 t unc, n p, 630 - ; i• 0. 67B 1/x 1, 414 DIArl+RA oeJ1Q ace y i n 2.5 w,/ _ .S9d, 3 k Golf X 'g.ar y ' 1 ' 191• ls" p• pi RAG'M t.04 ps U z F- tl) w cr 0 Z V1 Ec w Z a Z w La r0 at w -J F- Q LU rn Lfl O N Ltr F- 5 ui y Z ui z -J 0 0 0 I 1 f'dS '570 (e'lx *7iL)5R :'770' = �,•fl /" : „:"LO �t► {F - 13/011 c[ y3dfI"b L 5 ;502 %) •O sir l 31 9 ;V) 86.0 (p dt)*•8i = <a// - -J ZZ 2 c rx -/ (s )az J j/v/ 910 Y/ -bag N� CO";.O yo v. 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P.S. 6869 WOODLAWN AVE, N.E, •'SUITE 205 - SEATTLE, WA 98115 • (206)525.7660 • FAX # (206) 822-606 Joe No..$8114 Joe NAME .$NAM �Pock Gtn/� [3LDEr A DATE SUBJECT BLDG DEPT" C6M/0 t/J 7J - RE C HECK /I EI2 tcf/{€ i IG I SHEET or Coif FOR L 47 nAc: AAI/1WJ /J By OM oPNGi, 140_0. �— RcF SP-07 1345.6 v. •_ z h /P .(1;1456-D 0 44 A tyr COne*elfri RerAr/ouRC MONeA/T= 27y (13.0# 640 ) I (6 i i .ft - /4- PE13- 9 • 7 4 , C° . / = 12'/ • 3to.1 K l ok G-291) r ) 1�1 4( PL f 7 -s) 43 0 = 42s O = /• 2 f t .547 oK :44..0 99 z zx= 97.8 46 - A2A 4Gt(90 _ o M = 2 � -59, C 22.9 A z,44z Y -ft .4 ' c' 49.s" (.3 ? / «) 437 = 423)x: /o4-/ /07 2 - MO � C,•M = Z3.3S c ��r a 2' Z3.3s C1.4) 0, 6t ;a SA y 8=04' to to 0 4 = 0.9 (4.0 .0 I > IR �-_ Z Sf 43 ? = 32 4.a a =7' 111 G -1t1D ro? j Sf a Z3. v s/ -CTS � �L Z /off 1 a= 29.6 .4 _ 4 2s` ' LJ �c /G T. 10? _ x �z 9t. a = /5_ ft c kCcK pu T 32.-o". 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ENG INEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N,E, - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522.6698 E(..101CJ1 r LoIOJ cAS e, -strop.) 2 3 ,c LOo2 LL X 37,'0&/ l 9 /Lo I 23'7276 31 4 0 96 2,°U14,000 3 /4e IBgo /to L16, .7 /c,o 834 L I, 17 3 : I< Le Roof:- o < 0• .F4 K�F No P4L c.VAVJ G,4,6 NoPE3, / s .• ow / y l 2 L 2, / o/c cc I// /44 3 ,Loop pt. 1g L 1. 3 ploo4 PL. 16 14 y RooP Jet) 19, Z2. �... 4 Fl.olt J1C/I // fq A 257: -o.1p 0,35' 8,660 4 /0.(3 10. 19 I? 0 /0,5$ , // s L ,9• t: C k 1• . 4 . KIP 4' 0 /3 /0 6 s e i I 1 12,7y' DATE 3 - FF.B 9 0 SHEET OF BY b ML f -10.,r3 29* Lr,r 1, /r /sr 6/ %. & / b. y71c ' ✓ r. J 39! I <AM <AM : General Frame Analysis PAGE NO. 1 General F 46INEERS NORTHWEST JOB : shamrock center bldg. b frame RUN : 80124.006 NODAL INFORMATION NODE NODAL COORDINATES SUPPORT CONDITIONS NO X CODE PX STIFF PY STIFF M STIFF _ = Units : Ft Ft K /In K /In K -In /Deg 1 0.000 0.000 H 2 14.500 0°000 H 7, 0.000 1,750 4 1°750 1.750 M 12,750 1.750 6 14.500 1.750 7 0.000 3.500 g 14.500 3,50O 9 0.000 7.500 10 14.500 7°500 11 0.000 15.500 12 1.750 15.500 13 12.750 15.500 14 14.500 15.500 15 0.000 21,500 \-N... 16 14.500 21.500 17 00000 25.500 18 14"500 25.500 19 0.000 29,500 20 1°750 29.500 21 12.750 29.500 22 14.500 29.500 • =-----------' --' ' === '-=-----= 1. TIME : Wed Jun 07.11:16o40 1989 ________________________________ ELEMENT INFORMATION ELEM NE PE ELEM BETA PROP NE PE NO NODE NODE LENGTH - ANGLE TYPE HINGE HINGE ============================= Units : Ft Deg 1 1 3 1.750 90"00 1 2 3 7 1.750 90.00 1 2; 7 9 4.000 90.00 1 4 9 11 9.000 90.00 1 5 11 15 6.000 90,()0 1 6 15 1/ 4.000 90.00 1 7 17 19 4°00() 90.00 1 8 3 4 1.750 0.00 2. 9 11 1 1.750 0°00 :". 10 19 20 1.75() 0.00 4 ( 1 4 5 11.0n0 0.00 2 � \ ' ` -~ 12 12 13 11.000 0.00 :5 13 20 21 11,000 0.00 4 14 5 6 1.750 0.00 �� 15 13 14 1°750 0.00 3 ' 18 31 22 1.750 0.00 4 ==....======v============ .'� PROGRAM : General Frame Analysis v1.27 EN NEERS NORTHWEST shamrock center bldg. b frame RUN : 8E3124.006 ELEM NO NODE =====-------= ==== REC NO 17 2 18 6 19 20 10 21 14 22 16 2J 18 PROP NO 1 vertical elements 2 FIRST rLOOR ELEMENTS _ 3 SECOND FLOOR ELEMENT 4 ROOF ELEMENTS LOAD CASE NE 6 8 10 14 16 18 22 Description : roof snow Element List : 13 1 1' UNIF GLO Description : floor 11 Element List : 12 2 2 UNIF GLO Description : roof dl Element List o 13 3 3 UNIF GLO = ELEMENT INFORMATION PE ELEM BETA PROP NE NODE LENGTH ANGLE TYPE HINGE 1.750 1,750 4,000 8.000 6.000 4,000 4.000 PROPERTY INFORMATION SECTION NAME MODULUS AREA =_____=______=-_~___________=__________=z=________========== Units : K /In 2 E LEMENT LOAD INFORMATION LOAD LOAD DIST TYPE SYS SPEC ' DIST P% PY M ====____ _______= ="============,m==== ' Units : Ft 'K /Ft K /Ft Ft-K /Ft D%ST B E DI[;T B E 3160.00 3160.00 3160.00 3180.00 9{}.00 90.00 90.00 90.00 90.00 q0°00 90"00 * - ===...== ==....74===== === =....*=WD.OM*=*============ 1.75 12.75 1.75 12.75 1.75 12.75 TIME : Wed Jun 07 11:16o42 1989 1 1 1 1 1 ,1 1 In2 252.000 468.000 1080.000 396.000 0.00 0°00 0.00 0"00 0.08 0.00 == ln4 PE HINGE 37044.000 237278.()00 2916000.000 143748"000 -1.17 -1.17 ~0.47 PAGE NO. 2 � DIST Ft ====== 0.00 0"00 0.00 0"00 -0"10 0.00 • ~0"10 0"00 Description : floor dl El c ent List : 12 K 4 3 UNIF GLO DIST B 1.75 0.00 -2.53 0.00 �. ~�' E 12.75 0"00 ^-2°53 0"00 1 NU PROGRAM : General Frame Analysis v1"27 EN "NEER8 NORTHWEST . shamrock center bldg. b frame : 88124.006 NODAL REC LOAD LOAD NO CASE 'TYPE -------=- -=------= Units : K Ft Description : roof snow Node List : 19,22 1 1 FORCE Description : Node List 2 2 Description : Node List : 3 3 Description : Node List 4 3 duLrIption : Node List : 5 4 Description : Node List : 6 4 1 . floor 11 11,14 FORCE roof dl 19,22 FORCE. floor di 11,14 FORCE seismic 19,22 FORCE floor seis 11,14 Forme LOAD • INFORMATION PX PY M DX DY BETA 0.00 0"00 0.00 0.00 • 10.53 16.47 Ft -0.35 -2"94 ~3.84 -8.66 0"0() PAGENO" 3 TIME : Wed Jun 07 11o16:47 1989 Ft-K Deg 0°00 0.00 0"0() 0.00 =====z== = --------------------= ^RO6RAM : General Frame Analysis v1.27 "EERS NORTHWEST shamrock center bldg, b frame ;UN : 88124.006 LOAD NODE CASE NO 1 NODAL DISPLACEMENTS DX Units : In = PAGE ND. 4 . TIME : Wed Jun 07 11:16:54 1989 DY ROTATION In Deg 1 0"0000 0.0000 -0"0000 2 0°0000 0.0000 -0°0000 3 0°0000 - -0.0000 4 0 -0.0000 -0.0000 5 0.0000 -0.0000 -0.0000 6 0.0000 -0.0000 -0,0000 7 0.0000 -0.0000 -0.0000 8 0.0000 -0.0000 -0"0000 9 0.0000 -0.0001 -0.0000 10 0.0000 -0.0001 -0"0000 11 0.0000 -0.0002 -0.0000 12 0.0000 -0.0002 -0.0000 13 0.0000 -0.0002 -0.0000 14 0.0000 -0.0002 -0°0000 15 -0°0000 -0.0002 0"0000 16 0.0001 -0.000:1 -0°00{)0 17 -0°0000 -0"0003 -0.0000 10 0.0001 -0.0003 0.0000 19 0"0000 -0.0003 ~^0"0001 20 0,0000 ~0°0004 -0.0001 21 ().0000 -^0.0004 0.0001 22 0°0000 -0"0004 0"0001 2 1 0.0000 0.0000 ~0°0000 2 0°0000 0.0000 -0.000() 3 ' 0"0000 -0.0002 -0.0000 4 0"0A00 -0.0002 -0.0000 ' 5 0.0000 -0.0002 -0°0000 6 0"0000 -0.0002 -0"0000 7 0.0()00 ~0"0004 0.0000 [] 0.0000 -0°0005 -0.0001 9 0.0000 ~0.0009 -0°0000 10 0.0001 -0.0010 -0"0001 11 0.0002 ~0.0018 -0.0002 12 0.0002 -0.0019 -0.0002 13 0°0002 -0"0021 0"0000 14 0"0002 -0°0021 0~0000 15 0.0003 -0.0018 -0.0001 16 0.0002 -0.0021 ~0"0001 17 0.0004 ~-0.0018 -0.0001 18 0.0003 -0"0021 -0.0001 19 0.0005 -0.{)018 -0.0001 20 0. 0005 -0"00 -0.0001 21 0.0004 ' -0.0021 -0.0001 22 0.0004 -0.()021 -0°0001 1 0°0000 0.()000 -0"0000 2 0.0000 ().0000 ~0.0001 =======c: PROGRAM g Gener Frame Ana] ys,i s, v1.27 PAGE NC). 5 EN IEEE S NORTHWEST f TIME : Wed dun 07 11:16:56 1989 �.1 \..,, shamrock center bldg. b frame rag „ E3t:1124.006 LOAD NUDE t_ nsr NO DX DY ROTATION _._-_-----•----------- ._____.___.---- ____ - -- _= yy ... 0.0000 -0.0007 -c_). 0000 4 0.0000 - 0.0007 - 0.0000 5 0.0000 -0.0007 - 0. 0 0 0 0 6 0.0000 -0.0007 -0.0001 7 0.0000 - 0.001, 3 - 0.0000 8 0.000t - 0.0015 -0.0001 9 0.0000 -0.0020 -0.0001 10 0.0002 -0.0032 - 0.0002 11 0.0004 -o 005t:) -- •0.0005 12 0.0004 -0.0059 - 0.0005 1.3 0.0004 -0.0065 -0.0000 14 0. 0004 - 0.0065 - 0.0000 1.5 0.n007 -0.0063 -0. 0001. 16 0.0000 - 0.0071 - 0.0004 1. 7 0.0000 «_0.0066 -- •0.0003, 1 0.0011 - 0.0075 - 0.0003 19 0.0012 - •0.0070 -0.000B 20 0.0012 -0.0073 -0. 0008 1. o.0012 -0 . C)080 0. 0003 22 CL 001 1 -0.0079 0.0003 N O D A L D I S P L A C E M E N T S /t. 1 0.0000 0.0000 , - -c:) . 01 05 2 0.0000 0.0000 -0.0105 0.0035 0.0021 - 0.0076 4 0.0035 0.0000 -- 0.0036 5 0.0035 - 0.0000 -0.0036 6 0.0035 -0.0021 - 0.0076 7 0.01.01 0.00 33 -0.0276 0 0.0101 - 0.007,3 -C). 0276 9 0.0454 0.0060 - 0.0516 10 0.0454 -0.0060 -0.0516 11 0.1125 0.01. 16 -0.0082 12 0.1125 0.0086 -- 0.0078 1 0.1125 -0.0006 -0.0078 14 0.1125 -0.0116 - -0.0082 15 0.1Z.78 0.01.24 -C). 0276 16 0.1378 - 0.0124 - 0.0276 1.7 0. 1.610 0.0130 -0.0258 18 0.t610 - 0.0130 - 0.0258 19 0.1777 0.0136 -0.0120 20 0.1777 0.0096 -- 0.0101 ', 0.1777 - 0.0096 -0.0101 22 0. 177'7 - 0.0136 -0.0120 PROGRAM : General Frame Analysis v1"27 PAGE NO. 6 E ^JEBRS NORTHWEST TIME : Wed Jun 07 11x16x59 1989 : shamrock center bldg. b frame IRt : 88124.006 ELEMENT 'FORCES ELEM LOAD NODE NO CASE NO AXIAL SHEAR MOMENT 1 1 1 0.7587 0.0001 -0.0000 2 4 • 2 4 2 4 1 2 =' 3 -0.756/ -0"0001 0°0{)01 1 7.7063 0.0172 -0.0()00 3 -7"7083 ~-0°0172 0.0302 1 24"6994 0.0375 0.0000 3 -2C6994 -0.0375 (),0657 1 1 3 0°7577 0.0002 0.0076 7 -0°7577 ~0.0002 -0.0072 3 7 3 7 3 -45.8497 27.0000 186"2597 7 45.8497 -27.0000 -139"0097 7 9 7 9 9 11 Units : K K K -Ft -78.0579 78"0579 7.7180 . -7.7180 24.7295 -24"7295 0.7577 -0.7577 7.7100 -7.7180 3. 7 24.7295 9 -24.7295 '• - 4 7 45 0497 /- . 9 \ 45°8497 t 9 0.7577 11 -0.7577 7.7,100 ~7.7180 =....====== =----------=- = 27"0000 -27"0000 -0"0407 #.0407 -U"0Q66 0.0868 0.0002 -0.0002 -0.0407 0.0407 -0.0866 0.0066 27.0000 -27"000A 0~0002 -0^0002 ~0°0407 0.0407 0^0000 47.2500 -0"0774 0.0061 -0.130B -0.()207 0.0072 -0"0062 -0.0061 -#.1566 W"02#7 -0.3670 0.0082 -0°0042 • -,, 0"1566 - [ _0°4822 • 9 24.7295 -0°0866 0"3670 11 -24.7295 • 0"0866 -1"0596 PROGRAM o General Frame Analysis v1"27 E NEERS NORTHWEST : shamrock center bldg. b frame �.� �um : 88124.006 1. _________________________ 6 4 2 4 4 4 9 11 11 15 11 15 11 15 i5 17 15 17 15 17 17 19 17 19 4 4 = ELEMENT FORCES ELEM LOAD NODE NO CASE NO AXIAL SHEAR MOMENT -45°8497 45°B497 5 1 11 0.7570 -0.0515 -0°2315 15 -0.7570 0.0515 ~0.0778 0.0004 -0.0004 5.7621 -5.7621 -9.6309 9.6309 1 15 0°7570 -0.0515 0.0776 17 -0.7570 0.0515 -0"2837 '0.0'04 -0.0004 5.7621 -5.7621 -9°8A09 9"8309 5°7821 ~5.7621 9.6309 8 1 3 0.0002 • 4 -0.0002 -0.0579 0.0579 -0.1241 0.1241 PAGE NO. 7 TIME : Wed Jun 07 11:17:00 1989 27.0000 -27.00O0 -0.0365 0.0365 -0°3220 0.3220 10"5300 -10.53{/0 -0.0365 0.0365 -0.3220 0.3220 1O.5:100 -10.5300 7 1 17 0.7570 ~0.0515 29' -0.7570 0.0515 17 0.0004 ~().0385 19 -0.0004 0"0385 ~0.3220 0"3220 10°5300 -10.5300 -0.0010 0,i0010 -0"01.17 0.0117 -0"0301 0301 = 31.0097 104.9903 -0.3754 0"1561 -1°9()1q/ -0"0298 77.5963 -14"4163 -0"1561 0.0099 0.0298 -1"3176 14°4163 27.7037 0"2837 ~0"4897 -0.0099 1°3176 -2.6054 -27.7#37 69.8237 0.0472 _0"0677 0.065& -0"1270 , RO6RAM : General Frame Analysis v1.27 El1P NORTHWEST : shamrock center bldg. b frame �0N o 80124,006 ELEMENT FORCES ELEM LOAD NODE NO CASE NO AXIAL SHEAR MOMENT 9 11 4 1 2 11 0.0041 4.7776 0.8578 12 -0.0041 -4.7776 7.5032 4 11 12 10 1 19 0.0515 0.4070 0.4897 20 -0.0515 ~0.4070 0"2226 I.) 3 4 4 2 3 3 4 11 -'0°0510 12 0.0510 11 12 19 0.0365 0"0004 0"17.63 20 ~0.0365 -0.0004 -().1358 19 0,3220 1,9221 2.6054 20 -0.3320 -1"9221 0"7582 19 0"0000 -9"6309 -89"8237 20 -0.0000 9.6309 52.9697 1 4 0.0002 • ~0,0010 -0.0060 5 -0.()002 0"0010 -0.0054 2 4 -0°0579 -0°0117 0°0677 5 0.0579 0"0117 -0"1965 4 5 4 5 12 13 ' 1 2 ~0.000O 0°O000 -0~2�54 O.2354 0.0000 -0.000() ~0.1241 0.1241 0"0000 0.0041 -0.0041 _0,2354 13 0.2354 PAGE NO" 8 TIME : Wed Jun 07 11:17x()2 1909 -J2"2082 33°20B2 0.0007 -0.O007 10.3044 -10.3044 -38,218B 36.218B ~0,0301 0.0301 -32.2082 4.7776 8.0634 10.3044 13.0703 -233"5097 177.1453 0"2357 -0.2345 2.961.5 15.0713 -262.5B66 199.2036 0.1170 -0.4492 -177.i451 -177.1453 12 1 12 -0.0510 0"0007 0"2345 13 0.0518 -0"{)007 -0"2269 -7.5032 9"9172 -15.0713 • 20"3188 } PROGRAM : General Frame Analysis v1.27 EN NEERS NORTHWEST shamrock center bldg. b frame RL I : 88124.006 ELEMENT FORCES ELEM LOAD NODE NO CASE NO AXIAL SHEAR MOMENT == 4 3 4 4 3 16 1 12 13 0°0000 -0.0000 PAGE NO. 9 TIME : Wed Jun ()7 11:17:04 1909 -36"2188 36.2188 -199.Z036 -199.2036 13 1 20 0.0515 0.4070 -0"2226 21 -0.0515 0.5180 0.4217 20 • 0.0365 0.0004 0,1356 21 -0.0365 -0.0004 -0"1310 20 0.3220 1.9221 -0.7582 21 -0.3220 2.4439 1.7080 20 0.0000 -~9.6309 -52.9697 21 -0.0000 -52.9697 14 1 5 0"0002 -0.0010 0"0<54 6 -0.0002 0.0010 -0"0072 2 5 -0.0579 -0.0117 ()°1965 6 0.0579 0.0117 ~0.2170 3 5 -0"1241 ~0°0301 0.4492 6 0.1241 0"03[)1 -0.5019 • 5 6 0.0000 -0.0000 -J2.20B2 32"2082 15 1 13 -0.0518 0.0007 0.2269 . 14 0"0518 -0.0007. -0.2257 2 13 0.0041 -6.0634 -9.9172 14 -0"0041 6.0634 -0,8938 13 14 ~0.2354 0.2354 -13,0703 13.0703 4 13 0"0000 -36.2188 14 -0.0000 36"2108 21 22 0.0515 -0"0515 -0"5180 0°51B0 177"1453 -20.3118 -2.5612 199.2036 -262.5866 -0"4217 -0.4847 2 21 0.8365 0.0004 0.1310 3 21 . 0.3220 -2.4439 ~1,7000 • 22 ^-0.3220 2°4439 -2.5689 -------= PROGRAM : General Frame Analysis v1.27 ' NEERG NORTHWEST shamrock center bldg. b frame RON : 88124.006 ELEM NO ' ' = . 4 ELEMENT FORCES LOAD NODE CASE NO AXIAL SHEAR MOMENT 2 4 18 1 6 0.8873 ~0.0002 0.0074 8 -0°8673 0.0002 -0.0078 2 4 4 3 21 n 6 6 ~0.000O 0.0()00 0"8683 -0.B683 9.0147 -9.0147 PAGE NO. 10 TIME : Wed Jun 07 11:17o05 1989 = = -9.6309 - 0.0001 0.0001 -0.0172 0.0172 52.9697 -69.B237 0.00]0 -0.0001 0.0000 -g"0302 2 28,0474 -0°0375 0°0000 6 -28.0474 0.0375 ~0.()657 2 78"0579 27"0000 -0.0{)00 6 -78.. 0579 -27.0000 47.2500 6 9.0030 0"0407 0"2471 B ~9.0030 -0.0407 -0"2759 6 20.0173 0°0886 0.5676 8 -28.0173 -0.0866 -0.4161 6 45.8497 27.0000 188"2597 8 -45.8497 -27.0000 -139.0097 • 19 1 8 0,8673 -0.0002 0.0078 � 1� -0.8673 0.0002 -0"0088 2 B 9.0030 0.0407 0.1759 10 -9.0030 -0.0407 ~0°0131 3 20.0173 0"0866 0.4161 1() -28"0173 ~0"0866 -0"0898 8 45°0497 27.0000 139"0097 10 -45.8497 -27.0000 -31.0097 20 1 10 0.0673 -0.0002 0.0008 14 -0.0673 0"0002 • -0"0100 10 14 10 14 9°003O -q�0�0 .0 � 28.0173 -2B°0173 0"040/ -0.#407 0,0866 ~0.0066 0°0131 0.3124 0.0690 0.6227 ,____ IOGRAM : General Frame Analysis v1.27 PAGE NO. 11 MrqEER9 NORTHWEST TIME : Wed Jun 07 11:17x07 1989 shamrock center bldg. b frame �r� ,.., : 88124.006 ELEMENT FORCES ELEM LOAD NODE NO CASE NO AXIAi. SHEAR MOMENT 1. 23 1 4 10 45.0497 27.0()00 31"0097 14 -45.8497 -27.0000 184"9903 21 1 14 0.8680 0.0515 0°2365 18 -0.8680 -0.0515 0.0726 2 14 -0,0004 0.0365 0^3814 16 0.0004 -0"0365 -0°1621 4 14 9,6309 10,5300 77.5963 .16 -9.6309 ~1().5300 -14.4163 22 1 16 0.8600 0.0515 -0"()726 18 -0.8680 -0"0515 0"2787 2 3 16 6.2839 0.3220 0.0068 18 -6.2839 -0.3220 1.2881 4 1 Z 4 _ NODE LOAD NO CASE 14 16 1.6 18 16 18 10 0.8680 0,0515 -0.2787 22 -0.8680 -0.0515 ' 0"4847 18 22 18 22 18 22 PX 6.2839 ~6.2839 -0.0004 0.0004 9.6309 -9.6309 -0.0004 0.0004 6.2E139 -6.2839 9.6309 R E A C T I O N S Units : K N 1 0.0001 -0"7567 2 0°0172 -7.7063 ().3220 ~0.3220 0°0365 10.5300 -10.5300 0.0385 -0"0385 0.3220 -0.3220 10.5300 -10.5300 1.9385 -0.0088 0"162i -0.0159 14.4183 27.7037 ().0159 0.1303 ~1.2B11 2.5689 -27"'7037 69.8237 =..==================== PY MOMENT 0"0000 0.0000 ------------------- ___________________ PROGRAM : General Frame Analysis v1.27 NEERS NORTHWEST : shamrock center bldg. b frame RUN : 00124.006 NUDE LOAD NO CASE 3 0.0375 ~24.6994 4 27.0000 70~0579 R E A C T I O N S PX P� 1 -0.0001 -0.8603 % -0°0172 ~9"0147 -0.0375 -28.0474 4 27.0000 -70.0579 ============ ' PAGE NO 12 TIME : Wed jun 07 11:17x10 1989 MOMENT -` =====- -0.0000 -0.0000 -0,0000 -0°0000 -0"00U0 0"0000 'RO6RAM : General Frame Analysis v1.27 w NEEPS NORTHWEST shamrock center bldg. b frame lUN : 08124,006 LOAD COMB NODE NO -OAI) COMBINATIONS: Units : in MMB 1 : 1.00 X CASE 1 + 1.00 X CASE 2 + 1.00 X CASE 3 1OMB 2 : 1.00 X CASE 3 + 1.00 x CASE 4 1:OMB 3 : 1.00 X CASE 2 + 1.00 X CASE 3 + 1.00 X CASE 4 :OMB 4 : 1.70 X CASE 1 + 1.70 X CASE 2 + 1.40 X CASE 3 1 5 : 1.40 X CASE 2 + 1°40 X CASE 3 + 1.40 X CASE 4 0.90 X CASE 3 1.40 X CASE 4 NODAL DISPLACEMENTS �X 1 0.A000 2 0.0000 3 0°0000 4 0"000() 5 0.0000 6 0"0Q00 7 0.0000 0.0001 '9 0.000() 1O 0~0003 11 0.0006 12 0.0006 13 0.0006 14 0.0006 15 0°()010 16 0.001t 17 0.0011 1B 0.0015 19 0~0017 20 0.001�7 Z� 0.0016 22 0.0016 0,0000 0.0000 -0.0009 -0"U00q -0"0010 -0.0010 -0.0018 -0.0020 -0"0038 -0.0043 -0.0070 ~().0080 -0.0088 -0.0089 -0.00B3 ~0.0095 -0.0007 -0.0099 -0.0091 -0"0095 -0.#1#5 ~0"0104 PAGE NO. 13 ' TIME : Wed Jun 07 11:17:13 1909 OY ROTATION In Deg -0°000() -0.0001 -0.0000 -0.0000 ~0.0001 -d.0001 -0.0000 -0.0002 -0.0001 -0.0003 -0.0007 -0.()007 -0.0001 ~0.0000 -0.0001 -#.0006 -0.0003 -0"0004 -0"0010 -0.0011 0.0003 0.0003 LOAD COMB 3 4 PAGE NO. 14 ENrzNEERS NURTHWRST TIME : Wed OUn 07 11:17:14 1909 shamrock center bldg. b frame R ': • 80124.006 ==_______==-__ NODAL DISPLACEMENTS PROGRAM : General Frame Analysis v1°27 NODE NO DX DY ROTATION 1 0.0000 0"0000 -0.0105 2 0.0000 0"0000 -0.0105 3 0"0035 0,0014 -0.0076 4 0.0035 -0.0006 -0^0036 5 0.0035 -0,0008 -0.007.7 6 0.0035 -0.0028 -0.0076 7 0,0101 0.0020 -0°()276 8 0.0102 -0.0047 -0.0277 9 0.0454 0,0032 -0.0517 10 0.0456 -0.0092 -0.0518 11 0.1129 0.0058 -0.00116 12 0"1129 0.0027 -0.0003 13 0.1129 -0.0152 -0°0079 14 0.1129 ~0"0181 -0.0()82 15 0.1385 0,0061 -0"0277 16 0.1386 -0.0195 -0.0281 17 0.1618 0,0064 -0"0280 10 0.1621 -0.0205 -0.0260 19 0.1708 0.0066 -0"0128 20 0.1788 0°0023 ' -0.0109 21 0 -0°0175 -0.0098 22 0.1788 -0.0215 ~0.0117 1 0.0000 0.0000 -0,0105 2 0.0000 0.0000 -0°0106 :I. 0.0035 0°0012 -0.0078 4 0.0035 -0.0o0B ~0°0036 � 0,0W5 -0°0010 -0.0037 6 ().0035 -0.003 ~0°0076 �/ 0°0101 0"0016 ~0.0276 R ().0102 -0.0052 -0"()270 9 0°0455 0.0024 -0.0517 10 0.0457 -0.0102 -0.0519 11 0.1131 0.0040 -0.{)080 12 0.1131 0.0008 -0.0085 13 0.1131 -0.017 -0.0079 14 0.1131 -0.0202 -0"0082 15 0.1388 0.0043 -0.0270 16 0.1308 -0.0218 -0"0282 17 0"1822 0.0046 -0.0261 18 0"1625 -0°0226 -0.0262 19 0.1793 0.0048 -0.0129 20 0°1793 0.0004 ~0°0110 21 0.1792 -0°0196 -0.0099 22 -0.0119 �.1�92 -0.0236 ~�"�1� 1 0.0000 0°0000 -0~0000 2 0.0000 0.0000 -0.0001 3 0"0000 ~0,0013 ~0~0000 ft =------------- ' a PROGRAM : General Frame Analysis v1.27 PAGE NO. 15 ' NORTHWEST TIME : Wed Jun 07 11o17:16 1989 shamrock center hldg. h frame RUN : 88124~006 NODAL DISPLACEMENTS' LOAD NODE COMB NO DX DY ROTATION _ it 0.0000 -0°0013 - 0.0000 5 0.0000 -0.0014 -0.0001 6 0.0000 -0°0015 -�0.0001 7 0.0000 -0.0026 -0.0000 8 0.0001 -0.0030 -0°0003 9 0.0001 -0.0055 -0.0001 10 0°0004 -0.0063 -0"0004 11 0.0009 -0.0115 -0"0010 12 0"0009 -0.0118 -0.0010 13 0.0009 -0.0131 -0.0001 14 0.0009 � ' -0.0131 -0"0000 15 0°0015 -0.0123 -0.0002 16 0.0016 -0.0140 -0.0009 17 0.0017 -0.0129 -0.{)005 18 0°003 -0.0146 -0°0006 19 0.0025 -0,0134 -0°0015 20 0.0025 ~O,0140 -0°0016 21 0°0024 -0,0154 0°0004 (. ' . 22 0"0024 ^'0°0152 0"000^Y 5 1 0.0000 0.0000 -0.0147 2 0"0000 0"0000 - 0"0140 3 0.0049 0.0017 ~0.0106 4 0.0049 ~0.0011 -0.0051 5 0.0049 -0"0014 -0.0052 6 0"0049 -0"0043 ~0°0107 7 0.0142 0.()022 -0.0387 0 0°0143 -0.0073 -0"0389 9 0.0636 0.()033 -0.0723 10 0.()640 - 0.0143 -0.0726 11 0"1583 0.0056 -0"{)124 12 0.1583 0.0011 -0.0119 13 0.1583 -0.0242 -0.0110 14 0.1583 -0.0283 -0.0115 15 0.1943 0.0061 -0.0389 16 0.1944 -0~0303 -0"0395 17 0.2270 0.0064 -0.{}365 10 0.2275 -0.0316 -0.0386 19 0.2510 0.0087 -0°0181 20 0.2510 0.0006 -0.0154 21 0.2509 ' -()"0274 -0"0138 22 0.2509 -0.0330 -0.{)166 � . 6 1 0.0000 0.0000 -0°0147 y ` 2 0.0000 0.0000 -0.01/17 � �� 0.0049 0.0023 -0.0106 4 0.0049 -0°0005 -0"0051 5 0.0049 -0.0007 -0.0051 6 0"0049 -0.0035 -0.01()6 7 0.0142 0.0034 -0.0307 ------- PROGRAM : General Frame Analysis v1.27 PAGE NO. 16 • ENGINEERs NORTHWEST TIME : Wed Jun 07 11:17*17 1909 shamrock center bldg. b frame R 88124.006 == .____============ NODAL DISPLACEMENTS LOAD COMB = LOAD COMBINATIONS: NODE NO DX DY ROTATION -----= ' = ------ --=------ 8 0,0142 -0.0059 -0.0300 9 0.0638 0.0059 -0.0723 10 0.0638 -0°0113 -0.0724 11 0.1579 0.0110 -0.0119 12 0.1579 0.0067 -0,0114 13 0.1579 -0.0100 -0.0110 14 0°1579 -0.0221 -0.0115 15 0.1935 0.0117 -0.0300 16 ' 0.1936 -0°0238 -0.0391 17 0.2261 0.0122 -0.0363 18 0,2264 ~0"0250 -0"W8� 19 0.2495 0.0127 -0.0175 20 0°2490 0.0068 -0"0148 21 0.2497 -0.0206 -0.0130 22 0.2497 -0.0261 -0°0168 ELEMENT REPORTS r' M LOAD NODE SIGN CONVENTION : BEAM DESIGNERS iL COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST = = COMB 1 o 1"00 X CASE 1 + 1.00 X CASE 2 + 1.00 X CASE 3 COMB 2 o 1.00 X CASE' 3 + 1.00 X CASE 4 COMB 3 : 1.00 X CASE 2 + 1.00 X CASE 3 + 1.00 X CASE 4 COMB 4 : 1°70 X CASE 1 + 1.70 X CASE 2 + 1.40 X CAsE' 3 COMB 5 o 1.40 X CASE 2 • 1,40 X CASE 3 + 1.40 X CASE 4 8 0.9O%CASE 3 40 X CASE 4 1. _____________________ =------------ = = = = = = = = = = = = ""' Units : K N K -Ft K -Ft /ln Ft PROGRAM : General Frame Analysis v1.27 PAGE NO. 17 rNEER8 NORTHWEST TIME : Wed Jun 07 11w17:20 1989 : shamrock center bldg. b frame RUN : 88124,006 =_______=____________ _______________ _____========== ELEMENT REPORTS ELEM LOAD NODE 1 CONVENTION : BEAM DESIGNERS NO COMD NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST 1 1 1 -33.1623 0.0548 0.0000 3 ^-.%3.1623 0°0548 0.0960 2 1 4 1 5 4 • 1 45.6523 27.0548 -0.0000 3 ' - 45.6523 27.0548 47.3458 5 1 63.9132 37.8767 -0.0000 3 63"9132 37,8767 66.2842 6 1 .. _ = 53.3586 53.3586 -48.9662 -48.9862 .87.0517 B7°0517 2 1 3 -33.2052 -0.1270 0.2005 7 -33^2052 ~0"1270 -0"0218 2 3 7 1. 7 9 21.1202 21.1202 3 13.4022 26.8727 -186.0516 7 13.4022 26.8727 --139.0243 4 3 -49.0300 -0.1900 0.3016 7 • ~49.0300 ~0,1900 -0"0308 3 18.7631 7 1R°7831 6 3 41.9330 37.7221 ` 60.6459 7 41,9330 37°7221 ~194°6323 -33.2052 -33°2052 • ' 7 21.1202 9 21°1202 27.0375 0.0820 0.0820 J7"B33B 37"8338 26.9134 26.9134 37.6218 37°6218 -0^1270 -0,1270 26.9134 26°9134 =------=-------=--- -==== -0,()000 47.3157 0.0000 0°1434 -0.0000 68.2091 -186.1290 -260.4723 -194.6341 -0.0218 ~0.5299 -139.0305 ~31°3788 3 7 13.4022 26.8727 -839"0243 9 13.4022 26.8727 -31.5334 4 7 -49.0300 -0.1900 -_0.0308 9 -49.0300 -0°1900 -0.7907 ~0.0001 1°01 -0.0001 1°01 -0.0002 1.01 -0.0002 1°01 0.0009 0°85 0.0009 0"05 0.0013 0.85 0°0013 0.85 0.0025 1"80 0.0025 1.80 = _____________________________==_______________= == PROGRAM : General Frame Analysis v1°27 PAGE NO. 18 EMP'NEERS NORTHWEST TIME : Wed Jun 07 11:17:23 1989 : shamrock center bldg, b frame Rmw : 88124.006 E L E M E N T T R E P O R T S U ELEM LOAD NODE SIGN CONVENTION : QEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL 7JIST 5 7 9 6 7 41.9330 37,7221 -194"6323 * . 41.9330 . 37.7221 -43.7439 4 1 9 11 n 9 �1 3 9 11 4 9 11 18.7631 18.7631 ~33.2052 -33.2052 21"1202 21,1202 13.4022 13°4022 -49.0300 -49.0300 5 9 19.7631 37"6218 -44.1467 11 18°7631 37"6210 256.8279 6 9 41.9330 37.7221 -43.7439 • 11 41°9330 37,7221 258,0328 5 1 11 -6.5195 -0.4100 2.5088 15 -6.5195 -0"4100 0"0487 2 11 3.0688 10,2080 ~75"6944 15 3.0608 10,2080 ~14.4461 3 11 3°8684 10"1715 -75.3190 15 3.8604 10.1715 -14.2900 4 11 -9°3545 -0.6004 3"6943 15 ~0,6004 0.0917 5 11 1.5 5.4157 5°4157 37.8218 37.6218 -0.1270 ~0.1270 26.9134 26"g134 26.8727 26"8727 -0.1900 -0°1q00 14"2401 14°2401 -194.6341 -44.1467 -0.5299 -1°5460 -31.3768 103.9307 -31"5334 183.4485 -0.7907 • -2,3103 ~105.4466 ~20.0060 6 11 8°2973 14.4522 . -106°9231 / 15 0.2973 14.4522 ~20.2()96 6 1 15 -6.5195 -0.4100 0.0487 17 -6.5195 -0.4100 -1"5914 0.00��8 0,0038 0. 0U0i -0.0095 -0.0094 0.0002 -A°017.2 0.0030 0.0030 ~0.0001 0"0W42 0.0043 1.80 4.82 4°32 4.82 4.82 2,17 • 2.67 2.67 2 15 3.8688 10.2080 -14.4461 17 3.868E 10.2080 26.3881 -0.0002 . 2.71 =_______ 'RDGRAM : General Frame Analysis v1°27 w NEERS NORTHWEST shamrock center bldg" h frame MN: 80124.006 ELEMENT REPORTS rum LnAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST -=-----=-----=-----------=------------- ------------------ 15 17 3"86B4 J.8684 4 15 -9.3545 -0.6004 17 -9"3545 -0°8004 5 15 5.4157 14.2401 17 5.4157 14.2401 6 15 0.2973 14.4522 -20.2096 17 0°2973 14~4522 37.5993 � 1 17 -6.5195 -0.4100 -1.5914 19 -6°5195 ~~0°4100 -3.�Z314 2 17 3.8888 10.2080 26.3081 19 3.8688 10"2080 67,2183 3 17 3"0684 10.1715 26.3960 19 3.8684 10°1715 67.0820 4 17 -9.3545 19 -9"3545 5 17 19 5.4157 5.4157 6 17 8°2973 14.4532 37.5993 19 8°2973 14°4522 95.4083 8 1 3 0.1819 -0"0429 -0.1045 4 0.1019 -0"0429 -0.1795 2 3 0.1241 -32.2384 4 0.1241 -32.2384 3 3 0.1820 -32.2501 4 0°1820 -32"2501 4 5 4 4 0.2719 0.2719 0.2548 0.2548 10.1715 10.1715 -0.6004 -0"8004 14.2401 14°2401 -0"0638 -0"0638 -45"1501 -45.1501 PAGE NO. 19 TIME : Wed Jun 07 11o17:27 1909 -14.2900 28.3980 0.0917 -2.3101 -2O.0060 36"9544 ~2.31()1 ~4.7118 36.9544 93.9140 _� - - ~:41== ====........ =----- --- -0.0002 2"70 -0.0003 ~0.0003 -0°0014 ~0.0014 0,0001 -0.0O19 ~0°0020 2.70 2.70 2"14 2.14 2"11 2.14 2.14 27J"4446 177"0275 -0.0002 0"85 231"3974 176.9598 -0.0()02 0"05 -0.1501 -0.2899 -0.0003 0.85 326"7564 247.1437 6 3 0.1117 -45.1186 4 0.1117 -45.1186 .8974 -0.000.3 0"86 PROGRAM : General Frame Analysis v1,27 PAGE NO" 20 Ex TNEERS NORTHWEST TIME : Wed Jun 07 11:17:31 1989 -----------~--------- x shamrock center 6ldg. b frame RUN : 88124.006 __________________________________ '������������������������������� = ELEMENT REPORTS ELEM LOAD' NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST 9 1 11 0.2830 15.0827 -4.0548 12 0.2030 15.0827 22.3400 � 2 11 12 11 1.2 19 20 0.2354 0°2354 0.2312 0°2312 -25.9144 -25.9144 -21°1368 -21°136B 259.6251 214.2749 258.7675 221.77B1 4 11 0.4105 22.5493 -6.0046 12 0.4105 22°5493 33,4566 5 11 0.3237 -29.5915 362.2745 12 0.3237 ~29"5915 310,4893 6 11 0.2118 -41,4324 12 0,211B -41,4324 1 19 -0.4100 2.3295 -3.2314 20 ~0°4100 2.3295 0.8452 19 -0.3220 -7"7008 67"2183 20 -0°3220 -7,7088 53.7279 -0.3585 -0°3585 -7.7084 -7.7084 67.0820 53.5923 4 19 -0.6004 3.3035 -4.7118 20 -0°8004 3~3035 1°2093 5 19 ~0.5019 -10.7917 93.9148 20 -0.5019 -10.7917 75.029� -0.0001 0.86 6 19 -0.2098 -11.7533 95.4083 20 -0.2090 ~11.7533 74.8400 -0.0001 0"06' 11 1 4 0"1819 -0.0429 _0.1795 5 0.1019 -0.0429 -0.6511 11 4 0.1241 -32.2384 177"0275 5 0.1241 -32.2384 -~177.5945 3 4 0"1820 -32.2501 178.9598 5 0.18�� -32.2501 -177"7910 4 4 0.2719 5 0,2719 ~0.0638 -0.06%0 -0.2699 ~0.9721 oq 0 0.0000 0.67 0.0008 0.66 == PROGRAM : General Frame Analysis Y1°27 INEERS NORTHWEST t. : shamrock center bldg. b frame c N : 88124.006 ELEMENT REPORTS I ELEM LOAD NODE S1GN'CONVENTIDN : BEAM DESIGNERS NO CONS NO AXIAL SHEAR MOMENT MAX MOM/DEFL DJST _______________________ = 5 4 0.2548 ~45.1501 247.7437 5 - 0.2548 -45.1501 -248.9074 0,0011 0.66 6 4 0.1117 -45.1186 247.0974 5 0.1117 -45.1186 -240.4077 12 1 12 0.2030 15.0827 22.34(}0 13 0.2830 -19°1330 30°0021 � 12 0.2354 -25.9144 214.2749 13 0°2354 ~49.2092 -178°8910 3 12 0.2312 _21.1368 221.7781 13 0.2312 -55.3526 -160,9748 4 12 0.4105 22.5493 33~4566 13 0°4105 -2[]°6051 44.9100 5 12 0.3237 -29.5915 310.4893 13 0.3237 ~77"4936 ~238°5644 6 12 0.211B -41.4324 292.4492 13 0.2118 -62.4697 -260.6044 = PAGE NO. 21 TIME : Wed Jun 07 11:17:34 1989 79.4848 ^'0.0002 -0.0002 3.47 -0°0002 3°635 110.8901 -0°0003 13 1 20 ~0"4100 2.3295 0.8452 9"6853 21 -0.4100 -2.9615 1.9987 -0.0005 0.0011 8.67 5"58 5"B3 5.58 -0.0003 3.85 -0"0002 3"12 5.82 5.59 2 20 -0.3220 -7.7088 53°7279 21 -0.3220 -12.0740 -51"2617 -0.0007 3.02 3 20 -0.3585 -7.7084 53.5923 21 -0.3585 ' -12.0744 -51°3927 -0.0007 3"01 4 20 -0"6004 3.3835 1.2093 14.0204 5.02 21 -0.6004 -4.3014 2.8855 -0.0007 5.59 5 20 -0.5019 -10.7917 75.0293 21 -0.5019 -18.9041 -0.0009 3.{)1 6 20 -0°2098 -11.7533 ' 74°8400 21 -0.2898 -15.6827 -72.8204 -0.0008 2.79 14 1 5 0"1819 -0.0429 -0.6511 6 0"1819 -0°0429 -0.7281 2 5 0.1241 -32.2384 -177.5945 6 0.1241 -32.2384 -234.0117 0°0002 ()"09 PROGRAM : General Frame Analysis v1°27 ENV;TNEERS NORTHWEST k . shamrock center bldg. b frame : 88124.006 ELEMENT REPORTS E�JEM LOAD NODE SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/UEFL D1ST ----~---- 3 5 0.1820 -32.2501 -177.7910 6 0.1820 ' -32 2501 -234,2286 0.0002 0"89 4 5 0.2719 -0.0638 6 0,2719 ~0.0638 2 J 5 5 6 15 1 13 0°2830 -19.1330 30.0021 14 0,2830 -19,1330 -3,4007 14 6 5 0.1117 -45.1186 -248.4077 6 0.1117 ~-45,1188 -327.3654 2 13 �,�� 3 13 14 14 4 13 5 13 14 14 14 21 21 nn .0..4.. 4 21 22 21 22 0.2548 0"2548 0.2354 0,2354 0.2312 0.2312 0.4105 0.4105 0.3237 0,3237 -0.3220 ~~3"3220 ~0°35B5 ^-0°3585 � ~0.8004 ~0.6004 -O"5019 -0.5019 -45.1501 -45.1501 -49.2892 -49.2092 -55.3526 - -28.6051 ~28^6051 -77.4936 -77.4936 ~12.074B -12.074R -12.0744 -12.0744 -4.3014 -4.3014 -16.9041 -16.9041 PAGE NO" 22 TIME : Wed Jun 07 11:17:40 1989 -0.9721 -1.0838 -178.8918 -265.1478 -168.9746 -285.8415 44.9100 • -5.1488 6.5644 6 13 0.2118 -62.4697 -260.6044 ./ 14 0"2118 -62,4897 -369°9283 ''- ' . 16 1 21 -0.4100 -2.9615 1.9987 22 -0°4100 -2,9615 -3°1839 -51.2617 ~72°:'!;g26 ~51.3927 ~72.5229 2.8855 -4.6420 1 -10 .5320 6 21 -0.2898 ~15.6827 -72.6204 22 -0.2098 -15.8827 -100.0652 0"0003 0.09 0.0003 0.89 0.0001 0.0001 0.90 PROGRAM o General Frame Analysis v1,27 EW"TNEERS NORTHWEST : shamrock center bldg. h frame RUN : 08124.006 =====- '---=------------- -------- ELEMENT REPORTS SIGN CONVENTION : BEAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST ELEM LOAD NODE - 17 1 2 -37,9304 -0°0548 6 -37.9304 -0° 0540 2 3 2 -115.1200 26.9452 6 -115°1200 26°9452 4 2 -56.0675 .6 -58.0675 5 2 -161.1680 37.7233 6 2 -134.5238 6 ~134.5230 1 6 -37. E31375 8 -37°8875 4 5 2 ~106°1053 6 ~~106,1053 6 -161"1680 37.