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Permit B94-0313 - SOUTHCENTER GOLF - BUILDING
CITY OF TUKWILA Department of Community Development - Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 1212 C q 3-- o a6 BUILD1I3 PERMIT APPLICATION APPLICATION MUST BE FILLED OUT COMPLETELY DESCRIP.T)ON: AMOUNT RCPT DATE::< BUILDING PERMIT FEE PLAN CHECK `FEE.:.: <: BUILDING SURCHARGE OTHER: ::TOTAL • ,•Li a .y SITE ADDRESS SUITE # \--La-p-is f Soy -.Tri- u-1 .(-- N_.,--,\--- GjcxN -rt-f es. V' S t t'So *w sa`. VALUE OF CONSTRUCTION - $ t t� c7o! pbo ASSESSOR ACCOUNT # Z'o4 • 90 v v (commercial) U Demolition (building) ❑ Other PROJECT NAME/TENANT !xsi rl'r-.- (-VT-F- &te- I -c-. TYPE OF ►A New Building Li Addition LT-Tenant Improvement WORK: ❑ Rack Storage ❑ Reroof ❑ Remodel (residential) DESCRIBE WORK TO BE DONE: e_e,LISTg,.-y_• 1.4.0_,..-_, C3%.31(--1.1L. -ACA toP-- l`�t21,- 4(t-LC- CShEUI1> l� BUILDING USE (office, warehouse, etc.) NATURE OF BUSINESS: C..-1 d L,?....,..-...-, ( tc.... ��r.,_. ZIP WA. ST. CONTRACTOR'S LICENSE # WILL THERE BE A CHANGE IN USE? al-No ❑ Yes If Yes, new building requirements may need to be met. Please explain: SQUARE FOOTAGE - Building: t90 �c, Tenant Space: Area of Construction: WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE ❑ No in Yes IF YES, EXPLAIN: St--• A-A-- /hFAc &.» FIRE PROTECTION FEATURES: Sprinklers ❑ Automatic Fire Alarm OR HAZARDOUS MATERIALS IN THE BUILDING? 3.eo t g 1 -'°'- ?. -.�■„L- +-.,-,. .c,.0'(' System PROPERTY OWNER .e t„r„ ( � c PHONE ADDRESS ( -rrr t> G - art, -CC E4-- 1'1.1 - ■-•---1- ZIP CONTRACTOR PHONE ADDRESS ZIP WA. ST. CONTRACTOR'S LICENSE # EXP. DATE ARCHITECT („,..� �i"C.�TS PINRE 263, ADDRESS ��12- �ir. (--La Zr.Go P's ZIP9Sla.9 :1.HEREBY;CERTIF,Y. T HAT i;;.HAVE READ:AND EXAMINED THIS APPLICATTION :AND KNOW THE SAME:;' : BE TRUE AND: CORRECT, AND >I TAM :'AUTHORIZED TO "APPLY:`FOR TIlIS .PERMIT BUILDING OWNER SIGNATURE I DATE OR ryZS • 9¢ AUTHORIZED PRINT NAME 049 / 4-/X-)4,R,1JIC AGENT PHONE ADDRESS /.// tc771-2 .6,171e N #- Z CONTACT PERSON CITY/ZIP v,s ., uh 14No9 PHONE _¢7e, APPLICATION SUBMITTAL In order to ensure that your application is accepted for plan review, please make sure to fill out the application completely and follow the plan submittal checklist on the reverse side of this form. Handouts are available at the Building counter which provide more detailed information on application and plan submittal requirements. Application and plans must be complete in order to be accepted for plan review. VALUATION OF CONSTRUCTION Valuation for new construction and additions are calculated by the Department of Community Development prior to application submittal. Contact the Permit Coordinator at 431 -3670 prior to submitting application. In all cases, a valuation amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Building Division to comply with current fee schedules. BUILDING OWNER / AUTHORIZED AGENT If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. EXPIRATION OF PLAN REVIEW Applications for which no permit is issued within 180 days following the date of application shall expire by limitations. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 304(d) of the Uniform Building Code (current edition). No application shall be extended more than once. If you have any quest' . ; ; t our process or plan submittal requirements, please contact the Depa - 'unity Development Building Division at 431 -3670. DATE APPLICATION ACCEPTED AUG 2 5 1994 PERMIT CFNTFR DATE APPLICATION EXPIRES COMMERCIAL SUB VIITTAL CHECKLIST „,. NEW/. COMM BUILDINGS/ADDITIONS Completed building permit application (one feresch. . • • . • .• . . . Assessor • • Two sets 1.(2) of the following:' . . Specifications •• ..---"" • ..:"'"••• 'Structural engirieor • by Washington ‘.. .State . • :.• • . Topographical survey v ri Energy Calculations stamped by a Washington State licensed::: engineer or architect . . • • : Legal description . ' • • . -":. : . r-,71 Working drawings, stamped by a Washington State kconsecl architect which include: : • : • . • • ' ": • ,;:;-.•'; • . , • • . • . . • " ." • ArChitec.tural drawings : • Structural .drawings Mechanical drawings • Civil drawings Completed utility permit aPplicatioii-(one 1 or entire • : : • ;,1 Six (6) sets .91 civil drawings :.• :-: • ": NCTE:.:See utility permit application and Checklist for specific utthiy submittal reOuirernents.:•: • .„..1•;;;;;:: RACK STORAGE . • . Li Completed building permit application. LiAssessor Account Number. • . • • Two (2) sots of plans; which include: COMMERCIAL TENANT „.. IMPROVEMENTS Completed buliding permit aPplicatiiini(One:fee:e0Ch:'StrUCtUre'or• ri Building floor plan showing: H. • Entire space where racks will be located • Exit doors • Dimensions of all aisles •. •• • Tenant space floor plan showing rack storage layout, aisles and NOTE: include dimensions of racks (height, width and length), aislos and exit ways on plan. . . Structural calculations stamped by a Washington State licensed engineer (rack storage 8' and over), . I 1 RESIDENTIAL ....• . . . . Assessor Account Number ......Two .(2) sots of construction'plans,whichincludel,::,....:,::::: Site Plan .;. Existing and propoced parking . .. Tenant Iocabon •" '-,•-••■• Usa of adjacent i(common .litiildirig'or'SqUere:feeta 11 •'Floor plan"of . . . . . ........ . . . . . . . . . . . . '11•:,,:.'","'7. .:Tenant"SPiea'Plat. :iiiih'iie . Of aach room Iabeiied Exit doors egress patterns New walis, existing Wall;: and 'Walla. to be demoilshod .-, ..'••, .•::. • , • ,... • ; . ," • • . • ••• .' •• ' . •• •. •.• '• ' ' •••••••• -::-:-:'',"- ---" ''''-•:.'"?' proSs'seCtienS:.ShaWirig.Wall:CenatitiCtion 'and Methed.,ei.:::::::::::i:::'::•.,:.::!. Construction..cie!,!Is'')::::'•.:;;;.,".":6::::,::::::•:0:t::;;;;y::::::::i.,.• 7....:::,..,..069...,..i9-....?c,at:c...1:::.:,beenr..:ti!'for;beord -:easn;ru;..;i•Cec:4ii.riniligbii7....:•:"."9..":1.,".1.....ts1.........opla:-!'",'":,1?...,:.:',,•:....•:......;.....ii;,..;!::::,''''"'"-.:."':::i.:,;.i':-..,i'',.;:i....... ..i.iiiiiESir..": 1!.ani1:.Y :1,0..:::i:l...1%t''''...j-'-t.j1:°:.iii::s:...i.ki,:.:eri-,-...:::7.'':!.::.:;-:'l::...lii::••::.":'::;:'''''::.1'.:::::..:::1i:":•-'.::::::..:!:::::.:•:::::::.::::.:•".:.''''''''''':';':''...':cl'..::.''''''''''....i..::::'':;'i:i.:..'•1"::i":;' applica49f!'•••••••••':>.'•::.''.'::::.::::.':::; :....;y:'....'.... '' ‹"............,.„..„...;:.:..:;.::::::.::•:.,::::::,::•'.'.:::',;:::::;:::;::::,:•...,:•; -...• ::.::::.;.:,•,-..•:;....,.. • ..••:.:::...',.....-..':. ....... " ." . ...."...,....;.,....::..,,,,:i.:;,•:::::::::.:: ,.• :'.::::::::::::;::•:::...:;.!:' .' ' • ::•.'• .:.::::.,.. :,;.:.., ., ..:: :......:.:••.•:•::-:::.::: ... :.•:',.:,•• .,• ...:•,•,•••,:.•, .,. :'• •••• Compioted :'buildn9:-PEIrm t app El :.A saesio.,.,.:,r,•::A.:.Ccou........7.,,..: ..,,,,, .............,;.,......c)i;,ir),-,..6te0..,.-6,•1:b...0ir1g-..re.„....:..,,...„.:..::,:...,,,:., Narrative ' describing existingre... ,., ...:.,,,..y , ,...:. :::..: .F..,....:.,.."::ei....a.:6d..,:',':::::::.•::::.''..:,,..:.*:,•:•••:... .....iiiaterl'al:1:91.16 gti.oinnsltaetter•is.req U/re • of the permit p..,:.:.:::,...: ,:ns.::;l ..; cti:,..o.,,ii::,.:...7.:.::,,7.-.,,,,:::.....:. .:.: .•.•...:••. •• : • •• • off . ..;•.•„„.. • .,,..,.. ,,%,.... ..„,. . .... ••••• :". ••' • • • . • . . • . ." • ••••:. • . •''" . . • ." . . ......•ANTENNA/SATELLITE • •. • . • • • • • • • ,••••, • • " • . . • Completed building 'permit application ■■•■■■••■■• Assessor Account ....... .... • .• .. • TwO,(2),setS 01 plans whlch include : Site Plan (showing building and lOcatien of-antetrafaatellitdishrH..:; • Details antenna/satellite.dishand method of attachment : •-• . : :" Structural calculations stamped, by ,StiWashington.:State'lice■nsed:',:y.':::, engineer may be required •••:: • ":"' : • : •. : NEW SINGLE-FAMILY DWELLINGS/ADDITIONS •..., : • 1,•.." . . 1 1 Completed building permit . application (onei'foreach: structure), Legal description Li• .• •,..• " • :„-,- Assessor Accourit Number ..,,..••• • •••• • • "" " " Two sets (2) of working 'draWingS;:whiCh . . • Site plan . plan .show closest hydrant Foundation access Floor plan ....:ROaf Plan • Building elevations (all viows) Building cross -Section „,_•;.cturaj. teaming Washington State Enargy Code data ' • • • •-• • • Six (6). sets oi site plans:showing utilsties NOTE:••:Buildingit s plan and uitlity stte plan may permit application a130e combsnod See u b. Atit3I dchliona ltopogtep Itiq!4! . . . . . • . . • • • • . ••• . .• • • • • :• RESIDENTIAL REMODELS ,••••. . • • • :Completed building permit:application (one.for.echaructa):..: Assessor Account NUmber",'""'"':: sets • ; • :.1: . . Site plan Foundation pien Fioorplan Roofpian Buiiding •••• . . .................................................................... ............. Siructural framing plans NOTE 1! any utility work is to be o'ono provide iitility permit appllcat:on and plans must be ee b fejti REROOIS Assessor Account Number • .. • .. • . 1_.••• . •,• . . ▪ • • •-•-• •••• • .• . . '/VOTE.74"Cat:tificatiO0",lettee:Iaiequiiediiitir-40'.. fide 1.10.00.siOff0*d.isi tf 0! the permlt • CITY OF TUKWIL Department of Co nimunity Development -- Permit Center 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 (206) 431 -3670 Building Permit Application Tracking PLAN CHECK NUMBER PROJECT NAVE Sou+ ,C_ CSI of F SITE ADDRESS I Y7 ( 3/c SUITE NO. INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that the status of the project may be ascertained at any time. • Plan corrections shall be completed and approved prior to sending to the next department. • Any conditions or requirements for the permit shall be noted in the Sierra system or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ", date and initial. DEPARTMENTAL REVIEW "X" in box indicates which departments need to review the project. D EPARTME TS DIATE, PROVED REQUIREMEN' sg BUILDING - initial review 01-GI -941R (ROUTED) CONSULTANT: FIRE �i1niti4' INIT: Date Sent - $— (o — Date Approved FIRE PROTECTION: Sprinklers ete ,[/Dctors FIRE DEPT. LETTER DATED: p3 /5v INSPECTOR: 5/2 LANNING ZONING: BAR/LAND USE CONDITIONS? INIT: J PUBLIC WORKS 0 OTHER INIT: REFERENCE FILE NOS.: MINIMUM SETBACKS: N- UTILITY PERMITS REQUIRED? PUBLIC WORKS LETTER DATED: INIT: S- E- 1111033111111 No W- )BUILDING - final review INIT: TYPE OF CONSTRUCTION: CERT. OF OCCUPANCY? °Yes O No UBC EDITION (year): BUILDING OFFICIAL INIT: REVIEW COMPLETED AMOUNT OWING: ' a '�+ r . 00 CONTACTED DATE NOTIFIED BY: (init.) 2nd NOTIFICATION BY: (init.) 3RD NOTIFICATION BY: snit. OSt8l3 Permit No: Status: Project: Address.: Location: Parcel #: Wetlands: Contractor-: PW94 -01 51 I'S'SUED TUKW DRIVNG RANG 18791 SOUTHCENTER PY MAIN BUILDING FOUNDATION FOOTPRINT 352304-9015 LAND ALTERING Issued: 10/19/1994 Approval Letter: 10/17/1994 Expire .: 04/17/1995 Watercourse: Slopes. Y L. i cense No. . TENANT TUi;:WILA DRIVING�tahiOGE'" `-- '� ' +'°''.... OWNER ;CHUENBACHL!r'E - 'F'.�78ERT W li `�;, home: (206) 575 -0212 1003 LAtiE T•''" #D031 Y�g,[ t�.LAND a,WA 98033 ''''*�' ` LINARU'I� - %'.ED •" �, 1��, ar�z�. =. ri�u` `,R.�o CONTACT (206) 283-4764 '131 9,r�.PE`X-TER `1�' �:, I ., °S TE . #260, ACATTL"E ,.�: ?e l �1 , • ENGINEER � :i: �r;i ;r �;� A0 ' ` `r �' =w 0,r. 14". . Phorlei:' 206) 481-96137 �yf�r �; k• -k * k * * *k * .k •k •* •k ykr itk k 'tk ' 44. * *VII* 'k ,fir 1i k k * k lick° ti{ Al *'•�c.•� * 4 k •k k 4 4 4 .. -4;'•k :4 k 4 rk k'rit :k" •k 'k k k' / '1/ `*t z,, ',�y. i r ` i P it I-• �� 4b k),• Additional e_.cr•ipt1on'•�y� �t . 'STOCI. .Il.. `500 a��r OF F. 1 FUR PR..L�IAD r'��1 fie, . �* y j. _ ,J' .f r0'' �w ,9 ‘..,...„,„1. 1 Kgio ��t1; ,,, ► radin�� /(=i,)1 /(Y2r;ij ^) -Gut: .�'" I/ `` ~F11..1. `>500 Tote �rM1, 5500 l .� f :... �, 14.6 2 . '0 0~ (_ '' ,�'Ac cp n t No : 000/822% 10'x' Plan L:herF�,�Fee. :Y ./. 30' •01i' , a ,4s.�,` ' dc.cou,nt No 000/34` L''3 ° 4.1=�her , t. " `�; , �r �r` F / ccoii�rt t No . 000 /3aE; :i: (d\ To to •1' )F e s.:1'= 92 ',/ ? " Va ;i ua t'i.� it 1,30:;10,0,2J10 r ` e ,,� 1•J� 00' =, 1 f "r, ,, ,.:t.l ? P: .. J ,r'4'/" 1`ti ,` ' {'ti �,(r. .. �" •..r ' 1 1. * * * 1 'k k k •k k * k 'ki �k k *: k *' k 'k * 4 •4 * * 'k * 'k r' &" k,, 'k k '!1�k ,.Y�kv4 * `h '4 'kV! .04 k 4 4 k k_,�Ic k 4 k 'k 'k .4 'k 'k :4 •4;•k •k '4 •A * •k 'h 'k• .4 'k •k * 'k •k 1 hereby ,e.i,t. i t-v `:ht t I h A /A, ead``.anii' e\x nr.j,i'}jerd:f,t-hi;_ per•mi t,; an,d'' 1 ipw:r��'Ci e same to be tr••ue',i,k nti, co�' reb,t. Al 1 prov i s, i on'' of ',1aw !ani.4..a.rd i n�ancesax.gov�er•J�s(1g th i s ' '" ` urs, wort:. W 1 1 ''e\ 1. onipb 4ed de th, whether' s pecrj't fe0,,her e_ i n "or n d't. 4'TiJe yr al,f�t i riq of this per mst.P,,ici•oe�� tort p' resume to give agt!li.op ti`t19 V;1"c. late, opiaAca'liioe11 ,the provisions, otf ar'ly,•. d her'�,state or local ilar�s r,;e,gu a,.i\9g sconstr'�c,ti Jill/or the performance t work . I am authorized / SAi'3ri for, arid. .obta in th i s�,crL'•,;and ■ Al tor i ng per• ,i ; t, Th i s permii t shall berolne nual =,1 lidd. Void i t tithe r�ti, 7# i s not c.ornnenced withi'iji•��1LO kda'y,,s tf'QJi the date of issuance;'or� „i'•tr',:the wore: is su - i �' i v .trom th ..e, a� ��� ection. ^tended or a�anlltii�ne� #`�F.f'or a pe'r•� od of 110 da � 1•,�l�as.t"IX,' �ir ..p t, k i,. > 7 , ie •'' 'A gj ,,. ,• W- ,, iii': � THE APPLICANT 'ST:4�NQTIFY THE CITY IM'SPECTrrR OF c0MENCEMENT:,A1�G COMPLETION - 4'ql '- I�' \ADVAN�CC '” F) Rt;,ArrF,', IN'..PECTION,.,CAL1?" 43' -0179. n_ y.4 ,4 J�1� (%���5� /y/,,r'�%1�;� �!j ('jam .4 k 4**k 4 k 4 4 •.4•k Perini rFee k* 'Signature: 'k ***AAA* * •k * * * k * * * 'k •k * 'k k * 'k •k •k * k'•k,*.'k *'k�* 'k' *- 'k.*. *.:IK,:k : t 'k. k *-'k"* " h . * : 4 4 ' * i i i :k•'1 k •k 'k k 'k •k k * •k 'k k 'k 'k 'k k k : k 1 1 1 1 1 k APPROVED FO .I:3"•_UANCE . Issued BA A( ti�rized Permit C:�ter Signature 4.4•4.4*'k** *.4.44.4 *k * *'k•k•k**•k*•k*** * k• 4' k*** k***' k*' kl k' k**• k' k• k** *4 *'k•k4*'k *k*'k *•k*k•k•k*'kkk* 1 hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions, for this project approved herein. k* Date: ,..O.(0-M1 f u) c Lj Final Inspection Approved By: Inspector- Signature Date: ► c CITY OF TUK.WILA Address: 18791 SOUTHCENTER PY Suite: Tenant: TUKWILA DRIVING RANGE Type: PW-LA Parcel #: 352304-9015 Permit No: PW94-0151 ,■••■•••■••••■■•■••■•, Status: ISSUED Applied: 08/25/1994 Issued: 10/19/1994 **********41******4*4 *Ali********4******A4*******4**********************4**** • Permit Conditions: ....!?..--",:zi;------,F-7"74;7•'',"A'7"----- 1 Temporary e To s i on con t%1 seIrsuy!..m-silli1be-,,inip 1 amen ted as th e - f I r s t order of IY ..9,45--fir pr e v e rit-.S.e' :46-7.:t i on of f P ......,...4. site or into exic•rts1) storm inagea le`14‘11?'N. J O ° v b a i a l d u p o n a n e SvOta!t,e d .,..'. N tv,.... 2. The Land Al tea- ;',.." er i4 ' 5500 cy of vit!„,-11 N t ) e ..fecifii at Jq u an, y9 e x c-seAd:,,,, . ox ......i,,,, t h i s ' a m o u n rifle • e 0 4:hose. • 'IS ha I ,I") , % 4r• ecq u 1 rted ea. $a 1 c ti, arte the f ina I rint,' ty arts!' pagotlfe dit'feeaficg, in p*.r.iit fe ..1- prior t nsvetti ori A 94) P et 0 e m /7. m e if0 m .....-. 9 . ..rs...w- 6 9 ,r1 g■ -...1r( `k777 9 u SO 9 N., • N e • fLs...., 45 0 _......., .., 9 __,.."----- ..,-----1 ......--vi, m 64, 4 miAlom v a g 11 ■ Ix 0 • moo mem e 9 4)4)4) 4) 0 6 4:7 4) .6 Permit No: Status: Parcel No: Site Address: Location: Start Time: End Time: ' TENANT OWNER CONTACT ENGINEER HAULING PW94 -0150 ISSUED 352304-9015 18791 SOUTHCENTER PY MAIN BUILDING FOOTPRINT TUKWILA DRIVING RANGE SCHOENBACHL ER ,..1!