�233 6 -73.8670 8 ~73,8670 8 . -B2"B699 8 -B2,8699 6 • 756.0036 8 -58"0036 6 -116.0179 8 -118.0179 6 6 -89.4051 8 -89.4051 19 1 8 -37.8875 10 ~37,8875 8 -73.8670 10 ~73.8670 3 8 -82.8699 10 -02^8699 4 13 -56.0036 10 -58.0036 26. 96'..15 ~0.0820 -0.0820 37.7662 37,7662 0"1270 0.1270 27.0866 27.0866 27.1273 2y.1273 .0°1900 0°1900 37°9782 37°9782 37.8779 37.8779 {).1270 0.1270 27.0866 27.0066 27.1273 27.1273 0.1900 0"1900 PAGE NO. 23 TIME : Wed Jun 07 11:17x44 1989 -0°0000 ~0.0980 0"00{N 47.1843 -0.0001 1.01 0.0000 47.1542 -0.0O00 -0.1434 0°0000 66.0158 0"0000 66.0909 -0.8221 -0.5990 -1B6.8273 -139,4258 -1B7.0745 -1�%9.8017 -1.2273 -0.H949 -261°2745 --194.9881 -0.599B -0.0917 ' -139.4258 -139.6017 -31.0927 -0.8949 -0"1350 -0.0001 1°()1 -0.0002 1"{)1 ~0.0002 1.01 0.0009 0.135 0.0009 0.85 • 0°{)013 0°85 0.0013 0.85 0.0025 1.79 O"0025 1"79 _______________ _ PROGRAM : Genera] Vrame Analysis v1.27 PAGE NO" 24 EW NORTHWEST TIME : Wed Jun 07 11:17x46 1989 : shamrock renter bldg. b frame RI N : 08124,006 ________====_______ ____=________=________ ... _____==. ==== ELEMENT REPORTS ELEM iUAD NOVF SIGN CONVENTION : BE�4M DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST ______ ____________ -����� � 8 -116.0179 37.9782 -195.4424 10 ~116"0179 37.9702 -43.5298 6 8 -89.4051 37.8779 -194.9881 10 -89°4051 37,0779 -43°4764 20 1 10 -37.8875 0.1270 -0.0917 14 -37,8875 0.1270 0.9244 2 10 -73.0670 27.0866 -31.0795 14 -73.8670 27"0866 185.6130 3 10 ~82.0699 27.1273 -31.0927 14 -[]2.8699 105°9254 4 10 -56.0036 0.1900 -0"1350 14 -56"0038 0.1900 1.3846 10 14 ~116.0179 ~118°0179 37.9782 37,9782 -43.529B 260.2956 6 10 -09.4051 37.0779 -43.4764 14 -89"4051 37°0779 259"5469 21 1 14 -7.1515 0.41.00 -2.5563 16 -7,1515 0.4100 -0.0962 14 -- "15.9148 10.0520 -79.5340 16 -15.9140 10.0520 ~-14.4230 14 16 -15.9144 -15.9144 10.8085 10~8885 -79"9161 -14.5B51 4 14 -10.2724 0.6004 -3.7642 16 -10.2724 0.6004 ~0.1618 5 14 -22.2801 15.2439 -111.8826 16 -22.2801 15.2439 -20"4192 6 14 ~19.1387 15.0318 ~110"3794 16 -19.1387 15.0318 -20"1889 72 1 16 -7.i515 0.4100 -0.0962 10 -7.1515 0"410() 1.5430 2 16 -15.9148 10.8520 -~14°4230• 10 -15.9140 10.0520 20.;9040 0.0036 1.79 0.0036 1.79 -0"0096 4.82 ~0.0096 4.82 -0"0134 4.82 -0.0134 4,02 0°0032 0°8032 0.0001 0°0045 0.0044 2"67 2.67 2.57 2.67 -0.0003 2.66 _ ___====~_____r _ PROGRAM : Genera] Frame Analysis v1,27 E r.INEERS NORTHWEST shamrock center bldg° b frame RUN : 88124.006 ELEMENT REPORTS FILM LOAD NODr SIGN CONVENTION : BFAM DESIGNERS NO COMB NO AXIAL SHEAR MOMENT MAX MOM/DEFL DIST P NODE NO 23 1 2 4 16 -10.2724 18 -710°2724 5 6 16 -19.1387 15.0318 18 -19,1387 15.0318 1 18 22 2 LOAD COMB 16 18 16 18 18 -15,9148 22 -15,9140 18 -15.9144 22 -15.9144 4 18 -10.2724 22 -10.2724 5 18 -22"2801 22 ~22.2801 6 18 -19"1387 . 22 719"1387 = =__ ======== -15.9144 -15.9144 -22°2801 -22°2801 -7.1515 -7.1515 PX Units : K 0.0548 27,0375 27.0548 0.0820 37.8767 ]7.0338 • -0.0540 26.9625 26.9452 10.8885 10.8885 0.6004 0.6004 15.2439 15°2439 0.4100 0.4100 10.8520 10°8520 10.8885 10.0805 0"6004 0°6004 25.2439 15.2439 15.0318 15.0318 R E A C T I O N S PY N -33"i623 53.3586 45.6523 --48.9862 83.912;2 07.0517 PAGE NO" 25 TIME : Wed jun 07 11:17:51 1989 -14.5B51 28.9689 -0.1616 2.2402 -20.4192 40.5564 -20.1BB9 39.9381 1.5438 3.1839 28.9848 72°3926 28.9689 72.5229 2.2402 4.6420 40.5564 101.5320 7.9.9381 100.0852 =-----------=-----== % MOMENT K "Ft 0.0000 -0.0#00 -0.0000 0.0000 ^ � ~ _m o°mo ^n�~ -`,.°�°. � Al, . `° Vr' � � o��o0 ���� _ . 0°0w0 o.0000 000 filq -0.0003 ~()°000: ~0^0015 -0.0015 ~0.O00i -0.0021 -0.0021 = ~_ 2.67 - 0.0004 2.87 2.67 2.14 2"12 2.14 2.14 ==.....=========. • i • NODE NO PROGRAM : General Frame Analysis v1.27 JNEERS NORTHWEST : shamrock center b1dg° b frame RL : 88124"006 R E A C T I O N S = PAGE NO. 26 11ME : Wed Jun 07 11:17:54 1989 LOAD COM8 PX PY MOMENT ----- ------=------ ------------------ 4 ~0"0820 ~56.0675 ~0,0000 5 37.7233 -161.1880 0.0000 6 37°7882 -134,5238 0.0000 C.0 JOB No. " JOB NAME JN.r ^^ ocI CO l3 e, C. DATE 2 - - SUBJECT � "� ' C 'e/a ' �/ SHEET OF BY V A•z— ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 - (206)525.7560 - FAX # (206) 522.6698 /V O O Ut- T /MATF , J+ � y � �;17 ►, 6 l 9/6 l'i Jc . /8, 22 20 . kL Chse - V 1, 2 , 3 . . Y 7 01 / , z 2 1 2} b s 9 % ce 3 6 }d ' t K0 2'Jl, 3 Ai . A.«, A) • 4 i .t asco . 6 , r c d= 7 /90 b. I. = /G o." . 2. •' .,L o,st( M ;2.0?) I /, � , NI I ' 1 . �I "NGINEERS- NORTHWEST CONCRETE JAMB DESIGN (version 3.0) 6869 Woodlawn Ave NE 1988 USC Seattle,Washington 98115 12:33:14' 06 -01 -1989 po 100 JAMB DATA height (ft) width (in) thickness (in) add thickness (in) K factor 19.00 24.00 9.25 SPANDREL DATA thickness(in) offset (in. + outward) 6.00 0.00 OPENINGS LEFT width (ft) height (ft) RIGHT width (ft) 12.0 4.0 0,0 MATERIAL DATA concrete (psi) rebar (psi) 3000 60000 I LOADING DATA unfactored wind in (psi): 16.3 out Ipsfl= 15.0 press (psfl: 68.1 import fact: 1.00 DL (plf): 1170 ecc (in): 0.5 DL (Ibs1: 115112 ecc (in): -4.5 DL (plf): 885 dist above floor(ft): 0.0 seismic... zone 3 ledger 11(p11): 2530 concentrated load LL(lbs): 0 concentric load LL(plf): 0 horiz load plf 1+ inward): 0 REBAR DATA Vertical 3 16 d: 7.38 Horizontal min in "2 / ft 0.22 X LL w /seismic= X LL N /seismic= X LL N /seismic: MOMENT AND DEFLECTION RESULTS + inward - outward Case Pu (kips) Mu (in -k) Phi1Mn (in -k) defl'lin) Allow defl(in) LOAD CASES 1) 2) 3) 4) 5) 6) 7) 1 62.1 44.6 267.60 0.07 2 62.1 -58.5 267.60 -0,11 3 62.1 -72.4 267.60 -0.13 4 78.9 34.6 220.88 0.05 5 78.9 -72.1 220.88 -0.14 6 72.5 -75.5 238.06 -0.13 7 113.8 -43.3 124.05 -0.05 .911 + 1.3WL inward .9DL + 1.3WL outward .9DL + 1.43E0 1.0501 + 1.28LL + 1.28WL inward 1.05DL + 1.28LL + 1.2BWL outward 1.0501 + 1.28LL + 1.4E0 1.401. + 1.7LL INTERACTION CURVE DATA .71Po .71Pbal ,71Mbal .71Mn 158.5 51.7 296.4 186.4 NOTE Sheet of SHAMROCK CENTER BLDG B FRAME AT GRID 5 parapet ht (ft) 0.00 1.00 0.00 height (ft) 0.0 0 0 0 Comments 1.52 case ok used interaction curve 1.52 case ok used interaction curve 1.52 case ok used interaction curve 1.52 case ok used interaction curve 1.52 case ok used interaction curve 1.52 case ok used interaction curve 1.52 case ok used interaction curve in cases 1), 2), 4), and 5) the • LL used is 1/2 of the applied LL SC:•A.i+�r"�e,�6nax"..AS:t,.�„ tw �! F: s`. �' k+ ii .+,�arurahiSk,:,ia'tY7i`3!!c!$ (_ )) Wt t is ,* p'' 4 ••,_c .•- WASN1, ;V RFc;sTFR i•- LANDSC P • ARC LYNN WILLIAM HORN CERTIFICATE NO 419 ILA W'11JIAM I.A N 11SCA PE ARCIIIT.STIiRE St`IE PLANNING CRY'. r'c' 6' . LYNN WILLIA1.1 l TORN, ASLA REGIsiEkED LANDSCAPE kCHIT£(T THESE PLANS AND h3PECIFK:AT)ONS ARE COPY_ RGHT MATERIAL. AND ARE THE SOLE 3JPER•rY OF PACIPC DESIGN ASSOCIATES, SEATTLE, WA. ANY INF>=7INGEMENT OF COPY- RIGHT -rr OP UNAUTHCAIZED 113E OF THESE PLANS RENDERS THE USER UABLE TO PROSECUTION UNDER THE COPYRIGHT LAS OF THE UNrTF:D STATES. OFE(CE I11828 GRAVELLY LAKE DRIVE S11• SUITE 103 'IACOMA.WAs1IINCT!)N 20G • 582•018-i MM . 1'csr (41- -: liox 88987 TAco NIA. WASII'AMON 9H•$98•107 DRAWN CHECKED .__.,_,_�,, 44 APPROVED DATE f5 b- 500 _ LAh/G'• c e the -SUs‘Sw J► ' t' `v t `6.``v ems.. -J cap' ,Ia.'ke.� bar Z Addition EXISTING BUILDING A PROPOSED' BUILDING B oe AFA s. — I L.. -rie CAP fob /4 ,e-=PM.47', ate' or,/ LT.' '©t;) 1 rricAe, II,/ ALL. LocA 7"'i©r l , ti STREET CELITERLINE 40p Low -14 SOUTH 134th STREET 4oc7 --r r Landscape Planting' Plan uR1, 0 01SAI/4 VTIt /Yle IN 7-1-1-e e i elf L.oc s7'r .,/z 7-b FILE COPY SCAT F --30' - 0" PDA# 8 --- '847 -01 -03 -000 i understand that the Pian Check app- ovals are subject to errors and omissions and approval of puns does not authorize the violation of any adopted code or orth ance, Receipt of Contrector'g copy of a 1proved plans acknowledged. ey :OA t3V1.1(A-Z, Da e-ta •ci.e... .a .............. 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LflDOELCOEkO€-- A U�40o� TOB 1136cIrm 197o TtOLA.9 � 0 a LDTft1J 47Th SHPHOTON WED 3 ocLDTDfl • :.- - - .. -. •- -,, .. ...fir Y r.J.___� .'�'S' ..... ,•`... _r'.. .- .. «. �'f' Abbreviationss And Angle At Centerline Diameter or Round Pound or Number Existing A,B. Anchor Bolt A13V. Above ACT Acoustical Tile A.D. Area Drain ADJ. Adjustable A.F.F. Above F,'inish Floor ALT. Alternate ALUM. Aluminum A. Me Acoustical Material APPROX. Approximate A.P. Access Panel ARCH. Architectural MT. Bituminous BLDG. Building BLK'G Blatking BM. Scam B.O. ay Owner 8St1T Basement B.EPLASH Backup! ash CAB. Cabinet C.D. Cup Dispensers C.E. Cement C.G. Comer Guard C.JT. Control eeint C.L. Center Line CL ^. Ceiling CMU Conc. Masonry Unita C.O. Cased Opening COL Column CONC. Concrete COIF Conference COHST. , Construction CONT. Continuous CONTR. Contractor CORR. Coret'for CPT. Carpet C.T. Ceramic Tile C.W. Cold Water DEPT. Deportment DET. Detail D.F. Drinking Fountain DIA. Diameter DIM, Dimension Del. Down DR. Door D.S. Down Spout D.W. Dishwasher DWG. Drawing E.C. Electric Cabinet. EL Elevation ELEC. Electrical ELEV. Elevator E.O. Electrical Eylatlet EP. Electrical Panelboard EQUIP. Equipment E.W.C. Elec. Water Cooler EX. Exposed EXIST. Existing EXP. Expanelosn EXP•JT. 'Expansion Jor'ht EXT. Exterior F.A. Fire Alarm F.D. Floor Drain r1» . Foundation F.D.V. Fire Dept Valve F.E. Are Extinguisher FIN. Fin let1 Fi.R. Floor FLASH"; Fioel b g FP. Fireproofing F.S. Full Size FURR'G Furring FUT. Future G. Gos GA. Gouge GALV. Galvanized G.B. Grab or G.C. General Contr. GL. Giese GR, Grade GYB/GIA0 Gypsum Board 1,1,8„ Hose Bib HI1R. Header I4DW. Hardware HDWD, Hood Wood KM, Hollow Metal HORI2; Horizontal H.P.M. High Pressure ' Melamine HT. Height H.W. Hot Water 10. Inside Dla rrnetes INSUL. insulation, INT, Interior JAN. Janitor JS T. Joist JT. Joint K.O. Knock Out LAY, Lavatory LAB. Laboratory LTG Light/Lighting LvR. Louver LT.W"T. Light Weight MAIL. Material MAX, MOXIMUm MECH. Mechanical IMIEMB. Mererbraane MET. Metal melt Monufaets4rer MIN. Minimum MIR. Mirror MISC. Misceilaneo4•16 M.O. Masonry Opening MTOE Mounted MULL. - Mullion N.I.C. Not In Contract NO. Number NOM. •NOM Mot N.T.S. Not To Scale Q.C. On Center 4•A� Outs ids Diameter Owner ' Furmlehed Contractor Installed OFF. Office 0.ii. Overhead OPNG. Opening APP. Opposite OVHG. Overhang BUILDING SECTION WALL SECTION DETAIL DETAIL SECTION ELEVATION 0.4i$••.W, '.''•:,3.-i PART. Partition P.LAM. Plastic Laminate PLS. Piaster PL, Plate PLYMID. Plywood P.S. Paint System P.T.C. Paper Towel Cabinet P.T. Pressure Treoted P.T. ►DISP. Paper Towel Dispenser Q.T. Gt4,aorry Tile R. Riser or Radius R.B. Rile R.E. REC. REFR. REINF. REQ'D REV. RM. R.O. R.V. Rubber Base Roof Drain Relocate Existing Recessed Refrigerator Reinforce Required Revised Resilient Floor Room Rough Opening Roof Vent S.DISP. Soap Dispenser SECT: Section SCI, ,Showier SHEAi'N'G Shoat-Ong $HT Sheet SIM. Similar SL Suter SLNT. Sealant S.M. Surface Mounted SF. Standpipe SPEC. Speoi lcetions S.S. Service Sink S.ST. Stainless Steel SID. Standard Sit.. Steel STaDR. Storaa e STRUCT. Structural SUSP. Suspended SW. Switch S.W.F. Special Wall Finleb SYM. Symmetrical 1". Thermostat TEL Telephone lElitP. GL, Tempered Glass T&G Tongue and Groove THRES. Threshold T.P.H. Toilet Paper Holder TR. Tread TYP. Typical U.N.C. Unless Otherwise Noted V.B. Vinyl Bose VERT. Vertical VEST. Vestibule V.F. Vinyl Fabric w/ With W.C. Water Closet WD. Wood WDW. Meow w/o Without WP. Woterproef W.R. Water Resistant WS. Weatherstrip sti ip WSCT Wainscot wr. Weight - SECTiON LETTER SET No. -- SECTION NO. Arammenzonesolmsoommessamalt - -:STET NO. DE /'AIL NO. / 1 SHEET NO., \� _,,/ P TAIL I10, • FEET NO. ELEVATION NO. - SET NO. Schede_of_Drawn . Ti B, !Mil WSW c G11~i ette.41,iNtS, 4 wrorel DRAINAGE PLAN LI LANDSCAPIE PLANTING PLAN L2 SCHEDULE ; NOTIiiS / mutts) ;tts) A' relllitO to _ At l SITU PLAN A.21, A3� A4� Abet Al 0 ASA PIRST Pl-OOR PLAN / DETAILS - BLDG. 'E!a' 1 COND PLOOfB PLAN / hoop PLAN - It9LDG BLC6 'C' - NOT N THIS 13UBMITTAL ELEVATIONS - BLDG. 0 ILEVATION / SECTiON - BLDG 'E!' MISCELLANEOUS DETAILS / SCHISM -US OPiCE PLAN / /:TAIL S1.i POMDATION PLAN - BLDG. 0 S1.2 SECOND fiLOOR PLAN - 5I.00: 5 13113 ROC, PLAN - BLDG. 5 fito 41.00. C - NOT N THIS euemtTtAl. lt►t)i•' BLDG. C - NO! IN T1416 $SUBMITTAL, 62.1 POINDATION SitaTIONS 623 SECOND FLOOR @II CTIONS 621 ROOF SUCTIONS 62.4 STAIR DETAILS 6.3J PANELS - BLDG 5 3.2 BLOGk. C - NOT N THIS SUBMITTAL 64.1 COWEICTIONe / e,4aI16NRRA . NOTES Architects Edberg /Christiansen Architects 616 First Average, Suite 406 Seattle WA 98104 -2258 206/682 -2857 Structural Engineer: Robert RaichIe /Daniel Lake Engineers Northwest, Inc. 6389 Woodlawn Ave. NE., Suite 205 Seattle, WA 98115 4206) 525 -7566 Civil Engineers Tom (arghausen larghaueen Consulting Engineers, Inc. 18215 72nd Avenue South Kent, WA 88032 (206) 251 -8222 Client SHAMROCK ASSOCIATES Lowman & Hanford Building 618 First Avenue, Suite 800 Seattle, WA 98104 (206) 292 -1180 General Notes 1. ALA. CONSTRUCTION SHALL. CONPOrtlot TO THIS I' 3O =mow OP THE NiPO .- ) BUILDING CODE, I.368 U I 3M MECHANICAL CODE, WASHINGTON BATi1 ENiiRGY CODiii, WASHiNGkTON VATS BARRIER PRISM CO M, AND ALL PROVISIONS OP A ,. J APPICAEILN LOCAL CODES. - - _ -. L'Z1 2. ALI.. w6456 IN C0141:Aef WITH CONCR.aTIff OR MASONRY SHALL BE PRESSURE TREATED WOOD Oki ANY SPECIE/1 OR 1401..1DATION GRADE CEDAR OR REDWOOD. ALL MARKED BY AN APFROvED TESTING AGENCY. 3. pployion HORIZONTAL PIRROLOCKING IN ALL (=RAtMI WALLS AT 10' -0' O .C. AND WHERE PRAT !a WALLS PENETRATE CEILINGS. PIRROLOCc iN ACCORDANCEI WITH U.B.C. sec:. 2046 (P$). 4. INCLOSED ATTIC $PAGlS$ S!4AI4. BE DIvIDED INTO HORiZON1TAL ARRAS NOT EXCEEDING 3000 a (SPRINKLERS= ARIP,A NOT TO ExCitED Q000 84a) WITH THU GRRATRST DiMRENSION NOT TO EXCEED 60 PEET (100 RQtIt'r Ip SPfQIN19CL D). ENCLOSED SPAC>a 5I rfAi 1 PLOORB AND CEILING SHALL DI 1,1v10 110 INTO HORIZONTAL AREAS NOT Esc DING 1000 SP. THESE ARRAS SHALL BE DivIDNit ISYr PARTITIONS WENDING PROM TIE CEILING TO ROOP OR Ptt1a R . $. PROv11711 BUILDING ADDRESS LIMP* OAR EACH NN?Ry DOOR. LETTERS TO MATCH EXISTING L$ i ERING AT BUILDINGS 5 AND C AND TO 50 A MINIi"t.AM OP b' IN WRIGHT. Cc W1 ADDRESSES WITH AQCHIT*CT PRIOR TO APPLICATION. PROVIDE A PLOOR OR LANDING NOT GI ATU R ?W *N 1/2' BELLOW THRESHOLD ON RACW SILK OP ALI, RRQUIFZ2D lEX1tS. 1. PROVIDE F"ORTABLI PI t11 ONTINGUISHURS AT EACH BUILDING AS DIRECTED BY PIPER MARSHAL./,. 8. PR'ViDER (11X11 SIGNS (NON- ILLUMINATMD UNLESS OYbIEHQWI NOTED) OVER EXIT DOORS N REAR OP EACH KIILDINdt. S. AMOY ALL DiMENSIONS AND COND! *ION$ AND NOTIRY ARCHHIT$CT OP ANY DISCREPANCIES, a3ONPLJCT13, OiQ CHANT t$ TO THE DRAWINGr$. 10. GENERAL. CONTRACTOR TO Vti<iZlt'aY ALL DIMENSIONS. 11. HVAt., PLUM361NG0, ELECTRICAL, AND PIRO $PRi KL -ttiR SYSTEMS TO BM CONTRACTOR t 91161GN/5UILD. MACH SYSTEM eHALL, CONFORM WITH STATE AND LOCAL. CODES AND BE COORDINATED WITH OWNER. CONTRACTOR PULLY RESPONSIBLE POP INSTALLATION, IMPLIVIIENTATION, AND OPERATION OP EACH 8Yeirem. PROVIDE H -!i[AT AS RIMMED TO PoterroCT SPRINKLER SYSTEM PRIOR TO INSTALLATION OP HvAC 6Y8 "iQM. CONTRACTOR SHALL. SUMMIT PLANS AND SPECIFICATIONS POR ALL t*SIGN/BUILD WORK TO CITY OP TUKWILA 120R Af3'PROW.L. ALL DEISIGEN WORK SHALL BM t ?ON* AND STAMPifID BY A PROFESSIONAL LICENSED ENGINEER IN THE STATE CP WA$HINGaTON. 12. CAINERAL CONTRACTOR R USPC'NSIBL6 i4OR PERMiTS INCLUDING DEISIQr•/5UILD WORK. 13. CONFLICT: N CANE OP ANY COI LILT WHEREIN THE itdTHOtb 018 STANDARDS) OP INSTALLATION OR Tt#S! MATERIALS SPECIFIED DO NOT Pao UJAL OR RXCEIRD THtt PEIGUREMUNTS OP THE LAWS OR CADINANCIs S, THIS LAWS OR a OMN,:NO * SHALL CsOv 1 N. NOTIFY THE ARCHITECT cP ALL CONPLiCT$. 14. DO NOT SCALE DRAWINGS THIS CONT!QACtOR SHALL USA! DIMENSIONS 6HOUl1N ON THIS DRAWINGS AND ACTUAL FIELD l'IMASURVIENTS. NOTIFY TNa ARCHITECT iPt ANY DISCRRPANCIES ARIL POUND. 5. ABBRUvfATIONS: THROUGHOUT THiU PLANS ARE ABBRc"Ei/IATiONS tU►HICH ARE iN COMMON USE THE LiST Ole ABBREvIATIONS PROvIDQID IS NOT INTENDED TO DU COMPUITE OR RSPRE13 1TATIvE OP •ONDITION$ OR MATERIAL ACTUALLY USED ON THE PROJUOT. THIS ARSCHITECT WILL DEPINU THHL INTENT OP ANY iN QUESTION. 1*. EACH CONTRACTOR SMALL. BE RESPONSIBLE 11101 vERiialCATION AND COORDINATION WiTH OTHi3R CONTRACTORS TO SECURE COMPLIANCE WITH THO DRAWINGS. S. 11. 1aROviDE CAALVAN/1C INSULATION LATION t PPIUa94l.! DISSIMILAR IINTALS. 16. ALL 1PtxiT DOOR$ SHALL. MS OPERABLE PRAM THE INSIDE WITHOUT THE woo OR ANY KNY OR ANY CIA;. KNOWLSOGN OR MORT. LLsiiLi �I PARCEL 'A' OP CITY OP TUKWILA SHORT FLAT NO. 913 -I3 -$6 AS RECORDED UNDER AUDITORS PILO 1.40. 800=0412, RECORDS OP KIN, s COUNTY, W.A. • LOT 1 OP CITY OP TUKWILA SNORT PLAT NO. 61 -39 -1' A$ RECORDED UINDRR AUDITORS PILO NO. $2042800,45, R111COR B OP KING COUNTY, WA. I.OT 2 alp CITY e i TUKWILA i H RT PLAT NO. I -3$-6$ AS RECORDI;ED UNDER AUDITORS PILEE NO. 8204260E14S, RiEGOidD$ CRP KIRA COUNTY, WA. dal ,. 4 PARCEL W OP CITY OP TUJ.UiL.A BOUNDARY LIME ADJUST t NT 84- 36 -BLA AS RECORDED (AMR Allo TORS PiLE NO. 15601240863, RECORDS OP KW'S ,CITY, WA. EAMILLE. Lot; O Dirr of TUKWILA SHORT PLAT NO, 61 -4 -643 AS RECORtDID Li./DER AU0iTQR6 PIL4 NO. 8004210166, RIECOR1iCv$ Cap KNS COUNTY, WA. Pro eat Data JURISDICTION: BUILDING CODA: ZONING: SEISMIC ZONE OCCUPANCY: CONSTRUCTION TYPE: SiTtt AREA: BUILDINGS BUILDING PIIQST FLOOR: SECOND PLOOt : BUILDING 'C': PIRbT FLOOR: CITY OP TUKWILA M -i 3 B -2 V -N, $PRi *- i�GL.IR2it I8$,1010 is v. 14•48 Sir, 401' -1' P IM�TitR t66I6 e41, 481' -1' RiMW 1 re 23,680 e , ENNY PRiCIIRTaR TOTAL: 13514 tip covweAcia (G O2.$): 2s% j ohiKi F.^ Im a11-* BUILDING 'E5': FIRST FLOOR: 3665 8P 0 2.S/1G: 70 s 10 STALL,b \ r 11,163 SPA 0 1/1000 a 11 STALLS coND PLOO18: IS,616 Sp 0 2.511000 ' + ?Al.►.$ BUILDING 'C': 2.3898 PAP a 1/1000 x 24 ESTAL..B 1 TOTAL STALL 94 i3TAN1DARD $TALL.$ 1rieettlr see J 3 HANDICAP $'r.44.$ /J r0icintti/ Ma : PAR'AYW PERMIT AND APPROVAL REQUIRED ....' FILE COPY understand that tte Plan Check approvals are subject to errors and ornissiO W and-approval of plans woes not authorize the violation of any adopted code or ordinance. Receipt of contractor's copy of aisproved plans acknowledged. Date s..�„l ' 9f 9/ Permit Nio 51-17 CITY OF TUKWILA APPROVED AS it BU I_DI G DIVISION cREOISIO M TO Wettt. 113 " ‘514ELL Cat4Lti•, "0.7.ciitztcAL. MEcgam RCA i.T. 'LUMr61 •:. I I IIIII III I /III II /III IIIIIIIIII IIIIIIIIIIII +1I•.II'IIIIIiIIIIiII / / /VIII/ I I / /VIII // IIIIIiIIIIIII11111Ii /'I111IIIIIIIIIIIIiIIIIIII III I I II1111 0 :/S THS INCH 1 2 3 4 5 6 7 8 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the apr•iginai document. Of:' 6Z 8G LZ 9Z SZ 473 £Z ZZ !Z 0? El 8l Ll 9l 5t Ill Cl Z L OL 6 1111111111 11111111111111111111111111111111111111111111 ' 9 10 11 MAN INGERMANY 12 v 8 L 9 WW III111111Ilil lillll�II 111 !Ililllll�IIIII1111�1111IIllih illl111;11111111111MII11! IilITIk1111111611111111111111111111111111II 11111 111111 11111111I111Ii1111111111111Ii1111111141111111 1111111111111111111111111 1111111111111111111111111111111 1111111IIIIIi 11111111111IIIII11H111111 II II11 101111 • RECEIVED are T l(VVI A MAR 15 1991 PERMIT C -. - '. `: u ' :r 64-4••- Li: 1/76/11 r*cvis3E) '2ER 13L.Dd, DEPT car, & c )a Th D 2/14/%1 1 Archi,tectur 616 First , wenue, Suite C Satire, WA 981Q4-225a 206/682-2857 TITLE SHEET D8te 9!21/8'3 C£!r'ifn.NG• a ¶4Tft a4. 3 QJJD?OLZ\9 rM7 LIKO &78 0 A c ULDTOD Oa 47'M S A CE Mho Abbreviations: And Angle e At Centerline Diameter or Rourd Pound or Number Existing A.B. Anchor Bolt ABV. Above ACT Acoustical Tile A.D. Area Drain ADJ. Adjustable A.F.F. Above Finish Floor ALT. Alternate ALUM. Aluminum A.M. Acoustical Material APPROX. Approximate A.P. Access Panel ARCH. Architectural BIT. Bituminous BLDG. Buliding BLK'G Blocking BM. Beam B.O. By Owner BSMT. Basement n.SPLASH Backsplash CAB. Cabinet C.D. CEM. C.G. C.JT. C.L CLG. CMU C.O. COL. CONC. CONF. CONST. CONT. CONTR. CORR. CPT. C.T. C.W. DEPT. DET. D.F. DIA. DIM. DN. DR. D.S. D.W. DWG. E.C. EL. ELEC. ELEV. E.O. E.P. EQUIP. E.W.C. EX. EXIST. EXP. EXP.JT. EXT. Cup Dispenser Cement Corner Guard Control Joint Center Line Ceiling Conc. Masonry Units Cased Opening Column Concrete Conference Construction Continuous Contractor Corridor Carpet Ceramic The Cold Water Department Detail Drinking Fountain Diameter Dimension Down Door Down Spout Dishwasher Drawing Electric Cabinet Elevation Electrical Elevator Electrical Outlet Electrical Panelboard Equipwent Elec. Water Cooler Exposed Existing Expansion Expansion Joint Exterior F.A. Fire Alarm F.D. Floor Drnin FDN. Foundation F.D.V. Fire Dept. Valve F.E. Fire Extinguisher FiN. Finish FLR. Floor FLASH'G Flashing FP. Fireproofing F.S. Full Size FURR'G Furring FUT. Future G. Gas GA. Gauge GALV, Galvanized G.B. Grab Bar a.C. General Contr. GL Glass GR. Grade GYB /GYfii Gypsum Board H.B. Hose Bib HDR. Header HDW. Hardware HDWD. Hard Wood H.M. Hollow Metal HORIZ. Horizontal H.P.M. High Pressure Melamine HT. Height H.W. Hot Water I.D. Inside Diameter INSUL.. Insulation INT. Interior JAN. Janitor JST. Joist JT, Joint K.O. Knock Out LA /. Lavatory LAB, Laboratory LTG. LightAighting LVl, Louver LT.WT. Light Weight MAIL Material MAX. Maximum MECH. Mechanical MEMB. Membrane MET. Metal MFR. Manufacturer MIN. Minimum MIR. Mirror MISC. Miscellaneous M.O. Masonry Opening MTD. Mounted MULL. Mullion N.I.C. Not In Contract NO. Number NOM. Nominal N.T.S. Not To Scale O.C. On Center O.D. Outride Diameter O.F.C.1. Owner Furnished Contractor Installed OFF. Office O.H. Overhead OPNG. Opening OPP. Opposite OVHG. Overhang Sn�bo� �egen�i _ BULD/NG SECTION WALL SECTION DETAIL DETAIL SECTION ELEVATION PART. Partition P.LAM. Plastic Laminate PLS. Piaster PL Plate PLYWD. Plywood P.S. Paint System P.T.C. Paper Towel Cabinet P.T. Pressure Treated P.T. DISP. Paper Towel Dispenser Q.T. Quarry Tile R. Riser or Radius R.S. Rubber Base R.D. Roof Drain R.E. Relocate Existing REC. Recessed REFR. Refrigerator REINF. Reinforce REQ'D Required REV. Revised R.F. Resilient Floor RM. Room R.O. Rough Opening R.V. Roof Vent S.DISP. Soap Dispenser SECT. Section SH. Shower SHEATH'G Sheathing SHT. Sheet SIM. Similar Si- Sealer SLNT. Sealant S.M. Surface Mounted SP. Standpipe SPEC. Specifications S.S. Service Sink S.ST. Stainless Steel STD. Standard STL Steel STOR. Storage STRUCT. Structural SUSP. Suspended SW. Switch S.W.F. Special Wall rinish SYM. Symmetrical T. Thermostat TEL Telephone TEMP. GL Tempered Glass T&G Tongue and Groove THRES. Threshold T.P.H. Toilet Paper Holder TR. Tread T'YP, Typical U.N.O. Unless Otherwise Noted V.B. Vinyl Base VERT. Vertical VEST. Vestibule V.F. Vinyl Fabric W/ With W.C. Water Closet WD. Wood WDW. Window W/O Without WP. Waterproof W.R. Water Resistant WS. Weatherstrip WSCT Wainscot WT. Weight SECTION LETTER SHEET NO. SECTION NO. SHEET HO. DETAIL NO. 1 SHEET NO. \ /1 DETAIL. NO. SHEET NO. EE-- ELEVATION NO. x x SI.1EET NO. RJY1r_n_ .M11•11 4111M.. Schedule of Drawings: Ti e, TITLE SHEET GIVI�__ GI a GRADING 4 STORM DRAINAGE PLAN J�AN___SCAP�: Li LANDSCAPE PLANTING PLAN L2 SCHEDULE- / NOTES / DETAILS ARCH ITTSCTUR4 ; Ale:, SitE PLAN A2 A3 E, Ad q5 ADO A6I2, Al E7 ASP FIRST FLOOR PLAN / DETAILS - BLDG. 'B' (SECOND FLOOR PLAN / ROOF PLAN - BLDG 'B' BLDG 'C' - NOT N THIS SUBMITTAL ELEVATIONS - BLDG. S ELEVATION / SECTION - BLDG '8' MISCELLANEOUS DEtAILL ! SCHEDULES OFFICE PLAN / DETAILS STRUCTURAL: 81.1 FOUNDATION PLAN - BLDG. 8 512 SECOND FLOOR PLAN - BLDG. 51,3 ROOF PLAN - 8LPCL 8 51.4 BLDG. C - NOT IN THIS SUBMITTAL Sib BLDG. C - NOT N THIS SUBMITTAL 52.1 FOUNDATION SECTIONS 62.2 SECOND FLOOR SECTIONS 823 ROOF SECTIONS 52.4 STAIR DETAILS 83.1 PANELS - ISLDO, 632 BLDG, C - NOT iN THIS SUBMITTAL 64.1 CONNECTIONS / GENERAL NOTES Architect: Edbercg /Christiansen Architects 616 First Avenue, Suite 400 Seattle WA 98104-2268 206/682-257 LANDSCAPE ARCHITECT: LYNN GLOOM & AS$OCD `DES 10828 GRAVELLY LAKE DRIVE SW P.D. BOX 98967 SUITE 1103 TACOMA, WA. 98498 -0967 (206) 5:2-6984 Structural Engineer: Robert i aochle /Daniel Lake Engineers Northwest, Ono. 6369 WoodOawn Ave. LICE., Suite 205 SeattOe, WA 98115 (206) 525-7566 Cavil Engineer: Tom IBarghausen Barglhat seal Consulting Engineers, Inc. 18215 72nd Avenue South Kent, WA 98032 (206) 251-6222 Client: SHAMROCK ASSOCIATES Lowman & Hayford Building 6l6 First Avenue, Suite 600 Seattle, WA 98104 (206) 292 -1160 A lhIh�hI' I'ti�hIiliii!i�iil,hIhIilhIl!1I 0 to THS INCH 1 2 s General Notes 1. ALL CONSTRUCTION SHALL CO?`'PORM TO THE 1981y EDITION 013 THE UNIFORM BUILDING CODE. 2. ALL WOOD IN CONTACT WiTH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED WOOD OP ANY SPECIE@ OR FOUNDATION GRADE CEDAR OR REDWOOD. ALL MARKED BY AN APPROVED TESTING AGENCY. 3. PROVIDE HORIZONTAL PIREEBLOCKING IN ALL FRAME*. WALLS AT 10' -0' OC. AND WHERE FRAME WALLS PENETRATE CEILINGS. FIREBLOCK IN ACCORDANCE WITH U.B.C. 65C. 2616 (F). 4. ENCLOSED ATTIC SPACES SHALL 8E DIVIDED INTO HORIZONTAL AREAS NOT EXCEEDING 3000 SP (SPRINKLERED AREA NOT TO EXCEED 9000 SP) WITH THE GREATEST DIMENSION NOT t0 EXCEED b0 POST (I00 FEET iF OPRINKLERLD), ENCLOSED SPACE BETWEEN RLOORS AND CEILING SHALL BE DIVIDED INTO HORIZONTAL. AREAS NOT EXCEEDING 1000 8F. THESE AREAS SHALL BE DIVIDED BY PARTITIONS EXTENDINC;I PROM THE CE=ILING TO ROOF OR FLOOR. 6. PROVIDE BUILDING ADDRESS LETTERS OVER EACH ENTRY DOOR, LETTERS TO MATCH EXISTING LETTERING AT BUiLDINGS B AND C AND TO 8E A MiNIMUM at 6' iN HEIGHT, CONFIRM ADDRESEE6 WITH ARCHITECT PRIOR TO APPLICATION. PROVIDE A FLOOR OR LANDING: NOT GREATER THAN 1/2' BELOW THRESHOLD ON EACH SIDE CO ALL REQUIRED EXiTS. 1. PROVIDE PORTABLE FIRE EXTINGUISHERS AT EACH BUILDING AS DIRECTED BY FIRE MARSHALL. 8. PROVIDE EXIT SiCGNS (NON-ILLUMINATED UNLESS OTHERWISE NOTED) OVER EXIT DOORS IN REAR OF EACH BUILDING. VERIFY ALL DIMEN91ONS AND CONDITIONS AND NOTIFY ARCHITECT OF ANY DISCREPANCIES, CONFLICTS, OR CHANGE TO THESE DRA'WUiNGS. 10. GENERAL CONTRACTOR TO VERIFY ALL DIMENSIONS. 1L HVAG, PLUMBING, ELECTRICAL, AND FIRE SPRINKLER SYSTEMS TO BE CONTRACTOR DESIGvNI/lSUILD. EACH SYSTEM SMALL CONFORM WITH STATE AND LOCAL. CODES AND BE COORDINATED WITH OtLEJER. CONTRACTOR FULLY RESPONSiBLE POR INSTALLATION, IMPLEMENTATION, AND OPERATION O EACH SYSTEM. PROVIDE HEAT AS FREQUIRED TO PROTECT SPRINKLER SYSTEM PRIOR TO INSTALLATION OF HvAC SYSTEM. CONTRACTOR SHALL SUBMIT PLANS AND SPECIFICATIONS POR ALL DESIGN/MILD WORK, TO CITY OP TUKWILA FOR APPROVAL. ALL DESIGN WORK SHALL BE DONE AND STAMPED ®Y A PROFESSIONAL LICENSED ENGINEER N THE STATE Of UEESHiNGT N. 12. GENERAL CONTRACTOR RESPONSIBLE POR FVRMITIE INCLUDING DESiGN/BUILD WORK, 13. CONFLICT: IN CASE OP ANY «ONFLICT WHEREIN THE METHODS OR STANDARDS OF INSTALLATION OR THE MATERiALS SPECIFIED DO NOT EQUAL OR EXCEED THE REQUIREMENTS 013 THE LAWS OR ORDINANCES, THE LA1ES OR ORDINANCE SHALL GOVERN. NOTIFY THE ARCHITECT 04! ALL CONFLICTS. 14. DO NOT SCALE DRAWINGS: THE CONTRACTOR SHALL USE DiM NEIONS SHOLEN ON THE DRAWINGS AND ACTUAL FIELD MEASUREMENTS. NOTIFY THE ARCHITECT IP ANY DISCREPANCIES ARE FOUND. iS. ABBREVIATIONS: THROUGHOUT THE PLANS ARE A88REViATIONS WHICH ARE iN COMMON USE. THE LIST OP ABBREVIATIONS PROVIDED IS NOT INTENDED TO BE COMPLETE OR REPRESENTATIVE OF CONDITION'S OR MATERIAL ACTUALLY USED ON THE PROJECT. THE ARCHITECT WILL DEFINE THE INTENT OP ANY IN QUE=STION. 16. EACH CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION AND COORDINATION WITH OTHER CONTRACTORS 70 SECURE COMPLIANCE WITH THE DRAWINGS. 11. PROVIDE GALVANIC INSULATION BETWEEN DISSIMILAR METALS. 18. ALL. EXiT DOORS SHALL BE OPERABLE FROM THE INSIDE WITHOUT THE USE OIL ANY KEY OR ANY SPfECiAL KNOWLEDGE OR EFFORT, Le �� De�r�ptlonM PARCEL 'I' OP CITY OP TUKWiLA SHORT PLAT NO. 80 -i346 AS RECORDED UNDER AUDITORS PILES NO. 8009030412, RECORDS OP ICING COUNTY, WA, pARG .2 LOT 1 OP CITY OR TUKWILA SHORT PLAT NO. 81 -39 -68 A8 RECORDED UNIDER AUDITORS PILE NO. 8204280646, RECORDS OR KING: COUNTY, WA. PlaiRCNi., 3 LOT 2 OF CITY CP TUKWILA SHORT PLAT NO. 81- 39 -5.6 AS RECORDED LIN ER AUDITORS PILE NO. 0204260E4 s, RECORDS OP KING COUNTY, WA. PARCEL 'B' OP CITY CV TUKWILA BOUNDARY LINE ADJUSTMENT NO. 64- 3b -8LA AS RIECORDNO UNDER AUDITORS PILE NO. SS01240863, RECORDS OP ICING COUNTY, WA. atAGIEL.e, LOT 2 0P city OP TUKWILA SNORT PLAT NO. 01-4-SS AS READIED UNDER AUDITORS PILE NO. 6804210166, RECORDS OP KING COUNTY, WA. EEEEEEEEE:iigEEiEEAEIfiE-EE ' SpQ- . , w .EE .kE < x .� .. / �' t : %f � ..,`:„ . ( {�i EI! Ijl ICI iii Iii ICI Iii 1I111�1'I�I ICI IIIli�i ICI i���.�i ial �I��. �IL`�,I�° i�� l�.� i��;�7�.1 � j^I, Iii >� II.� -I I I.� >,:I .I_I� >.h I,.IA.�I:�I: i4 1 I I 11 I' I I f I I i I 1 1 1 1iii�ilI I���f���1�I�1 4 5 6 7 8 9 10 11 MADE INGERM»(v 12 NOTE: If the microfilmed document is less clear than this .. notice, it is due to the quality of the ,original document. Ont OE 6L 8G LZ 9Z SZ +Z £z aZ LZ OZ 6L 8l LL 9L St •7L £L Zl ll 01. 6 8 L 9 S � e Z l NW 0 111!!!I! III{ I1! iI11 11{ II11 11111{II1111111{1111I111!{iiMPX 111{ 11111111! 1!111h1f►{!I!11!1III!IIIIIili1! 1! 111111{I11!Ii!II{ MILLI !11{IIII1111h1!!1111{!11!II111{ III !111111111!IIII!