%7q4.',,7 Phone : 1003 LAKE ST S !#;01-144..tRid.01-6 WA 9-80131,Qi3,-,: ED LINARDIC 1319 DEXTER/ 0E;!!"N. 0S TE, # X66, SEATTLE , WA . SDS &e./ 0- Ph orie:206) Issue Date: 10/19/1994 Approval Letter: 10/17/1994 Expires: 12/18/1994 Bond Number: 286476 i 17 ‘J L'r'' I 4, 310 20UM, SE N‘OtltIELI:', WP. 98012-9 ( 2 0 6 ) :Rhne: (20h) •Z, 575-0212 283-4764 481-9687 * * .k * 14:40 * '0* 'k'k 'k 4*,*1.1iA14* .0(14PkOk ok 6* k * k .k Fla ryChe c 1;P Fee : Y/ \\1 Ins e,c t i bf : 604' ta., I, 0 /40 Other F4'ee '\\c' . 0 04' o (/* Te\ L FEE*, : ts.A .7,9 ill ***),*1,A*4,4,4,e.k4ctek*****.04i****14;;;41.4****k****A.k.0,4,4etvoil,,p01,44. The un ders 1ln e d,,,,keit'ebf app 1 Fer$ for J.:71iii-s s.1on to perform +ha ng p ,•,-,,_ / ‘ , i .. map in a wO t dft n c., ed w it h t h e4c-1,1.o.wg co n;d:Vt ions: .1) Itt.t ' 1- F 1 agg 11■g1 s f9n4ng:and portngt sha I be It n/(St'oordance wi th MUTt0 f contrdlfl' .,;, . ---.----„, ., -1. / -...,,,,oe. lis faY I ) ,.. 4re traff ic 2- Con t r:. -tor sh;v11:p.pom de -c et\t !lit -1(e cG t l!g6Amevt or $4t r af f i c con Vol/y.1 3- Sweep ri otehedwise‘cleiK-10redt,), to he,islatI.IfTtion of .ful.:1:: o ,vii, --, r'" ! :1•4 E ' t . ,F, each n i g h t a round,Haulingi+out. ,(if O-Ous h fril ‘AlAbwed) ,c , J I 4- Not ify,,,i4k tv,!tnspe'ctoiz;-15'&f, rib A e.'00\n doiV...on frAday preced:Ing rany e kend ,.. , \ y-, -,,,.,, 5--Permi t ts Vatid between the week day4,1four$seof-74-00,, a. m. and 3:3.0 i 1. only. \ work . ri 1 $ ' ,;., ' ' \-4 l 4. N..., ,.., t.,\ .' Sr . .1....k... N 4 ' • t 0 1 1: y , ■;. ‘P,sr::)., 1 ik kil AI 4 ‘ 4 r- .r„.- 6- Clean ar41 rembv debris from ci ty catCN,"-bas ins in "end i'roUnliatit ring route. V, ( %\ , , , . 0 , „, if I/ 4 T:iri IV. IV ? 7- Provide iktlecIL e' tedporary access a$, ncit t\ inten era witlYk/other vehicle 4 / / movement\or\ c:iu.re trucks to travel il*fer cpr sl '-i., 4.,* , , 8- All vehicl:a. mustu make 4complete s toj pr i 01.7.c„to,,,).ent-et'ing "Rub 1 i 7A qh t -of -way. ' \A\ '64,1ii'rt 141!‘ '00 ',1' WORK AT LEAST *,, A 1.4 *** * '''' .14 4( * * A " 11** * *.&.,* .4 A * * * * *1 * ok-k;k.;* *..k.)***'';‘ 4 4 k A * * * * 4/ 4 ..!..,, A * * . k * ** * *A 1 .* * , THE APPLICANT .4 0,4*4***4 attached .k A A * ST.;.INOTIFY THE INSPECTOR OF COMMENCEMENT ANDAMPLETION OF 611.0, N AD NCE44.3 ,,-0179 ,,t 0- -0/ • ,,,- etspa.> -,pv'34, z.,„ ft ;i .11 ,,,„,,, (7 / , / 9 9 Y Signature: -, ......!, • J ",:v.i'' --4' azte.4.-:,--' n.....4.!-r-ITAMT ....;•;•,....... . .....,,t•:,, .-441,,,,,„..„- * * 4 * * * A. * '.4 * .k A k * * * .k * A * * A * * * * .k 4 * 1, A' ;A *47-414ilklis..7.4. ..6k.' At—A44Cr''i41.44; ;lr.k * .4 * * * **** k * * * * le .k * '4 * A lc * * A )14 APPROVED FOR Ig r Issued By: _ Au .h SUANCE BY: JJS /4-, LI • dia41415 /q6.7 rized Permit Center Signature Date 4 *lc** 11 A 14 * * * k * * * * * * * * k * ** * * * * *************** k********** A*** ***A*** If * * k * * I hereby certify that the permit holder whose name and address appears on this record has satisfactorily met the standards and conditions for the project approved herein. Final Inspection Approved By: Inspector Signature Date • Address-: Suite: Tenant: Type: Parcel #: 4. 4 'h •k '4 4 •4 '4 •4 k Permit Con 1. Any m immed CITY OF TUKWILA 18791 SOUTHCENTER PY Permit No: PW94 -0150 TUKWILA DRIVING RANGE ':,tat PW -HAUL • Appti 352304 -9015 Iss,u 4 4k•4•4*•4•4•4•4•k'4•h•4•4 4.4.4. 4' 4'4.4.4.4•4.4.4.4.4.4k•4 k 4 k h'4 4.4 4.4 k 4.4 ditions a t e r i a l spilled o f o s ,itt t a", 1 b u1e it � :"' ,iately, . � , 475. .4, , . 0 i\,10 I .'. us: ed. ed: ISSUED 08/25/1994 10/19/1994 •4.4.4.4441(.4* *w•4* k•4.44*4** aped up. 4 ei•?*--s t // Ys (t 0 14. 1► rrt y;. City of MI Jvila Appllr ion #�f\T 0c�(0 ] tg" ff srem - Engineering Division w .Li 01E0 �outhcenter Blvd., Suite #100, Tukwila, WA .98188 Uk ) qq - Q J S I Phone: (206) 433 -01; •9 OCT 10 1994 UTILITY PERIUIIT APPLICATION TUKWILA P.ROJECI '' '>1 Site Address: 1 X30 �"�� z >INF..O.RMA ION Name of Project:-S�,�s-1� -�c, Property Owner:{ -��6 c..5, Street Address: I Engineer: -� Street Address: 3,(m 2 p$'k T- -tee Contractor: Street Address: Phone No.: �j"-j; _02.1 City /State2ip: Phone No.: 'k, 96-9_57 City /State/Zip :Fort) - 98�,t Phone No.: City /State/Zip: King Cty Assessor Acct #: Contractor's License #: O Channelization /Striping /Signing - t -Curb Cut/Access /Sidewalk ❑ Fire Loop /Hydr. (main to vault) - No.: Sizes: ❑ Flood Zone Control 1 Hauling Land Altering pO cubic yards Landscape Irrigation 0 Moving an Oversized Load Est. start/end times: Date: '616 Sanitary Side Sewer - No.: di5 (0i 17191‘ Exp. Date: 21 Sewer Main Extension rivate ❑ Publ c Storm Drainage Street Use Water Main Extension ❑Private Vi Pubic * . Water Meter / Exempt: - No.: — Sizes• `f = Deduct jJ. Water Only ❑ ❑ Water Meter / Permanent - No Sizes _ ❑ Water Meter / Temporary: - No.: Sizes•_ Estimated quantity: Schedule: ❑ Other: >DEPOSIT!'. AEFUNDLB MONT .... HL' >;.SERV;ICE; LION Name:CAA Street Address: ee '2 c Phone No.: 6St - '-"t A, 4 City /State /Zip: Name:G(tS E3p c Phone No.: '144P4 Street Address: (-E725-6 f.(..S dr.f�. City /State /Zip: ?---z- Sewer ❑ Metro ❑ Standby 5Water :D.ESCRIP�7l Q:N �( ❑ Multiple - Family Dwelling No. of Units: &CommerciaVlndustrial ❑ Single- Family Residential ❑ Hotel ❑ Motel ❑ Office Retail New Building Square Footage:\ `3v -D >MIS.CELLANE0 ;INFORM :ATIO • ❑ Duplex ❑ Triplex ❑ Warehouse ❑ Manufacturing ❑ Apartments ❑ Other: ❑ Condominiums ❑ Church ❑ Hospital ❑ School /College /University ❑ Other: ❑ Remodel/ Addition Square footage of original building space: Square footage of additional building space: King County Assessor's valuation of existing structures: $ ;; i `HEREB:Y:CERTIF.Y;THATa: •V.E.;READ; THIS APPL.ICATION AND;;KNOkITHE SAME TO BE TRUE AND:: :CORREC -r Applicant /Authorized ( Contact Person Agent Signature: _(print name): *D ` (-'‘1.-- -ix__ Print Name:. OP l 1../NA./z-10/ C- Address: t - c4. L.4.e'9 ?6 Date: z 3 i Phone: 283 fib v' 1 67OQ Phone: 'Z.--.S. 4 4 Valuation of work to be done: $ Date Application Accepted:_ �14 UG 2 5 1994 PERMIT CENTER Date Application Expires: 04/22/9 2 •.k*kk *•k*k•A***.k** *A*k*kA* * **kk**hkl k* AN•. t*A•kk*••t•A*A *k•k*•.kA***•kA*k CITY OF TUKWILA, WA * *****A *k **'k *** •k:k•k,K *•AA kx•k *k•k *'k TRANSMIT Number: 94001370 Amount: TRANSMIT /ax k * * **kA k****A **** * *kk 192.00 10 /49 /94 15:43 Permit No PW94-0151 Type: PW• -LA LAND ALTERING PERMIT Location: MAIN fUTLt)II'I6 FOUNDATION FOOTPRINT Payment Method: CHECK Notation: CHRIS BENNI:.T'( Ir7i1t0y ^05,j ** * * *A * *I4k*lkA• * * *A• * *et * * * * *•A* •* e4* sl**A * ** * * * **k•A * * *A ***•k * * * *AA W ** * Account Code 000/322.100 000/345.830 Description BUILDING - NONRES PLAN CHECK"- NONI2IS Total (This Payment): Total Fees: Total All. Payments: 8a1ar1ce: 192.00 )� 192 ■00 .00 Paid 162.00 30.00 192.00 GENERA GENERA GENERA GENERA TOTAL CHECK .CHANGE 6664A000 162.00 30.00 10.00 15.00 217.00 217,00 0.00 1;:06 **4A•k*•.•Ic* *•A4* *k * * * *k*k *klr• Apt• *#'r*A**,( ** 4444.4* {A•*k * *:1* ***44* *•,t *•4k . * * *•4k4* *** ***A ** *k A* *A * * _*,,.k * *F**** *A * *A ** *k* *A* *A * *A C ITY OF TUKWI LAY WA TRANSMIT TRANSMIT Number: 94001369 Amount: 25,00 10/19/94 15:43 ' ,'. rmit Not PW94-0150 'type: PW- HAUL HAUL NG f,it'e+ Addrcsst;., 18791 •,EIOUTHCEN•1•ER PY • ',t:•cc.f tior,: MAIN BUILDING FOOTPRINT '1'aymerit Meth'tcI:, CHECK Notatictn :• CHRIS BENNETT I :riit: SAO *4**A*44.44***4*•A4****4 *444 **** * 44 ***k4 *fi *kk ** * ***44***444 *4k4** Acr_o.unt •Cade 000./345.030' (00/342.400 Description PLAN CHECK -- UTILITY INSP FEE - UTILITY Total (This Payment): ' Total Feet;: 25.00 Total All Payments:. 25.00 • Balance: .00 Paid 10.00 15.00 25.00 A2-tk low) **+++****+*+*****+*****+*»+*+**+^**+A4+++k++++4k**+*+f+4*^***++* CITY OF TUKNILA WA , TRANSMIT ++++***++**ie+*****4**+k*+******+*++**�+*+k**a***++^kk*****+++++* TRANSMIT Number: 94001113 Amount: 1,606.48 08/25/94 15:24 Permit N0: 894~0313 Type: 8-BUILD 'BUILDING � Y o Payment: Metho�: CHECK Notation: CHRlS BENNETT V—.'GAO *++*+++**+*** **�*++*�*��*��*�*�+*�++*+�*+*+.*. +++* * Account 'Code Description Paid 000/345.830 ' PLAN CHECK:.- NON8E8 1,606.48 . Totol (This Payment): 1,606^48 Total Fees: 4,082.48 Total All Payments: . 1,606.48 Balance: 2,476.00 • GENERA 1606.48 TOTAL 1606"48 CHECK 1606.48 CHANGE 0.00 5009A000 15:33 r_'- 1!111'•1111. 1111 u—iKf1ramwiwi -i-i....-i' 1991 Waenengton State Energy Coo. Compliance Forms Apnl, 1941 cyriA Project Address Date e?..9_25, .t_, , The following intormalion is necessary to check a building permit application for compliance with the building envelope requirements In the Washington State Nonresidential Energy Code: GENERAL REQUIREMENTS (Sections 1301 - 1314):. ..: 'INFORMATION IN THIS COLUMN MUST BE ON PLANS AS THEY ARE THE OFFICIAL RECORD OF THE PERMIT. Applicability Code _ (circle one) Section 1301 1302 yes no n.a. Com Information R •uired �onent PLAN INSPECTOR Scope Unconditioned spaces identified on plans if allowed Space heat type Electric resistance Yes no n.a, es no n.a. 1310.2 1311 es no n.a. 1311.1 no n.a. 1311.2 Other Indicate on plans that electric resistance.heatis.00t allowed Semi - heated s •aces Semi - heated s • . ces identified on •Tans If allowed Insulation Insul. installation Indicate densities and clearances Roof /ceiling insul. no n,a, 1311.3 Wall Insulation Gee) no n.a, 1311.4 no n.a. 1311.5 Floor insulation Slab -on -grade floor yes no ( 32 1311.6 no n.a. 1312 yes) no n.a. 1312.1 Radiant floor Glazing and doors yes no V 1312.2 1313 es no n.a. 1313.1 o n.a. 1313.2 U- factors SHGC & SC Moisture control Vapor retarders Indicate R -value on roof sections for attics and other roofs; Indicate clearances for attic insulation; Indicate baffles if eave vents installed; Indicate face stapling of faced baits Indicate R -value on wall sections; Indicate face stapling of faced batts; Indicate above grade exterior Insulation is protected; Indicate loose -fill core insulation for masonry walls as necess; Indicate heat capacity of masonry walls if masonry option is used or If credit taken in ENVSTD: Indicate R -value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24" o.c.; Indicate that insulation does not block airflow through foundation vents Indicate R•value on wall section or foundation detail; Indicate slab insulation extends down vertically 24" from top; Indicate above grade exterior insulation is protected Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 36" from the top; Indicate above grade exterior insulation Is protected;' Indicate insulation also under entire slab where req'd.•by Official Provide calculation of glazing area (including both vertical vertical and overhead) as • rcent of •toss wall area Indicate glazing and door U- factors on glazing and door schedule (provide area - weighted calculations as necessary); . Indicate 11 values are NFRC or default, if values are default then specify frame type, glazing layers, gapwidth, low-e coatingsjas fillings Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule (provide area - weighted calculations as necessary) Roof /ceiling vap.ret• be no n.a. 1313.3 2) no n.a. 1313.4 no n.a. 1313.5 1314 1314.1 1314.2 1314.3 Cye3j no �e no es no n.a, n.a. n.a. Indicate vapor retarders on warm side Indicate vapor retarder on roof section; indicate vap. retard. with sealed seams for non -wood struc. Wall vapor retarder Indicate vapor retarder on wall section Floor vapor retarder Indicate vapor retarder on floor section Crawl space vap. rel. Air leakage Bldg. envel. sealing Glazing/door sealing Assemb. as ducts Indicate six mil black polyethylene overlapped 12" on ground Indicate sealing, caulking, gasketing, and weatherstripping Indicate weatherstripping Indicate sealin•, caulkin• and •asketin• PRESCRIPTIVE/COMPONENT PERFORMANCE Sections 1320-23 or 133044 yes no Envelope Sum. Form Completed and attached. Provide component performance worksheet if necessary "no" Provide ENVSTD screen 1 output if necessary r, If no is circled Tor any question, provide explanation: OI1Y OrE►UKWIf_A AUG 2 5 1994 PERMIT CENTER Lighting Permit Plans Checklist 1994 %Lams ton seta Project Address Energy Coda Compliance Forms LTG -CHK Date -21- The following information Is necessary to check a lighting permit application for compliance with the lighting requirements in the 1994 Washington Slate Nonresklential Energy Code. Applicability Code (circle one) Section Comp nent LIGHTIN cONTR LS (Section 151 no earl" • .11107T 'FL 111111 1513.1 Local control/access 1513.2 1513.3 Information in this column must be on the.plans since this is the ;official record. of the ,permi•t. " Information Required 'PLAN •ZEVIE INSPECTOR 1513.4 1513.5 1513.8 1513.6.1" 1513.6.2 vertical glaziN overhead • lazt Display /exhib/spectal Exterior shut -off (a) timer w/backup �)�hatocell. Inter. auto shut-off (a) 'occup, sensors (b) auto. switches Schedule with Maximum indicate locations limit per switch and features, Indicate locations Schedule with Indicate vertical glazing on plans Indicate overhead • Iazin • •on • lens Indicate separate controls Schedule with type and features, indicate location Indicate location Indicate location Indicate location Schedule with type and locations Schedule with type and features (back-up, override capability); Indicate size of zone on •tans ections - or lighting Sum. Form • Completed and attached. Schedule with fixture (4111 *31Ii,4[.►' [el (el Mt— tTif I"i� ,�IF►i Eiec motor efficien no is circ e. or any question, prow • e exp anation: • la,•baliasts, watts per fixture MECH -MOT • E 017Y OF TUKWILA AUG 2 5 1994 poRMtr coo' en • 11 e.v,•...■• ,•...., •.., ,u, 1991 Washington Stale Nonresrdontal Energy Code Compliance Forms a/vuar •.I \d 11r 88 1 IVC", t 61111 LTG -SUM Apnl, 1991 Project Info Project Address 1ei ti y ��R ��rw;7 F- Y �, Date S....-z..4 ��� I ('>9 P-cd 1 •t ' -mtaco All --r- . 1 . < ' 060Ct> For Building Department Use • RECEIVED CITY OF TUKW �U� 2 19 112. w• l (pct - 12.c�c3 Applicant Name: ��,` ,A n,11_ ate( �tit-`'`'� u.,..1°� C Applicant Address: t3 'jr,[L 64- d '2.(s: y firm Applicant Phone: — • 2 `Zo` 2�- . ..1,..,(4. 7.- Project Descri vtion & New Building ❑ Addition El Alteration RMIT CENT Compliance Option El Prescriptive, .dl-Lighting Power Allowance ❑ Systems Analysis (See Qualification Checklist (over). Indicate.Prescriptive & LPA spaces ctearty on plans.) Alteration Exception's (check appropriate box) ❑ No changes are being made to the lighting I. • [] Less than 60 % of the fixtures are new, and installed lighting wattage Is not being increased Maximum Allowed Lighting Wattage (Interior) Location (floor /room no,) • • - Occupancy Description ..Allowed Watts per ft2 " Area in ft2 Allowed x Area I ('>9 P-cd 1 •t ' -mtaco All --r- . 1 . < ' 060Ct> i I-, ,::;.c> 112. w• l (pct - 12.c�c3 lo,f� .�5 1....1c._ _ l \ a , 11'1 tvan 1.01 1,1.',ttl l Q-L-'-1- 1A+744/1/4- '-10 1 % l Sc. 7.- _ ( ,.4- -. i .. < .. . a> t, 1Z t z1 (-- Lrn�4. u ‘--- too l " From Table .15-1 (over) - document all exceptions taken from footnotes Total Allowed Watts .3 c9 , o •s u Proposed Lightin Wattage (Interior) (May not exceed Total Allowed Watts for interior) Location (floor /room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts ' Proposed 1 / 1 '2(r ZOl �2� c7i Z � ,s' —� c,4' ____i 1...1.._ �c a 1r �-1.4.�• ia.► -k C� ilc 2_ c> <'- zc? ,� a__ l (pct uz -itoCa __ _ 'R., s .i• ^ 1/4.t 'Cl7-4 17�l• t L - 1�5 (._4 4-.-7.