{!II111111{I1! II!!I111111I111!I!! III! II1{ 111111111I! iIIII111{1111h1!1{I111I1111{1II I I II i1 III I ! {,IIIIIIIIIIII,IIIII {IIIIII�JI Data JURISDICTION: BUILDING CODE: ZONI : SEiSMIC ZONE: OCCUPANCY: CONSTRUCTION TYPE: SITE AREA: BUILDING AREA: BUILDING 'A': BUILDiNG 'B': FIRST FLOOR: SECOND FLOOR: BUiLDIND 'C': (EXISTING) FIRST FLOOR: TOTAL: COVERAGE (GROSS): PARKING PROVIDED: PARKING RATIO: CITY OP 'TUKWiLA 1988 U.B.C. M -1 3 0 -2 V -N, SPRINKLERED 198,100 SP E- 19Si1 !3P 14848 SF, 481' -1' PERIMETER 16616 SP, 481' -1' PERIMETER 23,599 SF, E 60' PERIMiETER 13914 SP 31% 93 STANDARD IS TRACTOR/TRAiLER HANDICAPPED PARKING: 4 Vloinit Map: FILE COPY' ......�.�.._. -..... t site Plan Arta approvals are 1 understand the subject to errors and omissions alai approval of plans does not authorize the violation of any ac�iad code or ordinance. Receipt of contractor's copy of approved plans acknowledged. By Date Permit No PLAN REVIEW FOR COMPLIANCE WITH THE FOLLOWING ORDINANCES ONLY ® STRUCTURAL PER UNIFORM BUILDING CODE ❑ NON- STRUCTURAL PER UNIFORM BUILDING CODE ❑ WASHINGTON STATE REGULATION FOR BARRIER -FREE FACILITIES ❑ WASHINGTON STATE ENERGY CODE SUBJECT TO INTERPRETATIONS OF THE OMISSIONS AND INCONSISTENCIES. DATE IN 2 'I -411 DATE OUT BY: cA4 MAHAN & DESALVO, INC. GOVERNING AUTHORITY, ERRORS, IC:153[1V J 0 1 19911 MAHAN Li.. L,' , INC. RECEIVED CITY OF UKWI 3104 9 3 i PERMIT CENTER • Ifi)7,f:11:71.1ViTAri-71'1 ti�I,, 1 FE? 0 1 1991 MAHAN & DESALVO, INC. E4b• er C -n was Architecture & Planning 616 First Avenue, Suite 400 Seattle, WA 98104 -2258 206/682 -2857 TITLE SHEET Date 1/18/'91 Conirn.No. SOASS Tel • Il5l 5 0., „. • LAG , 'a _ 1 • 9 v 6- ADS DOWNSPOUT TIGHTLINE r.0%. (MIN.) (TYP.) EXIST. 3 LF CONC. PIPE (� 2.-56Z-W/ F5CUGZ;ED END I.E. 3.63 UNPLUG EXIST. STUB & CONNECT WI 35 LF 6" CONC. PIPE m 2.O% (MIN.) RIM = a I_... -' I.E. . 10.82 (15' FR SE) I.E. ■ 10.77 (24' TO NW) PROVIDE SEDIMENT PROTECTION, EX, 24. CMP SS EX. 10' C.I.P. WATER MAIN EX. 24' C P r.- - • • � � --�_ Lit v� s o % 0 S ia7n • _ 5- v r 4. : • 144TH 5'I a. Off_ 4474 11 S: } VICINITY MAP N.T.S. 0.09_ r-- 1 TO BE CUT @ PIL 2' HT. ROCKERY AS REQUIRED GRADING & STORM DRAINAGE PLAN 12.45 CMP I.E. = 12.35 CONTRACTOR TO VERIFY LOCATION & DEPTH OF DRAINAGE SWALE BEFORE CONSTRUCTION 140 LF 12" CMP ( 0.5% CB #1 TYPE I RIM = 17.00 I.E. =15.00 (PLUG PIPE TO SOUTH & CONNECT CB #13 AS SHOWN). DOCK HIGH RAMP DOWN --- - ----- CONC. RETAINING WALL - - CQl1C WALL_ - TOP =17.80 BOTTOM =15.30 N 49° 43'00" WI\ 194.47' .. D.S. LANDSCAPE A "�A _I.E. _ . 0.62... +\6 CB.. #4 TYPE 1 --_ -- RMCAT 2 SEWN TRASH I.E/. ''333.23 ENCLOSURE - -3d LF 8" CMP @ 1.2% ---- _ -____ /- t) 17.15 CQ[IC4_..WAL L r P = 17.60 BUT. = 17.30 17.20 1 8.00 18.50 TW _ 17.50 K' STATE HIGHWAY No. 559 - EXISTING STORM DRAINAGE N 45 ° 36' 45 `+ 11.0 1 L. CATS DOONNSPOUTS. PER \\_/ ARCH1TECT();RAL R00" PLANS\ - 6' I(CMP DOWNSPOUT @ 2.0% MIN. (3, CB 3 _ T eE. ?1'54" _1)''2. -•-- - WITH SOLID L`IQ +\--' 6' ADS DOWNSROUT- LOCATE AS SHOWN TIGHTLINE @ I.OY°. RIM = 18.24 \ MIN. \ • I.E. = 12.52 SPRINKLER MISER EX STING 9 DG. 'A' SPRINKLER - 19.0 ROOM F I" DEDUCT IRRIGATION METER t.� I'12" WATERIMETER & SERVICE ▪ .: D.S. \ DETECTOR CI ECK VALVE PER CITY STOP. (S '� DETAIL SHT.) \ \ z 7ELF=8'DI SAN. SEWER C.O. rR1M =1950 i.F'. = 15.33 • 1890 6% Ids 8.30- 33' c' • • ° EXIST. .C. PAVEMENT .�_33• R.30 CB #5 TYPE 1 LO ATE AS SHOWN IRIM = 17.15 I.E. 12.80 ae 7 _X 53 LF 8" CMP @ 3.68% i 90 LF 30" . 0.5% NEW A.C. PAVEMENT 7 ` 116 9, L CB #I 3 TYPE II -54' W/SOL1D LOCKING LID FROM RESTRICTOR e OIL /POLLUTION CONTROL 18.0DEV(CE' CB #I4 TYPE II -54" I.E. := 13.05 ' W /GRATE O.F. =16.0 / RIM = 19.6 I.E. = 13.50 ') �h' 1.82% 18.70_ 1 3 V)8.60 1.0% �.0 v HP 6` 5'MIN. ' \ 25 1.F 8" CM 8 0% 2 LF. 1.5` CO\ rn ■11 do I • cn .0% if /• ✓( 041 - 1. 37' - 3 I . 18.8 4vi �•'0••�•< •�••�•�dI1Gr.i14► Err MEI a- .--MATCH EL. PVMT. W/ . -- 20 EXISTING ,• PVMT. ! • / 20.00 CONC. .1 RETAININQ WALL (" i 7 00 BW 22.00 TW tic/ �_r �w �■►rr:r 1.0% N: _20g 0 _ 1 "3.O% J r -- I RO • . INE I I / I .6 •. - I I, 1 TOP=2 BOT. 1 20.50 • 1 TOP 122.30. BOT 18.6 1-- . 19.80 -- LANDSCAPE AREA ,�)' 9.8 18.90 l • 135 LF 54" STD. Per 0 025% RC IBM RIM = 18.5 °i° I.E. = 14,6 :!-- � 1 P�- '- 0 t.. CB #_6 TYPE I_ RIM = 18.40 a� I.E. = 1 5.40 4\ __CB_ # 10 TYPE I_ RI = 19.17 12LF8' CMP Q ,, I.E. =15.17 2.0% 6" CMF DOWNSPOUT TIGHTLINE Z50% (MIN.) (TYP.) LOCATE DOWNSPOUTS PER I� ARCHITECTURAL ROOF PLANS PROVIDE 5 LF 4" PVC • ` 'b DRAINPIPE THROUGH +mot• LANDSCAPE ISLAND,4, INSTALL' _ 19.22 _ 8'...90• BEND iAiJ) t �._ ._ --- CONC, BLOCKING j BLDG ®- - • 'B' CB TYPE �'-' ' V 1IM = 17.5± I.E. =15.0t. 4) 6 LF $3" D.1. 25' BUILDING SETBACK LINE 46 LF 6' CMP @I.0% MIN. DS LANDSCAPE (SOD) .___. 1 10' 1...- 18,2 RID N 49° 43'00' W 194.47' ss I5' DL b1CATEQ\R.O.W LINE (EX'STING) = -�__ . N� 1.5_LANDSCAPL G (INE .. •��' .".iii � - ®'D 15' R.O.W. DEP ICATION LINE �' WELDED Tr_E !LANDSCAPE 1 AREA t. 0.54 •. • ••20.54'''• • 22 50_ TW__- 21.�0 (:)43.3. Nc$\ VQ 5'. 1. UI - 22.54 L EXIST. A.C. PAVE NT 7 0 A:;' c; l I CB ■ 2 TP 1 l 11 1 I I RIM k 18.4Y 0 / l 11 1 1 I.E. t 15.50 �% i EW / J 1 ADp/1"0014/ /F.F. ,/•.2.);.61 \ 1 ( I 1 \ \ k 1( \ \ 9•_}._ LCA E DOWNSPOUTS P R - .....- ,\� I RCH'TECTUR LROOF P ANS OWNSPOUT TIGHTLINE-- - I. 'l6 (MIN, -Y- ?P.)) iSTIN / LD •9 'C' SPRINKLER 1 F. 10 °L . R00 O - S N W • • -0 TR 20 0 .4 I I.EAIM . = SE 71.0:. i 115�-.'F 1112 U! �� SERVICE "CB W/ LOCATE A SHOWN / J' RIM/ .E. =1.89 / 1I / 1 1 S N, ,EWER .0. I SEIIIVICE7 LINE ,/ 20.00 .r - al 1► RD-r'. NE /W ° CMP @ 1.0% LANDSCAPE EX.PE• -- Y W D - '-�-45( ) 25-L PVC ! d .61 - • @ 2.0% MIN. N 134th 4r L-� =_8- EX. FH CONSTRUCT 5' WIDE SHALLOW SWALE USING 3/4" WASHED ROCK. TYP. ALONG SOUTH PIL, FOR STORM DRAINAGE MODIFICATION ONLY APPROVAL PER CONDITION OF ORIGINAL APPROVAL LETTER & 1I -29 -89 PHIL FRASER LETTER. r.:X. SS MK LE. 2.92 (8' NW& SE) LE. =3.57(6 ' NE &SW) INSTALL' - so' •' DRIVEWAY I. =i3.fi EX. 10' C.I.P. EX. 18" 30' •RIVEWAY / ATER MAIN r. . 25 LF 12" R P OR' ADS N -12 @ I.0% MIN. ATCH OPEN CUT. J EX. UK; T ELEC. VAUL 1 6L '01 LANDSC PE (SOD) \ 11.73 I-10-x8" TAPPING TEE (FL) 1 -8" GATE VALVE (F(_XMJ) CB #9 TYPE I ; LOCA T-E AS SHOWN - RIM ' 17.60 I.E. = 13.79 EX. CB iM =13.73 I.E. = 11.68 (15' FR. S.W.) I.E. = 11.68 (15' TO N.W.) ADJUST RIM TO NEW PAVEMENT GRADE _ (ADJUST AS REQUIRED) LANDSCAPE SOD TO PIL. 5' WIDE BY MIN. 1' THICK WASHED ROCK. E X. 24' CP 'j. =13.03 CB TYPE I I.E =14.51: /25 LF 12" ADS N -I2 @ 2.0% MIN. 5' n: w LE. =13.30 PROVIDE ASPHALT BERM • TO DIRECT STORM RUNOFF TO CATCH BASIN CB #8L TYPE 1I_ 72' W /SOLID LOCKING LID FLOW RESTRICTOR /OIL POLLUTION CONTROL DEVICE LOCATE AS SHOWN RIM ° 19.55 I.E. _ 1 1•.79 OVERFLOW = 17,10 - -226' LF 54' (D (14 gal - STD. PIPE @ 0,5% a- EXISTING PAVING EX. FH ■ • , w 160 LF 10' D.I = - J X. 24' CMP e POSTSARD REMOVE CAP FROM EXIST. 10° TEE 8. CONNECT W/ NEW 10' D.I. Wi REO'D. FITTINGS APPROX. LOCATION OF EXIST. EDGE OF PAVMENT, -S-AWCUT- EXIST. PAVEMENT 1.0' (MIN.) BEHIND EXIST. EDGE. MATCH NEW PAVEMENT W/ EXIST. PAVEMENT. TAR SEAL ALL THE EDGES PER APWA STDS. (TYP. 0 3 DRIVEWAY ENTRANCES) 113 LF 6' PV gr-�+0� 2.0% MIN. CB 1 \YPEI 1 402.34' darriartni OR DS litimm IS I.E. = 14.78 RIM = INSTALL+ ; I.E = 1 NEW' SS MH OVER EX. 6' CONC. STUB RIM = 13.0$: (FIELD ADJUST) I.E. @ 5.20 (6' S) I.E. _ x.30 (6° N &E) -EX. 15 LF 6° CONC. 0 2.0% (PLUGGED) TO BE UNPLUGGED & CONNECTED TO NEW SS MH AS SHOWN NOTE+ ALL CB'S, RIMS & I.E.'S SHALL BE FIELD ADJUSTED AS REOUIRED. 96 • \ \ \\\ INSTALL' \\ CONC. BLOCKING 10_ LF 6" D.I. EXTENSION 1 - FIRE HYDRANT ASSEMBLY PER CITY OF TUKWILA STDS. CONC. BLOCKING EX. SS Mhl I.E. = 4.56 (8" N.W. & S.E.). I.E. = 4.97 (6' N.E.) s M • ■ sw 23.719 BW • ■ FUTURENI., WIDE & SIDEWALK .1 LEGAL DESCRIPTION PARCEL I: Parcel 'A" of City of Tukwila Short Plat No. 80-13-SS as recorded utyler .A.uditor's File No. 8009030472 records of,King County, WA. PARCEL 2: Lot of City of Tukwila Short Plat No. 81-39-SS as recorded under Atiditor'4, File No. 8204280545 records of King County, WA. PARCEL 3: 1 or 2 of City of Tukwila Short Plat No. 81-39-SS as recorded under Auditor's File No. 820428545 records of King County, WA. PARCEL 4: Parcel "B" of City of Tukwila Boundary Line Adjustment 84-35-BLA as recorded under Auditor's File No. 8501240853 records of King County, WA. PARCEL 5: Lot 2 of City of Tti%wila Short Pia( No. Ii7-4-SS as recordvd under Auditor's File No. 8804270766 records of King County, WA. 23.00 BW rn 0 2 SURVEY DATA BOUNDARY SURVEY INFORMATION OBTAINED FROM + JOHN R. EWING & ASSOCIATES TOPOGRAPHIC INFORMATION PROVIDED BY DEVELOPER DA TUMI K.C.A.S. IRON PIPE 0 SOUTH WEST PROPERTY CORNER KING COUNTY BM POWER POLE GD 9.1 7A 23.00 BW 10' TO TO CITY OF TUKWILA MA TCH SEC.. OR REPLACE PER CITY PAVEMENT PATCH STD. WHICH EVER IS MORE. CRITERIA REVISED PER ST. DR. MODIFICATIONS ALONG 134th REVISED LOADING DOCK & STORM DRAINAGE PER CITY REVIEW. REVISED PER NEW SITE PLAN. REVISED STORM & UTILITY PER CLIENT. REVISED PER CONTRACTOR REVIEW. REVISED GRADING PER NEW SITE PLAN CC a. cc CL cc ow 0 cr (MAX. PAY WIDTH) 10 1-31-90 9 11 -20 -89 X co CD co in 2 -15 -89 BW AS I I /21 /88 REC MM en M GO OD 3/8' MINUS CRUSHED ROCK (SEE SPECS.) WHERE REOUIRED AND OR AS DIRECTED BY CITY PEA GRAVEL (APWA SEC 61-2.02) wHERE REQUIRED AND I OR AS DIRECTED BY CITY 0 MAX. PAY RE PIPE 0.0. NOTE' ALL BACKFILL SHALL BE COMPACTED TO 95% OPTIMUM DENSITY TRENCH BACKFILL IN RIGHT-OF-WAY R.O.W. TO BE DEDICATED CITY OF TUKWILA -CONSTRUCT 5' WIDE SHALLOW SWALE USING 3/4" WASHED -I" DEDUCT IRRIGATION METER (TYP. 2 PLCS.) -Pk' WATER METER & SERVICE (TYP. 2 PLCS.) \ INSTALL+ 2 - DETECTOR CHECK VALVE PER CITY SIDS. (SEE DETAIL, 7 - CONCRETE BLOCKING CONC. BLOCKING ROCK. NOTES: Co co 1 ) ALL DOWNSPOUTS & FOOTING DRAINS SHALL BE TIGHTLINED TO STORM DRAINAGE SYSTEM. 2) ALL EXISTING UTILITIES SI-4OWN ON THESE PLANS WERE OBTAINED FROM A FIELD SURVEY AND FROM AVAILABLE PUBLIC RECORDS. CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UTILITIES WHICH MAY CONFLICT WITH CONSTRUCTION, WHETHER SHOWN ON THESE PLANS OR NOT. 3) OPEN CUT ROAD FOR UTILITY TRENCHES SHALL BE PER DETAIL, THIS SHEET. CONTR ACTOR SHALL RESTORE ANY DRIVEWAY CROSSING TO ITS ORIGINAL CONDITION OR BETTER. 4) SPRINKLER DESIGNER SHALL DETERMINE ACTUAL SIZE OF-.156U-Btt • - CHECK VALVE(S) AND NOTIFY ENGINEER IF SIZE AS SHOWN ON THIS PLAN NEEDS TO BE REVISED. 5) CONSTRUCT ROCKERY RETAINING WALL AS REQUIRED AT A MAXIMUM OF 4.0' HIGH. 20.50 11 No.m.um,mw 12 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the original document. LEGEND EXISTING STORM DRAINAGE PROPOSED ROCKERY PRCPOSED CONTOURS EXISTING ,="ONTOURS PROPOSED GRAVEL ASPHALT PAVING FLOW DIRECTION EX'S-TING SPOT ELEVATION F.XISTIN`,3 SANITARY PROPOSED DETENTION PIPE EXISTING WATER PROPOSED SPOT ELEVATION 3- ofla Pesmvratgok • IOC oa 0 co viterii clomp 0) 0 OM co am 0 (4) (71,17 Horizontal ir SHAMROCK CENTER (206) 286-8416 0 0 0 0 6a: • a* ens c if 41P ca is 0 r ai id 3 1:4 irst CO t 04 o lif• f; gra ret 1 P S..v- 1:+� y+aYgs1!1 _ PJA. id "d i50d:Fii.:Y • f .Nct) A // . 11/A144 • PROPOSED' BUILDING B • ale REi1STERyI• •, LANDSCRP h.. Pi f" • / / • LAwr-J-Tre c•'.� V •' w.. STREET CENTERLINE r) 4 SOUTH (1 34th STREET . i• ♦ fi • •S• .r• •• • J., 1 Lands��p� P' l'I4r SCALE: 1 "=30'-0" 6a077o14• OuRI Erg aiA�r1 t-i� -7-77 .1-67/14(7-. 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A.tis13Lums LANDSCAPE ARCHITECTURE 111E I11r1NNINC LYNN WV!LIAAM 1 IORN, ASLA RECISIERr:D LANDSCAPE ARCHITECT OFFICE 101128 CRAVEI.I.Y LAKE DRIVE SW SUITE IIY3 TACOSIA. WASI IINC"0N 206.5182.68.1 MAIL POStOFFlcr•. Box 91017 7:AC0)IA.IYASIIINOTON 98,198•(1117 CITY OF TUK1II A APPROVED' BUI _DREG ti !VISION RECEIVED (ITV nF T(IK1N(LA' IAN 1 8 1Y PERMITCENTER y • • THESE PLANS AND 9PECIRCATIONS ARE COPY - RNL HT MATERIAL. AND ARSE TI-{E SOLE PROPERTY OF PACIFIC DEaIc3N ASSOCIATES, SEATTLE. WA. ANY FF)JNGEMENT OF c OPY- FNGHT OR UNAUTHORIZED USE OF THESE FLANS RENDERS THE USER UA9LE TO F+Fi r:LiTMON UNDER TF•IE COPYRIGHT LAWS OF THE UNITEO STATES. DRAWN L' CHECKED 1,• v-• 4 APPROVED � �����'6�"'��'���y�'!' rtmove- ligatzube real 12.09r 0:44, ���=� ��.An��, �� �" �� 0,e1 6424.1710, 6124,LAN(X0Ve$ 114444- �bp�*� ����1�~ �� 1.--)F- ' `( A 1 i_��� : D | • t 410410:46 *INK, dFu 17 les. ���"e son- ������ Poor Om DJ. tic*, rr eoffa -To 1,10.0/1 .aciforit-40, ls orns� ������P° °~v~°~'- � ~ ` a' Ms �a �4w�*�_�� ���l� '|�� e-��l� ~- 1 --t 0" wow or �� T�`~^ ~��,� .|1 04' _-`. -' _-_'____'______ ' - - ---- Li ��U} /c�� ��iJr.,. �e�^=~�����x�^. 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Contractor shall obtain all permits and pay any fees as required for any work associated with the work shown and any irrigation work 2 Verify locations of all utilities prior to any work Adjust work as required, upon approval of the LA and/or other consultants. Verify location of all easements prior to any work Bring all adverse conditions to LA's attention' prior to corrections. Contractors shall conform and comply with all regulations as required by the governmental agencies, which this project occurs within. 3, Abreviations for interpretation of plan: o.c =bn center, B&B=balled & bur]apped' cont.=containe,, ht =heiyth, sprd.=spread, cal =ca]/per, N T.S =not to scale min =minimum' LA=Landscape Architect All groundcover shall be planted using triangle spacing as shown below: 4 NT� la ) `Equal spacing Plant as per details provided AdJustmente will be by the LA only. Bring any proposed changes to LA's attention prior to changes Area* of standing water snall be brouyht to the LA's attention 6. Rototill the existing soil to a depth of 6" prior to any topsoil placement'in all groundcover planting beds and lawn areas. Rake off all rocks �" diameter and \�rger. Place 4^ depth of 3-way mix topsoil or approved equal in these new yroundcover beds and lawn areas. Some beds may require more than the minimum 4" depth of tope o/l, �'iju�t cs required Three way mix soil is approximate. y 70% sandy loam soil, 20% peat moss. and 10% Composted ra�`ure' with a 14-14-14 fertiii�er mixed in at the rata of 2 lbs, per 10 cubic yards. This topsoil mix shall be the only svii in the plant holes of all plants No existing soil on eite shall be used in the planting of �ny new plants Source of t|»e topsoil stall be a� 'waived by the LA prior to delivery Strip al) existing x*eds/grassea prior to any topsoil placement Remove all debris f'om �ite� P�ant beds shalI be to the satisfaction of the LA prior to planting, and shall only occu^� after approval of such The berps against the buildings will be constructed by the general contractor. The landscape contractor shall place 4" of topsoil on the subgrade berme and compact the soils �o avoid slippage 7� �lant p�ts shall be twice the �ize of the rootballs,ht. and width. Plant as shown in details. Scarify 6" of soil under the plant pits Contractor shall test the pits for drainage problems. if any problems encountered they shall be brought to the LA's attention for correction, prior to the contractor taking any actions Pro�osed drainage solutions �!`a1l be approv�d by the LA No plants w1ll be allowed tn be p1anted dur�r\g times of. prolon�ed free�ing, and during time�� which th� topsoil is in a wet or muddy condition. Plant only during times of locally accepted practice. Stake trees as shown in the details. 8. Fertilize all trees and shrub�� and 1 gallon �]roundcovers with slow release formula fertilizer tablets, 20-1(�-5' as per manufacturers recommendations. Agriform breed tablets or approved equal. ' 9. All mulch in plant beds shall be approximately 1/2" below all adjoining hard surfaces, roads edges, top of curbs, etc.. Mulch shall occur only in plant b�ls in which trees, shrubs and groundcover plants only occur. Mulch shall ��e.2" depth of Nutramulch as manufactu�ed by Northwest Cascade, Inc. 848-2371, in Puyallup. 10 Apply Vitamin 8-1 root stimulator to plants prior to planting of any plants. Apply antidesic�nt, to plants at the nurso�ry, prior to de]ivery to site 11 Spac��gs of al� plante shall be as per the plan and will be field adjusted by the landscape contractor, with approv- al of the LA onsite. 12. The correction of all drainage problems in all plant beds and all lawn areas are part of this contract. La��dscape contractor.shall be responsible for establishing appropriate grades to assure that all water shall not collect in any plant pits or plant beds. 13 Any substitutions, deleations, etc... shall be approved only Ly LA. 14 Contractor shall provide the owner with a one year guarantee on all p�ant materials, and workmanship. Guarantee shall begin upon fin�� acceptance by LA. Maintain all plantings and lawn until f1nel acceptance by the LA. 15. Vandalism corrections is not the responsi��lity of the contractor. 16° Contractor shall provide the LA with 72 hour notice on the following inspections: 1. Preconstruction meeting, after contract signed. 2. Inspection of fine finished grades, prior to planting. 3. plant materials inspection. 4. Final inspection. The inspections are required. It is the cbntracto's responsibility to call the LA and schedule a timoe. 17. Do not prune any exiting vegetati�}n or new landscape mat��ri��%s without the direction of the LA. 18. See all grading. engineering, Arch. site, and utility plans. 19. All finished grades shall be as per the WC Code, and locally �cc�p���-)����� ��i������ � �L.L~ ��C7 �M�LL �� �� ��mN� �� �M���L ; n ' ~ - • 1 1 1 1 1 1 1 | / 1 1 / 1 | 1 / 1 1 / ' i / ' / ' | ' / ' ' / ' | ' | ' | ' |' 1 ' | ' 1 ' | ' 1,��������'�'� 0 �`��= | 2 . 3 4 5 6 7 8 9 � 10 11 �=��=� 12 --__ If - ' - 7 ~ ~ ." .. __-_- /*� NOTE: I� t�e microfilmed document is less clear than this notice, it is due to the quality of the prigiaal document. [}�� 6Z ee LZ eo so �Z �C ZZ Lr 0? 6t e� Lt 9t GI �1 Et Z| u {][ � 9 S * o t ~*�] -1 1,��--- ,-'����.�'' !}.�'���''���{�'' .' • �t� M cErrnFff.ATE ,do, 41 Lmm*xApoAeomr�ounm �M��/� LYNN WILLIAM HORN. ASIA Lmwwmm��AwmIn�nr M�o �N0�m�����SW nmn�� TACOMA. WASHINGTON �N`M2•VNM Mwx Pm� (MICE BOA 4�$7 CITY O�TUK6/\\A "`. . .� APPROVED MN .�� 4 Bi LD\NVun| o/" 1U RECEIVED PERMIT CENTER vHEse PLANS ANL, ROWNWreMALANOMME THE SOLE Pfzu3Penry OF PAOMODESCON ONArn.a.oth. ANY CO�� seNoeFe USER LIABLE rOPROSECUTION mNoenvI-mCOPYRIGHT LAWS OP THE uwnEoSrATIME. 0RAwN CHECKED 1'4' 4164 APPROVED WINO NOM 411•0111. • ROPERTY UNE 112 PROPOSED GRAVEL SURFACED EQUIPMENT STORAGE �rt EXISTING BUILDING A - .._._. -_ (c 2tp aL 2. A MI– PRUPOSEDj BUILDING B a /it 4U e- .-- 4( I', SCALE: 1"=M'— 0" .e >rus- �n'!a•al.'? -a:..» iK�o.MNif �',.._'..l ,.,;., xsrxsACKfr•rwf X• ?+mss:# �wr"rY: ,3Jo 5 � ,apt -- r -6i6�Y 411 lnt.F-Z-V 1 �:t..,rCilrtYi.�°,. fete'; eft;.yt:.¢i?'4+5"r�,h.`.`�•! voc STREET CENTERLINE - Nit P,, V r5,t)(.4+i* f sb' SOUTH 134th STREET. & vEG PDA# 8-- 847-- 01 ---03 -•000 ---4 L . -- -- ► e... iN 7rp34. - [1c. . Fir 1aYPie I •. W 71:.ALDI1,11y C> A 2 MF2 E4.. y NC V.,; Nu rpl.t D/G 14 VA4a1 C-1 t9t.xpN+ " vi M -- Nth: ENO'0►1.1..'DIG UK1tT N vAN.E.. 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Illth11,111111111.!1111101111.11111111111111111.11111 .;';e?.??. • 4 LANDSCAPE ARCMTECTIAtii &WEI/deine LYNNWILLIAM HORN:MLA Raxamitta I ANOSCAPE ARCHIrita Or0c;8 13828 GRAVIALY LAg8 DRIVE SW SUM& la3 • TACOMA, WAStomploilt • 2003.582.0910 Mot Orriceli fitt0/ islau.(eig RECEIVED CITY 0 TliKWILA JAN 1 8 v,sbi PERIVIIT CENTE ' • -or • • . ;.ak atzeikagothilielialr''(7 • • • • . L. • . , • , 4 THIS PLAN IS INTENDED c.,TO SHOW NEW CONSTRUCTION TO BE COMPLETEP UNDER THIS CONTRACT. ASPHALT PAVING CURRENTLY EXISTS TO WITHIN 10 FEET OF TI-1E PROPOSED WILDING. REFER TO PLAN BELOW FOR CONSTRUCTION. uvoseArr7 . . .10100.. 6.1.NIONO.10131016 11111 MIS =V% STO=t) WMNIMIL PROP0110 ONIA.• 04..0 1 , . • .. ' . • • NI 6116. M LVOV' AS MOD. LOAP/FIN DOCK -savor, ennein i,o4.nocAtsimi WOW 01. ii/01.1•11 OW ■Wl. riwroar N 4.VINY' V 0'4■'• OVNCPVIV /VW /4\ PROPERTY LINE 194A1' N 49' 43' 00" W MOM WO 411 ss MXI ST ING BLit ID r- Ns - 25 BUILDING SETBACK 15' STREET LANDSCAPING LINE 111‘110 011111 `SI.404.14 PROPERTY LINE 194.41' • N 443'00" LU • 15' tEDICATED RO.W. LINE (EXISTING) STREET CENTERLINE SITE PLAN SCALE: I" = 3�'-�' . . , 7:1••••77-f.i.":,"•:, • :•.7•'',"•.?.•"-.7•- ••••: ••••••,- ` •• 17" "- ' ' ••• • 7.• '•:-• • •"?' „ 8 if 8' -6" = 68' -0" l a 8' -b" = 89' -6" 1 ^ -• PROPERTY LINE 366.98' N 45° sus wimonswirammosamvirromminieworasassawasmunmom OOP IMO •■•••,...........T........••••••.^••••••■••••■•.•••••••••••••■.••••■••••■••••••••••••••7••••■■••••••-•+...• 32 STALL 0 5'-0" • 2581-0" NEW PRE LANE TO REAR OF !BLDG. REMOVED FIRE DEPARTMENT TURN- AROUND. DEDICATED I ACCESS EASEMENT---->1 LANDSCAPE 1 1 11 —1 1 —A J LANDSCA IN • AREA TY •1 _1 1 s 9' -®" = 63' -0" CONC 40. IF A PARKING EASEMENT CAN / / BE OBTAINED FOPR THAT PORTION OF PARKING T(-44T ENCROACHES INTO !BUILDING 'A' PROPERIT-, / I 0 \ 15 STALLS SHOUN HERE WILL / z NOT BE E 4) s'''"7,,,..„.... ______.-07------------___ 4--.----.• NEW CONCRETE RETAININC: WALL. LENGTH AS REQ'D. /A\ EDGE OF STRIPED —<„9 LOADING POCK -hICA.4Z.12ER CITY' OF TULKWILA STANDARDS. EDGE OF LOADING . 'No SLO/N17001> SCAPE . . . - •... . • -•• " • -•• • . 30'-0" 25' 1LDING SETBACK Alb ..• - .J=12....121W _ —/ , . • . • • . " 15' STREET LANDSCAPING LINE 201h5' PROPERTY LINE 40234' N 4'3 ,CONC 43'00" 111 CONCRETE WALK TYF'. ----- ---- 1. ( SEE FLOOR PLAN \, /4.\ FOR LOCATION OF HANDICAP CURB CUT AND SIGNAGE.---4- 111-0"4/---41-t2)" • •_ ^ ^ •- v•-- AV --___=--------, -- EXIC‘T. PAVING,— 1 „...---LANDSCAPE LOADING POCK 0I-0" HIGH CYCLONE FENCE W/ WOOD SLATS 4 CRASH GATE. • 1 1 1 MEM LANTISCAPE LANDSCAPING BX!STING UfN C /— EXIST ING \-- LANDSCAPING AREA (rfr.)---. 1 • 194.651 4 (1.1 . - • • 7: - '41-0" _ 46' -1 .77„4„, , : • 1111111111111111111/1/IIIIIIIIIIIIIIIIIIIIVill I 111111111111111111 111111111/111111 11111111111111i 4 5 6 7 8 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the original document. 0 16 THS INCH 2 3 1111111 9 10 1• 14°6°4 C/ERMAM e 61' 81 41 91 L CI 31 it ° 6 8 111111111111.111111111111rni , - 111,111111 1111111111111.111111,11)1111,1P, 111,1111,1,! 1.1111Pci 1.11,111.1.11,1111111111.1 1.111,11!4_111.11,1jp 9Z 173 C3 111111111111116611111111111111111,1111i I(III!I!I!ItlIIIIII1IIIIIIlIIIlliiIIJI:;l!lIil •:.:.c. • (4) CITY OF TUKWILA \ APPROVED fA1118. BUILD NC; DIVISION 0 REalVED OITY0FILIKWO MA i 5 191 PERMfrconiN 014 V(A- .0514( . • . REVISIONS: 2/5/90 cl4ANGED PROPERTY LINES ARCED EASEMENTS LANDSCAPE ARIAS. Z.4/\. 2/26m, REVISED 'c'ER BLDG. DEPT COMMNTS PATE P 2/14/?...'1 Scale 1" 30' -0" Date 12 /1 /Se Comm.No. 80443S in Charge LC Drawn By Checked By ro PROPERTY LINE 194.41' N 49° 43' 00" W - tom. .1•101M.- PROPERTY LINE 366.98' N 45° 36' 45" W 1 , MS ono (18) 10' x 28' PARKING STALLS 11 N \--- EXTENT OF FIRE DEPARTMENT TURN AROUND EASEMENT TO E3E WRITTEN 4 SUBMITTED FOR APPROVAL BY 011-IERS. >1 NEW PAVING.-7 SEE CIVIL DRAWING s. 1 a- LANDSCAPE ie 1 1 1 1 1 .L DEDICATED I ACCESS EASEMENT —1 LANDSCAPE EDGE OF STRIPED — LOADING DOCK NI AREA AS PER 1 CITY OF TULKWILA 1 STANDARDS. 1 J LANDSCAPE < -- LOADING 1 area CONC. SIDEWALK EDGE OF SIDEWALK 4 CANOPY ABOVE. BUILDING C e l• A 1 1 25' BUILDING SETBACK • .\ 15' STREET LANDSCAPING LINE — — -.-1 FROPERT L,N1 1 , -T , _1 LANDSCA IN AREA TY / 25' BUILDING SETBACK 15' STREET LANDSCAPING LINE 20165' �— LANDSCAPING AREA (TYP.)---\ 194.69' • • 15' DEDICATEDLj2:o.W. LTNE,(EXISTING) . �1- STREET CENTERLINE PRelPP ?TY I !NC 40214' N 4 4von" 111 • 5' -0" CONCRETE WALK TYP. 30' -0" ■ STREET CENTERLINE 11' -0' SITE PLAN r opT SCALE: 1" = 30' -0" 1 -011 1151 -0" 30' -0" 111 -0" 1 -011 • 114' -0" 4E'- 19/16" 41, -ED (4) IIIIIIIIIIIIIIIIIIIIII) IIIIIIIIII IIIIlf 1E {1. : aa�l 1 11'111 .'illy 1111 1111 11111i1Ij11111` 1111 1111 + "1 111 111111 l 1111 18 TNS INCH 1 2 3 ' 4 • -7 5 6 7 NOTE: If the microfilmed document is less clear notice, it is due to the quality of the original r• Ib VZ CZ ZZ tz 0? 6l e1 ! I! li lili11111 IIIIlII11!! IIII11111il1lllillllilllnlIIIIIl ...,3 r. :fSk:�:7r--s;Y:'_ 8 than this document. 11111111111 1111 111 11 Wae1nBtRlW4T 1 11 91 l $, l £I 1 31 11 01, 6 8 11111111i1II!IIIIII 0IIIIIIIIt! Iii!! IIIIIIIIIlf!! ll III1ldlllillillIIIIIIIIIIIIIIiIIII !l1111Ii1fi11 .. S_ }• #.,pr t•r�y� sk 2fia?T1 f i'' Phi' h�ry in�-;y¢ tF�• s u i .�,: *i L1 lllllllli111�111 !1lIII�If11�!I!I REVISIONS: 215/90 CHANGED PROPERTY LINES ADDED EASEMENTS 4 LANDSCAPE AREAS. x Isms 0 w fl111 z � P' Inv. Winans v Nia a Z o0 < ° (04) c7 � � Q zUp bQa Et Fs: 4i` m (I) J inaWa W-= �� Z U� � • 3 5 111+•'s`1t0iis Architecture & Planning 616 First Avenue, Suite 400 Seattle, WA 98104 -2258 206/682 -2857 5ITE FLAN Scale 1" = 301 -0" Date i/143/S31 In Charge Drawn By Checked By Comm.No. 804 &c IRL C MJH • •-• oil /4/411/./ou 6,6,1 11 11 47P1/*, e 1 re-1 L L er4e. Ago-r. ,e/149 4A/ 1V-7r1f-- ,94a/ 1-v 1 A-6,1 //) 17 1 ....1110141110.11101•114■711 ■Impoimm,■■•,...•••■10. ■•••■■•••••••■••■11•WW am.•■•■■••n•I•WOonfo.N (42 ,,..a„.) 4r# "for', I -eG,t7(77, /__ 24 /2/A/4 (20C;,&- 7-47-2X/X4:34-77,(:)W -1 4- 4- i 1/4- at<tr,' •w/ y2'1'0 /441,,,, 1' -I 1.1...6, 6 f- e 6), nAx, fgati h",W 6?// /,�/fv toVi 1-3.4x1 Crw T ,e5(4t> Wg'r Pk/k MATZ/I y,t) 00 • Ur7410- k 1, iY4 -- • 1- ftti7 t( ‘mvir, 41 1.) /70 /4-tra4-1, ftz ) 1 yOrzir-,-( AI-1 , AP% 044' r ZA-"Pp -1a/-2NN c.:tir,,, .11 r74-f:/,. /1-1fiz ez.//// 446 601-17,-) / / . 0" e•-t GD/11, A,Ot ee/frti rt-g C."; ,1 am ■•••■01.....•••••• Mt, .,1a. 1,.0, 1104- G',e4 5446' „ebe-rre/. v //14/pe 4--2 104 , 1‘, =sticzaP .v. 114#11 v.1.741 r of?? 0 14 lefifio 1-r' L'IK11-1-4.1f , aoe."17A/ ri/4f/57' Oxar/A/Wfrf l'i --f564i.. r3, 1 0/4i I 11,0 if IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIRLIIIP 111111111111111111 IN 111111111111 !WIWI!' ill 111111111111 III 2 • , -3 4 5 6 7 8 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the original document. 0 16 THS INCH 1 11 111111111111111111111111111111111111111 10 11 wov.efor, 12 06 6Z Re L, 9Z gZ C ez , Z 1.3 03 61 8 L 9L gl El Z1, 11.1. oL 0 1111111111111,111111111111111,11111111111111111111111111111111111111111111111111.101111!111111111111h141114111111111111111111111.1111111111111111111111111111111111111141i1111,11111111.111111,1,1P11111ffilillIAtillillil_li111111:!1,11.1),11:1111,11)111,!1(1,:li,II,i1!1.11„1:,11111;1:!!1:11,1!te,xc - • CITY OF TUKWiLIA APPROVED AP 7 1990 0 r z' SMNI1DN3 __ - . • , • JOB'NO: el7.-4..ceei, ' ENGINEER: DRAWN: p, t9, , , ' DATE: /,,, , ,7_,_-2 „ . SHEET NO: S 5 1 OF 0 a' »stes 111•111 • S 51, Q EXIST. 3 LF CONC. PIPE _ . %° W PL�JGGEU E.N1 -- I.E. = 3.63 UNPLUG EXIST. STUB 8 CONNECT WI 35 LF 6" CONC. PIPE @ 2.0% (MIN.) 6' ADS DOWNSPOUT TIGHTLINE @ 1.0%° • 1MIN.) (TYP.) - EX, 013 _ RIM 14.37 LE ° 14.E+2 (15' FR SET I.E. " 10.77 (24' TO NW) PROVIDE SEDIMENT PPOT ECTION. 8' SS EX. 2 4 ' CMP EX. 10' C.I.P. WATER MAIN EX. 24' C. FOR STORM DRAINAGE MODIFICATION ONLY APPROVAL PER CONDITION OF ORIGINAL APEROVAL LETTER r J -29.89 PR FRASER LET TER. /, N IEX.FH 7. 5 • 144T _ • • i }._ 116611• S y _ VICINITY MAP N.T.S. ; S , w'•�cT �.' N CONSTRUCT 5' WOE SHALLOW:._ SWALE - USING 3/4" WASHED ROCK. TYP. ALONG SOUTH PL. 1.l 1 t U'! £ 1t it I 11 49° 43'00" w\i oI 5� - � S :30 1 I NI 51 T S IJ) ql 5T I ✓• S :' 95TN S 'S 133 7 • r. 0 0 • C13_4_4. TYPE. I -- LOCAT F•IOOWN RIM '1'5.23 S LE. = 13.23 D.S. -31 LF 8' CMP @ 1.2% - D.S. LANDSCAPE A I.E. _ .0.62 TEL F 8' DI • • SAN. SEWER C.O. RIM = 19.50 I.E. _ 15.33 4 ? ,5 A TRASH ENCLOSURE a.5 LQCATE C NSPOUTS PER ARCHITECTURAL ROOT PLANS 6' if MP DOWN POUT @ 2.0% MIN. -'-- -- [ CB 4 3 E_11'54" - -Gp- - -- - V WITH SOLID LID ... , 6' ADS DOWNSROUT --- - LOCATE ASS OWN TIGHTLINE @ I.O. % Rim c (<5.24 MIN. \ I.E. = 12.52 SPRINKLER RISER EX STING t,� % • 'A' SPRINKLER F . = 19.0 ROOM I; DEDUCT RIGATION METER -- 1 12 WATER \METER 8 SERVICE DETECTOR CHECK VALVE PER CITY STDS.✓ ( SEE. DETAIL SHT.) \ 2' r 11 22 . 1890 6 %� 1 18.30 \,/ 33'\ • • •• • \ =3' 1 •' • 37 i v18.60 - ",- _,£1,2Q • _ H P 0. . c.:, 18,131 0 1 5'MIN. ' -- 2. 2:) 1 ( S' Ct ,41O r J 8.0% r1� � L 1• V' ° CM \ rn . 7 -7 1 , C r • \ +� 2..0% •2 - -- I r; , I. ' o a.� I r '40° 7 I =,• CB #5 TYPE 1 LOCATE AS SHOWN RIM = I7.15 LE.I= 12.80 7 • 0 LANDSCAPE AREA 1 18.70_ Li I • - 8 Q�� �- t 1J 0 • 20' 1.0 °° ' SS 17.40 53 F8 -- 'CMP _. -� - V 4 ) + \h 0 1.82% r '� I /---- i . ' 18.8 I 2.0% 37' i 33' t I ;B #7 I. RIM = 1 I I.E. 14.6 - � i re) N) 30• RIVEWAY )8.90._ 135 LF 54 1(14 qa) STD. PI f % O. t smis aradtir P. !` !� ti• 5, /MT MATCH' EL. 20 ��� ,...,_P EXISTING BOT y 18.6 R) / 1 • 1 1.x _ _ 20.00 20.50 ____, )- - 7 1 1 1 -8L FAC ) I 90 LE 3 0.5% +\. CB #13 TYPE II-54'� W /SOLID LOCKING LID FROM RESTRICTOR , OILIPOLLUTION CONTROL DEVICE, RIM = 18.0 CB #I4 TYPE II-54° LE. = 13.05 • W /GRATE O.F. =16.0 / RIM ,~ 19.6 I.E. = 1350 . 251F 12" R @'1.0%. MN. L- NEW A.C. PAVEMENT r C�_ # 6__ TYPc � 0 12 LF I.E. = 1 5.17 8' CMP fl , RI = 18.40 LE. _ ( C M 5 P , 4 0 + * F ' . CB 410 TYPE 1� RIM = 19.17 . 