-%-.6r., 44.4.c... bra. i9 (u5- CD J _ l \ a , 11'1 t12, Z 3r10-1 • ( —I I f 4T •2 -Trio talc-4A- -r c - '-10 4- Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts Bldg. (by Perim) 7.5 W/lt • • Note: for building exterior, choose either the facade 'area or the perimeter method, but not both) Total Allowed Watts Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts (9L,e Maximum Allowed Lighting Wattage (Exterior Location • Description Allowed Watts per ft2 or per If Area in tt2 (or If for perimeter) Allowed Watts x ft' (or x in Covered Parking 0.2 W /ft2 Open Parking .■•t✓ ( • t , - . ; . — , d}� w 0.2 W /ft2 -4 10c9c., • o"• . Outdoor Areas 0.2 W /R2 Bldg. (by facade) 0.25 W/It2 .43 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts Bldg. (by Perim) 7.5 W/lt • • Note: for building exterior, choose either the facade 'area or the perimeter method, but not both) Total Allowed Watts Proposed Lighting Wattage (Exterior) (May not exceed Total Allowed Watts for Exterior) • Location Fixture Description 1 Number of• Fixtures Watts/ Fixture - Watts Proposed .43 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 40 o o LA a 7 • 1994 Washin ton State Nonresidential Ener• Code Com • Iiance Form • Envelope Summary Climate Zane 1 ENV-SUM 1994 Washington State Nonres denbal Energy Code Compliance Forms Apnl, 1994 Project Info • Protect Address 10.7c>v VA ,;f 4•AII other (see over for definitions) , Glazing Area Calculation Note: Below grads walls may be included in the Gross Exterior Wall Area if they are insulated to the level required for opaque wails, Total Glazing Area • (rough opening) (vertical & overhd) divided by Date Z� times 100 equals • % Glazing CD CV — 10-2. , C, A X 100 = • 9l -(,„-c, Concrete/Masonry Option ❑ Check here W using this option and if project meets all requirements for the Concrele/Masonry Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly in the table below. For Building Department Use RECEIV CITY OF Tt AUG 2 3..--1 9 Slabs -on -Grade 7' -k D Applicant Name: f A . .• ,/tee Maximum U- factors Opaque Doors Applicant Address:: 3,9 r-t2 ,A , - C*2a. Applicant PhoneL c5ifetk a, `Z 4--i44 Project Description ew Building ❑ Addition ❑ Alteration ❑ Change of Use Compliance Option •■7 rescrlptive ❑ Component Performance (See Decision Flowchart (over) for qualifications) ❑ ENVSTD ❑ Systems Analysis Space Heat Type ❑ Electric resistance 4•AII other (see over for definitions) , Glazing Area Calculation Note: Below grads walls may be included in the Gross Exterior Wall Area if they are insulated to the level required for opaque wails, Total Glazing Area • (rough opening) (vertical & overhd) divided by • Gross Exterior Wall Area times 100 equals • % Glazing CD CV — 10-2. , C, A X 100 = • 9l -(,„-c, Concrete/Masonry Option ❑ Check here W using this option and if project meets all requirements for the Concrele/Masonry Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly in the table below. THE FOLLOWING IS TO COMPLETED FOR PRESCRIPTIVE OPTION ONLY: Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum insulation R- values Roofs Over Attic . * -?� ry All Other Roofs V- :.^`, Opaque Walls • ^« Below Grade Walls Ffliors Over Unconditioned Space 3..--1 9 Slabs -on -Grade 7' -k D Radiant Floors Maximum U- factors Opaque Doors • (it0 Vertical Glazing 1 Overhead Glazing Maximum SHGC (or SC) Vertical/Overhead Glazing 1 1 • Qv Semi- heated space' Minimum Insulation R- values Roofs Over Semi- Heated Spaces' 'Refer to Section 1310 for qualifications and requirements Notes: Opaque Concrete/Masonry Wall Requirements Insulation on Interior - maximum U- factor is 0,19 Insulation on exterior or integral - maximum U- factor is 0.25 If project qualifies for Concrete/Masonry Option, list walls with HC 2 9.0 Btu/R2-'F below (other wails must meet ,Opaque Wall requirements). Use descriptions and values from Table 20-5b in the Code, Wall Description (including insulation R.value & position) U--factor EKWJLA 1994 Tea .CFA OFFICES PARCEL C: 206:751766 F.01 ' Order No. 862316 THAT PORTION OF GOVERNMENT LOT 6 IN SECTION 35, TOWNSHIP 23 NORTH, RANGE 4 EAST W.M., LYING WESTERLY OF COUNTY ROAD NO. 540 (SOUTHCENTER PARKWAY); . TOGETHER WITH THAT PORTION OF GOVERNMENT LOT 7 IN SAID SECTION 35, DESCRIBED As FOLLOWS: BEGINNING AT AN IRON '..PIPE „SET AT THE INTERSECTION or THE NORTH LINE OF SAID GOVERNMENT LOT ;7 WITH THE WEST LINE OF COUNTY ROAD, NO. 76; . THENCE.,WEST ALONG SAID NORTH LINE ,210 FEET, MORE OR LESS, TO AN IRON PIPE AT THE FOOT OF THE HILL; THENCE SOUTHERLY ALONG THE FOOT OF THE HILL 259 FEET, MORE OR LESS, TO AN IRON PIPE IN THE WESTERLY LINE OF SAID COUNTY ROAD NO. 76; THENCE.NORTHEASTERLY ALONG SAID WESTERLY LINE 313 FEET, MORE OR LESS, TO THE POINT OF BEGINNING; AND 'TOGETHER WITH THAT PORTION OF THE NORTHWEST 1/4 OF THE SOUTHWEST 1/4 OF SAID SECTION 35, •LYING EASTERLY OF THE'ORILLIA ROAD EXTENSION, AS ESTABLISHED IN VOLUME 32 OF COMMISSIONERS RECORDS, PAGE 564, DESCRIBED AS FOLLOWS: BEGINNING AT TIE WEST 1/4 CORNER OF SAID SECTION 35; THENCE SOUTH 87 DEGREES 56 MINUTES 00 SECONDS EAST ALONG THE EAST -WEST ' CENTERLINE• 96.0 FEET; THENCE SOUTH 53 DEGREES 24 MINUTES 59 SECONDS WEST 727.57 FEET; THENCE SOUTH 85 DEGREES .$6 MINUTES 00 SECONDS EAST TO THE BAST•LINE.OF SAID NORTHWEST 1/4 OF THE SOUTHWEST 1/4; THENCE.NORTH 04 DEGREES 04 MINUTES .00..SECONDS EAST ALONG $AID,EAST LINE. TO THE NORTH LINE OF SAID SUBDIVISION; THENCE NORT1187 DEGREES 56 MINUTES,00 SECONDS WEST ALONG SAID NORTH'.% • LINE TO THE TRUE POINT OF BEGINNING; EXCEPT THAT PORTION THEREOF DESCRIBED AS FOLLOWS: BEGINNING AT A POINT WHICH IS 444 FEET SOUTH AND 571.5 FEET EAST OF, THE WEST 1/4 CORNER OF SAID SECTION 35; THENCE NORTH 85 FEET; THENCE EAST 421 FEET; THENCE SOUTH 246 FEET; THENCE WEST 4.2.1 FEET; THENCE NORTH ' 161 FEET TO 'THE• POINT OF BEGINNING; , AND EXCEPT THAT PORTION. CONDEMNED IN KING „COUNTY SUPERIOR COURT CAUSE NO. 590470 FOR PRIMARY STATE HIGHWAY NO. 1; SITUATE • • ___ •w..... CITY Y OF TUKWILA, COUNTY OF KING'. STATE o? WASHINGTON. • RECEIVED CITY OF TUKWILA AUG 2 5 1994 PERMIT CENTER 1 OCT 10 '94 16:12 .A4 OIUU10 FROM KPI /WESTERN mammon 3cibble 5 Prentice /Western P0. Dos 3467 Bellevue, WA • 9 5009 (206) 454'•.44) PAGE.002 - w1r rev) • s.o,/�g94 H 'Vole 5 CRTIRCA7& _._. r via Oeiiilc%ATM 1* *num) AS A MATrit or QNL.Y AI No mein' UPON � cea�Ic�►Ta Y� !DO=S P T AmilND, EXTE DO OR ALT1R ,ME CoVEEAQE WORD= NY Mt P01401** tam.ow. COMPANIES AFFORDING COVERAGE ;• A continental casualty Co. mnm g • - ....___._...........�Y._ „ «.._.__.W...__..._._.. ! mumv =Vb. 8. Psx gu$On Co. i 0 P.0. DoX 00667 1_._ wattle, WA 94108 1' D 00101VOIV E ♦.f }� _I \l f.I. y!}.�'w.ir'�•M.f.\• ..1... .._« •11J�+Lr.�:ri1:.l.kM.%.�..V ..yiA+wN.1, nF:.: i..:v. tlr. r�i.��.i���. 1:115 r:.. ri'• . - wW: +" .:in 1»15,1 .•v.r nww v�.�.L'i ..a w.w 1..r w:.:". ..wi: 1'. .. �.T.. i \.n ..3_w ....:'urT:'1:. ..w 1111.. .�.. Mir.... ...v.......•..w..... .L. .. r... ........:t.. ��.L °• .. �.... TH19 t9 TO COMFY ittAT THE POLICIES OF wSURANC* 1SITO BELOW HAVE MN IJaUEO TO THE » SURIO WSW * Vlrtr FOR THE POUCY MOO INDICATED, NOWIT }tIITANOtMB ANY ROCIARBAENT, TEAM Oh CCNOMOPl OF N f CONTRACT OR OTHER MOMENT WITif RESPECT TD WHICH THIS Ct01'flFlCATC MAY Kt t42UPD Cp MAY PiA1U.1. THE INSURAt4CE WORDED RY THE POLICIES MORRO HEFIew 1S sue.leCT TO ALL THE TERMS, rE CUJSION9 AND CONDMONe Of SIKH P'OUCIES. WARS SHOW N1140 rIN1Y HAYS'll N REDUCED BY PAID CWM*. uwm _m��; ��__ ivP4 OP MuUF1ANO4— `.• .N,l._.� POct01f lIY1®gt W, _ � POLICY Al1Ait0%Y1 OM'�oPo �_ ••• •»• »• »«..r i1�w, woof ___11_11.» .�. _. W. •I •_. • _••11 _ _■,•N.. «„1 I. N�..��K - ' J D, f100 001 ;l oa�wwk. aTa iliWIL : 1 lti?*44Ns 1 jinebuapc ed or,�oa. I!,_ d 000 60w �« *.. i a x"04 r 0 i i06/01/94 O6/ 09. /•itblw!�enw, t i wun�r :CAA X40,1Ot1 ..., .1 OMn�r1 a oalrtaomRI PRA i I Goat o�i$ cs � 1 R O A O, 0 0 4 j.., 1 .. _ .�__ N.• «111_1_ .. 1 ; I WOAMAW/ 1110 % ».,. «. !!L002 __!_ _ _ » rwn Torre { :ati w lam$ 5, 000 wloro * LJAbLM I Ztti�it ; i WO �o "Ur" 1 • Q C 0 , 0 0 1 »__i ALL 01M® *JTOlt nil NM) mom r x j 1919.0 1P01lRCiS i ;Oi /016/!4 1 013/ 111/ !!!. o a 1 I i tom.._....._..... I I I SCDI.Y NNW .. N,« WN err r.ole�r+l t i : ,. ,,1111 .•A. . 44 .. . w_ .»_,r•,_.i._a....,•.,_•_.__••., N.N...YI11.».1..•.• 1 OCCURI810E 1 51000/000 Ai X 4 umlraLA"4 tI 1 17*44i0 6/031/54 06/ 01/ 95IAabrwia1 ' • .5 DO0 ,000 'met 1W91 NI191ZdiA'1%M11M I _ .. __ _ _ 1 1 11 . ».._......._N.;_ « «._ . _ •_ __ •«.. ......._. «._ .`�._ :._________________.___== »' ' ti^ ;, • I w01MMn'/ COIrIrdMAT10M i » I , W jRAlUlrx�M LJiQ�Y, A....,...._, ::«:�� `.� 7 i t3/!pE AOLIWIT 1 twalnr j ooD c_PZ*t�u�..rW /r�y���_.. 1 «.IN.N.N.I..,,1 »»I «. «.. .....L.. . r W. 4I....._..• _»..W «..•..�«w. «_.•_ ... .•«,NI.• 1.1_•«11 «.•_._w r.' 1 _.n•I.M it. ....N ••••••••••••••••••14•4•41•0044•••• w•••••••••••••••4446401••••• ...N•••••....... wl\ •••._w.•_._•r.•_••••• .w._. 1- 1..._ ,...WM. 1060 !t»rL11411UrY i . 1 1 I 1 , 1 1 1 • 1 i - ...; eg; you kc.mtat Ralf X. - Ooif Driving ><trange The Certificate Roldar is an Additional Insured per the attached fora. .li�� �:;•�•ys •.,^. r• .1 ai � �.M.:h.J:aM.r.I..�:ruw\ /1515 N.+ r r i. I) »,w. `..� �, .u�,..J .•. .. IuW...w'n LiI..;:.3i.. ti. •. .I ^...•l .`•11•1•1 ^.I.•: ii, 10.14. . )./ Y. ✓....:•:.N.:s• •/ I. ° °..�r.u..i .o1.I ." 1111: ::v 1 •. 3.' .. ..11l�� \.n.IL .I. N.Y ..y./,l.•I..:�r. w..... 1111 .. r.. .•.. .. ...w.......MM.v..w \..Y .. �••.Ir..�r... City of Tukwila 5300 8outbcsnt t W.Va. , ate. 100 Tukwila WA 9 888 A!!!..q111111111111 }'lillr' .••% N. A1• r. , . .I.. !'••::(. 1.11 .•`•� ,.�� .- ..-n.. �...� .• .\ I ...w M^A .. •• .•''1 ••}^... • I' . . .. ..• f. v .. .. ... • t .J_r,w. •. .,` %:. N. w.._ v+../\+.A.ww•..`Aw•r.t..i••. •.,. \w":.�.y"•" ••\' ._ _... �. •. .__.- I•,•M+ R -95% 848 8818 10'•-lOrG4 04:18P)4 P002 #O1 OCT, 10 '34 16:13 FROM KPI /WESTERN PWW0elamrsilim—h.iWW PRGE.003 THIS ENDORSEMENT CHANGES THE POLICY. PLEASE READ IT CAREFULLY. BLANKET ADDITIONAL. INSURED ENDORSEMENT This endcraemern modfflv4 Insurance provided under the following: COMMERCIAL GENEf4AL LIABILITY COVERAGE PART WHO IS AN INSURED (Sec ion 11) is amended to Include ets an insured any pQreon or organization (=Had addiifanaJ insured) whom you are required to add ae an additional-Insured an this policy under. 1. A written contract or agreement; or Z. An oral agreement or oontroc*where a certificate 01insurance showing that person or tnausvd has been Issued; but the written or oral contract or agreement must ba; (a) c irrently to effect or becoming effective, during the terra of this policy; and (p) 4Ouieuted..prior to the "bodily injury," "property darftape,' 'personal injury.' or " "The insurance provided to the additianuJ inured to flatted as follows: 1. That person or organization is only an additional Insured with respect to iiability arising out a. Premises you own, rent, nosed, or occupy Of b. ' "Your' work" for that additional insured by or for you. 2. The iirnits of insurance applicable to the additional insured ara those specified In the written c or In the Deciaraltiona for this policy whichever are less. These Omits at Insurance are In addition to, the lines of insurance shown in the Declarations. on as an additional The insurance provided to Inc aacntonal insures, does not appty to ` bodily injury', "property Of 'mcfvortteIna injury' arising out of an architect's. engineer's. or surveyor's rendering of or protearslonsl•servtcss including: 1.' The preparing, approving, or failing to prepare or approve maps, drawings, opinions, orders, design or'apactffcatlons; and x. Supervisory, inspection, or engineering services. or agreement lustve of and not in "personal Injury" lure to render any Any coverage provided horoundor shall be evades over any 'otter valid and ooileatibte ineu addtifonal insured whether primary, excess, contingent or on any other bests unless a contract s tills insurance be primary or you request that appty, on a printery basis. , surveys, change THIS ENDORSEMENT .IS A PART OF YOUR POLICY AND TAKES EFFECT ON THE 1�CT1 POLICY UNLESS ANOTHER trm.1.11YR DATE iS StIOWN BELLOW. PO1JGY CHANGE NO. available to the ly requires that DATE OF YOUR EFFECTIVE DATE OF THIS POLICY QHANQE • G. 17967 -B (ED. 09/22) 848 9 8 1 8 s T 19%2 0 3 #0 1 10-10-94 04:44PM FROM FERGUSON CONSTRUCT. TO 4313665 PO02/006 ; 1 FE ROUSOWAHUC:4"Ei P BOX 80867 SE ATTLE • • • WA .98109 41EntsmmoN NUMBW: : FEROPHS47 000 4004:05 ..', 'EFFECT/Mr: bAT,E, bp-0063 8IONATUFIE ISSUED BY DEPARTMENT OF LABOR AND INDUSTRIES • • r t I' SEABOARD SURETY COMPANY. HOME OFFICE: NEW YORK, N. Y. LICENSE and PERMIT BOND Bond No. 286476 KNOW ALL MEN BY THESE PRESENTS, That we, FERGUSON CONSTRUCTION , o f 7433 5th Ave. South, Seattle, WA 98108 hereinafter referred to as the Principal, and SEABOARD SURETY COMPANY, a corporation organized and existing under the laws of the State of New York, and authorized to do business in the State of WASHINGTON , as Surety, are held and . firmly bound unto CITY OF TUKWILA hereinafter referred to as the Obligee, in the sum ofTWO THOUSAND AND NO /100 ($2,000.00) DOLLARS, lawful money of the United States of America, to the payment of which sum' well and truly to be made, we bind ourselves, our executors, administrators, successors, and assigns, firmly by these presents. THE CONDITION OF THE ABOVE OBLIGATION IS SUCH, That. whereas the Principal has made application to the. Obligee for a license or permit to act as HAULER NOW, THEREFORE, if the Principal shall faithfully comply with all ordinances, rules and regulations which have been or may hereafter be in force concerning said license or permit, and shall save and keep harmless the Obligee from all loss or damage which it may sustain or for which it may become liable on account of the issuance of said license or permit to the Principal, then this obligation shall be void; otherwise, to remain in full force and effect. THIS BOND WILL EXPIRE October 10, 1995 , but may be continued by renewal certificates signed by Principal and Surety. The surety may at any time terminate its liability by giving thirty (30) days written notice to the Obligee, and the surety shall not be liable for any default after such thirty (30) days notice period, except for defaults occurring prior thereto." SIGNED, SEALED AND DATED this 10th day of October 19 94_, FERGUSON ON Lar. ' escott, Exec..V,P. SEABOARD SURETY COMPANY By Mary A. labbs, Attorney, -;in -,Fact 1 ) • , Certified Copy No. 11528 1K- 1111 SEABOARD SURETY COMPANY ADMINISTRATIVE OFFICES, BEDMINSTER, NEW JERSEY POWER OF ATTORNEY KNOW ALL MEN BY THESE PRESENTS: That SEABOARD SURETY COMPANY, a corporation of the State of New York, has made, constituted and appointed and by these presents does make, constitute and appoint Mary A. Dobbs of Seattle, Washington its true and lawful Attorney -in -Fact, to make, execute and deliver on its behalf insurance policies, surety bonds, undertakings and other instruments of similar nature as follows: Without Limitations Such insurance policies, surety bonds, undertakings and instruments for said purposes, when duly executed by the aforesaid Attorney -in -Fact, shall be binding upon the said Company as fully and to the same extent as if signed by the duly authorized officers of the Company and sealed with its corporate seal; and all the acts of said Attorney -in -Fact, pursuant to the authority hereby given, are hereby ratified and confirmed. This appointment is made pursuant to the following By -Laws which were duly adopted by