6" DOWNSPOUT TIGHTLINE - 4 ; 6 2.0% (MIN.) (TYP.) LOCATE DOWNSPOUTS PER F ARCHITECTURAL ROOF PLANS PROVIDE 5 LF 4' PVC I e 4) DRAINPIPE THROUGH 4 3 INSTALL ••••••••••••■ -� - - 19.22 - - - 8 1 1 - 9 0 ° '`- J-_____ -_-- - -� CONC. BLOCKING I BLDG • • B' LANDSCAPE- w • -' • srr i) _•--16 I- � / -- \ / I ( r 1 t \ V !. I I. I OF LINE I ' • t F ! I / ,• ` TOP-2 I i ' T. °.6. CONC. z 18 _ ' _ BO ` / WALL 1 - x.7 ° 9 L.1 • 20.:, 21.3 12.54 eL /A.C. - - +<� - N A•'\W. , 1 • • ti RIDr:F' z 1 t T 4,7 %° 21.90 n,- SAN SEWER, RIM 20 I.E. = 1I.0 JE 5'. 2.0% �� 80 \ \\ \ \`I \ \\ x \\\\\\\ 1 i 1 I I I l CB '2 TYPE, 1 T . RIrA 18•40/ / l l 1 I.E. k (5.50 / F.=/2.6j / / 1 I CTI �'s M/ I • 1 \ 7 ( ! I ' \ N \ H l I I \ \\ I L►JCA E DOWNSPOUTS PER 1 .CH T ECTURAL ROOF PLANS 1\1: S `'WNSP Q i. % /(MIN (T Y E IS T : ",G / SPRINKLER �.. •° 2 R00 1'12° SE VIC ' LINE • @ . -- 6 OMP OW 0`Y° ' CB k � 4_" / l Wl � LOUATE A SH(3WN / P RIM =2 I / I.E. =I?8 S N. l EWER 0. . . = I ; 7.( 2 () ti 65 L \F . - 8" . - 8 L \F. -8' D.I. 25 F(2" FjC OR t DS 1 et ER YP IS ,. 1 E. Al 6LF8'DI LANDSC).PE (SOD)\ ( I FUTURE 5. WIDE \��\ I CURB GUTTED( � / & SIDEWALK '- _ . 4 jl. I.E. = 10,09 II II II 2' HT. ROCKERY AS REQUIRED I\ II II II EXIST. 1Z .1w .CM \\ TO BE CUT @ Pit_ II 194.47' N 49° 4300 W 194.47' S� 15 D('bICA7EL? O.W. LINE IE XISTIP:G) - I.E. >e 2.92 (8' NW - 8 SE) I.E. " 3.57 (6' NE 8 SW! INSTALL I- IO "x8" TAPPING TEE ;r'-) I - 8" GATE VALVE (FL -M,1) CB # 9 TYPE I i LOCA TC AS SHOWN _ RIM = 17.60 I.E. = 13.79 s s • 4 ' VI S! t e , }� . ST I 'ill . L } 14[1.. • �. ST . DOCK HIGH RAMP DOWN - - -- CONC. RETAINING WALL ----- .CQNC. TOP =17.80 BOTTOM.= 15.30 46 LF 6' CMP @I.O% MIN. DS 7t LANDSCAPE (SOD) F.Y. , 5" CP _134th - ` f - �- __________ - w 140 Lf 12" CMP @ 0.5% CB #1 TYPE 1 RIM = 17.00 I.E. =!5.00 (PLUG P'PE TO SOUTH 8 CONN(.CT CB #I3 AS SHOWN). "II r. • r LE.. - i EX. CB J -)TS' °13.73 I.E. = 11.68 (15' FR. S.W.) I.E. = 11.68 ti ,t,"' TO N.W.) ADJUST RIM TO NEW PAVEMENT GRADE = (ADJUST AS REQUIRED) LANDSC /..1'i. SOD 10):. 5' WIDE BY M'.. I' TH,CK WASHED - - I2'44 CMP Lc.. = 12.35 CONTRACTOR TO VERIFY LOCATION 8 DEPTH OF DRAINAGE SWALE BEFORE CONSTRUCTION CONC. WALL ITOP = 17.80 BOT. = 17.30 17.20 ...... / 3 - 0 . ,:,\, • \\ // \ 18.00 LO EXISTING PAVING GRADING VSTORM DRAINAGE PLAN 17.50 Env PROVIDE ASPHALT BERM TO DIRECT STORM RUNOFF TO CATCH BASIN W/SOLID LOCKING LID FLOW RESTRICTOR/OIL POLLUTION CONTROL DEVICE LOCATE AS SHOWN RIM .19.55 OVERFLOW = 17.10 0.5% 25' BUILDING SETBACK 1.\\.:NE: /1581:M7ERVICE a giaariL .61 1 02-9-1-2.0-7_,..,m' $4...,_11\4 j • 4 u i• if (a .... I -- ATCH OPEN CUT. I ELEC. VAULT P OR ADS N-I2 STATE HIGHWAY No, 559 EXISTING STORM DRAINAGE 0 EX. GUARD POSTS \__ REMOVE CAP FROM EXIST. 10" TEE ft CONNECT WI FIT TINGS APPROX. LOCATION OF EXIST. EDGE OF PAVVEI SAWCUT EXIST. PAVEMENT 1.0' (MIN.) BEHIND EXIST. EDGE. MATCH NEW PAVEMENT WI EXIST. . PAVEMENT. TAR SEAL ALL THE EDGES PER APWA STDS. NOTE: ALL CB'S, RIMS & WALL BE FIELD ADJUSTED WIRED. 1 21.00 TW 1 17.00 BW /\ 1 . L a SS I4 V 1 H 8 OVER EX. 6' CONC. STUB \ I.E. 5.30 (6' N&E) (PLUGGED) TO BE UNPLUGGED & CONNECTED TO NEW SS MH \ AS SHOWN EX. SS MH 4 .e ,/ • y 3.0% / \ 4/ i6/ :W 2 Takt_o'ill: 41.0711.7.00:10,101VataIller...446.764Zia. 411011Ziliko WAIL 22„,00 TW 19.00 BW CB 24.00 BW INSTALLt CONC. BLOCKING BW o 0 R.O.W. TO BE DEDICATED TO CITY OF TUKWILA 2 - DETECTOR CHECK VALVE PER CITY STDS. (SEE DETAIL, \\.\ 7 - CONCRETE BLOCKING CONC. BLOCKING 10_ LF 6" D.1. EXTENSION 1 - FIRE HYDRANT ASSEMBLY C ,00 TW 23.00 BW 25 24 24,00 Lb 23.00 BW I- CONSTRUCT 5' WIDE SHALLON SWALE USING 3/4" A ROCK. --NC WATER METER & SERVICE (TYP. 2 PLCS.) LEGAL DESCRIPTION PARCEL 1: Parcel "A" of City of Tukwila Short Plat No. 80-13-SS as recorded under Auditor's No. 8009030472 records of King County, WA. PARCEL 2: Lot 1 of Ciiy of Tukwila Short Plat No. 81-39-SS as recorded under Auditor's File No. 8204280545 records of King County, WA. u I dt R e2 C r 0 yo rn, F No. 820428545 records of King Count Parcel "B" of City qf Tukwila Boundary Line Adju m n a 0 TU 1 K 9 W 9O ILA kwila Short Plat No. 81-39-SS ing U.unty, WA. 1:141:85'0TOVED N as recorded under Auditor's File No. 850 PARCEL 5: BUILDING DIVISION Lot 2 of City of T.ikwila Short Plat No. 87-4-SS as recorded under Auditor's File No. 8804270766 records a King County, WA. SURVEY DATA BOUNDARY SURVEY INFORMA JOHN R. EWING & ASSOCIATE PROVIDED BY 1DEVELOPER DATUM: K.C.A.S. IRON PIPE @ SOUTH WEST P ER PO E GYPG9(1rItAN0.e1 10' R.O.A. TO BE DEDICATED TO CITY OF TLIKWIL A NOTES: r/ 20.50 L.2 9Z 111 111111 4 5 6 7 NOTE: If the microfilmed document is less clear than this : notice, it is due to the quality of the 9riginal document. M1111111111111111 111111111 111111111 • nnhilln1111116,14j000 II II 11 10 11 mAneINGERwo 12 !mint milimmilni Date MATCH EX. STREET SEC.. OR REPLACE PER CITY PAVEMENT PATCH STD. WHICH EVER IS MOPE! STRINGENT CRITERIA EXISTING STREET SECTION BACKFILL 3/8' MINUS CRUSHED ROCK (SEE SPECS./ WHERE REOUIRED AND / OR AS DIRECTED BY CITY PEA GRAVEL 1APW A SEC 6i-2.02'1 WHERE REOURE'.; ANC: OR AS DIRECTED BY CITY LEGEND PROPOSED ROCKERY EXISTING CONT OURS PROPOSF_D GRAVEL ASPHALT PAVING FLOW DIRECTION EX:STING SPOT. ELEVATION -. EXISTING SANITARY SEWER PROPOSED DETENTION PIPE EXISTING WATER '''10POSEE) SPOT ELEVATION 1MAX. PAY WIDTH) FILE COPY I understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of contractor's copy of approved plans acknowledged. co - 71 - ej4 A kag-e-t* LU CC co -J CC a. cn co to co NOTE' ALL BACKF1LL SHALL BE C01.4ACTED TO 95% OPTIMUM DfF_NSIT', 0 z 0 cc a. a. 0 cr APberWOMMIIMPOIIIII cn c P 5) CONSTRUCT ROCKERY RETAINING WALL AS REQUIRED AT A MAXIMUM OF 4.0' HIGH. 'TAMP a. ode CC 0 o. Licecn CO Li 0 W 1 3i C P APPROX. LOC. EX. EDGE OF PVMT. TRENCH BACKFILL IN RIGHT-OF-WAY 1) ALL DOWNSPOUTS & FOOTING DRAINS SHALL BE TIGHTLINED TO STORM DRAINAGE SYSTEM. 3) OPEN CUT ROAD FOR UTILITY TRENCHES SHALL BE PER DETAIL, THIS SHEET. CONTRACTOR SHALL RESTORE ANY DRIVEWAY CROSSING TO ITS ORIGINAL CONDITION OR BETTER. 4) SPRINKLER DESIGNER SHALL DETERMINE ACTUAL SIZE OF DOUBLE CHECK VALVE(S) AND NOTIFY ENGINEER IF SIZE AS SHOWN ON THIS PLAN NEEDS TO BE REVISED. MAR 2 1990 0 co co n. 2) ALL EXISTING UTILITIES SHOWN ON THESE PL ANS WERE OBTAINED FROM A FIELD SURVEY AND FROM AVAILABLE PUBLIC RECORDS. CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UTILITIES WHICH MAY CONFLICT WITH CONSTRUCTION, WHETHER SHOWN ON THESE PLANS OR NOT. Cfn II NUM 0) LLi 03 law co Liu 8 ets CO 0 cm 'FA 0 ; • LANDSCAPING 33.-6" 15.-6" 04. / 24" RD, CONC. CO SEE STRUCTURAL _.12_13.(4.1NCIO 134.-0" 33'4," 33'-b" LANDSCAPING 33.-6" 48111111411111111111111111111101532111E11111114114 010 cee3 ,4 EXIT LIGHT 'PER CODE - CCRETE TILT-UP WALLS. TYPICAL AT ALL EXTERIOR WALLS UNA. SEE STRUCTURAL DRAWINGS. \--ANODIZED ALUMINUM FRAME WINDOWS 4 GLAZING TO MATCH EXISTING BLDG. A TYP. AS SHOWN. LANDSCAPING 4EXIT )LIGHT ) F'ER CODE MC 12 SET INTO GONG WALL - PAINTED PROVIDE 1X12 CEILING JOISTS • lb" 0.C.. t1.1/ 5/8" GUS/ CEILING AT 8 Ft 4 3/4" PLYWD. ON TOP. CONCRETE — GU WALL. E3EYOND ----> 1• RD. TEL PIPE --, RAILING W/ WOVEN WIRE ENGINEERS CLOTH. SEE TENENT IMPROV. DIUGS. if 1\ r•---CAIRPET PER TENENT IMPROV. PLANS J" RD. CONC. COLUMN GU WALL BEYOND 81-10P FTK] -x 11`-0" HANDICAPPED TOILET. SEE ELEVATIONS. -8 1/2” 1 WOMEN 0 FIBERGLASS SHOtUER. rrp. 2 PLACES. -13 \--STEEL COLUMN. SEE STRUCTURAL. DRAWINGS. • lb" O.C. WOOD STUD WALLS TO STRUCTURE W/ 5/8" GU B EA. SIDE 4 SOUND INSULATION. TYR ALL WALLS 45 SHOWN. 4 — PROVIDE 4 FT. PEEP CONC. PIT \ SLTMF' 4 ALL REQUIREMENTS BY SELECTED ELEVATOR MFGR VERIFY W/ OWNER ELEV. MECI4, Ct_l CONCRETE SLAB ON GRADE W/ FLOAT FINIS-4 4 SEALER SEE STRUCTURAL DRAWINGS. 9 OPEN uNDER STAIR. /\>N\ !\\ /r.;c12 \`•/ / , / / /0- ENTRY fl-1 -----I8" RID. MONTGOMERY 20004' COLUMN. TYP. HYDRAULIC ELEVATOR. / 4 \\ PLACES. 4>" V' \ s CAB SIZE b0" X 12" / f ‘-'---, .1, h ' ill \ 1 11 -....____..\\ ,.../ LANDSCAPING PROVIDE RUBBER STAIR TREAD COVER AT ALL TREADS 4 CARPET AT LANDINGS. --------\ FOUR FLIGHTS OF STAIRS TO SECOND FLOOR 1 TREADS * II" EA 4 8 RISERS • EA. (MAX.) PER FLIGHT. STAIR SECTION SCALEI /4 0 r-o• LOBBY 2ND FLOOR 1 1/2" P IA. 511. PIPE RAIL STL. MC 12 LET INTO CONC. WALL J MOLE) 5/8" CILISB WRAP AROUND STRUCTURE ( .1 STRUCTURE SEE EiTRUCT. SM. CHAN. 6 CONC. WALL • STL. STAIR W/ CONC. PANS 6.51" RISERS 4 12" TREADS TYPICAL AS SHOWN. ••■■■•■•.. ENGINEERS GLOM. SEE TENANT • IMPROV. IDWGS. WELD - 1" LONG AT ES" O.C. 50TI-1 SIDES 001 TYP. ALL WALLS AS SI4OUN. / ELECTRICAL STAIR Lib-OLIN [1,Q8 :7/ EDGE OF ‘0-/ FLOOR ABOVE. Exp.osEr) AC4REGATE CONCRETE FLOOR W/ SEALER mumesormilorommilma. • • ....A.-. •.• "1 1 1 1 f 016 ) • ; 1V-0" --/`( V / K EXIT L: 1-IT nONE ADDITIONAL TREAD - PER C•PD'" \QT THIS FLIGHT CC STAIRS L'49 = ONLY (25 TREADS to-rAi). —PROVIDE I 1/1" I.P. STEEL PIPE RAILING EA. SIPE OF STAIR AS REQ'D. BY CODE. 013 24'-0" OVER14E4) DOOR ( LANDSCAPING T LANDSCAPING CONC. CURB AND SIGNAL BARRIER F TYP. P FOR ACCESS PARKING CAVE:". D LO ING ID EDGE LOAD DOCK. HEIGHT VARIES! SCALE: 1" REMOVED -EDGE-OF- -. -ROOF-ABOVE- / '4\ 1/2" DIA. SCI-I STL. TUE3E ENCT. CLOTH EDGE CLIP FULL SIZE CITY OF TUKWILA APPROVED MP 18 LD DIVISION — VISUAL B IER 4 ti TE WALK ILDING "c" BUILDING B: FIRST FLOOR PLAN 11 11'-0" • ••• ,!•.?-•!;,,sis,5,-,-..-:F".t.'.-0,1-y:4• 1 .01:- • • . • . Lt, 3/21/S0 REVISED PER BLDG DEPT PEWIT SET. L.&.. tem REVISED PER CLIENT AND EllICK/140LUARD 4 ASSOC. MUGS. • Lee VAs+i Edbcr• C istt • Architecture & Planning 616 First Avenue, Suite 400 • Seattle; WA 98104-2258 • - 206/682-2857 FIRST FLOOR PLAN SCALE: 1/8" = 1' Scale 1/8" iDnactifhlair/ge c 27/8ommR.NLo.. RIX GHE Drawn By Checked By 80489 • • - . • ijr 11111111111111111111111111111111111114):11111-1111111 -11t11111 3' 4 5 7. NOTE: If the miCrofilmed document is leas clear than this • notice, it is due to the quality of the ,riginal document. CZ ZE tZ • 0 61 91 LA 91 St In et Z1 14 01, 6 9 ' ••' " • , 0 16 THS INCH 2 11 1441)E IN E8g4/1112 1/8/91 REVISED PER CLIENT ANO EMICK/HOWARP ` 4 ASSOC. MAWS. 33' -6" 33' -6" 14' -0" II' -0" 5'- 1141/2" t 11' -0" 33' -6" 11' -0" 5' -9'' I1' -0„ 1N -0" 111 -0" 2' -10 1/2" 1;11/2" + PIPE HANDRAIL. w/ MOUNTING BRACKETS AS ,REQUIRED (4' O. MAX). 1 1/2" CUR. FROM WALL. 1/2" PARTICAL 13P. ON 3/4" PLYWOOD GLUE TO STRUCTURE. 1X4 WOOD BASE PAINTED / - 2 LAYERS 5/8'' TYPE 'X' : GtUB STAIR ENCLOSURE. 5/8 'TY cswe TYP. -- - ---> -CARPET SAME AS GENERAL AREA 2N FLOOR SEE TENANT IMPROV lLk: . MOLDEP AND RISI LANDING 15' -6" CONC. TILT -UP WALL- PANEL AS SHOW. SEE STRUCTURAL DRAWINGS. 16' -0 ". 16' -0" `32'-0" P. STA I IR SNOT I ON SCALE: 1" = 1 4X8 SKYLIGHT ABOVE. TYP. 1 PLACES. 4 COOR. SKYLIGHT LOC IONS W/ STRUCTURAL. DWGS. , hND TENANT IMPROV. DWGS. FUTURE OFFICE C®i__ NOTE: INSTALL SKYLT. PER MFGR'e RECOMMENDED PROCEDURES BASE FLAN-PG (CONT. TO UNDER SKYLT. FR E) B.U. ROOF - ANODIZED ALUMINUM FRAMED WINDOWS TO MATCH EXIST. W/ 3/4" IN&JLATED GLAZING. OUTBOARD LAYER TO BE GRAY REFLECTIvE. TYP. AS SHOWN SKYLT. FRAME (BY MFGR.) s °--° DBL. 2X BLOCK'G 4X4 P.T. WD. CANT WD. ROOF JSTS. PER STRUC. DUJGS. W. BLOC I :'G 2X4 STUDS 0 12 O.C. PINISN PER TENENT IMPROV. PLUGS. /--- PRCVIDE EXIT °S!GN∎.GE / PEw CODE (TYP.) �. I 11 Z CURE MONTGOMERY 20004 HYDRAULIC ELEVATOR CAB SIZE 60" X 12" OPEN TO ENTRY BELOW • •a THIS PORTION OF WALL IS TO ENCLOSE THE S1AIR STRINGERS ONLY MD DOES NOT EXTEND TO THE FLOOR 2 -1 1/21' 29' -G' 1" RIG 0_1115;JL AP,OUND OUT - -, SU PERIMETER OF CURB AT [DG 5 OF TOPPING 1YP. PP -_._.. FAS.JLNER BY _ - -- SNN-' LATCtt 'ti/ ildr. AND EXT. t . NI1E3 AND INT. HASP AND LOGO SINGLE LEAF GAL .\'. 311_ ROCf NATCti -- AUTO1A11C' HOLD'' OPI^N AND CetRAi11-1G ARM GL LV. STS. CURB INTEGRAi_ CAP FLASH G Architecture & Planriing 616 First ;Avenue, ' Suite 4C� Seattle, WA 98104- 2258 206/682 -2857 E STRUCTURE B. FLOOR ]PLAID Scale 1'/8„ SCALE: SCALE: 3/4" = 1' -0" ( FT,UI( 11.A CITY OF PERMIT CENTER r, >a: 16 THS INCH NOTE: If the microfilmed document is less clear than this notice, it is due to the quali.ty of the original document t 6e se Le 9Z 5e *,� ', ce ee le ' 0? 61 et LL 9t sit hl £t ZL 11 oL 6 0E 1111111,I,IIIIi110,111lLi 111111111111 IIIIIII111111,IIIIII1111111111111111111111111I11 I' 1 , .111 1IIII1�i1IIIIIII I► 11111, 1iillllt115II1IlII1II1i111iI1II1 111111) Ii�il11I1IIIiIIIiII1I1�1►1►1IiIIlII:1II,1IlIII1II � <a ar' �-4 t✓`��;ti`{�''. � I I �' sµ'.7��&y��'.r' j• %,� �,;y{�$��/. rr�-G�. . }y y3;y('�I I I I ( %.�Fr`Jt_i..�i'Y{.` /:.fX.. .'�?' A.tF�iirl^ t.`'riif~aw4%2 aYr:�M''SY... ..v.LY':•�., n.. _ _.5 : :3. _ -_. • -._L_ ! IiiI'IliuliIijjIt illi llulllli ihFi Q ` 3/21/90 REVISED PER BLLK DEPT'' PERMIT SET, Q I /8/91 REvI&ED PER CLIENT AND EMIGIG/HOWARD 4 ASSOC DUWB. CONCRETE TILT -UP PANELS. TYP. ALL EXTERIOR WALLLS AS SHOWN. •TYP OF ROOF ST 1GTURE. SLOPE UP TO RIDGE ..T I /4" PER FOOT. 111 11111111 111 116111 MINN IMtNININ 1 1111 11 1 INN II{III1181 N fINNNNNNNNI 11111 .,.. u 11111 1111 pontoon iiiiii. i . �,. n11 111 IIIIU1111111111UIIIHI Ii1 HIIIiumm 111 a 111111 ll1iih1 IIIIIM 111111 IN111111 `!'11!1 III ID 11111 .11 - 24" RD. CONC. COL BUILDING "G" TILT -UP CONCRETE WALL FINISHED FLOOR _.N k. STEEL COLUMNS PER 5TRUCTURAL IN STEEL STUD WALL,W/ STUCCO FINISH. PROVIDE CONTROL JOINT AT EACH COLUMN CENTER REFLECTIVE GLAZING TYPICAL T14I5 FLOOR ONLY. • 3629 PANEL JOINT.. VERIFY al/ STRUCTURAL. CITY OF TO1MILA APPROVED MAP 8, 19:1 -....ILA, Bil: DING 1 ISIOI4 f'litecture & Planning 616 First Avenue,'; Suite 400 Seattle, WA 98104 -2258 206/682 -2857 Scale 1/8" RECEIVED CITY OF 101(11411A 2, 2'`'fibt PERMIT CENTER Drawn By RLC Checked By GHE IIII 1I 111111111111111111 111111 1 lIlf t Virlf J ;1I11t.1 .I: I. (.r,. i II11 Ill I (II_ ' t 1Iil1i1'11!'I' 111111111 11111111 Ij 1 2 1 3' 4 5 6 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of- the Qriginal document oe 6Z aG • LZ 93 Sz +7Z z ZZ lz OZ 61 81 Lt 91 St 471 et 2t • l' 01, 6 0 1s THS INCH ..� I I{ 1., l 1111111111IIh111111, 11111 .i11111111111IIilil111l1111111 11111111 lill11111111111111111111111 I, I I i I III i+ i f .� �....,::> , s< :.. . �I IIII�IIIIILIILIII, I II111111 1�11I111lIIIII111f1.I,1,. IIIIIII111IIJlllillllll ll lilllllllfilll !1111flI {1111l1111l11111111i eN, y x,. (s� 3. . f� is r.• ;. . , - �' � { �... ' .?biir"C., r •u! :S`f�r.'.^h•:.a'a���'.',�" ..s. �`�kr sti -.Z;. .fit,•._ ,,/I,���,�c.. ;r�i.. ., �,y,.,_v .'�,.,�,. -: �` •�.,. - � *�. � � a .1!!`�i :,� •'I r r•' Iati' � L . f '.� x��" .., ,, .� : Ci; ?''frx'ejt�_.. _.. � . h�?'.. �F`i.t�. .r '�;�,�v�! aA• °:.+ . r 'r. x.. r 111' 1 1111 11 ""45014figY 12 4 1 ? mt h•t a +r O 1111111111111111; nulinil(! 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Iu11111 i1il' 1 1 — .111.1111 Ili i1.11/!..1,11. itUUN _ s CONCRETE SLAB PER STRUCTURAL OVER b MIL VAPOR BARRIER 4 4" MIN. CAPILLARY BREAK. TYPICAL. Architecture &CPfannir 616.First Avenue: Suite Suite'400 Seattle,• WA 98104 -2258 r `: 206/682'- 2857 • yl • a1ti w u +s�6R=f 1 =[rill Ifcr1 • II it llxii�U ts-- 1F' —lt i(�IIT1- s 1�f� I! f1 -(� 11 -1r .. It 11= • t -Il 11`sl 1 r = • II"IY=11 Iti�n- I� =1t tl II- �t1 =1f PROVIDE R -8 RIGID S;.AB PERIMETER INSUL. 2.4" WIDE TYP.- BC3ILDINC'S ELEVATIONS BLDG. SECTION'' Scale 1 /8" _, 1.:.011 .SC.4J.Es I /8" . 1' -0" 11)111 10111111111111i 11 11 I M 2 3, 06. sz 8e cz 9z sz 47z ∎C3 as i� 0? et et LI 91 5t *,� E l et ; LL (fllllllllllllllllifllil 111111111111111111 I t I : ti I �„ ,.;1111 , ,..11111 11111111111111111 a111l1111111111 111 111111111111lll.If111f1111111 111111111 1111111111111111111 1111111111111►II I 1 1 I III 1111.111111111111 I11111111illllllllllll1illllllfll lill11111 £�:r ;4 � " , -s!'' VF { ,c, , h: s F• :y, ..e . I +.,-:y Lt•.na �T i. .♦ : .L" a '7 !. ..?r$' G ♦,�" r' ^"+3'ui- 5;+ :2' t.. , e< .fay �. _ - , . � &a^ . � � r .. � ,b �;, "� • ' . <...:: .,. - r,,,.'Sr, r'u i. <?�' ,.{�,., r . �, �a err. r?e1�'' o ...F ..:�+ �` �1 ,_ ,a:`,:L.� -_C._$ Y1�.a.iEk ;`��„ :^�.�'^k: • :v_. -:#�kl_e��.rc..�" _. ;,qtr -eir Ept: -.t Ir'�::;."P -l• NOTE: If t }1e microfilmed document is less clear` than this notice, it is due to the quality of the priginal document. e 1 1111; 1111111111111111 111111111l11111111l111111 , � ,111111111111(�Ilif Li • 'y c moyll ��•:�: ^�;� �� ='o r it , Ketile307e Preg4e411',. J4115.411 ✓r -wax) mein., , 61 .4 bn..ri c (1 .0 4.14/ 000)4 ro i CONC. TILT -UP PANEL DOOR ELEVATIONS OVERHEAD DOOR TRACY. -4" err r 3k r. 10 "H X I6 "W X 9 "D LAMINATED RUBBER DOCK BUMPER AS MANUFACTURED BY DURABLE MAT COMPANY OR APPROVE EQUAL. INSTALL PER MFR'S WRITTEN INSTRUCTIONS. j ------ 3 1/2 X 3 1/2 X 3/16" STL. ANG E W/ NELSON STUD. EMBED COr . AT EXPOSED EDGE OF DOC 2 X 2 X 3/16" STL. ANGLE W/ NELSON STUD. EMBED CONT. WIDTH OF OPENING CONC. TILT -UP PANELS 6 MIL VAPOR BARRIER RIGID PERIMETER INSULATION FREE DRAIN MAIL. r ■f' 6" PERFORATED ABS PERIMETER DRAIN. TIGHTLINE DRAIN TO STORM WATER SYSTEM. DOOR SCHEDULE OFENINd EL• MATERIAL H n;E Fil?W GLA86 NOTES ' Aoon 6RATtIG TYPE U01 8 AL AL 84 1.75 TEMP - 002 B AL Al 72 84 1.75 TEMP - 003 HM WD 36 84 1.75 L - e - •}.{Ir1. 3f' -.g4 4-7-7,5. - -- - 005 HM Wt 84 1.75 - - 006 E AL AL 36 84 1.75 - - TEMP - 007 E AL AL 36 84 1.75 - TEMP - -99t} -A- -1•flat' SID- '4-75 - - - O��r, A HM WD 36 84 1.75 - - - 010 A HM HM 36 84 1.75 - - 10 A. STEEL ON DOOR 011 C STL STL 24' 14' 1.75 -- - O.H. SECTIONAL DOOR 012 C STL STL 24' 14' 1.75 - - O.H. SECTIONAL DOOR 013 STL STL 12' 1.75 - - O.H. SECTIONAL DOOR 014 HM HM 36 84 1.75 "(4% - 10 GA. STEEL ON DOOR W L C ER . 015 HM HM 36 84 1.75 - - - 10 GA. STEEL ON DOOR 016 HM WO 36 84 1.75 - -- - 017 HM WD 36 84 1.75 - - - 018 A HM WD 36 84 1.75 - - - 019 A HM WD 36 84 1.75 Hit - - 10 GA. STEEL ON DOOR, W P RI 020 A HM WO 36 84 1.75 - - - 10 GA. STEEL ON DOOR 021 A HM WD 36 84 1.75 - - - - 022 A HM WD 36 84 1.75 - - - - 023 A HM STL 36 84 1.75 - -- - 10 GA. STEEL ON DOOR 024 A STL STL 36 84 1.75 - - - O.H. SECTIONAL DOOR 025 A STL STL 36 84 - - - O.H. SECTIONAL DOOR 026 A STL ST!- 36 84 1.75 - - - O.H. SECTIONAL DOOR 027 A HM HM 36 84 1.75 - - - 10 GA. STEEL ON DOOR 028 A STL STL 36 84 1.75 -- -. -- O.H. SECTIONAL DOOR 029 A HM HM 36 84 1.75 - - - a� +�! 1:1 �i _ rte: ,> F'. G�f i - KEY PLAN ammaaramicammixaa SCALE, 1/7" • 1' -0" 135<roI�IOR SIDE OF DOOR I" INSUL. GL. a HEAD. I" INSUL. TEMP. GL. JAMB - WAN 4' -0" LATCH SIDE 3' -0" HINGE SIDE CONC. TILT -UP WALL 30' -0" 2e' -1 1/ 30' -0" 30' -0" 29'- 1 1 „ 30' -0„ CAULK 2 X 2 X '3/16" X ��- AT BOTTOM OF JAMB GONG. FASTENER � WELD BRACKET TO ANGLE °SIDE eaAt- NEW ROOFDRAIN W/ OVERFLOW DRAIN TO MATCH EXIST. TIT'. 4 PLACES. C[titer'*tSAs?'rf�Fio •ETC'�u`RiSL'.iiH3Gr'•mirer TIM �St7 'iSL.fiifSSt erlie"'n"• numfac..., E51Td6'J.'� -. azs�xzs rzza.rxsuvrPU , .y.rAy. 1-7. ,, :.i,a' .' e P -,..4'. i' �'Y}5F. .. gl ANOD. ALUM. STOP W! WEATHERSTRIPPING TEMP. GL TO MATCH 1 EXIST. DRS. HM. DR (GU1".i' W ING ) DOOR PANELS ROLLER BRACKET TRACK BRACKET 30' -7 1/2" 30' -1 1/2" 30' -7 1/2" 30' -1 1/2" O O 0 1%%m F... Z net Z ci O w O .� C7 fscc cia0e z 0 0 < oQc1 ) risme fr < Iwo co _DJ 03 gZ omfm Wg � Z C/i M H 1 AVENUE S INTERIOR SIDE OF DOOR 31119 ST PRONlur. DIR. HD. /JAMES H.M. D R. HEAD/JAMS D /JAMS 3,t_3" 31' -3" 31' -3" 31' -3" Btf1Lt01Tt 31' -3" !VISION rt ! !L S,itiAn31 Sihir OF wASN;t.r,'r0pi 5 f y /- DOOR FRAME BEYOND r- DOOR STOP BEYOND --- TEMPERED GLASS (TO MATCH EXIST. DRS.) r- ALUM. BUMPER STRIP U.J/ WEATI•4ER STRIP STL. SECTIONAL OVERHEAD DOOR TILT -UP PANEL BEYOND NEW DCIUBLE DOME SKYLIGHT TO MATCH EXIST. YP. 6 PLACES. 30' -1 1/2" 30' -1 1/2" 30'-1 1/2" 30' -1 1!1" HM. DR (QUTSWING) 1- ANODIZED ALUM. TNtESHOLO SET IN MASTIC FULL WEATHER STRIPPING AT ALL EXT. DOORS TYP.-- 2 X 2 X 3/16" STL.. ANGLE W/ NELSON STUDS. EMBED CONT. FULL WIDTH OF OPN'G. 1 1/2" VERIFY 30' -O" 30' -0i, o°fb a < a ROOF HATCH `Architec + • t:.P1 nni 616 First due, :20o/682-2867 the`,rlVi = 8'i wasipsamtimpamiaisigasmorgauliembiavag i:aor SCI-EDULE s DETAILS TILT -UP PANEL TILT -UP PANEL H.M. DOOR 611.1. BUILDING B: ROOT PLAN MOM WWI MEM Scale SEE PLAN :. Datail/,21 /S5 ColniTt. In Charms = tic Drawn ay 6j)4/MF2,0, Checked By F..0 • *.' r' sa`rr' . i! tl` rt,:. z�% j�',"< Y^- T`..# ,ii'.n'1%'T:. °.n�i..•RT,�,ta,;' ' =,�'u itt Y •r L < ... r. fi t.ii�c�tr. 3 •1ii`11''1rJIf' jt•illiIiirrip111i(111 -11 i1I ir! 1- [r.LILI,I111J1111rt1'!'111111 3 4 5 6 7 o€ 6Z 8G LZ liiiiii►�E {�111111�1111�111�� 11111111111111111[[ 11111111111111111111'11 10 11 wsearuwr 12 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the .original document. 9Z 5Z hZ £Z ZZ 1Z 0E 6t el Ll 9t 91 ht El iuiiiil�iiiililii�i.��if�dl nkiniunli111{� mh iii �niil i�i��iiiiliiiiiiiiiliiii�i�ii ll�l!{iiidiiii{iii ni:{�iiiliiii{ili� on -1� vF, k...t. , s ..,f,.. •!n. �:.f.+ •> is ,r ;.t .s >-' � _,- !..t'r1� r,� , j.• r. _�+- .w �'� .azr?,•.rr,` �{ FA,. 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STEEL ON DOOR W L C ER . 015 HM HM 36 84 1.75 - - - 10 GA. STEEL ON DOOR 016 HM WO 36 84 1.75 - -- - 017 HM WD 36 84 1.75 - - - 018 A HM WD 36 84 1.75 - - - 019 A HM WD 36 84 1.75 Hit - - 10 GA. STEEL ON DOOR, W P RI 020 A HM WO 36 84 1.75 - - - 10 GA. STEEL ON DOOR 021 A HM WD 36 84 1.75 - - - - 022 A HM WD 36 84 1.75 - - - - 023 A HM STL 36 84 1.75 - -- - 10 GA. STEEL ON DOOR 024 A STL STL 36 84 1.75 - - - O.H. SECTIONAL DOOR 025 A STL STL 36 84 - - - O.H. SECTIONAL DOOR 026 A STL ST!- 36 84 1.75 - - - O.H. SECTIONAL DOOR 027 A HM HM 36 84 1.75 - - - 10 GA. STEEL ON DOOR 028 A STL STL 36 84 1.75 -- -. -- O.H. SECTIONAL DOOR 029 A HM HM 36 84 1.75 - - - a� +�! 1:1 �i _ rte: ,> F'. G�f i - KEY PLAN ammaaramicammixaa SCALE, 1/7" • 1' -0" 135<roI�IOR SIDE OF DOOR I" INSUL. GL. a HEAD. I" INSUL. TEMP. GL. JAMB - WAN 4' -0" LATCH SIDE 3' -0" HINGE SIDE CONC. TILT -UP WALL 30' -0" 2e' -1 1/ 30' -0" 30' -0" 29'- 1 1 „ 30' -0„ CAULK 2 X 2 X '3/16" X ��- AT BOTTOM OF JAMB GONG. 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SECTIONAL OVERHEAD DOOR TILT -UP PANEL BEYOND NEW DCIUBLE DOME SKYLIGHT TO MATCH EXIST. YP. 6 PLACES. 30' -1 1/2" 30' -1 1/2" 30'-1 1/2" 30' -1 1!1" HM. DR (QUTSWING) 1- ANODIZED ALUM. TNtESHOLO SET IN MASTIC FULL WEATHER STRIPPING AT ALL EXT. DOORS TYP.-- 2 X 2 X 3/16" STL.. ANGLE W/ NELSON STUDS. EMBED CONT. FULL WIDTH OF OPN'G. 1 1/2" VERIFY 30' -O" 30' -0i, o°fb a < a ROOF HATCH `Architec + • t:.P1 nni 616 First due, :20o/682-2867 the`,rlVi = 8'i wasipsamtimpamiaisigasmorgauliembiavag i:aor SCI-EDULE s DETAILS TILT -UP PANEL TILT -UP PANEL H.M. DOOR 611.1. BUILDING B: ROOT PLAN MOM WWI MEM Scale SEE PLAN :. Datail/,21 /S5 ColniTt. 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SLAB DOWELS (GRADE 60) SPACE PER P.C. PANEL ELEVS. 1/8 ADDED STEEL PER PLAN C•1 .111101111011110.1.12•1■ 0" 1/2 x 1'-0" - at x 4" GA. EA. WAY at EA. JOIST REMO) 0 TOP 1/2" P.C. PANEL PER PLAN 19'-0" 1/4 Fs x 4x 3/4 x 0'-8" Typ. NOTE: WHERE EMBED OCCURS at PANEL JOINTS USE P 1/2 x 6" x 1'-0" 0 0 EA. SIDE OF PNL. JT. BAL. PER SECTION A -2.2 SECTION A 2.2 3/4" CONT. 3 x 3 F- PER PLAN cv 1/2" MAX. • •• . 4 x 4 x 3/8 O'- 6" EA. SIDE W/ 1 - 314" 15 PARABOLTS EMBED 4" 1/2" STEEL JOIST PER PLAN JOIST GIRDER PER PLAN I DO NOT WELD JOIST GIRDER BOT. HORD TO ANGLE, TYP. 4" I .KNIFE 3/4" = V-0" CURB WHERE WHERE OPENINGS OCCUR PER SECT. 0 - 1.2 - to I STEEL DECK PER PLAN W.F. BM. PER PLAN PER SECT. H -2.2 SCHEDULE W.F. BM. OR CHANNEL PER PLAN (BEYOND) e PER SCHEDULE SECT. H -2.2 SECTION -2.2 3/4" = A 1 1/2" CLR. P.C. PANEL OR SPANDREL PER PLAN 3'-O" tAsBerns (GRADE 60) PANEL ELEV. 1/2"p L_J 9"o.c. r3 x3 x 3/8" CONT. (L.L.H.) w/ 3/4"c‘ PARABOLTS at 24"oc SPUCE PER SECTION F -2.3 3/16 v-YP BRIDGING PER TRUSS MFR. L 2 1/2 x 21/2 x 306 x Cr- 6" w/ 2 - 1/211 PARABO TS SECTION B 2.2 3/4)' = V-0" 1/4" 3 1/2.. 1 1/2" 5 x 5/j" x 0'-8" vv/ 2 - 0/4"ri BOLTS 0 5" GA. 1 1/2" H. SLOTTED HOLE 1/4 7E5 x 5 x 3/8 EA. SIDE w/ 2 - 3/4" 0 ERECTION BOLTS. 4 x 1/4" x COL. WIDTH 4 x3/4 x O'-6" STABILIZER ft SECTION WELD AFIER DEAD LOAD HAS 8E131 APPLIED - 2 P.C. PANEL PER PLAN [19-01 EMBED PER SECT. A 2.2 3/4" = 1'- 0" A_ ' /; V- - CONC. SLAB ON STEEL DECK PER PLAN Hi'ikV __- T__ W.F. BM. PER PLAN \\__-1/2" H. SLOTTED HOLE 1/2" 9 3/8 x -f it. w/ 2 -3/4'10 TYP. ERECTION BOLTS ; "„.. " 0 le THS INCH 2 3 TYP /.07- HL 3/4" STIFFENER ft r 6 x 4 x 3/4" x COL. WIDTH (L.L.V.), WHERE JOIST OCCURS 0 COL WED4" x 3i(8" x 0'-6" L 6 x x 0'-8" w/ 2 - /4"95 BOLTS 0 5" GA. 1/4 SECTION C 2.2 3/4" = V-0" REINF. PER PLAN #4-RISER BARS x 3'-0" at 2'-0"oc [ 19'•-0" C 6 x 10.5 x W-8" 1 1/2" vi/ 2 #5 x 3'-0" VERT. iL [ 13'-0" DETAIL CONT. 7 3 x 3 PER PLAN 2'-0" /14. ° Z\i11 ( AaLtT.611-110cOKS ) [ 13'-0" 1 #4 HORIZ. Zo #4 ET BTWN. JOISTS 3/8 4 x x COL.. MOTH 4 x 3 x O'-6" STABILIZER It SECTION D - 2.2 101■1•11.101•NOMIN=10 3/4" = 1'-O" STEEL DECK PER PLAN - STEEL TRUSS OP5 t4P. et-1. OCCURS PER PLAN DETAIL BTWN. JOISTS SECTION G 2.2 3/4" = V-0" 1/2" MAX. BAL. PER SECT. E -2.2 (OPP.) BAL. REINF. PER SECT. G 2.3 U.N.O. P.C. PANEL PER PLAN 11 /4" at SECT. L -2.2 1'-4" at SECT. L -2.2A N.. r 21/2" at SECT. L -2.2 e 1/2" x 5" X 1Y- 11" w/ 2 #6 WIRT. x 3'-0" at 6" GA. & 2 16 -1; at 8"GA. HORIZ. & 3 3 at 4"oc at SECT. L -2.2A ft 1/2" x 8" x O'-6" EA.SIDE OF PANEL JOINT wl 2 #6 x 3*-0" VERT. at 3 1/2" GA. & 2 #6 -1; at 3 1/2" GA. HORIZ. & 3 #3 at 4"oc 1/4" SECTION L -2 2 3/4" = V-0" Fe. 43"2" PER SCHEDULE w/ 2- 3/4110 ERECTION BOLTS W.F. BM. PER PLAN P.C. PANEL PER PLAN 4" x 16 GA. TRACK W/ 1/2" PARABOLTS at 2'-(8" oc THRU 2 1 2" SO. x 3/16" TH CK fE WELDED TO TRACK [10-6"] 1 1/2" HORIZ. SLOT N '.F. BM. ........ ,J, FILLET WELD fe. wio W12 W14- 1/4" 1/4" x 9" W18 1/4" 3/8" x V-0" W21 3/8" 5/8" x 1.-6" SECTION H -2.2 3/4" = V-0" CONC. DECK PER PLAN NOTE: at M -2.2A ATTACH CONT. 16 GA. TRACK TO BOT. OF TOP CHORD OF TRUSS w/ 1/8" FILLET WELD EA. SIDE STEEL JOIST -PER PLAN VERIFY T ARCH. 1 /8" SECTION M 2.2 -'; IIfIIjII[IfFfi1 III ( 4 III III 11111 1111111 111 5 6 7 NOTE: If the microfilmed document is less clear notice, it is due to the quality of the original pc 6Z Se GZ 9Z GZ I7Z CZ ZZ 1Z 0? 61 el 41 91 St 471 CL 9 47 Z "111 0 1111111111111111111111111111111.11111111111111111111,111111111111!1111111101.111,11111111111111111111111111111111111111111411111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 111111111111111111111111iI11111111111111111111111 - p.k4, 8 than this document. 9 10 11 wooNGERw.c, 12 • 4 x 16 GA. STEEL STUD at V- 4"oc CITY OF itilcvvii_m APPROVED tilAr BUILDING 16GA. CONT. TRACK M -2.2A !VISION 3/4" = L1J fi . 12t. 46) . ..., .... _ a . 0 REVISION Q6 SUP P L-1 M et. Da I DEPT. COMM1*NTs 0 2 Ci 3 (I) 0 CC CD it.1'n -_ z z 07, cn z 2 o2 uJZ (3 g i- (/) < ai CC ow Z > <4. CO < CC Ul w e't z 6 a !, z e, ILI co T.S. COL. PER PLAN BASE OLTS (EMBED 6" MIN.) 3/411 RECESS TO BE SOLID GROUTED Y / NON -SH INK GROUT AFTER COL. IS IN PLACE CONC. SLAB REINF. PER PLAN • Iz M ( 01-0" ) VAPOR BARRIER, TYP. • o 4. OF COL & PILE CAP 1/4 11 NOTE: SPREAD SLAB REINF. TO AVOID RECESS FOR COL BASE R 3/4" NON- SHRINK GROUT, TYP. t•— t2•—LT :--(2 0 .A 'A • . ,. •` -�• • ADD 8'�""" 1 D5 V. EVENLY IST. ON THE PERIMETER OF THE CAP 14" CAST AUGER CAS PILE - REINF, PER SECT. F3 -2.1 EXIST. 8" CONC. REINF. SLAB 0 6'-6" • !7 /L..E C.AP IJE�""41L_5 -ru 1 S S /-{E[� T FOR FE //V 1= SECTION A — 2.1 5 1/211 REMOVE EXIST. PNL. 3 /4" = 11 -011 NEW SLAB REINF. PER PLAN 5 x 2'-- 3" VERT, at ' -0 "oc EPDXY GROUT INTO 1" �S HOLE —EXIST. GRADE BM. PER PLAN. 11 SECTION EXIST. 14" 13 AUGER CAST PILE PER PLAN 2.1 3/411 = 11-0" SL..A PIG.:11V Pe.f P/A / /lye,¢ 1 t+ �-' 13" rt, �i VE'Pi T •• L �A,FA fuo-T -EE: ., J- 4Or)r� u/V-T sLAf5 CH ES DES 1C.-4\J •S7P) 7t-i, G t \,ti4 / / /\�:v. #4 @ 13 "t. i i • r TLri. 1-- (OF�11 a. • eA • FAGS' -� #� C�1Z" °G.E.4. -1-OR 0 &C.T, C -Z,1 /4'' 0 AUG CAST P/C-6: 00 O 0 X NI M CONC. SLAB REINF. PER PLAN 0. O, • .. .r• 3 -#4 BOT. E.W. 14" AUGERCAST PILE / w/4 •/#' lv VERTS 4• * 3 77/E6 c� Y0/- , 13!-vL -. @ / ct1 4/_ 61. /1-4M.1 at 14 "oc V -3' NIP 1'- 3" M OF DROP PNL, & PILE SECTION Atl THROUGH PI i5 x101-0" (GROUT SOL ir -" MIN= 2j lIw--- dF- 3/4' NON- SHRINK 1 GROUT ---, "VAPOR BARRIER UNDER CONC. SLAB 2.1 3/41' = V-0" SHEARWALL P.C. PNL. 1 PLC, CONT. HORIZ. at 2' -0 "rc THROUGH PRE -CAST HOLES (GROUT SOLID) [ 0' -0" ] O 4 S/�F91!VFS u-r 4_11-0" 11_ OII SECTION #4 at GRADE BM PER PLAN REINF. PER SECT. C-2.1 - AUGER CAST PILE PER SECT. B-2.1 -- 2.1 3/4" = 11-0" PA /.1E F"L-"t/■l iii E) Z)1 G t�� • AI�t P 7 - z. I -4. - ,# •7 -Z / k RS /0 ' TCC/` -/ GI AC ._SAM 11 t`V / 4-'' rgl A uG"R CAS-7- P/L P / S'C•T 8 -2.I ` VPl CAL_ GRADE EA.I1 S`T"L.. IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII :L'I1 0 /6 THS INCH 1 2 /2•' 1 O„ HOLD 1 1/2" CLR. -- •----- ADD 1 -#5 CONT. 0 EQ. #4 L.3'-P" at 18 "ac 1 #5 CONT. 3/4" CLR. II 4_11-0" 11_ OII SECTION #4 at GRADE BM PER PLAN REINF. PER SECT. C-2.1 - AUGER CAST PILE PER SECT. B-2.1 -- 2.1 3/4" = 11-0" PA /.1E F"L-"t/■l iii E) Z)1 G t�� • AI�t P 7 - z. I -4. - ,# •7 -Z / k RS /0 ' TCC/` -/ GI AC ._SAM 11 t`V / 4-'' rgl A uG"R CAS-7- P/L P / S'C•T 8 -2.I ` VPl CAL_ GRADE EA.I1 S`T"L.. IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII :L'I1 0 /6 THS INCH 1 2 /2•' 1 O„ HOLD 1 1/2" CLR. -- •----- ADD 1 -#5 CONT. 0 EQ. #4 L.3'-P" at 18 "ac 1 #5 CONT. 3/4" CLR. SII iJ/ Lfi pe..P5 NCH, 3/4" CONT. NON- SHRINK GROUT OF WALL GRADE BM. & PILE CAP X44 -6" at 14 oa 36,/4 "x31/2" CONT. KEY FINISH GRADE PER ARCH. • CONT. GRADE BEAM, REIN. v4/ 3-#7 F1OR12.. TOP & BOT. CONT. & 6-4 TIES at 9 "oc OVER PILES, BAL. at 18 "oc (SPLICE TOP REINF. at MID -SPAN BTWN. PILES & BOT. REINF. OVER PILES USE LAP = 50" FOR TOP BARS & 36" FOR BOT. BARS SECTION C — 21 PLAN.] 3/4" = V-0" 5 9 VERT'S 69 *co v -Frrs. ��. „SPA C/ CO +-. .