the Board of Directors of the said Company on December 8th, 1927, with Amendments to and including January 15, 1982 and are still in full force and effect: ARTICLE VII, SECTION 1: "Policies, bonds, recognizances, stipulations, consents of surety, underwriting undertakings and Instruments relating thereto. Insurance policies, bonds, recognizances, stipulations, consents of surety and underwriting undertakings of the Company. and releases, agreements and other writings relating in any way thereto or to any claim or loss thereunder, shall be signed in the name and on behalf of the Company (a) by the Chairman of the Board, the President, a Vice - President or a Resident Vice- President and by the Secretary, an Assistant Secretary, a Resident Secretary or a Resident Assistant Secretary; or (b) by an Attorney -in -Fact for the Company appointed and authorized by the Chairman of the Board. the President or a Vice- President to make such signature; or (c) by such other officers or representatives as the Board may from time to time determine. The seal of the Company shall if appropriate be affixed thereto by any such officer, Attorney -in -Fact or representative." IN WITNESS WHEREOF, SEABOARD SURETY COMPANY has caused these presents to be signed by one of its Vice - Presidents, and its corporate seal to be hereunto affixed and duly attested by one of its Assistant Secretaries, this 9th. day of Apr.i.1 , 19 .9.3 Attest: (Seal)44 tail , f'(• [' AssiStactt 6ecretary STATE OF NEW JERSEY ss.: COUNTY OF SOMERSET SEAR A S RET COMPANY, By � Vice - President On this 9..k} day of April. , 19 93 , before me personally appeared MichAp ,,,. ,,,.]Sagan a Vice - President of SEABOARD SURETY COMPANY, -.with whom I am personally acquainted, who, being by me duly sworn, said that he resides in the State of .New...Jer.s.e.y.. ; that he is a Vice - President of SEABOARD SURETY COMPANY, the corporation described in and which executed the foregoing instrument; that he knows the corporate seal of the said Company; that the seal affixed to said instrument is such corporate seal; that it was so affixed by order of the Board of Directors of said Company; and that he signed his nab,' thereto as Vice - President of said Compa �y�x like authority. LINDA SM^ i t- RS c� f1 N NOTARY PUI.LC O ri'J ^�r (Seal) l a`° rl My Commission .xP' Notary Public I, the undersigned Assistant Secretary of SEABOARD SURETY COMP .. ereby certify that the original Power of Attorney of which the foregoing is a full, true and correct copy, is in full force and effect on the date of this Certificate and I do further certify that the Vice - President who executed the said Power of Attorney was one of the Officers authorized by the Board of Directors to appoint an attorney-.in-fact as provided in Article VII, Section 1, of the By -Laws of SEABOARD SURETY COMPANY. This Certificate may be signed and sealed by facsimile under and by authority of the following resolution of the Executive Committee of the Board.ol Directors of SEABOARD SURETY COMPANY at a meeting duly called and held on the 25th day of March 1970. "RESOLVED: (2) That the use of a printed facsimile of the corporate seal of the Company and of the signature of an Assistant Secretary on any certification of the correctness of a copy of an instrument executed by the President or a Vice - President pursuant to Article VII, Section 1, of the By -Laws appointing and authorizing an attorney -in -fact to sign in the name and on behalf of the Company surety bonds, underwriting undertakings or other Instruments described in said Article VII, Section 1, with like effect as if such seal and such signature had been manually affixed and made. hereby is authorized and approved." IN WITNESS WHEREOF, I have hereunto set my hand and affixed the corporate seal of the Company to these presents this IQ th day of Q.at.o.bo.r , 19..94 Assistant Secretary Form 957 (Rev. 7/84) For verification ct this nUthcnl1 .it1! of thi . Power r.! A'tt-rnr•-• vni mr.v •-I' r`' IIr`c'. Qflf - ASL.^r'rli pr-1 pcL t-• 1hn ^ r.•tn•nnv $'I$ I• Rin•..• •••er, •- • n ..•.,. GEOSPECTRUM CONSULTANTS, INC. Gec technlcc�l Er�g�lr�eerir-�c� c'rid Earth Scl ''rrces June 3, 1994 Southcenter Golf Inc. c/o Karl A Schmiedeskamp P.O. Box 623 Woodinville, WA 98072 SUBJECT: PHASE II GEOTECHNICAL EVALUATION Proposed Driving Range Development 181st Street & 57th Avenue South Tukwila, Washington Project 93- 118 -02 RECEIVED CITY OF TUKWIL A AUG 2 5 1994 PERMIT CENTER Dear Karl, This report presents the results of our Phase II geotechnical evaluation of the subject proposed Driving Range development. The purpose of our work was to develop design recommendations for pile support of the proposed structure and general site grading. Our work was performed in accordance with the scope and conditions or our proposal dated May 19, 1994. We have previously performed explorations of the site as documented in our report dated April 29, 1993. Subsurface information developed in our previous explorations was reviewed and utilized in our current site evaluation. We have been provided copies of the final site development plan and general building plans and elevations prepared by Calvin Jordan Associates, Inc. which were used as references for our evaluations and recommendations. We understand that most of the developed area of the site (excluding the actual driving range field) will be filled to about elevation 28 feet. Fill depths will range from about 6 feet at the west side to about 2 feet at the east side of the site. The proposed building will be a two story wood -frame structure about 280 by 30 feet in plan dimensions. A two -level deck on the north side of the building will support 60 covered driving stations. The area south of the building will be used for parking, putting greens and a detention pond. Based on our discussions with the project structural engineer we understand that no structural load information is available at this time. For the purpose of our evaluations we have assumed that maximum column loads will be on the order of 45 kips and bearing wall loads will be on the order of 2 kif. If actual structural Toads exceed the above values by more than 25 %, this office should be notified. P, O.Box 276, Issaquah, WA 98027 -0276 Phone: (206) 391 -4228 Fax: (206) 391 -4228 1 Southcenter Golf Inc. June 3, 1994 SCOPE OF WORK Our scope of work included review of our previous exploration data, additional subsurface exploration, soil sampling, laboratory testing, engineering analyses, client consultation, and the preparation of this report. The scope of work included the following specific tasks: o Subsurface exploration included two borings (B-4 and B -5) drilled in the east half of the proposed building site to depths ranging from 34 to 39 feet. The borings were drilled using a special trailer- mounted hollow stem auger drill rig equipped for soil sampling. o Subsurface conditions encountered in the borings were continuously logged at the time of drilling. Standard Penetration Test samples were obtained at frequent intervals in the borings. o Laboratory testing of selected soil samples were performed including moisture determinations and classification tests. o Geotechnical evaluations and analyses of the combined previous and new subsurface data were performed to develop recommendations for pile foundation design and site grading and support of floor slabs and pavement. o Prepared this geotechnical report summarizing our findings and recommendations. SITE CONDITIONS Subsurface explorations included the three previous borings (B -1, B -2 and B -3) drilled to depths ranging from 12 to 36 feet and the current borings (B-4 and B -5) to depths of 39 and 34 feet respectively. Borings B-4 and B -5 