• I f-7/ Iu --241/ C OL • L\✓ /. # vTS. CG.e°t P S'- "7") - # 4 "% /�S c . ' °c. .607," $4• # 3a, 4" oc_ .-rc '. H .fief- 5- - Off,° •oo CJa Gam; O c • / //<.' , / GRADE' fAt`•/1 PAR C -.2, / ,c7 SECT B 2.1 SF- C7 /. / &,_ ?., h1'T-31 -4e-c@ 8" °C• S, w 807' -- $RPIAI'J 4 P-2 P/G t') y *' 7 L.W. ,807'. 17 S. COL. r•/HE--FP, if occufss . I 1/4% ' ! •. II !I • 0 m} NF. O N P.C. PANEL BEYOND 1 4' -6" 1 #4 at 14 "oc TOP iv V\ • Q •• c V-0" 3,44 11-0" GRADE BEAM PER SECT. C -2. SECIION D woammomwmcsvorimmosrameasmsen 3/4" n PL/A/L.-i 1 811 s ,1 --51-W 4- -77:S (d cb TOf ea-77 /6°..,.. c•_' aC v Ffi'T DI.JL-S . - r1v --.-TC M COL - v -Ts, PV-1717= -, C'S 10" c v. 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PANEL LIFTING TRESSES ARE TO BE CHECKED BY • THE CONTRACTOR WHO SHALL PRCV IDE REINFORCING STEEL, AS REQUIRED FOR HANDLING AND ERECTION. USE STRONGBACKS AS REQUIRED AT EXCESSIVE PANEL OPENINGS . • 5. PROVIDE 3/4" CHAMFER AT ALL EXPOSED CORNERS UNLESS OTHERWISE INDICATED ON ARCHITECTURAL DRAWINGS . . 6. PROVIDE 3 COATS ASPHALTIC PAINT OR A 3" MINIMUM CONCRETE COVER AT ALL CONNECT IONS EXPOSED TO EARTH OR WEATHER . 7 . PROVIDE 3/4" NON -SHRINK GROUT BETWEEN BOTTOM OF PRECAST PANELS AND TOPS OF FOOTINGS 8. MAXIMUM DEPTH OF REVEAL STRIPS TO BE 1/2'. SEE ARCHITECTURAL DRAWINGS FOR LOCATION. VERIFY ALL. PANEL THICKNESSES WITH ARCHITECTURAL DRAWINGS. 9 . PANEL CONNECTIONS FOU&D ON SHEET S-7 10 . PROVIDE 1/2" CLEARANCE -BETWEEN PRECAST ELEMENTS UNLESS NOTED OTHERWISE 11 . SHOP DRILL (1/4 DIAMETER) AIR RELEASE HOLES IN EMBEDMENTS AT 5' o/c AS REQUIRED IN ORDER TO DISPLACE ANY VOIDS IN ' FORMWORK. 12 . REMOVE ALL WELD SLAG AROUND EMBEDMENTS EXPOSED TO WEATHER AND SAND-BLAST PROMPTLY PAINT WITH 2 COATS OF ' RUST INHIBITING PRIMER PRIOR TO FINAL ' PAINTING. 13 . TYPICAL PANEL TO BE ' 6" THICK UNLESS NOTED OTHERWISE . PLACE VERTICAL REINFORCING AT CENTERLINE OF PANEL UNLESS NOTED OTHERWISE . WHERE REINFORCING STEEL IS NOTED AS E . F . ( EACH FACE ) , PLACE 3/4" CLEAR TO INSIDE FACE AND 1-1/2" CLEAR ro OUTSIDE FACE „N e.>" AI„ T. NN '1/4 / c-c- 8iftoc.4 5V (4- k ONE A/N-1 RE/Ni t-: SM. ,=./A Ga"" A_ P / CAL fEVIE/-1L. L..5 VRT, tin M 13 `-‘-'-...-,, v--.... , 51Nr'-: f5aYoNr2 N. ..4,,,,, ,,,... '' Or"41. -• .1 V 3 --A12121,7 1-1r,-' (IVOR, ‘,Vg.r.... .,... 1144 rAt5p.-pn ii. Or ' ei • OA rt!s pop; Tyr. v- RI' V/Pa. ver..-r. JfilV)13 g ..1 t--1 F: °var. r- I t--1 re, 511 Gt-le, CITY OF TUKwiti■ APPROVED 18 1.2: 81 I LD 2- ft 5 TYr. Tor or OS vit,s1-L. • ter' Cs1 tri lafallf411/r• 11Z` GLIe, I 1; 1401%. K5 51' rAN sE6.-rioN (1i .4.. it 5 vrsr:1°. ulli. 1 i.. 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A. -.¢ x s )(0-1-6"/t: ENT 77 -0.1S: : -REL A/' TO OE ONLY , :T'Rllvi__ A vi- _71-01' CONN• d .... •1.1.1.1. - ._.. .._- --... _ . It.. Cox es x /gip" W/ #.5 x 2 t RECE6 4 7Q stele ,ACE . $,tc %xCL !fv "ly/ 2 - __. r" "°x- 2 ..p' �"2x2.ac `x0... UsE - "(PL.A //V elAR X. . . •of - o,l W/ 2' 0 4'11 . cacr.T1v _ _l:4 C 4P2-5/8" x. C011 yV H. S e, 4-" h/04..1::, . _ Ft_ • L P�liVEC_ ARE Q p- /:)r ,=.n/r T14ICtc^1 AIOTt.M 7b 7-7><./F) F'.-. PANE. 1 !L, A1til -It C A,N, - FCC.• • ;ff�:►1�1G71"�la�.. . _ _P R. v I! ,ii @. 4- G .�o x x . x' ©1 -5) w/ 2 # ox 3r 6a_/-OAti',z.C:• 11 l_#Co.x21 -6" - - VERT f-/Q_ �LI7 3�,e�. r1 C J..R . "iii?_ _ • /AJ s l CL)"'" n -.a r A . I .. - ail /N51C) F...... -- rr XANCX)Ar/ 1' I R F -.2l/\i F-7 .SYRO" lE, /C 8R G.- / AD..,3�,y- - CL-ft L 7-1-1 C e; G' e.DOE WHERE c�C G.vFR N aEN.ERAL 4OIL THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE QOD.E-a UNIFORM BUILDING CODE --- 1988 EDITION - ASTM' S, NINT -1 EDITION LIVE LOADS ROOT 25 PSF (SNOW) FLOOR 50 PSF PARTITIONS 20 PSF WIND 00 MPH, EXPOSURE C SEISMIC ZONE 3 V = ZIC W /RW = 0.3X1 . X2. 7`3 W/6 = 0.1375W ROOF 13 PSF FLOOR ... 45 F'SF EQVNDA I0N IN ACCORDANCE WITH SOILS REPORT #886-264 BY CASCADE GEOTECHNICAL_. DATED, 7-11-88. 14" DIAMETER AUGERCAS3 PILES WITH A CAPACITY OF 40 TONS PER PILE (WITH 1/3 INCREASE FOR WIND OR SEISMIC LOAD). SEE SOILS REPORT. PILE CAPACIT:LES DO NOT INCLUDE EFFECT OF DOWNDRAG DUE TO FILL. SOILS ENGINEER SHALL MAKE FINAL._ RECOMMENDATIONS ON EMBEDMENT AFTER REVIEWING FILL. SUBMIT PILING RECORDR TO ENGINEERS NORTHWEST AND BUIi_.DTNG DEPARTMENT. PREPARE SITE PER SOILS ENGINEER'S RECOMMENDATIONS. C NCRE'[L F'c = 300() psi FOR SLAB, PILE CAPS, GRADE BEAMS AND ALL OTHERS. F'c - 3000 PSI FOR PILES (9 SACKS /CU. YI).) FLUID SLUMP WITH WATER /CEMENT RATIO =- 0.45, ADMIXTURE 4 OZ. POZZ. XR /CWT. MIN. LINE PRESSURE AS REQUIRED BY SOILS ENGINEER, ULTIMATE STRENGTH DESIGN METHOD USED MIXING AND PLACING OF AL_l.. CONCRETE AND SELECTION OF MATERIALS SHALL BE TN ACCORDANCE WITH THE UDC AND ACI CODE 318. PROPORTIONING OF AGGREGATE TO CEMENT SHAH 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 AIL EXPOSE() EDGES, UNLESS INDICATED OTHERWISE:. ON ARCHITECTURAL DRAWINGS. WATER CURING SHALL RI USED, AIR ENTRAIN ALL CONCRETE EXPOSED TO WEATHER WITH 3% TO 6% AIR BY VOLUME (EXTERIOR SLABS, STDFWALKS, FTC.). ERELISai WALLS PRECAS1 PANEL. LIFTING STRESSES ARf 10 BE CHECKED BY THE CONTRACTOR AND ADEQUATE REINFORCING STEEL, AS REQUIRED BY THE CONTRACTOR'S METHOD OF HANDLING AND ERECTION OF PRECAST PANELS, SHALL.. BF PROVIDED BY THE CONTRACTOR. USE STRONG BACKS AS REQUIRED AT EXCESSIVE PANEL OPFFNTNGS. CONTINUOUS GROUT BETWEEN PANELS AND FOOTING SHALL BF A NON-SHRINK TYPE GROUT. EIL--TiLLOEi-C.IJ !a_S T E E l ALL CONCRETE REINFORCING STEEL SHAt.I.. BE DEFORMED PER ASTM A615-78, GRADE: GO (>' Y -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. DETAIN _ STFFFL IN ACCORDANCE WITH "ACT MANUAL. OF STANDARD PRACTICE OF DETAILING REINFORCED 0 CONCRETE- STRUCTURES". WELDED WIRE FABRIC (WWF) TO CONFORM WTTH ASTM A185. , REINFORCING 'HOOKS TO COMPLY WITH STANDARD ACT HOOKS. COVER TO MAIN REINFORCEMENT TO BE: BOTTOM OF FOOTINGS 3 INCHES FORMED SURFACES ..WEATHER & EARTH FACE 1 -- 1 /2 INCHES ..INTERIOR FACE 3/4 INCHES ALL WELDED REINFORCING STEEL. TO BF ASTM A615, GRADE: 60 (fy- :60,OO( psi) AND WELDED PER "ANSI /AWS 01.4-79 STRUCTURAL_ WELDING CODE -- REINFORCING STEIN.." PIECES TO BE WELDED SHALL BF PREHEATED ] N SUCH A MANNER THAT THE CROSS SECTION OF THE BAR OR PIECE SHALL BE AT OR ABOVE 600 DEGREES FAHRENHEIT. AF =TER WELDING IS COMPLETED, BARS SHAT I. BE ALLOWED TO AIR COOL TO AMBIENT TEMPERATURE. QUENCHING IS PROHIBITED. ALL WELDING SHALL BE BYWW4014W4PNELDERS. USE ONLY 'FRESH LOW HYDROGEN E90XX ELECTRODES (AWS DESIGNATION A5.1 OR A5.5). IF WELDED REINFORCING IS 1.O BE BENT, BENDS SHALL CONFORM WITH ACI STANDARD BE=NDS AND NO -BENDS SHOULD BE WITHIN 3" OF WELD. PROVIDE SPErC.IAL INSPECTION PER UBC 306(A)4. S RUCTURAL STEEL AND M_ EL.LA4EQU ._ SLEEL ALL WORK TN ACCORDANCE WITH "RISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUTL-DINGS ", AND THE "CODE OF STANDARD PRACTICE". STRUC'F'URAL_. STEEL SHALE. CONFORM r0 THE FOLLOWING STANDARDS: STRUCTURAL. STEEL ASTM A -36 (Fy- 30,000 PSI) TUBE COLUMNS ASTM A -500, GRADE F3 (Fy= 46,000 PSI) WELDHEAD STUDS ASTM A - -100' (F -'y =55 , 000 PSI) MACHINE BOLTS ASTM A-307 HIGH STRENGTH BOLTS ASTM A -325 •- USE TYPE N CONNECTION - E -,- c.- /nt PGLrron� TF� �$ v', p3 G, BEARING WITH THREADS INCLUDED 3caaeo (a) f?EQ' [ ' IN SHEAR PLANES. .PROVIDE-MINIMUM EMBEDMENT FOR 'ANCHOR BOLTS PER UBC TABLE 2.6G FOR CONCRETE. n APPROVED EXPANSION ANCHORS MAY BE USED INSTEAD OF ANCHOR BOLTS IN CONCRETE. CONFORM WITH ICBO APPROVAL FOR EXPANSION ANCHORS USED STRUCTURAL ENGINEER MUST APPROVE ALL SUCH SUBSTITUTIONS. ALL WELDING TO CONFORM WItH AWS D1.1 "CODE FOR WEEDING IN BUILDING CONSTRUCTION ". WELDS NOT SPECIFIED SHALL_ BE 1/4" CONTINUOUS FILLET MINIMUM. ALL WELDS BY tA! F30ar''lWWELDERS. USE FRESH 70XX ELECTRODES FOR MANUAL. SHIELDED METAL-ARC WELDING OR EQUAL ELECTRODES FOR OTHER WELDING PROCESSES. ALL. STEEL MEMBERS SHALL-. BE GIVEN ONE SHOP COAT OF APPROVED PAINT. ALL. HIGH STRENGTH BOLTS SHALL BE TIGHTENED TO 70% OF THE SPECIFIED MIN. TENSILE STRENGTH, BOLT HOLES SHALL_ BE BOLT DIAMETER PLUS 1/16 ". ALL BURR;, DIRT AND OTHER FOREIGN MATERIAL_ WHICH WOULD PREVENT SOLID SEATING OF THE BOLT SHALL BE REMOVED. WHEN ASSEMBLED, ALL JOINT SURFACES INCLUDING THOSE ADJACENT TO THE BOLT HEADS, NUTS OR WASHERS SHALL BE FREE OF SCALE EXCEPT TIGHT Mll_L. SCALE. BOLT DIMENSIONS SHALL CONFORM TO THE CURRENT REQUIREMENTS OF THE AMERICAN NATIONAL STANDARDS IN ST]TUTE FOR HEAVY HEX STRUCTURAL BOLTS, ANS] STANDARD 1318.2.1. BOLT LENGTH SHAI:-t., BE SUCH THAI THE POINT OF THE BOLT WILL BE FLUSH WITH OR OUTSIDE OF THE FACE OF THE NUT WHEN COMPLETELY INSTALLED. NUr DIMENSIONS SHALL CONFORM TO THE CURRENT REQUIREMENT OF THE NATIONAL STANDARDS INSTITUTE FOR HEAVY `HEX NUTS, ANSI STANDARD B18.2.2. A325 BOLTS TIGHTENED BY THE CALIBRATED WRENCH METHOD SHALL HAVE A HARDENED WASHER SUNDER THE ELEMENT NUT OR BOLT HEAD) TURNED TN TIGHTENING. PARABOL1'S (TYPE ('B GRADE 5 GOLD COLOR) ARE TO BE USED WHERE PARABOI_TS" ARE CALLED OUT ON DRAWINGS. WFLD14CA0 STUDS (WHS) ARE r0 BE MACHINE WELDED WITH PROPER EQUIPMENT. 5NEs.iAc._. /NbF'Ec.�T/o,v ("t= /a<rCaH STf EAI 7 H 8G7L_T� F?E4`c>�/4cc) PEI /988 ve.C.. ` SELTIC�N BaCo C0.) J 1.Q..I...S I r D E Lei TO BE DESIGNED AND FABRICATED IN ACCORDANCE WITH 'STANDARD SPECIFICATION FOR OPEN WEB STEEL JOISTS" AND "RECOMMENDED CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS ", STEEL JOIST INSTITUTE AND AISC. VE=RIF=Y ALL MECHANICAL AND ELECTRICAL. LOADS. PROVIDE BRIDGING AND CAMBER AS REQUIRED S "STANDARD SPEC FOR OPEN WEB STEEL JOISTS". SUBMIT SHOP DRAWINGS AND CALCS. STAMPED AND SIGNED BY ONE STRUCTURAL_ ENGINEER LICENSED IN THE STATE IN WHICH rHt. PROJECT IS TO EE BUILT. INCLUDE JOIST CALCS, LAYOUT AND PLACEMENT EME 1 PLANS . INDICATE ALL BRIDGING, BLOCKING AND PRACTNG. SHOW ALL BEARING CONDITIONS INCLUDING ADDITIONAL BEARING CLIPS TO INSURE ADEQUATE BEARING AREA AND WHATEVER ELSE IS DEEMED NECESSARY BY 'THE, JOIST ENGINEER. SHOP DRAWINGS 'TO BE PREPARED UNDER DIRECT SUPERVISION OF THE- E'NGINEE:R. FABRICATION JS NOT TO BEGIN LiNTI1,. THE DRAWINGS ARE APPROVED BY ENGTNEERS NORTHWEST. JOISTS ARE TO BE DE,SIGNEr) FOR 'MECHANICAL UNITS PER MECHANICAL. DRAWINGS. STEEL FORM DECK SHALL BF VFRCOR OR APPROVED EQUAL CONFORMING WITH ASTM A 446, , GRADE A, Fy : =F 0,000 y1 WITH G6l), GAI_VAN]:I:TNG PER ASTM A526. USE 22 GA. TYPE B F'URMLOK , 1=0,175 . in", S=0.198 i n'3 . CONNECT TO SUPPORTS WITH 4 PUDDLE WELDS WITH 14 . GA. WELD WASHER PER SHEET ACROSS .EACH SUPPORT AND 18 0, c AT SUpPC)R T;>, PARALLEL TO SPAN, SIDE LAP FASTEN WITH BUTTON PUNCH AT 24' 0 /c. AT TYPICAL 3-: 1/2" CONCRETE SLAB, PROVIDE 6X6 WI .4 X W1,4 WWF= PLACED AT CENTERLINE OF CONCRETE DEPTH OVER DECK. E �3 J 4>�- )'C/o 2 x O' - & " V � i @ 3 vim' GA: 4 HO IZ,e 31✓" ot CovER PL AIQ 1 /2." -',I COVER ADD'L. p : /f J F P RGT. G, -2.3 V /.w' -1/ it F/ N i/.�.1.!' V P° AP GAP Meerie 0 ,3 x 3 6 'GA, 4-- x2. _. .1 3 > 4 ) 4 , 4 / 4 �'-4-" L1¢ VER Q" 1. /4, gA. WA'? v27 C. /, f3 COL.. P--1 c'7" 6 2. / P C O /11\...1, ��`�! `_ WELU ice. - :2X4(54S) ROOF STIFFENERS..... D F #t1 (Fb -2050 PSI REP. ) 2X6(S45) ROOF STIFFENERS........ . . .. .. #2 (Fb -1750 PSI REP.) 4X ROOF PURLINS (ROUGH) D E #1 (Fb= 150Q PSI- SING.) 4X PLATES, BLOCKING & LEDGERS D F #2 LUMBER NOT NOTED TO BE D F #2 ALL LUMBER SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER --- LATEST EDITION' AND EACH PIECE SHALL. BEAR A VALID GRADE STAMP THAT IS NOT -'ro BE REMOVED FROM THE STRUCTURAL MEMBER. BOI.'r HEADS AND NU I S BEARING AGAINST WOOD SHALL. BE PROVIDED WITH STANDARD CUT WASHERS. ALL. WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL_ BE PRESSURE TREATED. ALL NAILS TO BE COMMON NAILS, UNLESS INDICATED OTHERWISE. NO SUBSTITUTION OF OTHER SPECIES FOR DOUGLAS FIR ALLOWED. f..'_LYWOD 5/8" COX (5 PLY) ON ROOF (UBC IDENTIFICATION INDEX 32/16). MINIMUM NAILING, UNLESS INDICATED OTHERWISE ON ROOF PLAN, IS 10(1 if 6" o/c ALL PLYWOOD EDGES AND 12" a/c AT INTERMEDIATE SUPPORTS. CONTRACTOR JO NOTIFY ENGINEER FOR NAILING REVIEW PRIOR TO ROOFING. U Lth LAMI..N.AT EQ Yi4QI UEMB ER S GLU- -LAMINATED WOOL) BEAMS, COAST REGION DOUGLAS FIR CONFORMING WITH ANSI /AITC A190.1 "AMERICAN NATIONAL STANDARD FOR WOOD PRODUCTS- :STRI.JCTURAL GLUED LAMINATED TIMBER" AND AITC 117 -85 DESIGN AND MANUFACTURING. USE COMBINATION 241°V4 (DF /DF) F b =2400 PSI FOR SIMPLE SPAN BEAMS AND COMBINATION 24f .V8 (GF /OF ) F-b =2400 PSI FOR CANTILEVERED BEAMS. BOTTOM LAM TO BE FREE OF UNSOUND KNOTS LARGER THAN 1/2" DIAMETER. MATERIAL MUST BE OBTAINED FROM AN APPROVED FABRICATOR. AL_I.. GLU-LAM BEAMS SHALL FIT SNUG AND TIGHT IN THEIR CONNECTIONS AND DEVELOP FULL BEARING AS INDICATED. PROVIDE ATTC STAMP ON EACH MEMBE=R AND SUBMIT ATTC CERTIFICATE. ADHESIVE TO BE "WET USE". INDUSTRIAL APPEARANCE GRADE. IRUas.E.S TRUSSES SHALL. BE 'TRUS- -JOIST AND SHALL_ CONFORM TO THE MINIMUM STANDARDS 01 IC130 REPORT NO NER- 148. FABRICATOR SHALL SUBMIT SHOP DRAWINGS AND CALCUt_A1'IONA STAMPED, SIGNED AND DATED BY AN ENGINEER LICENSED IN THE STATE WHERE THE PROJECT 1S BEING BUILT TO THE STRUCTURAL ENGINEER PRIOR TO F=ABRICATION, SHOP DRAWINGS SHALL INCLUDE TRU;3 LAYOUT PLANS. CALCULATIONS SHALL. INCLUDE TRUSS END BEARING. INCL_UDE MECHANICAL L LOADS IN TRUSS DESIGN AND PROVIDE ADCTTIONAL_ TRUSSES WHERE NECESSARY. PLYWOOD NAIL. :LNG INTO TRUSS CHORD SHALL NOT BE CLOSER THAN 6" IN ANY ROW OF NAILS. SEPARATE ROWS BY A 1/2.,. TRUSS BRIDGING AND BLOCKING SHALL_ BE AS REQUIRED PER FABRICATOR'S SPECIFICATIONS. THE TRUSS ENGINEER OR HIS AGENT IS TO VISIT THI' SITE TO VERIFY THAT TRUSSES HAVE BEEN FABRICATED AND INSTALLED IN ACCORDANCE: WITH THE TRUSS ENGINEER'S DESIGN. VERIFY ALSO THAT SPRINKLERS, ELECTRICAL, PLUMBING AND MECHANICAL -. UNITS HAVE BEEN PLACED ACCORDING 10 DESIGN PARAMETERS. THE TRUSS ENGINEER SHALL SUBMIT A LETTER TO THE ARCHITECT, STRUCTURAL ENGINEER AND BUILDING DEPT. CERTIFYING THAT THE ABOVE INSPECTION OCCURRED AND THAT THE ABOVE REQUIREMENTS WERE MET. .LC.L _E?EfJIQt INSPECTIONS ARE TO BE PER UBC SECTION 306 AND ARE TO BE BY AN INDEPENDENT TESTING LAB APPROVED PRIOR TO STARTING CON^TRLICTION BY THE BUILDING DEPT. AND THE ENGINEER. FOUNDATION: INSPECT FOOTING EXCAVATIONS AND PROVIDE COMPACTION TESTS AS NOTED ABOVE. CONCRETE: TAKE CONCRETE CYLINDERS AS REQUIRED, VERIFY SLUMP AND STRENGTH. REINFORCING: VERIFY ALL REINFORCING IS PLACED IN ACCORDANCE WITH APPROVED PLANS. CHECK FOR REQUIRED COVER, SIZE AND GRADE. CONC. ANCHORS: ALL FIELD INSTALLATION OF CONC. ANCHORS IS TO BE TN ACCORDANCE WITH ICBO AND IS TO BE CONTINUOUSLY INSPECTED. CONTRACTOR IS TO HAVE A COPY OF ICBO EVALUATION REPORT ON SITE FOR CONC. ANCHORS USED. ROOF & SHEAR WALLS: CALL- BLDG. DEPT. AND ENGINEER FOR NAILING REVIEW PRIOR TO ROOFING OR COVERING WALLS. INSPECT ALL FIELD WELDING VERIFY CERTIFICATION OF WELDERS. CONTRACTOR SHALL PAY FOR REWELDING AND REINSPECTION OF ALL- WELDING: WELDS NOT MEETING SPECS. INSPECTOR SHALL NOTIFY STRUCTURAL ENGINEER OF WELDS NOT MEETING SPECS. S Iu _DU_ANIft 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- l-AHS, STRUCTURAL STEEL, MISCELLANEOUS STEEL, REINFORCING STEEL_ AND TRUSSES, ,R e----/7=-/c , 77-m=' cry F T�'+ E^14 /n]EE R aF . IReSt1�F' La In, /15 GCa^�JPL�. TE l �LL� euE SI" : A L Q011.12 TI._Q r Fro «Qwiivca Wi v./. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE SHORING AN D BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SHALL. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. i L vlf g ir' N WH F.. Er z Z z _, ..' y z z 0,0 0 a 9 z r cr ur, w 0 w" z - >: I ,2 0) 0 'WHO Z 3 Z W SERBINONtl )ATE SD_ NiCAL- ANt E L FC TR I CA L 'RAM CONTRACTOR SFIAI.I-, SUBMIT PLANS SHOWING LOCATION, LOAD AND ANCHORAGE OF ALL HANGERS SUPPOR'TING ANY MECHANICAL, E_LECTRICAL, PLUMBING OR SPRINKLER LOADS I'N EXCESS OF 50 POUNDS. ANY ROOF MOUNTED EQUIPMENT SHALL BE INCLUDED IN THESE PLANS AND SHALL SHOW LOADS AND LOCATION:) THESE SHALL BE SUBMITTED TO ENGINEERS NORTHWEST FOR APPROVAL PRIOR TO INSTALLATION OF ANY OF THIS EQUIPMENT.' L C=UB ;ET LgJOO© 7'R „s DESIGN. FOR DEAD LOADS AND LIVE LOADS INDICATED ON PLANS. ; ACCOUNT `',FOR W UPLIFT AS REQUIRED BY CODE. ACCOUNT FOR' THE HORIZONTAL -WOOD OR SE WIND :SEISMIC REACTION ;'. FROM THE: WALLS' TO ,. THE . :TRUSS `.;CHORD.. ,INDICATED ON ` SECTIONS. ',..VERIFY `'SIZE AND : mLOCATION OF : ALL LOADS DUE TO > MECHANICAL, :" ELECTRICAL, PLUMBING `. AND , SSA RIABtdE.R3. ''" :::SEE''- S . y E PLANS FOR SPECIAL ADDED `;LOADS SUCH AS ; CATWALKS, FOLDING DOORS; -' Fc'L�'Ca '� :SECTIONS'' AND DETAILS ON 'PLANS 'INDICATE :''' ONLY -: THE OUTLINE OF : `.THE TRUSSES. �1 MANUFACTURER SHALL ` SELECT 'THE CONFIGURATION OF WEB AND CHORD ` MEMBERS ; TO' PROPERLY ' CARRY 'THE REQUIRED LOADS. (DEIGN &' FAfRICATLQ.IN: - :I ) ' TRUSSES ; TO, BE DESIGNED -AIND ': FABRICATED ,IN ACCORDANCE ` -WITH ` 198B UBC STANDARD '. 25.17 , PART VI ; 2) ALL' LUMBER . TO „ , I3E ; KILN ' DRIED (MAX.:': 19% F :',MC) - ALL "MEMBERS MUST BE D.T=.' ` lt.l SS FAOI i„CAUDB SF L:. 1) HAVE AT LEAST FIVE : YEARS EXPERIENCE IN COMMERCIAL , i TRUSS FABRICATION, 2) PR ©VIDE, ;; Ut7C4N'; REQUEST, ` • INDEPENDENTLY ? CERTIFIED, :. FULL SHALL;. ,. 'LOAD, :TEST, RESULTS, :' RUN' BY': AN INDEPENDENT TEST LAB -ice SIMILAR T A�N%� ' TRUSSES I-1i YF� IN ! ACCORDANCE WITH UDC STANDARD SECTI©N 25.1741. `" for FAc-rucip St- etw ,L) BE A MEMBER OF THE .TRUSS PLATE ' INSTITUTE :; HAVE A 'CURRENT....ICBOREPORT FOR METAL • GUSSET PLATES ; USED.' - 1iHOp bR t .1) ALL PLANS AND CALCULATIONS ',ENGINEER, -'Ot'ds 'MUST . BE STAMPED BY ONE QUALIFIED ` LICENSED IN THE E STATE , x IN WHICH H THE PROJECT IS ' 1f0 ` E3f;, BU/LT ' 2) 'INCLUDE TRUSS , CALCULATIONS. ' LAYOUT AND :PLACEMENT ; PLANS. • ,. • INDICATE.` ALL: • BRIDGING, BLOCKING; t ( D AG S 3ttCN. SF; ALL- BEARING AREA CONDITIONS ItiCL UDINC `ANDTYISNAL BEARING : CLIPS '-TO INSURE ADEQUATE BEARING AND . WHATEVER ELSE ` DEEMED NECEARY BY THE : -TRUSS S ENGINEER;; 4) SHOP iDR AWINGC TO , BE ''PREP PREPARED UNDEf:..THE: DIEtI >CT • SiPERi%I( sIE ; C3tr: '':THE `fR115 , ENGINEER. .- C Q :. .1.) PER SEC'. 25 .174€ -: OF ' STANDARD; 2) ' THE <: TRUSS .'�ElVGINELCFt OR HIS AGENT>f,IS TO - VIISIT THE SITE TO :VERIFY' :THAT ` TRUSSES'' 9LAVE,:::BEEN '' FABRICATED ' ,.AND INSTALLED IN :CORDANCE WITH THE TRUSS ENGINEER'S DESItGN. THE :TRUSS :ENGINEER ':OR HIS AGENT ",:SHALL ' ALSO ?,VERIFY, `THAT;'MECHANICAL ; ELECTRICAL, PLUMBING & - SPRINKLERS ,._`+ NAVE BEEN PLACED IN • ACCORDANCE WITH HIS DESIGN • PARAMETERS.' T��r,:t;T'R4.JSS EPtfIIF�1�t�'R SHALL ;;THEN, .SUBMIT.. A LETTER`" TO THE ARCHITECT ,';':BUILDING - ; aEPs. ` APL!D. • ENGINEER ;` CERTIFYING "TWAT..: THIS , .:',INSPECTION ; :- WAS ; OCCURRED .• AND, ' THAT # - RE QUIREMENTS W g+ A3 ::` ALE: L9# THE ; 'A mVlc F. LET. MET,. gLEVATQ ELEVATOR SUPPLIER T"O PROVIDE ALL NECESSARY CALCULATIONS AND ELEVATOR DESIGN OWLS. TO 'IHL CITY OF TUKWILA FOR THEIR APPROVAL_. THE bwGS. ARE TO INCLUDE THE MACHIIIF BEAM, BUFFER AND RAIL_ REACTIONS TO THE STRUCTURE. THE DRAWINGS AND CALCS ARE •C) BF REVIEWED BY ENGINEERS NORTHWEST TO VERIFY THAT THE STRUCTURE CAN WITHSTAND THE IMPOSED LOADS PRIOR TO THE SUBMITTAL TO THE CITY. LOADS THAT INCLtJDE IMPACT ARE TO BE SO IDENTIFIED. �;•- �....y,,,,;� ,... ��°"'` �- �... �,.r- ..- r'�°�.i�'''"-- ...,,,,.� ,,ter""-- . --�._. ya �.Ifr f ~. •.v._._.. 0 16 THS INCH ' 2 1) • OC 6Z ee LZ 9Z SZ bZ CZ ZZ LZ OZ 5L ii I I n ittilliltIii iIi AL III,! IOIiiiIlniiiIItIgi'ilit0llilllll►lilliiliililliI i iil [VIM IS IIIIISIIIIISI,M IiIIII I fIImI d S pi 7 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the priginal document. 8L LL 9L SL 4l CI Zl LL C1. 6 I. I) I!f _ I f � I- y Il R<r I_ I LI.1..IIl '. Ifi Jr Il J. 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E3 til00 "7-81 Tz'-f O s' ( A> E TO 7 Oi 1 � t�� .. 1411 w r z. ) . II aJ� %C� T rP/CA L. ' AUG reGAE F,P/C w t 1 D 7r ON L-A TaRA L CA P,' C` 1 SLAE Oael a :l14 FOR .:125 !L, 2oE 1/ 'l ' `PZ' 5-1.1 41 COhl 7'et t✓ "7" 1 O IQ JO/ l•J r 'a; LCT !`'tea r 7-, c'+ 5 P/L CA p MAX/iv-141M /LE 0 PT/-/ N 0. ,g PLAN REVIEW FOR COMPLIANCE WITH THE FOLLOWING ORDINANCES ONLY' t{ 'STRUCTURAL PER UNIFORM BUILDING CODE. . ❑ NON - STRUCTURAL PER UNIFORM BUILDING CODE a STATE REGULATION FOR FARRIER-fREE tACI�ITIES ❑ �lASHINGTOFI STATE 0 WASHINGTON STATE ENERGY CODE .SUBJECT TO INTERPRETATIONS OF THE GOVERNING t?UTRORITY,' ERRORS, aMIss10NS AND INCOr. SISTENCIWS DATE IN ` • 12 • 90 DATE OUT BY MAHAN & DESALVO, INC. •FILE COpy I Understand that the Plan Check appro subject to errors and °omissions and app plans does not authorize the violation Of adopted code or ordinance. Receipt' of C Copy of approved plans acknawled, ..... / , de �` ^.- ......,�:_.r....- „- _.,.�.. ., 1. parActie.:s NC 7 . ,c.) fc .'!) V /L7, ALDL7 ,3. /v11N.. 1 F' 4- .E/Vf'y"f•. f . ' -40/ CITY OF °tIkKVVI A APPROVED di 71'x; BULL[)( 'u" )IVi .er;��t•11ti r;d; ? 61)' `P ifis ".s 1611.18121C24 EVAW,r 44"s' -rd � mac.: re04- A%GY�r23'sxl?.i**:v:.Y.wi, Lei'"` e• i7tr :"...c40.447.›..v.g*'"*iee$�'xlik I , 1. 1111 1 1 1 I I I ` 1 1 I I I 1 1 1 1 1 , 1 : 1 1 1 1 1 1 1 1 1 1 . i f I; I I 1 1' I'F 1. 4 5 6 7 8 NOTE: If the microfilmed document is less c clear than this notice, it is due to the quality of the original tz oa 61 91 Li 9t SL ht CL illllll�Il��iill11iI11"'�! 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JOIST RETURt4 0 TOP 1/2"/ 1/4 P.C. PANEL PER PLAN 1/2" MAX. x 0'- 6" EA. SLIDE w/ PARABOLTS4„ EMBED 4" r 6 x 4 x 3/4 x o'-- 8" TYP. NOTE: WHERE EMBED OCCURS at PANEL JOINTS USE P 1/2 x 6" x 1'--0" EA. SIDE OF PNL. JT. BAL. PER SECTION A -2.2 SECTION A - 2.2 O 3/4" - 1. -011 CONT. 3 x 3 I- PER PLAN CN Y Y DO NOT WELD JOIST GIRDER - BOT. KNIFE R. SECTION CURB WHERE OPENINGS OCCUR PER SECT. C 1.2 eto [19'-0"] STEEL JOIST PER PLAN JOIST GIRDER PER PLAN HORD TO ANGLE, TYP. 3/4" = V- 0" r') STEEL DECK PER PLAN W.F. BM. PER PLAN -- PER SECT. H -2.2 SCHEDULE W.F. BM. OR CHANNEL PER PLAN (BEYOND) SPER; SCHEDULE ECT. 11 -2,2 .,f,otteeegavVii.'044 2=Z24.0= ' �; �i<' lf'•:>~ �rS' �. YZffi4fct £.'3::i`.'.4i�•.:e;J�sx"�Y' 1/4" 1 1/2" CLR. P.C. PANEL OR SPANDREL PER PLAN 3' -O" #4 SLAB DOWELS 4 (GRADE 60) #4 PER P.C. PANEL ELEVS. e "o.c. r 3 .x 3 x 3 /3" CONT. (L.L.H.) w/ 3/4" ci PARABOLTS at 24', oc SP CE PER SECTION F -2.3 1 3/16 V `T , YP. L- 2 1/2 x 2 1/2 x 3//16 x 0'- 6" w / 2 - 1/2" Q� PARABOLTS I L.. BRIDGING PER TRUSS MFR. SECTION B - 2.2 3/41 = 11-011 1/4" 5 2��x 5/.3/4 "0 0'-8" BOLTS / 5" GA. 1 1 2' H. SLOTTED H 1/4 EA�SIDE W5 2 -I 3/4 11 0 ERECTION BOLTS. 4 x 1/4" x COL. WIDTH 4 x 3/4 x O'-6" STABILIZER it WELD AFTER DEAD LOAD 1/4 13 APPLIED S BEEN SECTION P.C. ` PANEL PER PLAN EMBED PER SECT. A -2.2 d 1 4 . • r,l ■ .;• 2.2 3/4" = 1'^ -' 011 SECTION C - 2.2 3/4" 11 -011 REINF. PER PLAN #4 RISER BARS x 3'-0" at 2'- 0 "oc [ 19'-- 0" 1 1/2" 7 2 ' x #5 �x 3 #5 EVERT: 2'- 0" #4 ° ▪ r---at 6 "oc iv ( ALT. HOOKS DETAIL SECTION G IIFTAII RTWN 2.2 JOISTS 3/4 "= 1. -011 BAL. PER SECT. E -2.2 (OPP.) BAL. REINF. PER SECT. G -2.3 U.N.O. • r 6 x x 3/4" x COL. WIDTH L.L.V.)), WHERE JOIST CCURS 0 COL. WELD 31(8" x 0'- 6" . Ir / 2"x j4 "o BOLT S0 5 GA. x 1/2 x COL. WIDTH SEE ., SCHED. 4 x j/4 x O'-- 6" STAHILIZER R SECTION D - 2.2 3/4" = 1'- 0" NOTE: PROVIDE- 5 x 3 x 1/4. DECK SUPPORT at COPED BEAM ENDS STEEL PER PLAN DECK WF PER PLAN iV in - STEEL TRUSS WHERE OCCURS PER PLAN I. 41/2" PER SCHEDULE w/ 2- 3/4" pi ERECTION BOLTS W.F. ` BM. PER ' PLAN 1 1/2" HORIZ. SLOT W.F. BM. FILLET WELD Li a W10 W12 W14 1/4" 1/4" x 911 W18 It 1•-.. O" 1/2 x 11-0" w/ 4 �/- x 4" GA. EA. WAY at EA. JOIST RETURt4 0 TOP 1/2"/ 1/4 P.C. PANEL PER PLAN 1/2" MAX. x 0'- 6" EA. SLIDE w/ PARABOLTS4„ EMBED 4" r 6 x 4 x 3/4 x o'-- 8" TYP. NOTE: WHERE EMBED OCCURS at PANEL JOINTS USE P 1/2 x 6" x 1'--0" EA. SIDE OF PNL. JT. BAL. PER SECTION A -2.2 SECTION A - 2.2 O 3/4" - 1. -011 CONT. 3 x 3 I- PER PLAN CN Y Y DO NOT WELD JOIST GIRDER - BOT. KNIFE R. SECTION CURB WHERE OPENINGS OCCUR PER SECT. C 1.2 eto [19'-0"] STEEL JOIST PER PLAN JOIST GIRDER PER PLAN HORD TO ANGLE, TYP. 3/4" = V- 0" r') STEEL DECK PER PLAN W.F. BM. PER PLAN -- PER SECT. H -2.2 SCHEDULE W.F. BM. OR CHANNEL PER PLAN (BEYOND) SPER; SCHEDULE ECT. 11 -2,2 .,f,otteeegavVii.'044 2=Z24.0= ' �; �i<' lf'•:>~ �rS' �. YZffi4fct £.'3::i`.'.4i�•.:e;J�sx"�Y' 1/4" 1 1/2" CLR. P.C. PANEL OR SPANDREL PER PLAN 3' -O" #4 SLAB DOWELS 4 (GRADE 60) #4 PER P.C. PANEL ELEVS. e "o.c. r 3 .x 3 x 3 /3" CONT. (L.L.H.) w/ 3/4" ci PARABOLTS at 24', oc SP CE PER SECTION F -2.3 1 3/16 V `T , YP. L- 2 1/2 x 2 1/2 x 3//16 x 0'- 6" w / 2 - 1/2" Q� PARABOLTS I L.. BRIDGING PER TRUSS MFR. SECTION B - 2.2 3/41 = 11-011 1/4" 5 2��x 5/.3/4 "0 0'-8" BOLTS / 5" GA. 1 1 2' H. SLOTTED H 1/4 EA�SIDE W5 2 -I 3/4 11 0 ERECTION BOLTS. 4 x 1/4" x COL. WIDTH 4 x 3/4 x O'-6" STABILIZER it WELD AFTER DEAD LOAD 1/4 13 APPLIED S BEEN SECTION P.C. ` PANEL PER PLAN EMBED PER SECT. A -2.2 d 1 4 . • r,l ■ .;• 2.2 3/4" = 1'^ -' 011 SECTION C - 2.2 3/4" 11 -011 REINF. PER PLAN #4 RISER BARS x 3'-0" at 2'- 0 "oc [ 19'-- 0" 1 1/2" 7 2 ' x #5 �x 3 #5 EVERT: 2'- 0" #4 ° ▪ r---at 6 "oc iv ( ALT. HOOKS DETAIL SECTION G IIFTAII RTWN 2.2 JOISTS 3/4 "= 1. -011 BAL. PER SECT. E -2.2 (OPP.) BAL. REINF. PER SECT. G -2.3 U.N.O. • r 6 x x 3/4" x COL. WIDTH L.L.V.)), WHERE JOIST CCURS 0 COL. WELD 31(8" x 0'- 6" . Ir / 2"x j4 "o BOLT S0 5 GA. x 1/2 x COL. WIDTH SEE ., SCHED. 4 x j/4 x O'-- 6" STAHILIZER R SECTION D - 2.2 3/4" = 1'- 0" NOTE: PROVIDE- 5 x 3 x 1/4. DECK SUPPORT at COPED BEAM ENDS STEEL PER PLAN DECK WF PER PLAN iV in - STEEL TRUSS WHERE OCCURS PER PLAN I. 41/2" PER SCHEDULE w/ 2- 3/4" pi ERECTION BOLTS W.F. ` BM. PER ' PLAN 1 1/2" HORIZ. SLOT W.F. BM. FILLET WELD IP. W10 W12 W14 1/4" 1/4" x 911 W18 1/4" 3/811 X V- a" W21 3/8.1 5/8" x 1'- 6" SECTION H -2.2 4j19'_-O"]. 3/4" = V-0" CONC. DECK PER PLAN NORTHWEST Z ENGINEERS - NORTHWEST INC. P.S. CONSULTING ENGINEERS 6869 WOOOLAWN AVE. N.E. SEATTLE, WASHINGTON 98115 (206) 525 -7560 LEDGER PER PLAN CONT. `1 3 x PER PLAN P.C. PANEL PER PLAN --w- CONC. SLAB ON STEEL DECK PER PLAN - P.C. PANEL PER PLAN VY NOTE: at M -.2.2A ATTACH CONT. 16 GA. TRACK TO BOT. OF TOP CHORD OF TRUSS w/ 1/8" FILLET WELD EA. SIDE STEEL JOIST PER PLAN 1/2" MAX. 16 GA. CONT. TRACK W.F. BM. PER PLAN 1/2" H. SLOTTED HOLE 9x'3/8x4Ft. w/ 2 -3/4"0 ERECTION . BOLTS 11 /4" at SECT. L -2.2 1'--4" at SECT. L -2.2A 21/211 at SECT. L =2.2 e 1/2" x 5" X 0' -11" w/ 2 6 VERT, x 3' -0" at 6" GA. & 2 -11 at 8 GA. HORIZ. & 3 3 r [ at 4 "oc at SECT. L -2.2A 1/2" x 8" x 0'--6 EA.SIDE OF PANEL JOINT W/ 2 #6 x 3' -0" VET. at 3 2" GA. & 2 --17 at 31/ " GA. HORIZ. & 3 #3. at 4 "oc 4 "x16 GA. TRACK PARA/BOLTS at 2'-/" oc Q THRU " . " rH K . ELDEO 6 TO TRACK 4 x 16 ' GA. STEEL STUD at 1'- 4 "oc CITY OF TUKWILA APPROVrD AP 7 MO ENGINEER: ...:. 16GA. CONT. TRACK SECTION SECTION 3/41 = 1.. �'.J6S..'w%...4.i`.rls.•.- Iv 1L'J`�bx `Y.l.�.�N. -v �: %:+''Y':. �x ..l.;Al ! ♦ "� ...� d.�'l:.`�3y "F {a, �r� P ,�f ,1�.,, t.'r -F r Ef'..SlibSlri�y.L `.'.F�r�4'2,'�^dy � �t "�j i iP' Y ..j � 4 '�'+ >: +ter r.�t- <;,, .. �• ✓ „? �o., � Yv�' Vj. • 'r IIIIII!III�III�III�III�III� 1111111r110 0 1611'0114CH 2 3 v' 111111111 111 1111 It (ii1iii1111111ijiiij i 1111111111 I' II I (II[ III•l 4 5 I 6 7 8 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the original document. ce zz iz 03 61 el it 91 SI 471 el zIII • R Ol 6 8 nl l!II11I11111111iIIITIil111111 111111IIIJIIIIIi1IIIIIIIIIIIIIIIII111111111111 IIIIIIIII II' 111111 111111111111111111111111111111 1111 11111 1111111 11111111111111111111111111111111 'u v. �' ....� lit� -y , c,..• !, c 33.fcj.. r ,�;, �[ . }k.*�"` J'rf .J`�t "7 .p s�''3 :,� .L "rr .. r'1.., Z ✓rid ;Y!'J ';.: '•c�: +f,E.- aS . } }+.� � ?i5:, �' �r�;; t S a2��,�..._�..• :%�.�Lr9.'x .:--. J:.,.�x '�i's5� ._y;. ` '�;�>1'�:`•' �,... r � #'.�' -l!` ti� ; ?r.���..;�,.".:�r?.�`'�d':.: /LILY IIiI,III,I'lIIIIIIIIIIl,I 1I IIIIIIIi 10 11 INGER o 12 0 j} """ 111111111111111111_ l l l l� i l l 1111111111 111111 I I I I 11 111111 11 I I I I I I I I 1 .0. 4 4x TOP It w/_314" A.B. at 4'.-.1:Poc (TW.)— 4< PER PLAN > 5/16" (PER KAM_ MC12 1c 35 x 1'-6" 4-3/4" 0 WHS x 0-4" at 9"oc EA. WAY / 2 #5 x 4'-O" EA. WAY NOTE ATTACH VERTS. T. & B. (H. LOOSE) r—TYP. at PERIMETER ''NO) 2 ROWS 10d at 4"ot, STAGGER r—CONT. LEDGER PER 1 SECT. F•2.3 HATCH BM. AS REQ'D - NOTE: NOTCH GLB at LEDGER BOT. & 1/4. 1 SIDES PLYWOOD PER PLAN .a GLB PER PLAN 3/4135 BOLTS w! TOP V2 1/4" SIDE R. '8 // 2 BOLT IN VERT. LOTTED z HOLE 6 x 3/8 x 1'-0" ct,L__ 1/4" FIELD FILLET NELD SIDES & BOT. 2y2„ P.C. PANEL CLR. — 3/4" BRG. 1f. 7" 7 • ...-1/2" FE 4/4'01,41-15 NOTE: WHERE iI HGR. OCCURS LI at PNL. Jr. DETAIL THUS CENTER JOINT OVER COL. WHERE APPLIES PLYWOOD PER PLAN GLB PER PLAN vy/mc /2. )‘ e. vos-r 4 2 viAY 'ATTACH VRT.,S, ',./4" FE EA. SIDE w/ 2 - /416 BOLTS 3/4" BRG. SECTION A 2. 2 ROWS 10d G 4"ojc EA. ROW, STAGGERED 4 x) BLXG.w/ 2-5/8" R5 BOLT E at A. PIECE 3/4" = V-0" TJI TRUSS W kieff- \\ SIMPSON MTT 28 B at 8'-0"ac w/ , 10d at ALT. HOLES [12 TOTAL] & 3/4" PARABOLT EMBED 4" [INSPECTED] — 5 x 31/2 x 3/8 w/ 3/4" 91 at 21:-0"oc PARABOLTS (EMBED 4") SPLICE ANGLE at PNL. JOINT THUS SECTION ie. 3/8" x 4 x 0'-10" 1/4 13 3/4" = 4 x 4 NAILER w/ 5/8" P5 BOLTS at 4'-0"oc P.C. PANEL TJI TRUSS PER PLAN W/ HGR. PER SECT. Q't' U 1/4 V T.S. COL PER FDN. PLAN SECTION B 2.3 3/4" = 1'-0" SIMPSON LTT19 at 4*-0"o/c w/ 3/4" 0 PARABOLT (EMBED 4") SECTION' 3 x3 x 1/• w/ 3/4" PARABOLTS at 32"oc (EMBED 4") SPLICE at PANEL JOINTS PER SECT. E213 ','//F 443 — 2.3 3 = on TV TRUSS PER PLAN SUPPORTED BEAM 1/" 5/8" BRG. P (DAP INTO GLB) GLB PR PLAN 11 711 11 / t V I IL 0, 6 SUPPORTING HAM f\i 4. 1/4" P Eli. SIDE TJ TRUSS PER PLAN TIGHT FIT 3/4" BRG. E. (DAP INTO GLB - MERE BEAMS ARE EQUAL DEPTH) P. C, SPANDREL SECTION E C TION GLB PER PLAN 1/4" x 3" E EA. SIDE v'/2- 3/4" BOLTS -2.3 3 '4",=V-0" LEDGER PER SECTION E- 2.3 SEE PLAN ADD 3 x 6 x 3/8 SPLICE J. at PNL. JOINT BEND AS REQ'D < PER PLAN Sx 4.x 1 2"x o'-',w/ 2 jJ6V x 2'-6" at 3Y2.4' GA. &2 #6!:)LHORIZ at 3eGA. DETAIL ..c,„ 4 #6 VERT. W/ #3 TIES at 6"oc. DETAIL I I teG 3/8" ELASTOMERIC RANDOM FIBER BRG. PAD --- 1/2" BRG. 4 #5 x 2'-6"vEfkr &10'e.,A, &AWAY 4.. ......6 0 '-- 69" VFY. PER ARCH. e-41 7 PLYWOOD PER PLAN < PER PLAN 1/4" SIDE 1E, EA. SIDE w/ 4 -76gU"EijOLTS EXIST. GLB PER PLAN CLR. L/4-5:1 SECTION G .3 CONC. COL. PER PLAN 7.Y1=t6; CONN,) 3/4" = 11-0" -;• • Z"' • 11111111111111 1111,111111111111111111111111 0 16 THS INCH 2 ()) oe 63 84 LE 9Z GZ CE EZ. LE OZ 6t 1111111111 1.111111;1 1110!1.1! lirli1111! 1111111111111j1jrilj1111 , illf11111111111111111 11111 lilt 11111 11111111 IIIIIIIII I III 11 3 4 5 6 7 NOTE: if the microfilmed document is less clear notice, it ts due to the quality of the foriginal 1 1111111 III 8 than this document. • 9 S L Z1 • 11111 11111111 1111111111111111111 111111111111111 9 if 10 11 suamoEmuf, 12 SIMPSON ST2215 at EA. TRUSS ra el 1 ml g' (1,4 Z cn cc BIN1.1 . NA E• < •. I1. 1 ■■■■ . • 5 SIMPSON 1-1',N:430 HG125.e13LOG.'S'i Hvi 1426. HG RS, e BLDG. C SECTION EXIST. BLDG. "C" 2 ROWS 10d at 4"oc GLB. & TRUSSES PER ROOF PLAN 2.3 3/4" = V-0" NEW ADDMON NEW TJ1 TRUSS PER PLAN NEW PLYWOOD PER PLAN k4" It EA. SIDE w/ 2 - /4"0 BOLTS 3/4" BRG. SECTION LS. COL PER FEN. PLAN NEW 'LS PER PLAN (NOTCH FOR, C-Ti • ext5T. GLa) H 3/4"= v— 0" CITY OF TUKWILA' APPROVED APil 71990 -,t,"!;=:-';')=.;.4e"..2,M14440,1*Whibm,*tA-yrAwAtabossoory.,94,40•iy„.14is"*,600.4*,,blv,,,Mek-,..crst.e.040,40*M:UNkroNt 1 1 1 1 1 1 1 1 1 u 1 lItII 1 tiitii i Ifili! !! 1614 101,1111! 1,1111411,111j, ,17 1111111111111111111 1!! I 7f,51 fl> T ¥P1 CU/.IN. if=,AC,, IINICv u .ter, v. 11�E c'R..aa-r TYP. A/.v NEW Sp,C, I C4 4X /5T/ /VG ,C,4D6E/e TO /VAIN/ Lk: DC• 2 # TRIM (IE:R.) ? Ye' „ /0 itt (5e' @ ,Cu 0c.mlm, verCT. 4- a, /CF++ 6N HOOK &VD3 (ALT. /looKS)_ AE /NF PEA VA R - C- /SCI &T. PANEL. Re L /6E EX /57 634IC•<o 1/EIe7: 0 0 RE /N fkci '- PER 0 INF F PER { 1 X /ST PNV C u g �SLA 7 40,WEL 2 =0 "'-c, TYf ' L-J RE/NF PER 24t5 TRIA4( /E.F. fr-34AI1;: 'EL.. kit ,'- Y " [3-15FANDREL F:),, c,....�>�.TE!q RE /"/".1.. A.:1)4_4A.:1)4_4_ . 1-4 /\ L 7---(F: 2 F=1,4.e.� (R u■ O. , He-7r. ) 3c =74% 6" New 5pri4oR L f /VOi2.; Sr="1.. / /V vl TO .6•X /57 -1/VC PEER •E -2.3 -(G 0 ��nN �wt�iN 1.wXi�...•r -.. x--.' Y�Y'4L N- v6M..L:4.'.Ky.'.'M /2 CAPNEI_ -EL- EVATINS SHOW INSIDE FACE, 2, CONTRACTOR TO VERIFY ALL DIMENSIONS IN FIELD PRIOR TO FORMING PANELS. 3. PROVIDE ADDITIONAL HORIZONTAL REINFORCING PER PANEL ELEVATIONS AT OPENINGS WITH HORIZONTAL TRIM. BARS EXTENDING 2' -0" BEYOND EDGE OF OPENINGS. VERTICAL TRIM BARS TO RUN FULL LENGTH. 4. PANEL LIFTING STRESSES ARE TO BE CHECKED BY THE CONTRACTOR WHO SHALL PROVIDE REINFORCING STEEL AS REQUIRED FOR HANDLING AND ERECTION. USE STRONGBACKS AS REQUIRED AT EXCESSIVE PANEL OPENINGS. 5. PROVIDE 3/4" CHAMFER AT ALL EXPOSED CORNERS UNLESS OTHERWISE INDICATED ON ARCHITECTURAL DRAWINGS. 6. PROVIDE 3 COATS ASPHALTIC PAIN1. OR A 3" MINIMUM CONCRETE COVER AT ALL CONNECTIONS EXPOSED TO EARTH OR WEATHER. 7. PROVIDE 3/4" NON--SHRINK GROUT BETWEEN BOTTOM OF PRECAST PANELS AND TOPS OF FOOTINGS. 8. MAXIMUM DEPTH OF REVEAL STRIPS TO BE 1/2 ", SEE ARCHITECTURAL DRAWINGS FOR LOCATION. VERIFY ALL PANEL THICKNESSES WITH ARCHITECTURAL DRAWINGS, 9. PANEL CONNECTIONS FOUND ON SHEET S -7 , 10. PROVIDE 1/2" CLEARANCE BETWEEN PRECAST ELEMENTS UNLESS NOTED OTHERWISE, 11. SHOP. DRILL (1/1:'' DIAMETER).. AIR RELEASE HOLES IN EMBEDMENTS AT 6" o/c AS REQUIRED IN ORDER TO DISPLACE ANY VOIDS IN FORMWORK. 12. REMOVE ALL WELD SLAG AROUND EMBEDMENTS EXPOSED TO WEATHER AND SAND-BLAST. PROMPTLY PAINT WITH 2 COATS OF RUST INHIBITING PRIMER PRIOR TO FINAL PAINTING. 13,. TYPICAL PANEL TO BE'6 "THICK UNLESS NOTED OTHERWISE. PLACE VERTICAL REINFORCING AT CENTERLINE OF PANEL LJNLtSS NOTED OTHERWISE. WHERE REINFORCING STEEL IS NOTE[) AS E.r. (EACH FACE), PLACE 3/4" CLEAR TO INSIDE FACE ANL 1-1/2" CLEAR TO OUTSIDE PACE. 7 i 634P(..o VERT. L AL.. 1 e.-t(!i 2 #7@..- ;,. 7.-774C/`'S N EA.AR H -, DWJJG 5) f-I+GLDKS (SEE II /3' -R" vim, Y. -.5 # 5 ve 8,'°c. O41_.D /NS ID FACE eL. FOR REVEAL. 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G -2./ TR tG,KEAI to E W/tERG 1'HF: FOLLGWING NOTE:`✓, APPLY UNI { S`1 NOTC() ()3111:il1Yi'-1_ (` )ILL 'UNIFORM 11U.T10tN(.3 00D- 1988 Fr)fTl!)N - A:i1-M ^/ /n/TH,}'.1)I'T:(')r1 /7 WTNU d•FLOO? r; `( PS:-: riC ( ?O( F iF (SNOW) fO MPH, ti:XPOUU: : :f IE ;Ms Z(.1NF V : 110 W / {tW . C(. ;3X 1 . X 2.15 W/6 ` 0-1376w ROOF 1:3 PSF 11.008 45 (';:E rOUNDA I.I.ON (! ACCORDANCE WITH SOILS REPORT #£fb <.GCa 1i CASCADE ,f )t _ ClNT(At DATED, 7 i 1 ,i . ) 4 DIAMETER AU(i Rc r 1 PILLS k r , r, r r r = (WITH 1/3 INCREASE FOR WIND OR SEISMIC LOAD). 511 r =OIE..;, REPORT. PILE CAPACITIES DC) NOT 1NCt.UI)fr ['MC! OF DOWNDRAG DOE 10 F r't_f.. SO11 ' 1':NGT_Nt_t Fx SHAt.1 MAKE F 4,At.. UF..Ct)Mt4[ NDAT 1 ONi3 ON E'MF3E_t•)t1 P. r AFTER REVIEWING F' I L t _ SUEsM1 F t' T 1. T N('a RECORDS in r -N 1 NLEF: NOR1HWE S1 AND BUIIDIN(I JLPAFTMi:NT, PRI tAR[ SITE PFR SONS ENGINEER'S RECOMMENDATIONS. (,:(,)N . ('t?L I I_ F1.. ' I000 T)5. i FOR Sf AB, PILE CAPS, Gi AC)L (SEAMS ANTI: ALL ol'-prR::' . 3000 PS) FOR P1 t_F (E! SACKS/CU. Yfl.) I !.(rID SUMP WITH WATER/CEMENT RA! I(:, 0.45 ADMIXTURE A. 0/. P017. XF3 /CWT . MIN. LINT- PRESSURE AS REQUIRED I;Y SOIL[:; ENGINEER. ULTIMATE STRfNGTH DESIGN METHOD USED. MIXING AND PLACING OF ALL CONCRETE AND `:;F i L+,'1 I()N 01 MATERIALS 5HAL1 BE IN AC':(:OP[)ANCR WITH Tlif. Lila( AND AC .I s :()()F: 318. 1 ='h()r'(/R f I()NTNG Of AGGREGATE rr, CT=1'4E=N r SHALL PP SUCH AS TO 1 )DIiCr: A DENSE NS . Wi')iyKAU1 1': MI.. 4" MAXIMUM SLUMP WHICH CAN BE PLACED WITHOUT SEGREGATION OR ( :XCEBS FT?E:F ' UFi A(:.L WATER. f'OR ADMIXTURES, SEE 5:P (;TF rCAT.T()N1'';, 3/4" CHAMFER Ali T Xi >()r,i-D f :1)(' t: < , t!Nt r:`; ; IN[) ) GAi L'I) OTHERWISE ON ARC!'1 I TECTURA!. I)FtAW 1 N(; r . WA-rLl. CORING .``.t-IA1 1. 13F" (T(,[1). ATf( 1.11fRATN ALL CONCRETE EXPOSED TO WEAIItFR 1rWN 3?, i'i fiX, ''Tr BY VOLUME (I :xTF! ?' -!(R S,l AE3`;, SIDEWALKS, ETC.). j) t y t A il S r c' j , . : THE ( , AND 's f t t . PRECAST f'AN(f {. T F r 1 Lei(, .;1 )2E ,�t�r ,., ARE , (• E31. (.JIE Ct,(. t) BY t.t)! ff At .. N t':f:TNT (=ir1(;7 NG STEEL, AS REQUIRED EB•' THE CONTRACTOR'S MF H()0 Of HANDLING AND ERECTION )N CIE PRECAST T PANFI.x. , SHALL BE PROVIDED BY 1111 COMPACTOR. Hsi ';-i-RcN(:: BAr :K S AS REQUIRED AI EXCESSIVE PAN!_.; OPENINGS. C()N l 1 Nt1()t.'•;i GROW Erf TWt i. N PANT-l'3 NN[) F()()T I F.1G :q1.411. Br A NON-SHRINK TYPE C;R +:,! ! r . AIL CONCRETE REINFORCING STEEL :)HAl.i (3F f)f'EORMF"E) PER AST14 f11' _ 1 ., GRADE (•U ( t` y;: 6() , ()0() p; i) .1 AP CONTINUOUS RF 1 NE'Oi C [ N(1 BARS :30 BAR DIAMETERS, l' 1 MINIMUM UNi ENN NOTED (`)l ti' :nW 1 Sf: . (:(/ iF1 BARS (1' - 7 ' BEND) W i 1 l . r1F PRO\' T 1'.1 D t!! At ! HOR T. ()NT Al RE:I NF' RC) MFNI . DF- Tr4,1 ! .>1C-'F1. 1N AC;(":()r:i:)AW WITH 'A(-:1 MANUAL Of STANDARD PRACTICE OF DETAILING REINFORCED (;1 1) C.()N( F' T r '; I PU(;11J1-2F;-:" . !ASPIC (WWII CO CONFORM WITH AS,TM ^,1135. REINFORCING E•t(:)()1''S; r(:) `:,T ANr) /iRD AC I i JC)OK S . COVEN TO MAIN 11 I N(-()i <(;F:MT:N"T TO BE: B' ) [l OM :)E f.O()1.1 :N(-::; INCLiF: roRMr l'' S:t) f .AC'f:5'i.. WFA TH1: R & EARTH EAri 1 1/2 1 t3CHE S r. r iNTL I?TO1 FACE 2/4 INC,HER r11_I Of !) WIRE C ;OME1 Y xr1!J :` J, NI.QKQ.T:tl!, `,.T f i l.._WI 1 t) CSC::; ALL WELDED DED REINFORCING rf t TO BE ASIr Af f> , NRA)L 50 (f y=- tit', , U(t() T!A t) AND WELDED PEN "ANSI/AWS 01.4-19 SiEPIJCTEJI'lAt WE.1E)1.N(; Gt:'t)i: RJ 1N1'ORC:TRT(; STIfL. ' PIECES TO BF WEEDED SHALL F;E PREHEATED IN SUCH A M,ANNE:F? THAI 't'Hf (,!tO';S Sl :C'1 JON OF THE BAR OP PIECE SHALL OF AT OR ABOVE 500 DEGREES FAHRENHEIT. Al I1-P Wi-I E)TN(; T> (,('MPI i:l'1 t), BARS SHA(.1 BE Al.i_OWED TO AIR (;O()I TO AMdi{N1 11 MPERATURF . QUENCHING IS PROHIBITED. ALL WL:LDTNG SHALL_ BE F3Y medoo pm %'1F:'..()('m E!`-;( ONLY HYDROGEN v..., !79O F f"(: "TRCDE `AWS 1iESTGNA1 1�.')N A5.1 &)I, A.°'i .!�; ; . Ti" Wf 1.1) D l..()W fi) .) l�Jt..le •.. 1 �.• •N`) Y r1r=lNl= ()1�i( :[NCa IS f( ") f1 F.: f3F'_Nl , BENDS •..,F,A! 1. C.C1NF"()hP4 W. (F1 ACT STANDARD !3(-:Nf? , RENDS=, >l1()t11•t) BE WITHIN :3." OE WELL). PROVIDE SPE(:'IAt INSPECTION PER Oki.; :1011(4)4. 1,01.:.31.[ AL ..`i r.LJ:;L__AN.a_O Mf L ANFAIU >___ f_LE .. AL I WORK IN ACCORDANCE WEIH "At SC SPECIFICATION TOR THE DESIGN, FA!'3P :IC A:r ION AND ERECTION )N (') STRUCTURAL S1LF;t. FOR BUILDINGS", AND rHf "C:()fl[ OF STANDARD PRACTICE-. `;TF2UCTURA1 STEP :1. SHAi_t,. CONFORM TO .114E F()I [.OWTN(] STANDARDS: 5 .: A: TM A 1 O t (F y= ;f , :lC i ;1 ) (FY =46 , 000 PSI) (`y-• Sr, )OC PSI) STF .K TURAL STtER ASTM A 36 TUBE C)E l�N: ASTA A-600, GRAM 3 WE! DREAD STUD MACHINE BOLTS `�"� A: 1 M A -3()'! LJS ]'YPE N t "a)NNt Ci "It j� f \ear co (v) REQ't BEARING WITH THREADS IN(- l)ED GiA,L.. R 14j$F3 CY,IS, TN SHEAR PLANES. •�-.. .. - .. f' R('�`T °•H,'F-51- M2�Ctt�E'i" nMFNT FtET t�TlI7j BCL l s PER lkG TABLE Z(G FOR c :N,?i :"( E . 410,5.F. APPROVED EXPANSION ANCHORS MAY BE USED 'INSTEAD OF ANCHOR E3OI TS IN CONCRETE-. CONFORM WITH IC60 APPROVAL FOR EXPANSION ANCHORS USED. STRUCTURAL ENGINEER MUST APPROVE Al _L SUCH Si_JBST:[TU•TTONS. Al _L.. WELDING TO CONFORM WITH AWS D1.1 "CODE FOR WELDING IN BUILDING CONSTRUCTION-. WELDS N01 SPECIFIED SHALL. BE 1/4" CONTINUOUS 1 11 1 VI MINIMUM. ALL WELDS [3Y 010400 tE-LE)ERS. USE FRESH 70XX ELECTRODES FOR MANUAL SHIELDED METAL-ARC WELDING OR EQUAL ELECTRODES FOR OUHFR WFi. DING PROCESSES. ALL. STEEL MEMBERS SHALL. BE GIVEN ONE SHOP COAT OF APPROVE D PAINT. AL_t_ HIGH STRENGTH BOLT:! S'+HALL. BE TIGHTENED TO 70% OF TIIF SPECIFIED MTN. 1 NSTI.r STRENGTH. E3.)t.T HOLES SHAI...I. E4L BOLT DIAMETER PLUS; 1/16 ". ALL BURRS, DIRT AND OTHER FOREIGN IGN MA TE:RIAL WHICH WOULD PREVENT SOLXD SEATING OF THE BOLT SNAIL BE 1:t::t ()VFD. SlHL':N ASSEMBLED, ALL. JOINT SURFACES INCLUDl:NG THOSE: ADJACENT 10 THE 601 ..1 HEADS, NUFS OR WASHERS SHALL BE F=REE OF SCALE EXCEPT TIGHT MIt.t_ SCALE. f:iOE_ "f DIMENSIONS SHALL CONFORM TO THE CURRENT REQUIREMENTS S OF THE i,ME Fi1s:.At1 NATIONAL STANDARDS INSTITUTE FOR HEAVY HEX STRUCTURAL TURAL_ BOLTS , ANSI STANDARD B1 E3. 2 . 1 . BOLT I .ENGTH SHALL BE SUCH THAT 7HE POINT OF THE BOLT WI IL BE I 1 11::>rT WITH OR OUTSIDE OF THE FACE OF THE NUT WHEN COMPLETELY 1 ?1 STAL L r-f) r NO f' DIMENSIONS SHALL_ CONFORM TO THE CURRE=NT REQUIREMENT Of THE NATIONAL_ STANDARDS INSTITUTE 1' OR HEAVY HEX NUTS, ANSI STANDARD B18.2.2. A325 BOLTS TIGHTENED BY THE CALIBRATED WRENCH METHOD SHALL.. HAVE A HARDENED WASHER UNDER 1HF_ ELEMENT (NUT OR BOLT HEAD) 1'tJRNED TN TIGHTENING. PARAI3OL.TS ( TYPE PB, GRADE 5, GOLD (oI i")R ) ARC TO BF USED WHERE "PARALIC:rl_Tr," Ai* CALLED OUT ON DRAWINGS. Wf:(.DHEAt1 SI1!DS WITS) ARE TO BE MACHINE WELDED W1'Fh PRC'M,.R /".it.F7,70Aa oF' NiC�H QTR 'v rM gc�� rS rti'EQtJ�/`ZE� °�./� /968 cJS ' i rG7n) 3aca (a.) 1•k) DI DESIGNED AND FABRICATED IN ACCORDANCE W T TH "STANDARD SPECIFICATION F()1' "PEN WEE STEEL EF:I_ JO :ISTSY" AND "RECOMMENDED CO( .)f: OF STANDARD PRAC t 1(::f.= ()II STEN . .!t.) l;,lr', AND J0131 GIRDIns ", STI:F'1.. JOIST INSTITUTE AND ALSO, VFETIFY to I. t4E..(:HANIC:AI.. ANi) 1 1_Fti.T'F2ICAl LOADS. PROVIDE BRIDGING AN[) CAMBER A`.; F'::(r'),I :RED F, >T'itldF:fARO SPEC 1 OR C)PEN WFB STEIN, JOISTS". SUBMIT • SHOP DRAWSNt,' :> AN!) :..'(,; _ IAMPIN ANN SINNED s" BY CN[ STRUCTURAL ENGINEER I_ TC..f"NSif:[) IN TF(s", ,'.;1111 r IN WH1NN I'') . t)'0),)r"l'1 TO -f('i tfl: BURL r .[N-':J UDC JO'IS'T CA1CS. 1 AYO.);' AND PE..ANF:I-li i••lT PL ANN. `Nr) :i:'A (:. AL_I.. BRIDGING, BLOCKING AND BRACING. SHOW A1.1 fl £:AR f N(:; r'.(yNI 1 1 , r;N,', IN(11JOINo ;t[)r)I1 T()NAI. BEARING CI. tF'S TO TN URE API (•)UA 1 L BLARING AREA AND WHA i f v --!? 1:;I 12 DINNED t' (.:I_'>5ARY BY THE •_lC)I'i1 ENGINEER. SHOP DRAWINGS 1-() RE PH /R APIN 11P;1'I' t)JRF:t:i SUPERVISION OF THE i.NC.JJNFF' :R. FABRICATION IS NOT TO E.1_C;IN UNI i1, 1!•C-: NNAiV l L(= ;`; Af ?F APi=ROVCD BY 1'N,X:41r'fl' NORIHWET,1 . JOISTS ARI:" 1'0 BT E)1:;;] :.;N}:;? f t4'? ;•ir ?;Lit.N; (;()1 1!Ni T;: PLR M{=(;HANICAI. DRAWINGS. 2_N 7 :3 x 3x/4- 0/ -8 // 2. 4gb ' -. (✓v •' co.,• 6,A, L 'NN1 -r .VIEL •f. Fa.. Cr -nr/P---E- rr.,•p,n, ':.T1 F1 FORM DFC'F, SHAI.-t BF VCr?COP OR APPROVED l':Qt1AE.. CONFORMING WIN A`;lt-' A 446, ! /:DF A, 1 y==8O,()00 ):;i WITH G60,Gt*LVANI'ING Pr :r< AS?•rM W:26. USE 2 GA. TYP(.:. F3 1•(.`1 +M1.(.;f. .I .(). 1 7•'5 )!? , S: 0., 1',38 in`'. (.:r- )NNf_CT TO SUPPORTS WITH 4 PUDDLE WF' E_I_i' 14 GA. WELD WA :;Fil t' PER "`iN•, :`: T ACROS'R 1. /'(11 €'U "'t'(7p r At'' 18' r > %t: AT SUPPORTS PAPAI.L[1 Ti) SPAN., RADE LAP CA:TEN WTT)'t BUTTON PUNCH AY 24" 0 /e. 1'i TYPICAL i/2" CONCRETE SI At;, PROVIDE 6X6 W1 , 4 X W1,4 WWI PLACED Al CC=N-TF:R1 JNF OF CONCRETE t.kI'TH ()VF.1< f) (:E <.. 1 F:VATC)f? SUPPLIER It-r t') rs12')VT(?f ALL NECESSARY CALCULATIONS AND ELEVATOR DESIGN DWGS1. TO `FELL. (.TTY • OF rl_1F:w1t A f"()ft THFIR APPROVAL.. -THE l 1'iG5 . ARE TO ENCI.U1 E: THE MA(`HIN ' SEAM, BUFFER AND RATI REACTIONS TO THE STRUCTURE. THE DRAWING,'=. AND GALCS,; ARE, n BE } ?[ /1f:'Wt°s? • BY F N(;IN1=FRS NORTHWEST 1-O VERIFY :'EIA' T1i1: STRUCTURE TUhl (;AN WIRENSITAND THE IMPOSED !-CADS OR OR TO THF ' (1F3M.I r1At. TO •111E_ • CITY. LOAt:Y. THAT 1W(_ :L>JI;E:. 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F , t 2 LUMBER NOT NOTED TO GE 0 F 0? to LUMBER SHA1 1 CONFORM TO "WWE'A (RAf)ING RULES F(4? l� I S IN' RN I..OMf?t f2- •I \ t 1: S 1 1_L (WILTON- AND EACH PIECE `;1,Al..t. RI AF? A VALID GRADE S; 1'At41' T `'.' T IS N()1 IC LE E<1 M()Vl`1 f'l'Uh1 11'Ir: STRUCTURAL M!'Mi3E:t . F3(JI 1 HEADS AND NU TO E1LAh I N(:'• AGAINST woon SI1A1 i NI PROV 1 rc1 w[-i!i tYTANI)AETT) CiJ1 WA';111 it:3. ALL WOOD IN ('()NTA(;T 'r1 [T!! C'(-) ^iC R":1l- ,,l:t MASONRY HALT BE i'fZf •t7S uRi 1 f" ?F:A I E:f) . ALL rJ A I t i:; IN TIN COMMON NA I 1 f, • Rs,lI 1. c;,cl INDICATED OTHI'F ?WTS;L . NO SUBSTITUTION ',.)f OILIT7R SPECIES FOR D0U(:L A ; RIR Al OWJ-F;. P Y WQ /f • C,Dx (: PLY) N 1(i()(' (UGC: JUENIIFICATIGN 1Nl;r-.X i2/16)_ f4!N1tMiOM !JAif.tf(], t)z11 E;SC, TNf)1i;A1r:r) OTHE tWist: ON Hi)OI FLAN, IS 10d (() (r" ;+ /.: Al 1. PI YWOui. ' i'Ut.'LN AM! 12" YJN e• 1 IN(F;? M=-f A U .:;l1 00T, C(NfRA(Tc» T) NO ;!fY : :INFER F(f NAT1111G ril..V 1 W PR1()F 1() R0Y'FTNG, (.it 1 LA >1,LNA_I.f7.)_..YiQQ0...taF Mai U Gi (1- I ANTN "sFr D WOC-1', BEAMS, C::t)AS'1 fit (1O0 DOLL ,i A S ITN CONFORMING W1. tFI Ah`]1 /:'11'1,. - -AMERICAN Ni f 1()NAl. f•T;tNOARN TOP WOOD r i ?()1)Uw 1- =, I I (.1'IJhAt. GE OFF) E; 1 AM1NAT1'T) T TMF3F "R" AND ALT( 1 1 7' F,'} DESIGN IGt,J AND MANUFACTURING. OOR Cr0M0[NAI 1i::ty ;NTE-V4 (L)1 /f)l ) fbA2400 PHI f()fp' S;TME)F : SPAN BEANO AND COMBINATION X41 -V8 (t'( : /()r. ) ' , . 0 F'S:T T"()I; (;ANT 1 J-r"VF Flt-.1) ( ?r.At`iii `1 TOM I AM T(.; (3f. F P1 L ()f ON'.',()U1'1L; t <t'i(;l •` , t �I 0 ! ARGI R 1 H At4 1/2- DIAMUER. MAIL.; MOST BE ODTA:f r•1L:f) FROM AN APPROVED - -y• -. AIL ('?1 1 -. AM 11T�:A1`1``> :=.11At. 1 .. f=1 i SNUG AND -1 T('1 $ f ;.r IIF I N '.;t':r�r`)I NT 1 t�1;S AND F >rl(t.1t,A1C)F�r r 1. ,,s.t I t 1! t ('t' P11i..1 ili:AFtIP'4(i AS; IN()LC:r`.11'f). PROVIDE AT I(: STAMP ON EACH 1; 4F:MF?I F� AND `.;U11.(1`r , C !E_1 ,,1 AIIC C1 EZ-f 1 F 1CA1T . ADi1E ;T VF: 10 DI -WET USE". INDUSTRIAL APPEARANCE ORA!)l . STANDARDS r')1 li:F ;I) 'MUSSES ';'! BE. -1f�t.;t - ,! Jrs�1 ANN S,HA11 rONi()h"•t TO THE 1 INIMl.1M , trig,, :�f<„ . r aL 1 REPORT NO NCR-148. -A'?1(tTMs ;HA SUBMIT RHEA) ORA'rIIN;_a`, AND £ .:A1 (0i.Ai i(;N`: ;'i1'Ai'tPFi:i, :• T(iNi t) AND DATED BY AN ENGINEER t ICI N':1 :() IN TAW STATE WHIRI. 'i }if:, i-'t:''.JI"%:r IS BEING BOUT T T(; TNT :i1H()CTt)1?A1 ENGINEER PU ')Fi TO FABRICATION. .H,)I' 1sfl/WIr'J(s:=, SHALL INCLUDE TRUS S LAYOUT PLANS. CALCULATIONS SHA11 INCLUDE 11" _>s FNO :F/?IN(.. Iu(l tfr_ h ,1,r at i t A , r 'MOOS c DESIGN ( N A L PROVIDE 1 F , ),TT ! Nn _ 1 t ,cf s WHERE NECESSARY. PLYWOOD 'iA11 Itl(3 1N-r(1 MUSS CHORD SNAIL NOT BE (;;1.()...1h 1`1IAh' fi•' IN ANY F1'._ r ,• A A . ROW (�F= iJA? t.. -,. SEPARATE }f()ydS� 1;Y :1 1/?". �i r3 1., _ BRIDGING � t F- ix f t)lli 2 =) P.'.1' F'Allf2:E(.:A r( F ?' S; ';r-�F:(':11=T(;:1T'lt)N:�. IFit TRON5: 1:N(i.INFER (.)F( HIS AGENT T:; TO J.F".).aFtT PEN VISIT THE SIT T( VF F TI i THAT 'TRUSSES HAVE B P FABRICATED AND INSTALLED 1N AC(CfDANCF WITH IIr T RUSS TUGI tbEH' i DESIGN. VERIFY Al .;) INA! S 2) Nr 1 [ R;, ELECTRICAL, TRICAl , Pf..l_LiMIBBING AND P•11:(:FHANf 4;Ai. UNITS HAW' BEEN 1 1 fi:i::l D Ai;+"T(''fl()ING TO DESIGN , 1eAM. (kf THE f J' ENGINEER SHAt I SUBMIT ^ LETTER T(? T 1( ARCHITECT, STRUCTURAL E=:N(;TNEER AND MIL DING l)F:r-r. C'INTLEYTNG THAT 1 fit_ ABOVE INSPECTiON OCCURRED AND TII/ki• THE. MIME F?EQN IRF "ME rd , ., WERE M(.-T. it'1•.,F i• 1-):()N:`; ARE TO BL PEA Ut (' '=,,rci i0N 30C AND ARE TO 1 BY AN :1t\r'F ('r r:1)E rJ1 II :STING LAB APPIC)VF1) PH1(;F? TO STARTING CC)N:',T1ilr,:;rlf'3t: 1'Y "11;5 BUILDING CENT. 1N1; 1111=. ENGINEER. l OUNDAT .ION : CONCRETE: REINFORCING: ( :( :)Nc r ANCHORS: ROOT €. `:iILAE? WALLS: WILDING: 1Ns1 >l C :T roolING F X(.:AV'A T ] ONS F+i' O Pf <()V101' C'()MPAs; T TInN N(!TFt) .413(1`11 . TAKE G(T!4(:fI- 1 i' CYLINDER5 AS REQUIRED, y /E'f,' 1 F-' SENMP AND NTRENG T11 . VERIFY `( AT( P1 FN6 ()f7C;tN:a IS PLACED IN ACCORDANCE WITH APPROVED PLANS. CHICK FC)E;' REQUIRED COVER, , ,";1 %F AND Li?A )f. . AI t C I E:I D 1 N':;1'A.!. i.A t + t)hl (;1 (:;()NC r ANCHORS 1' :': TO BC TN ACCOPPANCT WITH ICF30 AND IS TO BF C(* T TNl1()lf' ;1 '/ 1 U,`;f'f:(;'1 r F). C ONTh^(;T(?F? (''; TO HAVE A COI-Ni OF 1CRC' r VAl !lA $ 1.(`N 1'N PORT ON SITE FON C :(iNC. AN "}1UF?:: USED. CA11 BLDG. DUP1. AND ENGINEER FOR N I rNo RE PRIOR TO POOF1NG OR r:OVERING WALLS. T d .1 ft 1 ALL , [ l WE LDING. )1 rt VE RIFY t, fY , i (I l t A,) C WI m:ns. C(1f:rE ?1('3'O0 . HA,f_(. 1-'AY 1'OO RE':Wr:. DING AND T?J:I(:';F'F C1-IOPi 01 Alt WL L J) '; NOT MY . T I ni; i SPECS. INSPECTOR SHALL N(")"1 .T 1} \( N T ft(JCT1JRA t E..1`GIN1'''1:1'( OF WELDS NOT h1,`:T:_T1NG SPECS. ;J1?MIT 2 SETS OF PRINTS OF `HOP DRAWINGS ANi' f SET OE= REPRODUCIBLE. SEPIAS OF SHOP DP/WINGS TO ENGINEER rOFT REVIEW AFTER CONTRACTOR �-- = ( OI iN! i T z RAC TG(� P l i HAS M R ;- -- V°] - (Wi EED T•' ,J& L STAM PED - fi(�( R COMP[ ACL AND PRIOR TO FABRICATION A' : 1-1e fi + LE":.3•T;r t ` . f 7 / J _.-_E r 77_7 r;'led . c-17-1 N\ Te4e ENQ /A1�E R O f?EGOR 4 :157:g7-iniCR RE vf IN rs G PZ re ,a‘4._.4.. J .ter f -vc-t ravV',vc RE Wi /. CONTRACTOR SHALL Vr RlP,` ALL DIMENSIONS 'TN -1.El r) AND SHALL PROVIDE AUf ()1.J 11 SHORING ANi.) BRACING OF ALL STRUCTURAL_ MEMBERS DURING CONSTRUCTION, CONTRACTOR SHALL. NOTIFY ENGINEER OF ALE FIELD CHANGES PRIOR 10 1N S'fAl_i ATION, CONTRACTOR SHALL SUBMIT PLANS SHOWING LOCATION, LOAD AND ANCHORAGE OF ALL. HANGERS SUPPORTING ANY MECHANICAL, , E :1_ECTRICAL, PLUMBING OR SPRINKIE.R T.UADS, IN EXCESS OF 50 POUNDS. ANY ROOF MOUNTED f"QUPME:'N1 SSHAt..1. BF INCLUDED !:N 1'Hc:.s.>!=. PLANS AND SHALE- SHOW LOADS AND 1.O( ATIONR . Tllf:``sE= :`SHALE_ BI SUBMITTED TO 1. fi' IidEER NORTHWEST FOR APPROVAL PRIOR TO INSTALLATION OF ANY OF THIS EQUIPMENT. _ r Sv CITY OF TUKWILA APPROVED APR 7 1990 d IN 0 01 co Iti q u NORTHWEST *v,_ • • L=ei (� • ,i.r t yZ� ENGINEERS - NORTHWEST INC. P.C. CONSULTING ENGINEERS ,. l" a 6869W000LAWN AVE. N.E. - SEATTLE, WASHINGTON 98115 (2061 525 -7560 wialsziwzr BUILD( G DIV(Slr r= +e%wYCw-+✓.'�v :.:T�.c...:. »,M.:- '�+`'�".«e .+:.3rd.,• ' r..+;y� v = �v8";. 1111111111111111111111111111111111111111111 10 11 M DEwKINAHY 12 4 5 i e Z l ww 111111111111111I1IIInIInIInIIIiminnlim 'win ! A . • , •-. 7.• ..:"..• • • s • " A, 1 " • : ' •-. - 4 K CENT -•LfrirN. :keFirEN., smowleiroK. • • Abbrev at A.B. AIM ACT A.D. A.F.F. ALT. ' ALUM. A.M. Arlo Anele F.A. Fite Alarm PART. Partition Plastic Laminate Floater Plate Plywood Paint System Paper Towel Cabinet pressure Treated Paper Towel Dispenser D.T. Quarry Tile R. Riser or Radius Rubber Base Roof Drain Relocate Exleting Recessed Refrigerator REINF. • Reinforce REQ,'D Required REV. Revised R.F. Reellient Floor RM. Room R:O. Rough Opening R.V. Roof Vent S.DISP. soap Dispeneer SECT. Seotiori $H, Shower H.P.M. High treasure Melomine • SHT. Height SIM- MW • Hot Water Sie 1.0, intride 'DiPeliter SLNT eeSut., InstilatIon S.M. M FDN. Centeribes F.D.V. Dlerneter. or Round F.E. Pound or Number, FIN. ExiatIng Anchor Bolt FLASHI1G Above FP. Aeoustical Tile F.S. Area Drain • FURR'G Adjusteble FIJT.„ Abeye Finish Floor G. • Alternate GA. Aluminum GALV. Acoustical Material G,g, „ ApproXiIngt. /c041 Arc Bltu:ninous Building Blook:ng Beam , By Owner Basernent eildiceplash Cabinet Cup Dispenser Cement •Corner Guard Control Joint Center tine Conc. Masonry Unite Cased Opening Column Concrete Conference Portstructieri gontinuous Contractor, CgtrIdIsr Corpat Cerairilc Cold Weter Department Detail • Drinking Fountain Diameter •Dirttension Dowri Door. Down Spout - Dietiweeher Drawing Electric Cabinet* Elevation • Eleetricol 'ellnkltdr gilsotrical Outlet eetriOal Ponelboard cUIPMent Eloa. Water Cooler Expased. ",• Existing Expension • xpanslon Joint, APPROX. A.P. AROH. ' BLDG. 6M, es1.4i. &It". C.D. OEM- 0,G. 0.jt cot.. ao. chiu A. :COL OONC. CONF. doNIT. cot414. 09,N1R. • cpRR. Ot. C.T. fiEPT. tag 6: • D14; . DR. D.W. • pwG. E.C. • . ' • • ,•!•;` • • . • • • ' ••• 9 , EXIST. , IZXI". .e• E)(P.JT. • EY'rrts, Floor Drain Foundation . fliv" Dept. • Volvo Fire Extinguisher Finish floor Flashing ireproofing FUll Si ze ' Furring FutUre Gee • Gauge GalVattized Grob Bar. . Gtether4z1 Contr. gloss Grade Gypeurn 'Board Hoes Bib Header Hardware ‘141D14). Hard Wood H.M. Hollow Metal HOR1Z. Horizontal PLS. PL PLANT. F.S. P.T.C. P.T. P.T. DISP. R.B. R.D. R.E. REC. REM- 2 DJT f t Sheathing sneet Similar Sealer Sealent Surface Mounted $P. Standpipe Specificatione Service Sink Stainless Steel Standard Steel Storage St.ructural Suspended Switch Special Wall Finish Srnmetrical T. Th tern °stet TEL Telephone 1tMP GLTnered Glass T*0 Tongue and Groove THRES. Threshold T.P.11. Toilet Pepsi* Holder TR. Tread VP. Typical U.N.O. Unless Otherwise Noted Vinyl Bace VF.RT. Vertical • vEtr. Vestibule V.F. Vinyl Fabric • With, W.C. Water Closet WD. Wood • WDW. Window • W/O Without WI*• Waterproof W.R. Water Resistant WS. Wedtherskrlp, WSOT Wainscot ,Weight JAH. Janitor ' SPEC. T JT. S.ST. K.O. STD. I-AV. STI... LAB.. STOR. 1:TG. STRaCT. Joist- Joint Knock Out Lavatory. Laboratory Light/Lighting vfe L.otiver SU . LT.WT. Light Weight $W. MAIL Moterlai S.W.F. MAX. Meximum SYM. Mechanicel Mernbroese ,Metal Mctesvfmu,r Mintrnelr." Mirror Miticellaneetee Meirceiry Opening MoUnted, MECH. MET. tem MIN. , 16110. MISC. M.O.. WIT): MULL. Medico 14:14. Not 4n Controet • No. Number :Nom/ Nominal N. T.S. Not To , Scale D.C. On Center O.D. Quiticle Djameter 0.F,D.I. kviner Furnished Centros:te• Installed Office Overhead, CIPonIn$1 0000810 • • °NH°. thong erior �pv. O.H. OPNG. OPP. SLIILI:)INQ SECTION WALL SECTION • • • .DET:1‘ DOT AIL SECTION ,■• 1 ,eI-IBET NO. DETAIL NO. 1 •84WA0, \ / -64r No. ELOVATIal go. swot' N0 VTIQN WE .S.9Atsil,...de of Drawh... General Notes 216161-- OkRADINA 4 STORM DRAINAQI PLAN A2 A4 Al AS CV PLAN PR? PLOOR PLAN - DLO& '01 SCOW D PLOOR - KM. FLOOR PLAN - BUM C 141VATIONS - BUD*. RI rilltVATIONS - ISLOrefe. eb 4 0 MIS0121.1..ANSOUS CINTAILS ROOP PLAN - mm*6. is 4 C SECTIONS - 181.04. 61.1 POUNDATION KAN - e st.2 SECOND P1.0e..7* PLAN - ik 9 611 •ROM PLAN - DLO& 9 614 FOUNDATION KAN - DLO*. C • 616 MOOP PLAN - D. C 62.1 POUNDATION SECTIONS 62,2 SECOND 101.00R efscriosas 62.3 ROC* SECTIONS 63.1 PANE - OLD& 632 PAW.* . OLD. C 64.1 CONNSOTIONS / cSiONIIRAI.140Tire ArChlteCtt Edberg/Christiansen Architects 818 First Avenue, Suite 400 Seattle WA 98104-2258 206/682-2857 Structural Engineers Robert Ralchle/Daniel Lake Engineers Northwest, inc. 6369 Woodlawn Ave. N.E., Suite 205 Seattle, WA 98115 (20e) 525-7666 Civil Engineer Tom Barghausen arghausen Consulting Engineers, inc. 18215 72nd Avenue South Kent, WA 98032 (208) 251-6222 fra, Clients Holaday Parks, Inc. Lowman & Hanford Building 618 First Avenue, Suite e00 Seattle, WA 98104 (206) 292-1160 .:1;0791•95;;1011-1..Y.Arr.."7:SATcroAdAt •AralititY•Arlit,VEArrr"Orti Age.: "24,011t.t•,11"-".1,,Aftry-.• • •.• "Te•-•:- r'S:"A:f ••""" "" • "A • • "."•,-, r - ..- • ALL eowilpsactosi SHALL OONPORM 10 THE I ITICN OP THill UNPORM BUILDINde OOPS. 2. ALL WOOD IN CONTACT WITH C.ONCRETE OR MASONRY 614ALL BE,PRE664.111* TREATED WOOD MANY SPECIES OR PONDATION 44PADII CEDAR OM MICWOOD. 414. MARKED SY AN APPMONAD TWIN* AtitO410Y. 3. PROvIDE HORIZONTAL. PIREDLOCKIN% IN 414. PRAM WALLS AT 10P-Cil O. Ahto owls PRAM WALLS PENETRATE CIEILIN116. PIREDLOC4C N ACCORDANCE WITH MC. 611C. 2bIsi (P). 4. ENCLOSED ATTIC SPACES SHALL DE DIvIDIED INTO HORIZONTAI. AREAS NOT XXCIRDIN6 MVO e (SPRINKLE= AREA NOT TO EWAN, WOO EP) WITH THN ci*TT Dimolsiow NOT TO ExCEED 60 WET MO PEET 112 SOINNI44‘10). (INCLOSED SPAM BOTREEN PLOORS AND MUSA *HALL DE DIVIDE NV HORIZONTAL AREAS NOT EXCENDING 1000 641. THESEI AREAS 6HA44 0 DIA= 0Y PARTITIONS IBMINDINOI PROM THE 0111IL-INIE TO ROOP OM &alit D. PROVIDE ISUILDIND ADDRESS LATIUM OVER EACH INTRY wok Lamers TO No.1014 ExlETINO LETTIRINS Al 0UILDINC116 9 AND G AND to es A mimmuti OP 6' N HildfHT. CONPIRM ADDIRES6E6 WITH ARCHITECT PRIOR TO APPLICATION. 6. PROVIDE PLOOR 0 LAWNS NOT OIREATIER THAN lir MOW THRESHOLD ON 11144H SIDE OP A44.. REWIRED MOTS. 1. PROVIDE PORTABLE PERE EXTIN41411614111R6 AT EACH BUILDING AS DIRECTED 0Y PIEDI MARSHALL. O. PROvIVE SNIT SIGNS (WON-ILLUMINATIED UNLESS OTHERWISE NOTED) OYER EMT DOORS N IREAR OP EACH BUILDINO. • vIERIPY ALL DIMIENISIONS AND CONDITION* AND NOTIPY ARCHITECT OP ANY DISCREPANCIES, CONPLICTS, 0I CHWNES TO NNE DRAUJIN6. lo. ONNERAL CONTRACTOR TO vIERIPoit ALI- DIMENSIONS. 11. HvAC, PLUMOIN4E, ELECTRICAL, AND PERE SPRINKLER SYSTEMS TO OS ecONTRAOTOR Deskstwei.mo. EACH BMW SHALL CONPORM WITH ston AND LOCAL COW AND BM 000011DINATRO WITH 01.1A$1, CONTRACTOR FULLY RESPONSIDLE POR INST.41,4ATION, fl*TPLEMENTATION, AND OPERATION OP EACH SYSTEM. PROvIDE1 HEAT AS REIOUIRESD 1120,0T16011 SPRINKLER SYSTEM PRIOR TO IN6TALLATION OP HvAC SYSTC1. CONTRACTO)R SHALL 61,10MIT PLANS AND SPECIPICATIONS POR A14. 006101N/BUILD WORK TO 0111Y CI TUKWILA POPt APPROVAL. ALL DitiGidiN WC SHALL 11)41 DON� AND STAMPED DY A PROPIESSIONAL 1.1MENSED WONDER IN THE SPA? S WASHINWOM 12. MINERAL CeNtRACTOOR IRIESPOWNDLE POOR PERMIT. NCI-WIWI DIESION/EXIILD WORK. CON11.10T: IN CASE OP ANY CONPLICT WHEREIN THE ME401,6 OR $TANDARDS OP INSTALLATION OR THIS MATERIALS SPEWED D0 NOT 0* T40 "Not= Tele RIMUIReilliiNTS OP THIS LAWS OR ORDINANCES, T1.4E L OR MONA/VAS 01.4.‘4. isovSfam waiver 'Hs ARCHITECT OP ALL CONPLICTS. 14. DO NOT ec#i. DRAI.VINOtet TWM CONTRACTOR SHALL A* DIMONSIONS 1141011AN ON 11-111, promote AND ACTUAL MELD MEASUREMENTS NOTPY tHs Amami*? • IP ANY DISOROPANCIOS ANA POLNIA ADDREvIATIONS: Thinoucmout THE PLANS AMU ADDRATIONS WHICH ARE N COIMON USK Va LIST OP ABOREvIATIONS PROvIDED 1$ NOT N1' 'PO DE COMPLETE OR REPIREDIENTATME OP CONDITIONS OR MATERIAL ACTUALLY 46ED ON THE PROJECT. THE ARCHITECT WILL MINE THE MINT OP ANY IN rum:rim 16. EACH CONTRACTOR 6+1411 0 IVESPONVOLI PLR VEIRPICATION mos COORDINATION WITH OTHER CONTRACTORS TO ONOLIMN OOMPLIANOit WITH THE DRAWIN46. PROviDa diAl.vANIC INSIJLATION MUM DleSIMILAR MAL& ALL We Cloopas Si4i-en °minims Mom THIS INSIDE WITHOW min usil OP ANY KEY Of4 ANY SPECIAL. KNOWLED411 OR ORT. 916111,2silmenEns rogrenti._ PARCEL 'A' OP CITY OP TtliCWILA OHM PLAT sio, 00-13-66 46 RECORDED UNDER AUDITORS PILO NO. W06140412, REC4ORD8 OP KIW• COUNTY, WA. LOT I OP orry OP TtileWILA SHORT PLAT NO. 11-36-66 AS RECORDED UNDER AUDITORS PILE NO. 15204280,48,, RECORDS OP 1046 COUNTY, WA. LOT 2 OP CITY OP TUKWILA SHORT PLAT NO. 61-31-66 AS WORD= 1,NDER AUDITORS PILE NO. $2042606413, REWORDS OP KIN* COUNTY, WA. 8411216..,A_ NACU w CO CITY OP TUKWILA BOUNDARY WWI Ar41.11114T NO. 6446-DLA AS REWORDED UNDER AUDITORS P11.11 NO. 64141140863, RECORDS OP KING COLNTY, WA. 1.0.r 2 OA CITY OP %AURA eyelORT PLAT NO. 01-446 AS RECORDED UNDER AUDITOR* PILS NO. Sed4210166, WORDS OS KM* COUNTY, WA. - . .. Emactwouliattits_amstammaimmammmemmamammmamestimmatmammm JtatIODIOTION: 61,111.01N4 COM: ZON SlilleMIC ZONE: OCCUPANCY-, CONSTRUCTION TYPE, sITE AIWA: BUILDING AREA, DUILDINO 'A': WILDING SIV: PHEW PLOOR: SECOND MOOR: DUILDINr3 'C': MOT P1.00f4t, moat dEW TOTAL: COVERACES WOW, PARKIN* PROVIDED: PARKIN* RATIO, HANDICAPPED PARIONG, Ili' OP TUKWILA M-1 3 9-2 v-N, 6PRINKIJIRED 198,100 6P A)/- 16611 SP 1484 SP, 481'-1' PRIVISTIR 16616 GP, 4811-1' PERIMETER 13116 OP, 444' PERItifTER WI au, 44741' FWIRIM1111104 134014 $t 31% $i STANDARD lb TRACTORITRAiLste 4 'f•If" ir PP IN, 0 ; . r`. • „ • ' • • , , • vonavoarmiporr,r0.1.1,' .„; • . i45. • .4.... 15,14014:e„ t'IA° • ..?;•:•;•-•:1 • • • SEPARATE PERMIT AND APPROVAL REQUIRED EcTRICAL MEctitemicisiLi Libitatti i FILE COPY ' •I understand that the Plan Check spOrova44/.4,'‘.., Sul&ject to errors and omissions andepproviiiii a, Nens does not authorize the vialatiOrf Of'Ony'-:, ., . .... adopted code-or ordinance. Receipt of contractor 1"ceOr of approved l'3hIrts ickilewiedged- : , •- CITY OF TUKWILA APPROVED. MA By a . (-)--07-) v a-,-:'.-/ j.. p• Date. .. . c•k:I-42;,..c.: . A 4 .4 1, Z :74'1.e0.* i:J ■■•■■ ■41',4 4 4.:q . .• '... . .--t .4", . , ,k. POrrnit ''140.6 9.1 ';')' BUIL ING DIVISION • 4 , • PLAN RAVIEw FoR COMPLIANC i , . FOLLOW EW tHE ING ORDINANO$ • • ' A • - .':.su3JECi TO INTERPRETA'TIOJYNSP `'c THE GDVERNiNG ADTI-IDOI"?;•EtittlaR; OMISSIONS AND INCONSISTENDIES:i-; DATE IN ilit-r:SY,_,/,,groirie-rEi:eitie_, • MA'-IAN & DeSN vo-.16ic - , '•••.•t:c;•-e• • • • , . . „..... , .... .. ...,.. ..„, .. .,„,.... /......-...,,,.. -.....'...„,•,.. 1 I I II I I I I I I I I I II I I I I I I I I I 1;1;111111 I I I II I 1 I I I I I 11'111111 II il I I I .; -, . 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OL 6 8 Z. 9 S C 1111111111111111111111111611111161111166111111611111611111611ffillillf MI j1111111111111)11111111111111111111111111116R11111111111,111111 11,1,11,11111!1111111111111111.1111111.1111111.111111111111111 .,111111„111111 ,111111111.,IIII111111111 ,I111 I • TITLE H;T1 - - • - • , . • ' ; '''*"1"1"‘142""'' • be tlittists • CeetteNo. Oa* •".4 r HMS • . I S •tn• • u. _; .::' N LL3Ng•OW • 1>.,". =. ts ;�•, . .- r . m - �' v. • S' • • E' ADS DOWNSPOUT TIGHTLINE -- 6 -7•(5% • ZMft2J TYP.) EXIST. 3 LF CONC. PIPE 0 2.0% wr15L- GG --END I.E. * 3.63 UNPLUG EXIST. STUB & CONNECT WI 35 LF 6' . CONC. PIPE 2.0% (MiN.) _C9 4.37 LE. • 10.82 (15' FR SE) I.E. • 10.77 (24' TO NW) EX. 24" CMP EX. 10' C.i.P. WATER MAIN Ex. 24' c- • 1 /j so ..si. t. I '�►!� v • 4 • - 'U- X..Jl�_ , :N • IL g, I ,yT,.- ■ 1j s�.. • q • • 0 t A.• rr r • s SS•- s•j :j r 1 ,•1 $1 S:; H t•- • at ST Dn ..5 ..4.110 .44." 4i, .,• g °S 1: T" �- S `- n.l•r cc, S1 ST ST • S s 144TH VICINITY MAP N.T.S. N = 10.09 n X11- „• . S ,. ST \ 104 LF 8' CMP 0 I.5`Y. 2' HT. ROCKERY REOUTRED II II 11 DOCK HIGH RAMP DOWN CONC. RETAINING WALL - -- II _ __EXIST. 12' . CMI' _ TO BE CUT m PIL_ 11 I 11 49° 43'00" Wi 194.47' CONC. WALL TOP =17.80 BOTTOM =15.30 17.15 GRADING & STORM DRAINAGE PLAN 17.50 Bg STATE HIGHWAY No. 559 yitli�''" r 45°'45 � +�rO 37/' i9 <9 cb2/ s)c3 C S312s 6, ti`•'4*' -' `,p BW O In 18.00 NEW A.C. PAVEMENT e w CONC. _WALL [TOP - 17.60 BOT. = 17.30 17.20 176 LF 8' CMP (I! 1.41% CB #4 TYPE 1 - r. /� LOCA TE -AC`S (DOWN RIM 23 TRASH I.E /.4 :3.23 ENCLOSURE D.S. -36 LF 8' CMP t 1.2% 1 _ -~ --- LQCATE DC'VNSPOUTS PER A CHITECTRAL ROOT PLAN 5' IICMP DOW SPOUT 18.30 'C CB #3 - C - WITH SOLiD LIQ .. 4N""* 6' ADS DOWNSROUT- LOCATE ASS OWN TIGHTLINE I.0%. RIM * 18.24 1 MiN. I.E. • 12.52 SPRINKLER RISER EX STING ��qq DG. 'A' SPRINKL ER . . 19.0 ROOM 0 1- DEDUCT I�tRIGATION METER 20.00 LANDSCAPE AREA - �? 6-8 40 � 4, LE. 15.40 .'P CB #_10 TYPE_ I .R1M -_. 12 LF 8" CMP (B 1, LE. - 15.17 e.0% 6" I� DOYfh(SPQQUT_TIGft[LINE �$ 2 O /o CM)N.) (`YP- -.) 1..0cATE DOWNSPOUTS PER Ar•F HiTV 1U t V PLT7S • 20.54 trn 0 4.7X /21.90 1 112" WATER \METER 8. SERVICE -- DETECTOR CiIECK VALVE PER • Ci'!`Y ST . ( SEE - DETAIL SHT.) 7ELF x 8' DI \ �, IfIMa19.0 LE. * 15.33 INSTALL' 1 - E3' 90' BEND iMJ) CONC. BLOCKING NEW BLDG. 'LB' gm 20.6 6 LF 9" D.1. 4,• \ 1 S'-131. �" I'l2 25' BUILDING SE TRACK LAVE: SERVICE LEGAL DESCRIPTION PARCEL 1: Parcel "A" of City of Tukwila Short Plat No. 80 -13 -SS as recorded under Auditor's File No. 8009030472 records of King C' • unty, WA. PARCEL 2: Lot 1' of City of Tukwila Short Plat No. 81 -39 -SS as rccordcd under Auditor's File No. 8204280545 records of King County, WA. PARCEL 3: I r,l 2 of City of Tukwila Short Plat No. 81 -39 -SS as recorded under Auditor's File No. 820428545 records of King County, WA. PARCEL 4: Parcel "B" of City of Tukwila Boundary Line Adjustment No. 84- 35 -BLA as rccordcd under Auditor's File No. 8501240853 records of King County, WA. PARCEL 5: Lot 2 of City of Tukwila Short Plat No. 87 -4 -SS as rccordcd under Auditor's File No. 8804270766 records of King County, WA. SURVEY DATA BOUNDARY SURVEY INFORMATION OBTAINED FROM JOHN R. EWING & ASSOCIATES TOPOGRAPHIC INFORMATION PROVIDED BY DEVELOPER DA T UM' K.C.A.S. ONSITE BENCHMARK' IRON PIPE 0 SOUTH WEST PROPERTY CORNER EL. a 23.53 OFFSITE BENCHMARK' (DATUM - NGVD) KING COUNTY BM POWER POLE GD 9.17A EL. * 23.39 24.00 LYL_ 23.00 BW 25 N 49° 43 00 W SS 15 DEbICATEQIR <O.W. LINE (EXISTING)= ti 8 FAC REO'D 15' R.O.W. DEF1CATiON LINE • CMP 0 1.0% elEX Y WELDED__ Tcl_'�- • ®2.O%MIN. N -134th Ex:I;313 s EX. FH 'X.. SS M I.E. • 2.92 (82 NW & SE) I.E. • 3.57 (6• NE & SW) EX. 18- 11.73 INS T _AL.L'_.. ✓, I- 10 "x8" TAPPING TEE (FL) 1 -8" GATE VALVE (FLxMJ) LB #9 TYPE I LOCA rE AS SHOWN - RIM a, 17.60 LE, a 13.79 3R.4 .•13.93 I.E. 11.68 (15' FR. S.W.) I.E. • 11.68 (I5' TO N.W.) ADJUST RIM TO NEW PAVEMENT GRADE • (ADJUST AS REQUIRED) 30' RIVF.WAY EX. 10' C.1.P. )4A TER MAIN I.E. • 13.03 160 LF10"D. DRIVEWAY ,.E_- 13.30j� • EX. FH PROVIDE ASPHALT BERM • TO DIRECT STORM RUNOFF TO CATCH BASIN \ CB #8 TYPE i1- 72" WISOL_lD LOCKING LID FLOW RESTRICTOR/OIL POLLUTION CONTROL DEVICE LOCATE AS SHOWN RIM • t9.55% I.E. • 11..79 OVERFLOW • 17.10 1 I I 226' LF 54° • (14 go) . STD. PIPE: 0 0.5% ^.� - EX. 24° CMP E• X. GUARD POSTS rL REMOVE CAP FROM EXIST. i0' 'iTEE- &CONNECT W/ NEW 10" D.I. W/ REO'D. FIT PINGS APPROX, LOCATION OF EXIST. EDGE c SAWCUT E:){IST. PAVEMENT 1.0' (MIN.) BEHIND EXIST. EDGE. MATCH NEW PAVEMENT Wi EXIST. PAVEMENT. TAR SEAL ALL THE EDGES PER APWA STDS. (TYP. 3 DRIVEWAY ENTRANCES) 113LF6' PVC ts 2.0% RAIN. I.E. D 14.78 \ IN r NEW 5S Mil OVER EX. 5" CONC. STUB \ TRIM • 19.0 t (FIELD ADJUST) I.E. • 5.20 (6` S) \ I.E. • 5.30 (6' N!€E) EX. 15 15 6° CONC. 2.0% \ (PLUGGED) TO BE UNPLUGGED \ & CONNECTED TO NEW SS MH \ AS SHOWN 15' R. W. TO BE TED TO CITY OF TUT(WILA ILA -I" DEDUCT IRRIGATION METER (TYP. 2 PLCS.) 1'12' WATER METER & SERVICE (TYP. 2 PLCS.) EX. SS jvilt 1.E. ' 4.56 (8' N.W. $ S.E.) I.E. a 4.97 (6' N.E.) 24 _ INSTALL'_. 2 - DETECTC`W CHECK VALVE PER CITY STDS. (SEE DETAIL, SHT. 2 OF 3) INSTALL'. 7 - 81 90' REND (MJ) 7 - CONCRETE BLOCKING NEW 7 LF 8" D.!. INSTALL' 1 - 8" TEE (MJ) - CONC. BLOCKING 20 LF 8' D.I. INSTAL L' 1 - 8' * 6" TEE (F'L.M.1) I - 6' GATE VALVE (FL *MJ) 10. LF 6' Di. EXTENSION I - FIRE HYDRANT ASSEMBLY PER CITY OF TUKWiLA STDS. CONC. BLOCKING INSTALL' - 1 101- x - Eg TEE-W../41.1- I - 8' GATE VALVE (FL *MJ) 1 - 10' CAP CONC. BLOCKING Ii 24.00 TW 23.00 BW 10' R.O.W. TO BE DEDICATED - TO CITY OF TUKWTCJ, - NOTES: MATCH EX. SJ_ SEC.. OR REPLACE PER CIT Y PAVEMENT PATCH STD. I- WHICH EVER IS MORE STRINGENT CRITERIA . 1.5 x 'D. (MAX. PAY WIDTH) REVISED PER NEW SITE PLAN. REVISED STORM 8 UTILITY PER CL!EN i . REVISED PER CONTRACTOR REVIEW. REVISED GRADING PER NEW SITE PLAN W w 1-- 2 47 a. 0 W Na at 0 ccZ 4 U W 0 tl' z Lo z w >- oar N V w i- `n vO acCi W W C') !25>pf3l> a: 1d � 4 ca if, cc w cn v) q d a u' 4 Q Q Q Q •"S 4 0 z c\1 4 3 m rn ft) N (.6 4 5 -22- E XIS TIN( STREET SECTION BACKFILL 318' MINUS CRUSHED ROCK (SEE SPECS.) WHERE REQUIRED AND 1 OR AS DIRECTED BY CITY 11.• DAI BA -KFII _AND BEDDING PEA GRAVEL (APWA SEC 61 -2.02) WHERE REQUIRED AND 1 OR AS DIRECTED BY CITY 0 2 -15-89 BW AS 11121/88 REC MM 1n 4 m N ..APPRQX. LOC. EX. EDGE OF PVMT. 2 p • 0 z 1 PIPE 0.0.- i0.D. • 24' iMAX. PAY WIDTH) NOTE= ALL BACKFILL SHALL BE COMPACTED TO 95% OPTIMUM DENSITY w >1 TRENCH EACKFiLL iN RIGHT -OF -WAY N. T.S. I ) ALL DOWNSPOUTS 8. FOOTING DRAINS SHALL BE TIGHTLINED TO STORM DRAINAGE SYSTEM. 2) ALL EXISTING UTILITIES SHOWN ON THESE PLANS WERE OBTAINED FROM A FIELD SURVEY AND FROM AVAILABLE PUBLIC RECORDS. CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING ALL UTILITIES WHICH MAY CONFLICT WITH CONSTRUCTION, WHETHER SHOWN ON THESE PLANS OR NOT. 3) OPEN CUT ROAD FOR UTILITY TRENCHES SHALL BE PER DE's AIL, THIS SHEET. CONTRACTOR SHALL RESTORE ANY DRIVEWAY CROSSING TO ITS ORIGINAL CONDITION OR BETTER. 4) SPRINKLER DESIGNER SHALL DETERMINE ACTUAL SIZE OF DOUBLE CHECK VALVE(S) AND NOTIFY ENGINEER IF SIZE AS SHOWN ON THIS PLAN NEEDS TO BE REVISED. 5) CONSTRUCT ROCKERY RETAINING WALL AS REQUIRED AT A MAXIMUM OF 4.0' HIGH. c ry QF ru�wi� /'� t I /V FED 01 199t► MAHAN & JE5>LV3, INC. a LEGEND EXISTING STORM DRAINAGE 22- 1.40% 25 �3 SS -- 20.50 PROPOSED ROCKERY PROPOSED CONTOURS EXISTING CONTOURS PROPOSED GRAVEL ASPHALT PAVING FLOW DIRECTION EXISTING SPOT ELEVATION EXISTING SANITARY SEWER PROPOSED DETENTION PIPE EXISTING WATER PROPOSED SPOT ELEVATION 1S1ON RECEIVED CITY OF TUKW1LA NOV 2 9 1989 PERMIT CENTER ". iiiiiiiiiiiiiiiiiiiiiiiIiiiipillipiwilifill iIIlI!iilIiliiiliii1 Ii .Iiiiii' ' ii iiiiiiI iiiliiiiiliiiii(Iiiii i plitiiiii ililliiiliiiiiIiiiiili 4 5 6 7 8 9 NOTE: If the microfilmed document is leas clear than this notice, it is due to the duality of the original document. 0 16 THS INCH 1 2 3 l y � 11111i11111111,111111111111111111,111111111111 10 11 %%um ofRM HY 12 06 6Z Be LZ 9jZ GZ �iZ EZ ZZ tZ Oz 61 Ell LII 9t GI .'L £L ZI I1 01, 6 8 L 9 S +7 C Z IIIIIII111IIIi! 11111 11I II! III111111 111III111 111111111111111iIIIIIIIIIII!! III! iIIIIIIIIIIIiIII lIn111111!!iii!III111 11111 111!I!II!I!IIIIIIIillillllll 11lll! IIII +IIIIIIIIII!il!i�CiiiiiiIIIIii IIIIII!,IIIIIIIII j 1 I i1II �iIIIIIIIi�lilll�lnilllili Ilnl JIII! illlinllillLllli !II!niililll!!!I!llllllilll!i!I / • CE CA ILI ism ILI 8 E to Es 0 r1 4 u) (1) • 4r• ✓ ® C.) ea) 0 0 ICC to' S ern sacs - .s. r.r . am Wm co moue CV) pot O 0 CO If Q (206) 286 -8416 m u Horozontal 11 Approved 08 a C IBM M re N a y� 1q `�i.'ta' O N BEM el 0 fig le Ea sew § Sal MI GM aim CIL:4. le 0 1 113 tiva az ffd Eta to- PROPERTY LINE 366.%8' N 45° 36' 48" iU mm ® mamma • (18) i(d' x 28' PARKING STALLS o°~ z 7.1.; EXTENT OF FIRE DEPARTMENT TURN AROUND EASEMENT TO 5E MITTEN 4 SU5MITIED FOR APPROVAL EP( OTFhERE. CITY OF TUKWILA APPROVED MAR 23 1990 AS NOTED VILDING DIVISION t a_ e ' -®' i11123`lING DIAMETER OILS .III NEW PAVING.-- -; SEE Clvsi- pRAiL ",t4c s. LANDSG=t 7 : 65' -O" 1'N% CONCRETE RETAINING WALL. LEtv"GT14 A5 32Een).' 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II 1111111111111111111 ,a u:s';"wr Scrt :. a' r- /z," c ' xm ° Il 1II,lil�lilill!lilllJi)IIli�lii IIIIIIII1; i 1!! O ! Ilililiili�ilI!I 111IIIIIIIIIi1 PROPERTY LINE I54.4T N 49° 43' 00" W es® z 1 r KEY Ft 4N PROPERTY LINE 31116' N 45° 36' 45" W (18) 10' x 28' PARKING STALLS dr /" 1 I LNEW PAVING.— 1 S 1 DRAWINGS. CIVIL / 1 I • 1 v/ 1 1 1 1 I 1 1 1 1 1 1• 1 1 1 I 1 1.1 i.14 1-' a ttg ° iw o�1 1 1� z u 1 o- —NEW ADDITION- a BUILDING r „1 EXISTING BLDG. LOADING/ DOCK- CONC. SIDEWALK E3UI>L DING BU ILD NG C T LAXISTING BLDG. 7 <1) _'1 r J 25' BUILDING SETBACK HC IS' STREET LANDSCAPING LINE LANDSCAPING • AREA TYP PROPERTY LINE 1 54.41' . N 49 °470(7 w 15' DEDICATED R.O111. LINE (EXISTING) STREET CENTERLINE SITE PLAN SCALE: I" r 30' -0" 25' BUILDING SETBACK • 15 ST I T LANDSCAPNG LINE 15' DEDICATED ROW. LINE - 5' -0" CONCRETE WALK TYP. — '1F5' PROPERTY LINE 414)6'`N 49 43'00" W STREET CENTERLINE • A 4 —s\ LANDSCAPING AREA (TYP.) N 40 11'0O" E 7E651 MM_ m _ 1 D r0 °w d (5 w 0 17. cc ci z z . ,c2, ® Z c� z 0 z 0 a 0 w D 44-4i D CIS ; II8' -0" 4'- Il' -O" 11'-O" 4' -O" 114' -0" k —' -1 9/16' —.c RJ e:t ldn �fti(shtwit STATE Of JNwiN.^.i4TOry CI1Y OF TUKWIIA APPROVED 11',A11 ;1980 C BUILDING DIVISION teas Architecture & Planning 616 First Avenue. &Suite 400, Seattle, WA 98104 -2258 206/682- 2857.', ;;: SITE PLAN u IS111111�11111f1�Ii111f1I1i11111�If11111�iFl�j iri1 SIIIIII IIj�Il�if t��I1I�I1�111IIf1�111�11y1 11I�I1�1!►�Ii1j11r 1111,11111111911111111 111 111111 IjII IiiIiIIIIIIIIIIIiji1i111111111il 111111': 2 3 4 5 6 7 8 9 10 11 Ma..+ 12 NOTE: If the microfilmed document is less clear than this • notice, it is due to the quality of the original document. oc oa ea Lz 9z sz �z • CZ zz Le oz a 91 L1 91 SI 71 £1 z1 a 01 6 8 L 9 s 3 e z 1 ^. 0 1111111111111111111111111 1111111111111111!h1111111411pIh1 ll111111111111111111n1!1± 111111111 11111111111111111111 111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 1111111! 1111111111111111111111111111111hi1I111111111111111111 1 I 1f z r 1111 IIIIIIiIIi rs 'STe-���' xX •.):`- F • w"',.�" r�3^ ?v�*r�� `KS^ 3.� ''�,?�- �� �. yVt n:,• RECEIVED CRY OF TUKWILA Nov 2 9 1989 PERMIT CENTER Date 11/21/89 Comm.tto. 8.0489 «' In Charge RLC Drawn By MJH Checked By . - �J vou. NacE • ?oi)%D xeT 6ttovis veR Oat.. 6ec. 3,14 134' -0" LANDSCAPING 33' -6" CITY OF TUKWILA. APPROVED t11?;R 990 33' -6" 33' -6" 33' -6" 15' -6" 12' -6" 24" RD. CONC. CO UMN. SEE STRUCTURAL LANDSCAPING \-- ANODIZED ALUMIN111 FRAME WINDOWS 4 GLAZING TO MATCH EXISTING BLDG. A TYP. AS SI4CXL L CONCRETE TILT -UP WALLS. TYPICAL AT ALL EXTERIOR WALLS UNA. SEE STRUCTURAL DRAWINGS. low BUIL ING DIV SION LANDSCAPING CONCRETE 1" RD. ALUMINUM PIPE ---- RAILING W/1/2" TEMPERED GLASS IN ALUM. BRACKETS. POLISH EDGE OF GLASS. 1 II 18" RD. CONC. COLUMN I /- PROVIDE 2X12 CEILING JOISTS ,i • 16" O.C. W/ 5/8" GWB (EIL% AT 8 FT. 4 3/4" PLYWD. ON TOP. PROVIDE 2X4 SUS PENDE ACOUSTICAL CEILING 4 CARPETED FLOOR THIS 4,-- ill •e MAX. Sb Q.T. �o 61 01 th HANDICAPPED TOILET. SEE ELEVATIONS. \--STEEL COLUMN SEE It STRUCTURAL DRAWINGS. 46 MIN. cieeAt RECO, 10 *T- • `�. LO4 % «4D) 6£c„, 6t LUNCN}ROOM LID2 1 6' -8 1/2" 10' -0" 61-81/2" STAIR SECTION SCALE' V4' - r -0' REINFORCED CONC. STAIR W/ 6.91" RISERS 1 12" TREADS TYPICAL AS SHOWN. CEILIN GWB - _.'-- -� 4" C.T. ACCENT STRI FIBERGLASS SHOWER TYP. 2 PLACES. P.T. DISP —'r CONCRETE SLAB ON GRADE W/ FLOAT FINISH 4 SEALER SEE STRUCTURAL DRAWINGS. 2X4 a 16" OA. WOOD STUD WALLS (8 FT. HIGH MIN.) W/ 5/8" GWB E'A. SIDE 4 SOUND INSULATION. TYP. ALL WALLS AS SHOWN. OPEN UNDER STAIR 4" C.T. TY RECESSED WASTE RECEPTACLE 6" C.T. ACCENT COVE TYP. • 0 GRAB BA HANDICAP TOILE 1) N T.P. DISP -- THESE WALL FINISHES TYP. 0 ALL WALLS IN RESTROOMS U.N.O. 0 w O W 7 z < o 6wz Qzoo z < z qcc a±§1 j co tc z o ;;;; ty. Qcq � _.„ of) 1q6 En 2 a Liu z co ge TYP. TOILET ROOM SCALE' V4• , r -o• 18" RD. CONC. COLUMN. TYP. 4 PLACES. 5' -0" LANDSGAPtNG � N FUTURE MACHINE ROOM 5' -9" RE rvATOR I , - PROVIDE 4 FT. DEEP CONC. PIT W/ SUTIP 1 ALI- REQUIREMENTS BY SELECTED ELEVATOR MFGR. VERIFY W/ OILNER. )J.HaC. TOILET scALE. V4' - r -o• VICTE eateummemealMISINNOWNIMIM iminummimismicasers —LIGHT VALANCE — FULL HEIGHT TO FLOOR STRUCTURE ABOVE 2Xb STUD WALL W/ 5/8" GIJB EA. SIDE t $01.ND INSULATION. TYP. ALL WALLS AS SHOW — EXPOSED AGGREGATE CONCRETE FLOOR W/ SEALER „. --FOUR FLIGHTS OF STAIRS TO SECOND FLOOR 1 TREADS • 11" EA. 4 8 RISERS • 631" -PROTECT HOT EA (MAX) PER FLIGHT. PIPES AGAINST ONE ADDITIONAL TREAD `� l CONTACT AT THIS FLIGN OF STAIRS � -.,._ _ Ic.4`. MIN* ONLY (29 TREADS TOTAL). re /1 PROVIDE l I/2" RD. STEEL PIPS AVM J _*) 7�;� F ► - C.T. ACCENT m C.4 STAIR 2 Etifi8 SOAP DISP. 2 TYP.- P. LAM. • r- MIRROR PROVIDE RUBI3ER STAIR TREAD COVCR AT ALL TREADS 4 CARPET AT LANDINGS. ' .4 3U19 R' 'IS.ERED CT *FRouiDE Ciatze itAtvip IntAi voes Not - OCT' --- • tRV ?Ae.OE4 3gAGE 1te 5tComAGE amt ftte WAco 61 -10 iecep vg767)3, RAILING EA. SIDE OF STAIR AS COVE BASE REQ D. BY CODE. 013 24' -0" OVERHEAD DOOR LANDSCAPING TYP, I-1.C. LAVATORIES SCALE, 1/4• • I -O• o t rt lee 2.T:;TC OF ' 11SiIlUGTQN 112■q111111., 12' -5" 1' -b" 24' -0" tbltErIRK lb nom* Fat 4414 1,40064gra)crep 6PACE cc SopricieHr 'rJ12f 'rb iNSCielf3E A Cl1Gttrt5 •e�, j " ',Dab vum2kEa lieVvinki+A• lb SE ��ApnM ,} C17Y OF TUKWILA 494�t�.�`�epi4RA'CE it NOV 2 9 1989 LANDSCAPING PAWING --cool= g -; z1 tT o L9ADIITG`POCK ---- VISUAL BARRIER aE EDGE OF LOAD IN DOCK HEIGHT VARIES. BUILDING B: k'IRST FLOOR PLAN SCALE: 1/8" == I' —O" 1 L5' -6" L CONCRETE WALK TO BUILDING "C" 211-0" )1( 10' -0" A chiteck ' & Pf . r) it 616 First A nue,' le Oft • Ittf e. WA. x104. 206/682-2 ` witslzmiimewisimmisimaniatiiiiirinoesstaisrottil FIRST' FLOOR PLAN Scale 1 /8" = 1'-- PERMIT CENTER Date11 /27 /8emmn.No. 804.8 In Charge • RLC _ Drawn Icy RLC Checked By GHE • I1111111I 111111111 I11111111f11111111111111 ►c 1 11111111111I111111111.1111111 111 111 1111 H111111111 1111111 1111111 111111 111 111 4 5 6 ( I 1 7 $ NOTE: If the microfilmed document is less clear than this 0 111 THS INCH 2 3 notice, it is due to the quality of the original document. 1 1 11 11 111111111111111 1111111111111111111111111111. 9 10 11 ►h0E NaeRMA r 12 0c 6Z 8C LIZ 9Z 5Z t, CZ ZZ IZ 0? 61. 81 Ll 91 51 hl Cl Zl 11 01, 6 8 L 9 917 CZ 1 WW 0 1111l11IIIIIIIIIIln111111111111111111I !hI!lIIIllJ1ll11111111Il11111I IIJ, I111III11! IIIIIIIIIIIIIIIII, lI11111111111II11IlllllhIllllllIII! 1111 1111111111111 !I1111111lln11I1111I1111I1 1 II 1111h1111111111,11 ii I ' illlili111IIInI!.I!I111II!I)i!) 111! Illlllll. illilllllllll11�111111I111111 1�illil 111 C4) O 134 0" 33' -h" 14' -0" 33' -6" 33' -6" 33' -6" 1I. -E" 5'_I 1/2" II' -0" 5' -9" II' -0" 11' -0" 51.1511 11' -0" 5' 11' -0" 11' -0" 2' -10 1/2" fV // // // // // // // 1 11 R1TURE OFFICE E jmi 1 1 C•4 �- 4X8 SKYLIGHT ABOVE. TYP. 0 PLACES. 3' -9"' 020 FUTURE - - - - - -I \ / ELEVATOR i l CONC. TILT -UP WALL PANEL TYP.- AS SHOWN. SEE STRUCTURAL DRAWINGS. ANODIZED ALUMINUM FRAMED WINDOWS TO MATCH EXIST, WI 3/4" INSULATED GLAZING-,. OUTBOARD LAYER TO BE GRAY REFLECTIVE. TYP. AS SHOWN ¢ -- PRIVATE STAIRWAY TO ROOF W/ 31)/4' ROOF HATCH. \ — GUARDRAIL OPEN UNDER STAIR 25' -1 1/2" L BUILDING B: SECOND FLOOR PLAN (7\ IT-11" 29' -0" 7 s ♦ .. •q,. .� y f r...7 ��-.; i .�. rr ,,... 1T, - 4"� ' ^, s':•y � r i., •.'* ....r }1, IIIIIIr, IIIIIII. I,• IIIIIIIIII `IIIIII1111111111114 JII 'JII IlIljl i 1 Ili +l ! � `r ; •`..y •j c .j111 j � j j l lijiIIIlIl irjijIIIIlIi;1iIllIIll 11111 1111 III Ili IiLI IiL iLii ll i1lli,lliliiililiiiiiL, 0 13TNSINCH 1 2 3 4 5 6 7 8 9 10 11 WDEINOERMANT 12 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the. original document. V L H oc 67. 8j, LZ 97 SjZ 17? CZ ZZ lZ U3 6t 8l Gl 91 91 pit £t Zl ll Ol 6 8 L 9 S i £ v l m ill1 11111111 1111! 111ln111111111 1111111(111111111111111il1li 1111l!IIII!IIIIII1! 11111111 11 JAI(1!!1111111J1llnl1l1ln111111 ill!!!IlillH11111,0 1111111111111111111111111111,1H11111,1111111111111111111 T i >.: a : •.> +: { 'f 1111111111111111111111111111111111111,11111111111 III�II I I II ilI 1111I 1 11111i11i11' illiill1 RECEIVED Ci'sii OF TUKWIL A Nov 2 9 1989 PERMIT CENTER CITY OF TUKVII:A APPROVED M A 3 1930 BU! DING DIVISION 2 F- 0 co W d a II- ft InTIE 0 I- < z o0 O z Li <Z•� < reo I CO zUO< o O (1) m� a Fut W = � Z iia 4 A Lee a#rtst ; nsah STATE OF WASIt1t CrON kc.1 itect a q. &, PlO f nir 616 First Avenue, Suite Seaf#Ie,:.VVA.9810t 22 206/682-2 857 SECOND FLOOR PLAN Soma 1 /8" 0" igmlEsswEglow to t•.. r Data 11 /7 /89Comm.No. • '80489 In Charge RLc RLC Checked By GHE aseawataessai Drawn By 114 ' c'. Re vls 0 4fto/4) of ,,,sr itoo /131/ad(At - 1(2e/0 o-cte 7167k-00Y1/-5 / RECEIVED CITY OF TUKWILA MAY 1 0 1990 PERMIT CENTER CITY OF TUKWILA APPROVED MAY 1 0 1990 BUILDING DIVISION 1 111111111111111111 ►111111! 11111 11111111111 /F11-111111 111I11111111i1111I11111111 .II111I111I111111 III1IIIIIII riiIIIIIIIIIIIIIIIiIIIi ICI. 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S �£.:. .,.✓<3 ..; . _.... � s . ✓ , l.. .vJY -•t. _.1.., .:., x .. . .. ,F: „a.. sr. r' . r. 1 ,,.-.. ,.r .. ,..fix r. g,....rrF- 4.. f W n.^ .3 as ..�; .. .., .. _..r . -,. -, -. ,-.r. ... .,.. ..... .?,'.._ _. -.,F ,.. .., .:,,. .. -.. 3 ,_,...G...^' �" ._. r ; t's :.., .., ... ..- i_. -3ar ._......a <'3r: 'i .�.."f!�.x.. - ..+.— r 10,7. Y-7 T. C:7• '_ ,rt.- .7+C•.. -;L'{. r.r,.lcs►:• K/.. - Vi4*- tifR.- .- .- e'r."Mrs CyY"r ...! . -.t w.+s�tr morom loortrorts.•, •.:: •.y,et\:tt- : !, •).. r. N.tT!we•'R.w.v • .w,..N•e.y!`r�!'rM7tNR�...vn... �..t�..� . w NvtY•�w. r�rr rv.•,.. v <. t;. y,rv.sw M1M• �� -., ...irr. ' o if74,•'9 3 C) CONCRETE WALK: TO BUILDING "B" 19' -3" 1'-6" E 10' -0" I0' -0" 35' -0" CITY OF TUKWILA APPROVED MAR ., 990 ( STEE SEE ST TURAL DR 1 0 t / 4I' -4" STEEL STUDS A 16" 0.C. W/ STUCCO FNISH THIS SIDE 4 PANTED EXT. PLYUX . FINISH ON OPPOSITE SIDE. WG core.: wit ON..REtE LOADING DOCK:? — EDGE OF 4' -0" HIGH LOADING Ovi BUIL11 ING DIVISION 10'-co" -4 41' -4" 45' -0" 10' -6" 1 14ANDICAPPED TOILET ROOMS. SEE ELEVATIONS ON 42 FOR TYPICAL REQUIREMENTS. 10' -6" 10' -6" WY -6" .1 EXIST. 10'-0" OVERHEAD POOR NEW 3' -0" 14.M. DOOR 4 FRArtE 114 EXIST. CONC. WALL. 024 NEW 24' -0" OVERHEAD DOOR 029 NEtU HOLLOW METAL 021 R )t **A 0444 `o° logo REMOVE 4 RELOCATE EXIST. STOREFRONT WALL SYSTEM TO NORTHWEST CORNER OF BUILDING E3. WILL WALL W/ STEEL STUDS to 16" OA R -I9 134TT INSULATION, GU (INTERIOR) 1 STUCCO SYSTEM (EXTERIOR) TO MATCH EXIST. CONC. WALL. 0-- EXIST. COLUMN TO REMAIN. rrp. 6 PLACES. EXIST. WALL - TO REMAIN. REMOVE EXIST. CONCRETE WALL FULL LENGTH THIS WALL. EDGE OF EXIST.. CONCRETE SLA ON GRADE. T L._ NEW CONCRETE SLAB ON GRADE. SEE STRUCTURAI- DRAWINGS FOR REQUIREMENTS.— r - P. NEW COLUMN TY 6 PLACES. / SEE STRf.ICTURAL DRAWINGS. 1! NEW CONCRETE WALL. SEE STRUCTURAL DRAWINGS FOR REQUIREMENTS.----. 1 1 025 NEW 24' -0" OVERHEAD DOOR RELOCATED WM. DOOR 4 FRANC NEW CONCRETE WALL.-- - SEE STRUCTURAL DRAWINGS FOR REQUIREMENTS. see Riz-U ts&A) S s �� txo C) fr 1- 2- V\ Ea- 1.3 -ccCi p/14,a suttyuc,...t.) 0 Z 2 a 0 w w a Ct Cl � z <z. % z z < i= (.9 �Q U Cy ocq� J CC H Q Ci 2) (ILI = w z .iJ) � te ism e Robet Ch Jansen s7:41 OF WKSt'i1YGTON is�.-- ��- ""'- •--- -�.,,, C L BUILDING C: FLOOR PLAN SCALE: 1/8" = , o EXIST. BUILDING NEW BUILDING ADDITION This PERnii RECEIVED CITY OF TUKWILA NOV 2 9 1989 PERMIT CENTER Architecture & onni 616 First knue, Suit '4 Seattle, WA 981 5 206/48N857, Scale 1/8" = -on Date11 /27 /89_'omm.No.: 80489 In Charge Drawn By Checked By RLC RLC GHE ti III IpIIIIII+ I (IIIIII wpm 1I1III1II1114p r IIIIIIIIIIIIIIIIIIi IIIIIIIII!III IjIIIIlIIIIiiiI,l (1 I IIl�i;ii�ll� - 1!I�L'•i +l!I� I1- 4 5 6 7 8 NOTE: If the microfilmed document is leas clear than this notice, it is due to the quality of the original document. p ,u 7143 INCH 1 2 (,)5 • OE 6z eG Lz 9z 5z �(III!lill LI!II!ill(I . II1I!Ilillllli!ill! III!!�IIII ! II�i!III17I2 Il II�I!IL!liii�lllzi Iz l l l l l ! ZI c 9 s . z 14 V4 p 6 a a pL s 9 fll!�III! IfiIIIlltllilllilu Iill!Ilil ilil!lill ili!!IIII IIII!IIII illl!i {ii 1111!111! IIII!Iliilll � 1 11' I r I I , ,r. -..r,, II�Ii�IIIIII�I,IIIIIIl�IIIIL Ill�lllilllli .I.I�IIII.!I,X111111! 1111111111111111111 !illllilll!lil!11111�1 II IIIIIIII IIIII1IIIIIII1IIII111111111111IIII 0 11 "AOER70FRMMJY 12 r FINISHED FLOOR r CONCRETE' TILT -UP PANELS. TYP. ALL EXTERIOR WALLLS AS SI4OULI, TOP OF ROOF STRUCTURE. SLOPE UP TO RIDGE A7 1/4" PER FOOT. ALUMINUM FRAME WINDOWS W/ INSULATED GLAZING. TYP. AS SHOWN. CITY OF TUKWILA APPROVED MAR ` 1990 , ,Tit ►.� -..1 DOI BUIIsING DIV ION • CORRUGATED METAL ROOFING 4 FASCIA -REVEAL- PANEL JOINT VERIFY w/ STRUCTURAL. ELEVATION OF FINISHED FLOOR h 1IIllIDDIIIllhIUllflEIlIIIIllIllhIDllhIlIlIII �p 1 au r- 3•21.c0 STEEL COLUMNS PER STRUCTURAL N STEEL STUD WALL W/ STUCCO FMISIa. PROVIDE CONTROL JOINT AT EACH COLUMN cE'NTER TILT -UP CONCRETE PANELS. BUILDING B ; S OUTHWE ST ELEVATION n (2) (1) REFLECTIVE GLAZING TYPICAL THIS FLOOR ONLY. E3UILDMG "C" TILT -UP CONCRETE WALL TYP. AS SHQU.N. SEE STRUCTURAL. BiJILDING B: SOUTHEAST Ei.EVAT'I0N TILT -UP CONCRETE PANELS. TYP. AS SHOWN. SEE STRUCTURAL. A) C� DOCK WEIGHT VARIES. SEE NORTHEAST ELEVATION, x 0 co w �th inne > uj z a 0 CC Imo oaz < Z o0 o W eft U =x C9 � a EQcq ' a� J m � x� N cwor. ELSgam co irsal .:r t. TILT -UP PANELS BEYOND 30!9 70P OF PARAPET TOP OF ROOF STRUCTURE. SLOPE UP TO RIDGE AT 1/4" PER F001. k - BWILDNG "C" TILT -UP CONCRETE WALL coT4sIUGATED METAL ROOFING 4 FASCIA r �1 INIMMIVISMAYSONfran ALUMINUM f RA`tE WINDOWS W/ INSULATED GLAZING. TYP. AS SHOUR ELEVATION OF FINISHED 'CO4JD FLOOR. SEE STRUCTURAL--' DRAWINGS FOR CANCI-PY FRAMING STEEL COLUMN PER STRUCTURAL F' VIAL -1 PANEL JOINT.. --- VERIFY W/ STRUCTURAL. CONCRETE TILT -UP PANELS. 1-r p. ALL EXTERIOR WALLLS AS SHOWN. SHED FLOOR OVEI@NEAD DOOR TYP. AS SHOOK BUILDING 8 ELEVATIONS Scale 1 /8rr 1'—O" Bt7ILDING B: NORTHEAST ELEVATION IiECtIVEO CITY OF TUKWILA Nov 291989 PERMIT CENTER Date1 1 /27/8` ommn.No. ; 80489 In Charge Drawn By Checked By RLC RLC. GHE 111111111111111111111111111111111111111111 1[1- 1 1 1 1 ► I i l � i i l � i i i l l 1 1 1 I NOTE: If the microfilmed document is 1e86 clear than this notice, it is due to the quality of the original document. • oc 6Z 9& LZ 9Z 5Z *7Z EZ ZIZ LIZ OZ Si. 81 Ll 91. GI 'il EL Zl LL Q 6 1 (III{II!!lI{11111111111111111iI 1111111 llillill {II111 IL{ ! IlIIIIIIIllll! Iillli{ Ilfillil !111111111!11111IIIIII1111 111111111111111111111111111 I1I11111I1I1111111I1111111I11111111' 11111 9 10 11 °MANY 12 fa L 9S e Z l NIY O IIn11111I11111111IbIII' 1111:11111iiIIIII111111I1I11111 !111I11111!I!II!111111111 I (2) (1) REFLECTIVE GLAZING TYPICAL THIS FLOOR ONLY. E3UILDMG "C" TILT -UP CONCRETE WALL TYP. AS SHQU.N. SEE STRUCTURAL. BiJILDING B: SOUTHEAST Ei.EVAT'I0N TILT -UP CONCRETE PANELS. TYP. AS SHOWN. SEE STRUCTURAL. A) C� DOCK WEIGHT VARIES. SEE NORTHEAST ELEVATION, x 0 co w �th inne > uj z a 0 CC Imo oaz < Z o0 o W eft U =x C9 � a EQcq ' a� J m � x� N cwor. ELSgam co irsal .:r t. TILT -UP PANELS BEYOND 30!9 70P OF PARAPET TOP OF ROOF STRUCTURE. SLOPE UP TO RIDGE AT 1/4" PER F001. k - BWILDNG "C" TILT -UP CONCRETE WALL coT4sIUGATED METAL ROOFING 4 FASCIA r �1 INIMMIVISMAYSONfran ALUMINUM f RA`tE WINDOWS W/ INSULATED GLAZING. TYP. AS SHOUR ELEVATION OF FINISHED 'CO4JD FLOOR. SEE STRUCTURAL--' DRAWINGS FOR CANCI-PY FRAMING STEEL COLUMN PER STRUCTURAL F' VIAL -1 PANEL JOINT.. --- VERIFY W/ STRUCTURAL. CONCRETE TILT -UP PANELS. 1-r p. ALL EXTERIOR WALLLS AS SHOWN. SHED FLOOR OVEI@NEAD DOOR TYP. AS SHOOK BUILDING 8 ELEVATIONS Scale 1 /8rr 1'—O" Bt7ILDING B: NORTHEAST ELEVATION IiECtIVEO CITY OF TUKWILA Nov 291989 PERMIT CENTER Date1 1 /27/8` ommn.No. ; 80489 In Charge Drawn By Checked By RLC RLC. GHE 111111111111111111111111111111111111111111 1[1- 1 1 1 1 ► I i l � i i l � i i i l l 1 1 1 I NOTE: If the microfilmed document is 1e86 clear than this notice, it is due to the quality of the original document. • oc 6Z 9& LZ 9Z 5Z *7Z EZ ZIZ LIZ OZ Si. 81 Ll 91. GI 'il EL Zl LL Q 6 1 (III{II!!lI{11111111111111111iI 1111111 llillill {II111 IL{ ! IlIIIIIIIllll! Iillli{ Ilfillil !111111111!11111IIIIII1111 111111111111111111111111111 I1I11111I1I1111111I1111111I11111111' 11111 9 10 11 °MANY 12 fa L 9S e Z l NIY O IIn11111I11111111IbIII' 1111:11111iiIIIII111111I1I11111 !111I11111!I!II!111111111 REVEAL- F -- PANEL JOINT. VERIFY W/ STRUCTURAL REFER TO DRAWING AS FOR WNDOW NOTES 4 TYPICAL DIMENSIONS NOT SHOW! ON THIS DRAWING. CITY OF TUKWILA APPROVED MAR .3 1990 ,, A I , BUILDING D ►ISION WALL SHO(LN AT ANGLE - PERSONNEL DOOR BUILDING B: NORTHWEST ELEVATION limms 0 07 L!J v NEW CONCRETE TILT -UP-, WALL TO MATCH EXIST. NEW BUILDING EXIST. EN:ILDING� ADDITION i i IYHIII�IBldlll dls9ti'A1111w'Nla "' X1911111Im'G'1811h111R16'�611I11� °N�uNl�l momi ADDITION ROOF HEIGHT TO MATCH EXIST. LOADING: DOCK — — STEEL COLUMN PER STRUCTURAL EXISTING OVERHEAD DOOR TO REMAIN NEW POOR 4 FRAME N EXIST. WALL BUILDING C: NORTHWEST ELEVA'T'ION LOADING POCK WALL SHOUN AT ANGLE -- NEW CONCRETE TILT-UP WALL TO MATCH EXIST. BUILDING C: SOUTHEAST ELEVATION IN,, 3019 RE L: Ro it Lee Iir3`stt . tlsen STATE OF V/ASIONr_.30N EXISTING PAR. ;°ET WALL BEYOND NEW CO CRETE TILT -UP W LL TO MATCH EXISTING WALL SHOWN AT ANGLE IIHnq 111111 111 II IIIIIII(IIIM IIII iliii;i11111111111 I CORRUGATED METAL R�OOFING 4 FASCIA ,yC C 'Architecture a P oonin9;. 616 First Aver tom; SOO 4C Seattle, WA 9$3O4-2258,. t, `. 206/682 -287•: BUILDING 8: N.W. ELEVATION BUILDING C: ELEVATIONS Scale 1/8" = 1,_ 0„ BUILDING C: NORTHEAST ELEVATION F IIIIIIIIIII II +I+I+IiI+9+III+IIIIIIIIIIIIJIII j,tiIrII .II�_Ij. 0 16THSINCH 2 3 • ,b 06 6Z 86 LZ 9Z 5z tZ £Z 111111111I11111119111111111111111i111111 1111111111 l liu(11111,i11� 1 +Iil +f1j +Ilj +i +I +I +IiI +I+ III+ l+ Iililliljl1IIIIII ;I1.1►'IIiIit!•II(I1Ir i•'1'j. 4 5 6 7 8 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the original document. IIIIIII, IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII +IIIIIIIII 9 10 11 µIN 12 ze lZ OZ 61 8l LL 91 £l '4 EL ZI. II pt, 6 6 L 9 £ 47 £ Z 1 v 0 111111111 111! 1111 1111111111 11111911 .111111111111ni!111J111111 111. 1I11111111111111111111111111111�111111111111111 1111111111 111111111111111111111111111 I I !! 1 1111 111111111111111111111111111 911111111 111111 +1111111111!1IIIIIIII111111111 RECEIVED CITY or TUYWRA Nov 2 9 1989 PERMIT CENTER Date11 /27 /8Tomm.No. 80489,` In Chart;. RLC Drawn By RLC Checked By GHE I1111{11I111 111I1111111111111j1I{ jlll1hIhI! `j11I1Iliji! {tllljilijl1h1i I11 11 1 1 I1 1 1 1i1 l I1III�i�i�l�llfl {11111111 !! i1ll11i1i1lll1i 1l.'II1IPMill! {I II 1 ll f! I I II {Ii11I1li11111 {L1.jll ,!`II lll_ 3' 4 5 6 7 .._..... 9 10 11 MADE IN GERMANY 1 ?_ CONC. TILT -UP PANEL SECTIONAL STEEL OVERHEAD DOOR 10"1-I X i6 "W X 9 "D LAMINATE RUBBER POCK BUMPER AS MANUFACTURED BY DURABL MAT COMPANY OR APPROVE EQUAL. INSTALL PER MFR'S WRITTEN INSTRUCTIONS. OVERHEAD DOOR TRACK 3 1/2 X 3 1/2 X 3/16" STL. ANG E W/ NELSON STUD. EMBED CON AT EXPOSED EDGE OF DOC 2 X 2 X 3/16" STL. ANGLE W/ NELSON STUD. EMBED CONT. WIDTH OF OPENING CONC. TILT -UP PANELS CONC. GRADE BEAM PER STRUCT. DUKz`5. 6" PERFORATED AB5 PERIMETER DRAIN. TIGHTLINE DRAIN TO STORM WATER SYSTEM. 6" ABS TIGHTLINE TO STORM WATER SYSTEM. 1.04D I1ICI t)OCK 6EC i I'' N 6 MIL VAPOR BARRIER RIGID PERIMETER INSULATION FREE DRAIN MAIL. 0 i5MS INCH 1 2 NOTE: If the microfilmed document is less clear than this 1 notice, it is due to the quality of the priginal document. OO 63 8C LIZ 9Z SZ +iz £Z ZIZ LZ 03 6L 81 Lt 91 S1 +AL £L Zl 11 O1 6 8 G 9 S +i £ Z t '1'10 _, . . 1 . - i...ii ...1• 1:...1_ _.. 1. 1 ....; 1 1 1..I1. . 1. 1. -.11F.. . 1 .. ...,. ms11s; : 1111<.1,. .1 . .. .I ..... , . ,.zi. .. i :_ . i._ Iix 11...1l 1. .�1.:1.. .1 ..1: . � 1 1 1s1s 1 1 .1... .� 1..:1: . y. �1- . i 1 11{ ,I , I I�I. 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STOP W/ UEATHERSTRIPPING - TEMP. GL TO MATCH EXIST. DRS. at FROM'. JAR. HD./JAMB SCALE: 3" = 11 -0" f- DOOR FRAME BEYOND DOOR STOP BEYOND -- TEMPERED GLASS (TO MATCH EXIST. DRS.) ALUM. BUMPER STRIP W/ WEATHER STRIP / f ANODiZEO ALUM. THRESHOLD SET IN MASTIC SIMMPRONIT DOOR DILL .rA VAPOR SARAN! T[R HSLATICH 11® TWA; NMII, P.C. CONC. PANEL --- DRIP CAULK -- -`y lb GA. STL. FRAME CAST W/ PANEL. STD. TEE ANCHOR DRIP PIECE AT HEAD ONLY HM. DR (OUTSWING -) -- - •0 d • R.M. DR, HEAD /JAME3 SCALE: 3" 0 1' -0" I6 GA. STL. FRAME - - --�, H.M. DR, (OUTSWING) FULL WEATHER STRIPPING AT ALL EXT. DOOMS ALUM. THRESHOLD SET IN MASTIC TILT -UP PANU.. DOOR ELEVATIONS A / E3 ExTERtoR SIDE OF DOOR CONC. TILT -UP WALL / 2X2X3/16'X4' -0" AT BOTTOM OF JAMB CONC. FASTENER WELD BRACKET TO ANGLE SIDE SEAL - DOOR PANELS �- ROLLER BRACKETS Of TRACK BRACKET INTERIOR SIDE OF ®OOR 0.H. SECT. DR. JAMI5 SCALE: 1 -1/2" = 1' -0" STL. SECTIONAL OVERHEAD DOOR TILT -UP PANEL 5EYON0 FULL WEATHER STRIPPING AT ALL EXT. DOORS TYP. a 2 X 2 X 3/16" STL.. ANGLE W/ NELSON STUDS. EMBED CONT. FULL WIDTH OF OPN'G. 1 TILT -UP PANEL 0.2±466 . SECT. DR SILL SCALE: 3" ■ I' -0" 5 EQUAL 5F INSUL. MET. OVERHEAD SECTIONAL DR. DOOR SCHEDULE NUMBER ELEV. w H T RAC HDW GLASS NOTE8 FRAME n DOOR 001 13 AL AL 72 84 1.75 - -- TEMP - 002 13 AL AL 72 84 1.75 - - TEMP - 003 A HM WD 36 84 1.75 - - - 004 A HM WD 36 84 1.75 - - - 005 A HM WD 36 84 1.75 - -- - - 006 E AL AL 36 84 1.75 - - TEMP - 007 E AL AL 36 84 1.75 - - TEMP - 008 A HM WD 36 84 1.75 - - - - 009 A HM WD 36 84 1.75 - - - - 010 HM HM 36 84 1.75 - - - 10 GA. STEEL. ON DOOR 011 STL STL 24' 14' 1.75 - - - O.H. SECTIONAL DOOR 012 STL STL 24' 14' 1.75 - -• - O.H. SECTIONAL DOOR 013 STL STL 24' 12' 1.75 - -- - O.H. SECTIONAL DOOR 014 A HM HM 36 84 1.75 - - - 10 GA. STEEL ON DOOR 015 A HM HM 36 84 1.75 - - - 10 GA. STEEL ON DOOR 016 A HM WD 36 84 1.75 - - - 017 A HM WD 36 84 1.75 - - - 018 A HM WD 36 84 1.75 - - -• 019 A HM WD 36 84 1.75 - - 10 GA. STEEL ON DOOR 020 A HM WD 36 84 1.75 - -• 10 GA. STEEL ON DOOR 021 A HM WD 36 84 1.75 -• -- - - 022 A HM WD 36 84 1.75 -- - - - 023 A HM STL 36 84 1.75 - -- - 10 GA. STEEL ON DOOR 024 A STL STL 36 84 1.75 - - - Q.H. SECTIONAL DOOR 025 A STL STL 36 84 1.75 - -- - O.H. SECTIONAL DOOR 026 A STL STL 36 84 1.75 - -• - O.H. SECTIONAL DOOR 027 A HM HM 36 84 1.75 •- - - 10 GA. STEEL ON DOOR 028 STL STL 36 84 ® - - - O.H. SECTIONAL DOOR 029 HM 36 84 - - -- 1 111 1 1 1 111 1 111 11 I 1 1 111 1 11111 1 1 1 1 1 1 1 111111 (1).111/11111111111 I I1111111'' ., I I I .111 11111111 111111111.11.111 1111111 111111/1/1 I I 5 I 61 I 7 microfilmed document is leoa clear t due to the quality of the priginai d 0 IS THS INCH 1 2 3 / NOTE: If the notice, it is III 8 han this ocument . 1 1 11I1I1I111I111III1I1111 I1IIIIIII1Il1 I 10 1 1 MADE R1 OERMMir 12 06 6Z Be 4Z 9Z 5Z 17IZ CZ ZZ liZ QZ 6i et Ll 9l 5l at et Zt ll Q4 6 U L 9 s 47 C Z i ww Q IIIIIIIIIII11111111111111111111111111III 111111)111111 IIIIIIIIIjIIIII�1�611111 1111111111!111lII( 111111111111! li! �I1�1f111�l�llnllllll�u !!��1�I,n�! il�il�!l�ll�lni!!�1 ( I 1 111111! I11�. III II11I1 1III!IiI !)11111IIIIIIIIIIIIhiiIUIIJ ill 1111 111111111111111111I111i!IIIIII 1111111111111! 1! 111 CITY OF TOKwt .P APPROVED I AR BUI ' 1990 DING DIVISION RECEIVED crrY OF TUKWILA NOV 2 9 1989 PERMIT CENTER KEY PLAN • 0 z oCC UNI Imiam 42t D J ea z c� S Imo 0 W Z W 9 Y F � Z � Z a2 ir D 0 Q Q Q fn reJ Cr inn: < (i) =in Wg om Z Ui vs F- 2019 RJ TRW Ecr Ro ert i ` 1ionm S liar OF WASHIN i0N i'Arcihiie tore '& Mann! 616 FIr8t nue,' Suite Beattie, WA .06104 -2258 '206/6821.2$57 Nimegigiaminwiefessissigalsomsta DOOR 5C4-4EC1! 1L DETAILS Scale SEE PLAN Datefl 2 t /ae Comm No. 8O4n ist Charge ' RLC Drawn By 5J4 -1/Ml ® Checked 8y RiC -11 X 231-3 221 -8" /6: "FATED PL /,A '40 NEW ROOFDR 1N W/ OVERFLOW DRAIN TO MATCH EXIST. TYP. 4 PLACES. 22' -2" 211 -811 22'-2" III/23' -3" �- 231 -10" EXISTING RIDGE 231-10" NEW RIDGE Y 23'`10" 221-811 23":3' 23' -10" v 23' -3" 231 -311 t--- 23' -3" 221 -2" V-0 r- NEW DOUBLE DOME SKYLIGHT TO MATCH EXIS;. TYP. 16 PLACES. 22' -8" 2 BUILDING C: ROOF PLAN T • p010E "(ICON CL5 R • 2211011 0 1 MEMBRANE ROOFING /OVER PLYWOOD SHEATHING 1111 44I /I1 III 1{ 11ii1111LI 111 iiii111{i {1.11 11 11111► {IIIIiIII F r _J 30' -1 1/211 31' -3" 1 30' -1 1/2" 30' -0" 29'-11/" 301 -0u 1 PLYWOOD CRICKET AS REQUIRED 301 -1 1/2" 31' -3" ()l 301 -0" �.L 30' -1 1/2" 'V/ 31' -3" RIDGE NEW DC)UBLE DOME SKYLIGHT TO MATCH EXIST. TYP. 6 PLACES. `.. } 30' -11/2" 29'- 1 I/?" 30' -0" NEW ROOFDRAIN ID/N. OVERFLOW DRAIN TO MATCH EXIST. TYP. 4 PLACES. 1 30' -1 1/2" 301-1 1/2" 311 -311 30' -11/2" BUILDING B: ROOF PLAN SCALE: 1/16" = 1' -0" illiililllii111 title tit 111,i _FLOOR 4 ROOF FRAMING PER STRUCTURAL DRAWINGS. CITY OF TUKWILA APPR0Vr'D MAR e it o BUI DIN IVISI5 i llif1.1 l /lililllii !(Ili {li 11 {lilililJill {il �1 11111 11llil'1i1! {►I`111111 {1 R -30 BATT INSULATION TYPICAL. ti -1:11 1 1 Ililll 2X4 FURRING W/ 5/8" GWB 4 R-11 BATT INSULATION TYPICAL. R -19 BATT INSULATION CONCRETE SLAB PER STRUCTURAL OVER 6 MIL. VAPOR BARRIER 4 4" MIN. CAPILLARY BREAK. TYPICAL. II 1 II 1I 11 II 16' -0" C ! E4R MN. FRAME WALL W/ R -11 BATT INSUL. ANOD. Ai-UM. STOREFRONT W/ INSUL. GLAZING. AUGER CAST PILES- ---- -I I PER STRUCTURAL DRAWINGS. BUILDING B: TYPICAL BUILDING SECTION SCALE: 1/8" = 11 -0" It'11 II ijl I Ijl I ICI I Ijl I III 1 ICI ( ICI I I1I � i;1 I;I 1I1I�1 `I� I�Js I J1 , 11 II. I rJ 1 r l (I (I •r I i+� III I III . I I 1I 1 I:(Co I I 11Is1� I� i1 I 1 11 tI I : i l I Iii ( ICI ! , II. II 0 1 2 3 4 5 6 7 8 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the priginai document. 1 .R=e) RI&ID ttiSOCAiaOW 24°1 GhiCe 14p St% mom. 11111111 I 'tlIIIEI I1III1III1Ill1filjlll�l�l (I,I�III�II 9 . 10 11 $WW IN QERAIANY 12 e 06 6Z 8e LZ 9Z 5Z t7 CZ ZIZ CZ Q • .. i. .° . a:z : 2�'. Tr... ..l• . ip._..L..i . fi..r: '. i,.' 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OF TUKWIIA NOV 29198 -PERMIT CENTER i*%sZUF'v •u'111. \:..4r .,t *-tiYi C.:ix. .:.�: -i'r 1,:5 O Imp z mann CC I Izall o�az QZO LU a C7 Z Cs) mog (CAD < Z U p CI GO m � CC I-4 J Q W44 Z (v) AVENUE SOUTH tt !. : sesti4M1SIIR STATE Of WAS:I Th TON" ;t *" Architeckte & PIa1nrr: 616 First ue, -$uite ttie WA 981Q4 -2,2, ..: .206/022-2 7 BUILDING B: SECTION BUILDING B: ROOF PLAN, rUILDING 0: ROOF PLAN Scale AS NOTED .i.'"'r-471 aT"• !••: s.� r.e,.-}�.::xt:. ._'i i :'�T3?t'SA= '.d�4r!= 3., Date11 /27 /89yomm.No. 80489 ." :�rgo y RLC ln DrawChn Ic RL,C Checked By SHE FAMMX".7.s. .. fsZlvl7w ...:..:,:+b'..Zw".."s. °: v�:wt.".e:.s'��c.(i%.'•ii' 1 e4 fit+ • N o' O /344/- D /1 O O a e'- Gf" se`1-co1r -Q et 4I - /5,- 0 A 4, A" L 0. 4 i 4 /2 A U /2 A .57-V=D FTC? • i!1 a 1- O for 1- 10 /4 /2'- fox /co -411-0" r) Z ADD: . #54.1 .'- 9" 7C7F L" � ASP `G� _, CcL: ;STRIP(TVP. A4. « -o "e /3 "% Top '4 l' J ri- I 44x/0/-0" is /3 " %7bP D -2.! 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PANEL ELEVS. E OLD ADDED STEEL PER PLAN R. 1'-0" 1/2 x 0" w/ 4. - 1/2" x 4" W.H.S. at 7" GA. EA. WAY at EA. JOIST REID 0 • TOP 1J2 P.C. PANEL PER PLAN - 1/2" MAX. 1/4 r 6 x 4 x 3/4. x W-8" TYP. NOTE: WHERE EMBED OCCURS at PANEL JOINTS USE P 1/2 x 6" x 1'-0" 0 EA. SIDE OF PNL. JT. BAL. 0 - PER SECTION A -2.2 SECTION A - 2.2 3/4" -CONT. 3 x 3 PER PLAN 4 x 4 x 3/8 x 0.-6" EA. SIDE w/ 1 - 3/4" PARABOL PS EMBED 4" 1 STEEL JOIST PER PLAN JOIST GIRDER PER PLAN DO NOT WELD JOIST GIRDER BOT. HORD TO ANGLE. TYP. KNIFE It SECTION - 2.2 CURB WHERE OPENINGS OCCUR PER SECT. C -1.2 - 3/4" = 0" STEEL DECK PER PLAN W.F. BM. PER PLAN I /.....,-,' PER SECT. H -2.2 SCHEDULE W.F. BM. OR CHANNEL PER PLAN (BEYOND) re PER SCHEDULE SECT. H -2.2 LIOLD 1 1/2" CLR. P.C. PANEL OR SPANDREL PER PLAN 3'-0" - #4 SLAB DOWELS ' (GRADE 60) SPACE PER P.C. PANEL ELEVS. 1/240 9"o.c. r 3 x 3 x 3/8" CONT. (L.L.H.) v.*/ 3/4"V PARABOLTS cit 24"oc SPUCE PER SECTION F -2.3 3/16 iL BRIDGING PER TRUSS MFR. L 2 1/2 x 21/2 x 3/16 x Cr- 6" w/ 1 2 - 1/2"q ARABOLTS SECTION 3 - 2.2 3/4" = V-0" 1/4" 3 1/2» 1 1/2" 1/4" r- 5 x 5/j3" x CY-8" E. w/ 2 - 0/4"0 BOLTS 0 5" GA. 1(.1(L 2" H. SLOTTED H E 1/4 1E 5 x 5 x 3/8 E.A. SIDE v% 2 - 3/4" 0 ERECTION t30LTS. 4- x 1/4" x COL. WIDTH 4 x3/4 x 0'-6" STABILIZER F?. 1/4 VtELD AFTER DEAD LOAD HAS BEEN APPLIED P.C. PANEL PER PLAN EMBED PER SECT, A -2.2 3/4" = 1'-0" CONC. SLAB ON STEEL DECK PER PLAN 1/2" TYP. W.F. BM. PER PLAN 1/2" H. SLOTTED HOLE 9 x 3/8 x 4 R. w/ 2 -3/4"0 ERECTION BOLTS SECTION K -2 2 3/4" 11-0" SECTION C 2.2 3/4" REINF. PER PLAN p RISER BARS x 3'-0" at 2'-0"oc OIL. 1 3/8" BRG. I [ I9'- 0" C 6 x 10.5 x 0'- 8" 1 1/2" w/ 2 #5 x 3'- 0" VERT. [ 13'-0" 2'- 0" #4 9' at 6"oc '64 ( ALT. HOOKS ) r 6 x 4 x 3/4" x cAOL. WIDTH (L.L.V.), WHERE JOIST OCCURS 0 COL 4WE" LxD 3f(8" x 0'-6" 6 x x 0'-8" P w/ 2 - /4"� BOLTS 0 5" GA. \- 4 x 1/2 x COL. 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TRACK w/ 1/2" PARASOL at 2'7 oc THRU 2 1/2" SQ. x 3/16" THICK E WELDED TO TRACK - STEEL TRUSS WHERE OCCURS PER PLAN 1 1/2" HORIZ. SLOT W10 W12 W14 Wle W [21 FINIVE ft 1/4" 1/4" x 9" 1/4" 3/8" 3/8" 5/8" SECTION H -2.2 3/4" = CONC. DECK 417 PER PLAN NOTE: at M 2.2A ATTACH CONT. 16 GA. TRACK TO BOT. OF TOP CHORD OF TRUSS w/ 1/8" FILLET LD EA. SIDE STEEL JOIST PER PLAN 4 x 16 GA. STEEL STUD at V- 4"ac CITY OF TUKWILA APPROVED tiro e 1990 .Ipir YEARIFY ARCH. 1/8" 1 1/2" • -,. SECTION M -2.2 BUILDING DIVISION 160A. CONT. TRACK k 0") A IV! 3/4" = 1-0" 5.t;IA114 s. TYP). TQPNL. C NI\J . I Nr.1 , Is , E')(747: ,eirR)7S1)4.: TYlmf NEW - NOTE: 5P.e... cc_ isT/NG i..,&:DCER 70 A/4W .4..k.D64.ER F>fr.Ie 3C7 E -2.3 / 2.# TRIM('/E.F.) 7 Yr.' (-5 / Ige 5 ) a ton i4/M, 5('.f ,■/0 ex) e.g) C._ 10" 10 SP F e. re," cc. / , 1,4e.:1;27: 11. . k..„0 L.4 . #4-€./a2, - F'ER, (657-Ackiac7 IWKEIV /&7*. PANEL, firA • q?) KE-1./g a-V/67: /A/V.4- iL9 • 9tE7e. C " N.\ aEP 420J-1/E14 c2-2'-.0"°c. N. ir „4••••••••••••••••••••■•••••••••••-.. VIM,M•■•• TRIM ( (RUN 0. /4677-. <-177 //11-. F:Rrfq ,Z 7K7A4C/F-i--) PANK.F.-4.- New .175- e.07 7 f'^/ • Oi...,c26 A/L.- tAr IlEAKIMIEILARMNS SHOW INSIDE FACE. 2. CONTRACTOR TO VERIFY ALL DIMENSIONS IN FIELD PRIOR TO FORMING PANELS. . 3. PROVIDE ADDITIONAL HORIZONTAL REINFORCING PER PANEL ELEVATIONS AT OPENINGS. WITH HORIZONTAL TRIM BARS EXTENDING 2'-O" BEYOND EDGE OF OPENINGS. VERTICAL TRIM BARS TO RUN'FULL LENGTH. 4. PANEL LIFTING STRESSES ARE TO BE CHECKED BY THE CONTRACTOR WHO SMALL PROVIDE REINFORCING STEEL. AS REQUIRED. FOR HANDLING AND ERECTION. USE STRONGBACKS AS REQUIRED AT EXCESSIVE PANEL OPENINGS. -• 6. PROVIDE 3/4" CHAMFER AT ALL EXPOSED CORNERS UNLESS OTHERWISE INDICATED ON ARCHITECTURAL DRAWINGS. 6.. PROVIDE 3 COATS ASPHALTIC PAINT OR A 3" MINIMUM CONCRETE. COVER AT ALL CONNECTIONS EXPOSED TO EARTH OR WEATHER. 7. PROVIDE 3/4" NON-SHRINK GROUT BETWEEN BOTTOM OF PRECAST PANELS AND TOPS OF FOOTINGS.' 8. MAXIMUM DEPTH OF REVEAL STRIPS TO BE 1/2". SEE ARCHITECTURAL DRAWINGS VOW -LOCATION.. VERIFY ALL PANEL THICKNESSES WITH ARCHITECTURAL DRAWINGS. • ' 9. PANEL CONNECTIONS FOUND ON SHEET 5-7 . • 10. PROVIDE 1/2" CLEARANCE BETWEEN PRECAST ELEMENTS UNLESS ,NOTED OTHERWISE. .; 11. SHOP DRILL (1/4" DIAMETER) A/F1' RELEASE HOLES IN EMBEDMENTS AT 67 0/0 AS .REQUIRED IN ORDER TO DISPLACE ANY VOIDS IN FORMWORK, 12. REMOVE ALL WELD SLAG AROUND EMBEDMENTS EXPOSED TO WEATHER AND SANDNOLAST. PROMPTLY PAINT • WITH, 2.COATp OF RUST INNIBITING PRIMER • PRIOR TO FINAL' PAINTING. • , . - • 1 . TYWAL PANEL TO BE'S" THICK j)NLESS NOTED ontermi4p. PLACE VERga., REINFORPINO AT CENTERLINE. OF .PANEL, UNLESS NOTED, .WHERWISE. REINORCINO STEEL :IS NOTED AS E.F.(EAM FACE), PLACE 3/4" CLEAR TO XNSJD FACE AND'1N1/2"-CLEAR TOOUTSIDEFACE. • - _ . . E7i 8 ••••■••errami JE UR-r P / CAL &E.:V EAL. DETA I LS Ev- d i•A E3 tT, E.Y0 3- AP 17 MI.7 1-111:-)5r. OP'A• Pr-ei Mr' ay." • 1# 4 rAismr- peis rop. vap.-r vinuf VP-ger. JAMO g5./t..4F: ovar- ! re'lNr -54 CITY OF TOKWILA APPROVED I BUILDING DIVISION 3, 1000 w 6 1 Yr, ' I 0 TOP' OP /// .P1.4 e4..ie, HO. lePft-itt, PANEL (. 4- -r o t.,/ A Vge.r. ii?,111* leamte. PP8Z PANR.L. FrOvwm fl4 MAK- eP r6'-c-7e* • • • .44 142 •• --"q11FFP57-/ • 3,'50" 611-4Alie ttna'r,.` C lir a).<7-• PI 1 0 PA • 0 N „.„.„ „ - - , Ili111111111111111111111m111111p1 111111Mip1P1 16 THS INCH I 111111 f I I " I I I I 1111 1111111101111111111-ilr-'')::4" 6 1 2 • 3 4 5 6 7 11 mADE.GEm,ANY 12 NOTE: If the microfilmed document is less clear 8 9 notice, it is due to the quality of the original 0E: 6Z fie L3 hmlimhwhm66 than this document. 97, Ge, I7Z ZZ 2 tC) 6L LA 9i Gl 47l El Zi 01. 6 8 9 I rol 0 Whdrildifidiaill1114114114A4AAHHAHHAill1411611144441A141WHIWAHWAH16114H111441b1141111111161Hdidald • 1 •vertr; %YAMPA 1, MO 175. or df ' PANOI. i 2" 44-ig. "•"•*1":"2...".= yt LT. Lao rAmeL. • (1) GI t.C2 :11 al 111. 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'TO /&/„S I =- PAGE ;--- 4 # e., 4" • J- At' CTE •■•••••••■•••••••■• I -Vel.TANCX)A4 P=76AFR, EL.AS-FROMEFVC CL- y//>, 5.m." xo'- vv/ #-(.0 Ca 11 u ,- ?*-(49 A -f&D iv/ 77-# et:xE — 11 UNF10*,.NISIIL •HF FO LOWING NOTES APPLY UNLESS NOTED OTHERWISE (Q.001,.;', UNI FORM 13U I LDINN (.101)11 - -- 1988 EDI 11 ON - AS FM ' .; N 1 A17-1-1 DtrIoN LAYL_LQAJB ROOF 25 PSF (SNOW) FTOOR 50 PSF • PARTITIONS 20 PSF WIND BO MPH, EXPOSURE C SEISMTC zoNr 3 V --- ZIC W/RW n 0.3X1.X2.75 W/6 : 0.1375W OLAPAPAKA woof' PS• FE 00f 41i PSI' FOUNDAT /z\ IN ACCORDANCE WITH SOT REPORT 08F166(4fIY CASCADE GEOTECHNICAL DATED, 1-11-8. 14" DIAMETER AUGERCAST PLIES WITH AN-CKPACITY OF 4() TONS PER PITT: (WITH 1/3 INCREASE FUR WIND OR SEISMIC MAD). SEE SOILS REPORT. PT LE CAPACITIES DO NOT tILfl EFFECT OF DOWNDRAG DUE TO FINN. SOT LS ENGINEER SHALL MAKE ETNAE RECOMMENDATIONS ON EMBEDMENT AFFFR REVIEWING FI11. SUBMIT PILING RECORNS TO ENGINEERS NORTHWEST AND HUIINING DEPARTMENT. PREPARE SETE PER SOILS ENGINEER'S RECOMMENDATIONS. cONQRLif E'c N 3000 psi FOR STAR, PIN F CAPS, GRADE REAMS ANN Ail. MITERS. E'c -27 3000 PSI rm. FIE; I9 SACKS/CH. YD.) ElUID NIUMP WITH WAIER/NEMENT RATIO 0.4R, ADMIXTURE 4 CE/... PC/i. XP/CW1. MIN. LINE PRESSURE AO REQUIRED HY SOITS ENNINFER. UIT1MATE STRING/1A DESIGN METHOD USED. MIXING AND PLACTNG Of All cONCRETE AND SFLEGIION OF MAIENIALS THAI E TN At CORDANCT WTTH THE URC AND ACT CONE 318. PROPNNITONTNG 01 AGNREGAIF Ti) CEMENT S1 PE SUCTE AS FO PRODUCE A rirNs WORKABIE MIY WITH 4- MAXIMUM S11 tMP WHICH CAN kV PI ACED WITHOUT SEGRIGAIEON OR EXCESS FREE SUREACI WAITE, ENN ANMIXTUREn, SEE SPECIFICATIONS. 3/4" CHAMFER All EXPOSED EDGES, UNLESS INDICATED OTHERWISE ON ARCHITERIURAL NRAWINNS. WATER OATRIN(-E NHALL Bk. NEIrD. AIR INFRAIN All CONCRETE EXPOSED TO WEATHER WITH 31,;., IC 6% ATR HY VOLNMI TEXTERIOP SLAPS, ET(: ,). ri-ZFGAr-,T PRENAS1 PANE1 LIFTING SIR1SRLN ARE TO RE NHECKED BY TOE CONTNANPIR AND ADEOUATE REINIO1W1NG STEEL, AR RECUIRED kY THE CONTPACTOR'S ME1HOO Of HAND; ING AND ERICITON 14 PRECAST PANF1 SHAL1 Pr PNoVIDEN BY 1HE CONTRACICN. UOT STRoNG kACKN AS RTOUIREP A EXCESSIV PAWL NPENINNS. OC*NINUOUS GROUT orrwrrN PANFIN ANN E001ING SHAtl f A j.)'J ?r IYPE GNOUI. NFTNI:ORCING srELL AIL coNcrcrE RFINIORGING NiIAL NHAR1 RE 'ir.;-,"oro4rn PER ASTM A61R-78, GRADE 60 (FyN(0,00O psi) 1AP CNNVINUOOn RrJNroRcrw; BARS 30 BAP N1AMETFRSN l'Ar• MTNIMUM UN iTNS NOTED OTHIRWSI • COENEN RAPS (1'-( riNo) WINE RI PROVIDED TUN AL HORi'/OHTAL REINFORCEMENT. IA FAIN .;13cl• .! IN ACOoROANCE WITH "AC1 MANHA STANDARD PRACTICE OE DETAILING RETNE NTICED CCNCRLIT AlNUCIURER". wrtrLo wrRiJ rAoRIc (ww) i(. CONFORM WTIII ASTM A185. If INFONCING HOOKS ro COMNLY WINI STANDARD ACI HOOKS. COVEII 1-s) MAIN RETNEONCEMNN! 10 BF: BOTTOM Or f-o0TINNN roRmr!) SURFAcELN.WTATHEN VAP1H ..... -1; 1/2 Iftflit 3/4 NCHION . TN-If:RION FACE i Rf,JN[QHUNG..-WEL__vIELOIK AEI WINDED REINFORCING F,Im. 10 RE ASIM A616, GkAI) Ofv -•760.000 psi) AND WEEDED or.1; "ANSI/AWS D1.4-19 STRUCIURAT wEEDING CODE RFINEORCING STEEL." PIECES 10 BE WINED SNAIL BE I1 'I EN SUCH A MANNER THAI THE CNOSS SECTIC•N OF THE BAR OP PIECE SHALT RE AT OR A 500 DEGREES EANRENHEIF. AEI NG IS COMPLETED, BARS SA II BF Al [OWED TO AIR (-;0111 To AMBIENT TEMPERATURE. QUFNCHTNG IS PROHIBITED. ALL WINING SHALL BF BY00604/0494EIDERS. USE ONEY 'FRESH LOW HYDROGEN C90XX ELFOIR/!DEN TAWS DESTNNATION A5.1 ON A5.5). IC WEEDED REININRCING IS TO RE RENT, BENDS SHALL CONFORM WITH ACI STANNARD BENDS AND NO BENDS SHOULD FIL WITHIN ,-T" OE WEIN. PROVIDE SPECIAt INSPCCTTON PER URC 206(A)4. jJj,,Nt) AEI WORK IN ACCORDANCE WITH IAISC SRECIFICATION IOR THE DFS1GN, FABRICATION AND ERECTION OF STRUCTURAL STEEI FOR BUT1DINGS', AND THr "CONE OF STANDARD PRACTICE", STRUCTURAL STEEL SHAIL . STRUCTURAL STEEL TUBE COI UMNS WELDHEAD STUDS MACHINE DOLTS Ao I M A---30'1 S ) • 8," • /srm A-- 32 k 'ec,40(0.) Re5c;21E CONFORM TO THE FOINOWINO STANDARDS: ASTM A-36 (Ey-L-36,00D PSI) ASTM A-500, GRADE R (Eyz46,000 PSI ASTM A-100' (Ey=56,)00 PSI) EN1 F017,---ANCH -a6,g ri■•••■,.... • 7"Ab L_OC.ATE VERT'S SECT PC PANEL PER EL-a-14 PL. A 1\-1 //2" COVER C4.)5.N, tf). #3 4-// ° ,1 12- a771 V2," C. , ' PER sa-c-ri 6,- 2, I C 3>c 3 >/4 04-8" k.A.// 2. 4#6 G 62"Gvek, W4-/' ><-4-"Aot-s/eet 13E-,Nrr v467A_DFL. CONN. HSF TYPE N CONNECTION - REARING WITH THREADS INCLUDED IN SHEAR PLANES. BOLTS PER UFIC TABLE 26G FOR CONCRETE. APPROVED EXPANSION ANCHORS MAY BE USED INSTEAD Or ANCHOR BOLTS IN CONCRETE. CONFORM wrrH ICBO APPROVAL FOR EXPANSION ANCHORS USED. STRUCTURAL ENGTNEER MUST APPROVE ALL SUCH SURSTITUTION3. AIL WELDING TO CONFORM WTTH AWS D1.1 "CODE FOR WETOING IN BUILDING CONSTRUCTION". WELDS NOT SPECIFIED SHALL RE 1/4" CONTTNOOUS FILLET MINIMUM. ALL WELDS fl' Mg40041V10(2WIRLDERS. USE FRESH 70XX ELECTRODES FOR MANUAL SHIELDED METAL-ARC WELDING OR EQUAL ELECTRODES FOR OTHER WELDING PROCESSES. ALL STEEL MEMBERS SHALL RE GIVEN ONE SHOP COAT OF APPROVED PAINT. Act HIGH STRENGTH BOLTS SHALL. BE TIGHTENED TO 70% Or THE SPECIFIED MTN. IENSTLF STRENGTH. BOIT HOIFS SHALE BE BOI T DIAMETER PLUS 1/16". ALL BURRS, DIRT AND OTHER FOREIGN MATERIAL WHICH WOULD PREVENT SOLID SEATING OF THE BOLT SHALL BE REMOVED. WHEN ASSEMBLED, ALL. JOTNT SURFACES INCLUDING THOSE ADJACENT TO THE BOLT HEADS, NUTS OR WASHERS SHALL BE FREE OF SCALE EXCEPT TIGHT MILL SCALE. BOLT DIMENSIONS SHALL CONFORM TO THE CURRENT REQUIREMENTS OF THE AMERICAN NATIONAL STANDARDS INSTITHTE FOR HEAVY HEX STRUCTURAL BOLTS, ANST STANDARD B18.2.1. BOLT LENGTH SHALL BE SUCH THAT THE POINT OF THE BOLT WILL BE rLusH WITH OP OUTSIDE OF THr FACE OE THE NUT WHEN COMPLETELY INSTAILED. DIMENSIONS SHALL CONFORM TO INE CTERRENT REQUIREMENT OE THE NATIONAL STANDA: INSTITUTE FOR HEAVY HEX NUTS, ANSI STANDARD B18.2.2. A32R BOLTS TIGHTENED BY THE CALIBRATED WRENCH METHOD 'ij HAVE A HARDENED WASHERUNDER THr ELEMENT (NUT OP BOLT HEAD) TURNED IN TIGHTENING. PARABOTTS (TYPE_ PR, GRADE S, GOLD COLOR) ARE TO BF USED WHERE "PARABOITS" ART CALLED OUT ON DRAWINGS, WELDHEAD STUDS (WHS) ARE )0 BF MACHINE vl[Hrr.) WITH PROPER EQUIPMENT. 7 1:-e'" e..7-7-1-1 /gee /0".1 rz.%50 C) !JEEL__,J.OL5P; JO,L$1 10 OE DESIGNED AND EARRECATED IN ACCORDANCE WTITI "STANDARD SPECIFICAITT:N rok 1 41EN WEB SIELL JOISTS" AND "RECCMMENDED CODE OF STANDARD PRACTICE FOR jOISTS AND JOTST GIRDERS", STEEL JOIST INSTITUTE AND AJ-3C. w,F.w.rv• MECHANICAL AND ELECTRICA1 LOADS. PROVIDE BRIDGING AND CAMBER An REOUIRFF) EY "STANDARD SPEC EOR OFFN WER STEFt JOISTS". SUBMIT SHOP DRAWINGS AO STAMPED AND SIGNED U' ONE STRUOTURAT ENGINEER LICENSED IN THE STATE iN WERICH PROJECT IS TO BE BUTLI. TNCLUDE JOIST CALCS, LAYOUT AND PLACE REANN. NENOATL All BRINGING, BLOCKING ANG BRACING. SHOW AIL BEARING CONDITIONS I4NIUD1NG ADDITIONA1 BEARINR CLIPS TO INSNRE ADEQUATE BEARING AREA AND NHATEVER ILSE IS DEEMED NECESSARY BY THE JOTST ENGINEER. SHOP DRAWINGF,, TO BE FfiCEARTO Ui!F n!RECT SUPERVTSTON Or THE ENGINEER, rABRICATION 1S NO I TO BEGIN UNTIE 1LI1 DNAWINGS ARE APPROVED HY ENGINEERS NORTHWEST. Jnrsls ARE TO Br F(:1? MEcHANECAI UNITS Pi R MECHANICAL DRAWINGS. SIFEI FORM DECK SHALL RE VERCc) OR APPROVED EQUAL CONFORMING WITH ASTM A 446, (:FADE A, FyR30,000 F gsi WITH G60GAEVANI/TN PER AS EM A525, USE 22. GA. TYPE B OMLOK; IA0.175 in .19 inA. CONNECT TO SUPPORTS WITH 4 PUDDLE WELDS WITH 14 GA. WELD WASHER PER SHEET 'ACROSS EACH SUPPORT AND 18' o/c AT SUPPORTS PARALLEL T() SPAN. SIDE LAP EASIEN WITH BUTTON PUNCH AT 24" o/c, AT TYPICAL A- 1/2" CONCRETE SLAB, PROVIDE 6X6 W1.4 X WI.4 WWI- PLACED AT CENTERLINE or CONCRFTI: DEPTH OVER DECK. ELEM-10PQ ri EVATOR SUPPLIER f0 PROVIDE AIL NECESSARY CALCUIATTONS AND ELEVATOR DESIGN DWGS. TO rHc CITY OF TUKWI1A FOR THEIR APPROVAL. THE DWG3, ARE 10 TNCLUDE THE MACHINE REAM, BUFFER AND RAIL REACTIONS TO THE STRUCTURE. THE DRAWINGS AND CAI. CE. ARr To BE REVIEWED BY ENGINEERS NORTHWEST 10 VERITY THAT THE STRUOTURE CAN WITHSTIAND THE IMPOSED LOADS PRIOR TO THE SUBMTITAI 10 THE CITY. LOADS THAT INCLUDE IMPACT ARE TO BE 80 IDENTIF IED. 064! A14,‘.*;1' 11111111111111111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIVIIIIIIIIIIIIIIII1111111111111111111111111111111111111111111111V11111111111111111111111111111111P1111111111111111111111111111111111111111111 0 16 'MS INCH 1 I i71 I 2 3 4 5 6 7 8 9 10 11 w‘immomulo 12 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the original document. 0E, 6Z EIG L3 9Z SZ 47e ce z? tz 0-e" 6L FR gl 91. Zl U. 01, 6 8 4 9 9 17 C rIVI 0 IHIIIIIIIIIIIIIIIIIIIIIIIHIIIMIIIRIIM1111111/11111H1111111 II I I • D r #1 (rb=2(H)o :::::1 REP.) =14:S) ..... ROOF STIFETNERS ROOF STIFFENERS (ROUGH) D F. $ (rb.:1750 PST fg(..3) ROOF PURI1NS 246(S1S) D F 01 (Fhz-1500 4X pEAIRS, RiA)CKING It LEDGERS 0 F X2 UMBER NOT NOTED TO BE 0 F. 0? Alt LUMBER SHAL L CONEORM TO "WWPA GRADINO RULES FOR WESTERN LUMBER—LATEST FDITTON" AND EACH Rucr SHArt BEAR A VALID GRADIF,Tr5=0ZATT Nnq TO ITU REMOVED Epom TNE STRuCTEIRAL MEMBER. 110i r HEAM AN() Ni TNSI WOOD ?,HALI PE PROVIDED WTTH SlANDARN CUT WASHERS. ALE WIX0I IN CONTACT WITH CONCRETE OR MASONRY SHALT RE PRESSURE TREATED. AIL NAILS) TO Br COMMON NAILS, UNLFSS INDICATED OTHERWISIi. NO SUBSTITUTION OF OTHER SPECIES roR nouGrAs FIR ALIOWED. PLYWOQD 5/8" CDX (5 PLY) ON ROOF (UBC I1ENT1FICA1 I(,N INTY, 32/16). MINTMUM NAILING, UNLESS INDICATED OTHERWISE ON Poor P1AN, T 1 0d 4 6" o/c ALL P1 'W()(4' rocir.1 AND 12" o/c AI INTERMEDIATE SUPPORTS. CONTRACTOR TO NOTIFY ENGINEER FOR NAIIING REVIEW PRIOR TO ROOFING. ..ciL1/7.L.AM _VMS!. ME M NIU-LAMTNATED WOOD BEAMS, COAST REGION DOUGLAS FIR CONFORMING WITH ANSI/AITC 1. 190.1 - "AMERICAN NATIONAL STANOARD roR WOOD 1:WIDUCTSASTRUETURAI. GLUED IAMTNATED TIMBER" AND ATIC 117-AR DESIGN AND MANUFACFURING. NSR COMBINATION 24E-V4 (DF/DF) FbA2400 pc, TOR SIMP1F SPAN RFAMN AND COMBINATION 24[ V) (DF/DF) Eh =-'400 P',1 FOR CANTI1EVEREN REAMS. BOTTOM IAN TR; BF FREE OE NN SOUND KNOTS 1ARGE1 11-1AN 1/2" DIAMETER. MAIFPIAE MOST BR ORTAINED FROM AN APPROVED IARRICATON. ALL GIU-IAM REAMS SNAIL FIT SNUG AND TIGNT 1 N THEIR CONNECTIONS AND NEVI:FOR EMI. REARING AN INOTGATED. PROVIDL AITC STAMP ON EACH MEMBER AND SUBMIT AI1C CERTIFICATE. ADHESIVE F( PE "WET INDUSTRIA1 APPEARANCE NRADE. =g2 SHAH. or (Rw.;-JOT ANN NHALI CONFORM 1C' THE MINIMUM STANDAINNS OF ICRO RTPORI NO. NEIN 148. EABRICATOR ORATE SUBMIT SHNP DRAWINGS AND CALCULAITONS :-“Amorn, OIGNED AND DATED BY AN ENGINEER LICENNED IN THE STATE WHERE THE NPOJECI TS BEING BUIIT TO THE STRUCTUNAI NNNINEER PRION IN ).ABNIcAIJON. ::)HCr' DRAWINGS SNAIL INCLUDE TRUSR LAYOUT P;ANS. Al C CULAITONS NHAIT INCLUNE I14.11NS rND RLARTNO. INCIUDE MECHANTCAL TOADS IN IRONS DESIGN AN!) PROVIDE ADDITIONAI TRUSNES 41 IF NECESSARY. PLYWOOD NAILTNG THUSS cHorm SHANE NO1 RE NLOSFN THAN 6- TN ANY POW OF NAILS. SEPAPAIT POW'; HY A 1/2". TRUNS PRIDGING AND BLOCKING SHALL RE AS NEQUIRED PER FABRICATOR'S SPECIINNATTONS. 1HE IPhSS ENGINEER OP NTS AGENT 1 TG 1 T!,,E1 INC SITL TO vE.R1rY THAI fROSSES HA VF RAIN EABRIOATED AND INSTALLED IN ACCORDANCE WITH rill RUSS ENGINELP'S DESIGN. vr..RIFY ALSO THA PRINKIER;, IEFOTWICA1 , PIUMBINN AND HICHANN:A! UNTTS HAvF orrm PLACED ACNOROING 10 DI:SI.GN PARAMITrECi. THE TWINS ENNINEI4,7 SHAH. SU1M1i • ETHER TO TIER ARCNITECT, NINUCTUNAL ENGINEEN ANN EN1LDING DEPT. CENIIEY1NG THAT Ilit 11' './1 INSPECITON OCCURRED AND THAT TN( ABOVE NEQUINEMENIS WERE Mfr. INSPECTIONS ARE TO BE PEN URI', STOTT-ON NOR AND ART TO HI BY AN INDEPENDENT NTSIINN lAB APPROVED PRIOR tHr rNrIrNri.T. FOUNDATION- CONCRETC: RI:ENFORCING: CONC. ANCHORS, ROOT & SHEAR 10 STARLING CONSIPU5T1ON PY THr kUILDENG ()If. ANN TNSPECT fOoTING EXCAVATIONS ANN PROVIDE COMNAOTION TESTS AS NOTEN ABOVE. rAy.!Lf comRrTr CNIENDERS REQUIRED, VERTEY STUMP ttln STRENGTH. VERIFY AIL REINFORCING IS PLACED IN ACCORDANCE 4ITH APPROVED PLANS. CHECK FOR REQUIRE!) covrp, Si '/E. AND GRANE. AlL VIER() INNTAALATTON Of CONC. ANCHORS TS 1 BE IN ACCORDANCE W1TH ICRO ANR IS TO BF CONTINUOWAY INSPECTED. C•NTRACTOP IS 10 HAVE A COPY OE ECRU EVALUATION REPORT ON S1. 11: FOR CONN. ANCHORS USED. WALLR: CAL I. otnG. DEPT. ANN fmnrmrrR ROOFING ON COVERTNG WAIIS. INSPECT ALT FIFID WELDINN. VERIFY CERTIFICATION OF WELDERS. COHMACTOR SHAIJ. PAY FON :WF1 DTNG AND RFINSPFOTION OF ALL FOR NAILING REVIEW PRIOR T() WEIRS NO) MEETIN6 SPECS. INSPECTOR SHALL NOTIFY STRUCTURAL ENGTNEEN or WEENS NOT MEETING SPRCS. ;' NP )A1.1 -U11Mri 2 F';ris or PRIN-i! SNOP DRAWINGS ANP 1 eo-r or PFPRODUCTBLE SEPIAS OF RNOP DRAWINGS TO ENOTNIRIT TOR REVIEW Al-IFR OONTPAOION HAS REVIEWED & grAmra) FOR NOMPISANCE AND PRIOR 1N FABRICATION FOR: TI.1„_AIN/ P-'"RDte7 E.A.1e. 7/A1 R -7-.74 / iN/C7 I ___:Atforititt,trzvurIttr;s-7- C.7 \ • . • CUNT R AC FOR SHALL VERIFY A1. L 054EN53M7Thr-(IELD AND SHALL PROVIDE ADEQUATE SHORING AND BRACING OE ALT STRUCTURAL MEMBERS DURTNO CONSTRUCTTON. CONTRACTOR RHAI1 NOTIFY ENGINFIR OE ALI FTELD CHANGER PRION TO INTAIIATTON MJE...T.o.t4E.CHANIQAt_ANDILKIRTAL.i.EA1.21 CONTRACTOR SHALL SUBMIT PLANS SHOWING LOCATION, LOAD AND ANCHOPAGF or ALL HANGERS SUPPORTING ANY mECHANiCAL, CLECTRIcAt, RtuMBING Cfl SPRTNVIR LOADS IN EXCESS OE 50 POUNDS. ANY Reor MOUNTED FOUIPMENT SHALI BE INCLUDED IN THESE (DEANS AND SHALL SHOW LOAOS AND LOCATIONS, THESE,: 3HAEL BC SUBMITTED TO ENGINEERS NORTHWEST FOR APPROVA1 PRIOR TO INSTALLATION OF ANY OF THIS EGOIPMRNI. 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Lt 91. st ht Ct Zl It 01, 6 8 L 9 S h C 7 t ww 0 I,!! IIII IIIHMIIIIIIIIIIIIIIIIIIIIIIIIIIIII!IIIIIIIIIIIIIIIIIIII►I►Illifll 11111 !I4II1I►t!11iI:IIIIII114111111111111Il!111!Illll 1111I!liiih1111111111i111111l!Ili!L111 1111111I!1H1111111111h11161! 11! 11!! L1!11!11/111i!1!I1!11!111! 1111111 111111 !!1!!!I11i1!1i101!!!!1!!!1I BUILD' i DIVISION Job NO: 0,15104. 4 / ENGINEER :.', d- , DRAWN: oi '�,. DATE : 1..: 14, .