were terminated due to drilling conditions which prevented further sampling at their maximum depths. The approximate boring locations are shown on the attached Figure 1. Subsoils encountered at both the current and previous boring locations generally consisted of a surface layer of sand, underlain by silt and peat deposits with occasional sand lenses. Below the silt /peat deposits we encountered non - organic soil deposits which graded from fine sand and silty sand to medium grained clean sand at the maximum depths of the borings (30 to 39 feet). Detailed logs of the borings are presented in Appendix A. The surface sand deposits were generally loose and ranged from about 2.7 to 7.5 feet thick. The underlying silt and peat deposits were very soft to soft and extended to depths ranging from about 20 to 22.5 feet below the surface. The deeper, sand soils ranged from loose near the top of that strata to medium dense at depths below about 25 to 30 feet. Project No. 93- 118 -02 Page 2 Southcenter Golf Inc. June 3, 1994 SITE EVALUATION General Evaluation The site lies within the flood plain of the Green River. In our opinion the surface sand deposit is likely fill soils. The underlying soils appear to be natural alluvial deposits from the meandering channel of the Green River which were laid down since the retreat of the last glacial advance into Puget Sound some 13,000 years ago. The alluvial deposits encountered included shallow compressible soils including loose sands, soft silts and peaty soils underlain by medium dense sand soils at depths of about 20 to 22.5 feet. The upper compressible soil thickness appears to increase from east to west and the underlying sand soil strata also appears to slope down to the west. Ground water levels are expected to range from elevation 22 + feet in the winter months to at or below elevation 20 feet in the summer months. In our opinion the proposed site grading will result in significant surface settlement of the site. In addition as discussed below under "Seismic Considerations" it is our opinion that the shallow site subsoils will experience liquefaction under moderate to strong ground shaking. The effects of liquefaction could result in differential ground settlements and lateral ground movements. Settlement Considerations All of the areas of the site which will receive new fill are expected to undergo significant surface settlement. Settlement estimates range from about 1 or 2 inches in the east half of the site and up to about 6 to 12 + inches in the west half of the site. To reduce the risk of damage due to the static site settlements, development should be delayed as long as possible after placing the new fill soils to allow settlements to occur before construction. As a minimum all final development (foundations, paving, curbs, utilities, drainage systems etc.) which could be damaged or affected by settlement should be delayed at least until the primary settlement is completed. Due to the possibility of long term settlements we recommend the use of flexible pavements for parking areas and sidewalks wherever possible. The time required for the primary surface settlement to occur is impossible to accurately predict based on our limited subsurface information. Settlement rates will depend on the available drainage paths within the complex interlayered upper compressible soils and they are likely to vary across the site. Based on the observed site conditions and our engineering judgment, the primary settlements are expected to occur within a time frame of as little as a few days to as much as a month or more following completion of the grading, (depending on drainage and the rate of fill placement). Monitoring of the surface settlements should be performed at several locations within the site to evaluate the progress of the surface settlement. Secondary settlements will occur over the long term but at a much slower rate and will diminish with time. Settlement considerations for the proposed structure include both static and seismic settlements. We recommend that the building footprint be pre- loaded with the new fill plus an additional soil load equal to twice the maximum slab Toad. Foundation construction should be delayed until at least the primary surface settlements due to the pre -load have occurred. The recommended site preloading and settlement Project No. 93- 118 -02 Page 3 Southcenter Golf Inc. June 3, 1994 monitoring will mitigate most of the static ground settlements, however, in our opinion preloading will not mitigate the potential for liquefaction under seismic shaking nor will it control the effects (settlements and /or lateral movement) of liquefaction. To mitigate the effects of shallow soil liquefaction the structural Toads should be carried via deep foundations, to the deeper sand subsoils which are much less compressible and are expected to maintain foundation support during a moderate to large earthquake event (see "Seismic Considerations" below). Seismic Considerations The Puget Sound region is a seismically active area. About 14 moderate to large earthquakes (M5 to M7 +) have occurred in the Puget Sound and northwestern Cascades region since 1872 (122 years) and therefore it is likely that the site will experience significant earthquake ground shaking during its useful life. Secondary seismic hazards due to earthquake ground shaking include liquefaction, lateral spreading and slope failure. Liquefaction is a phenomenon in which typically loose or medium dense saturated sands or soft sandy silts temporarily lose strength during earthquake shaking due to densification and lack of drainage. Based on the information developed to date it is our opinion the potential for liquefaction at the site is moderate to high during strong earthquake shaking. Liquefaction is most likely to occur within the loose sand and silty sand deposits encountered to depths of 22 + feet below the existing grades. Liquefaction within the upper soils could occur even under low to moderate levels of ground shaking. Based on the Standard Penetration Tests performed during the explorations, our analyses indicate that the underlying medium dense sand soils should not experience liquefaction as a result of a moderate to large earthquake (M6.5) with peak ground surface accelerations at the site up to 0.2g. This level of ground acceleration is generally considered to have an average recurrence of about once per 100 years in the Puget Sound region. Liquefaction of the lower bearing sands could occur if site ground motion levels exceed 0.2g or during a great earthquake event (M7 to M8 +) such as has been postulated for the Cascadia Subduction Zone (CSZ) along the northwest Pacific coast of Oregon, Washington and Canada. The current risk of a future CSZ event is not known at this time. Published reports have indicated recurrence intervals for a CSZ event to range from as little as 100 -200 years to as long as 1000 + years and the time of the last event is reported to have been about 300 years ago. Mitigation of this risk would require that piles penetrate into dense to very dense strata at some greater depth than our deepest explorations. Based on our existing subsurface data we cannot predict at what depth such a strata exists. Additional, very deep borings would be required to determine the depth to very dense soils. Effects of liquefaction could include settlement of the site and /or the structure as well as lateral spreading and deformations which could result in damage to the development. Considering the generally flat lying topography in the site area and the setback from the slope to the west it is our opinion that risk damage from a slope failure during earthquake shaking is low. Project No. 93- 118 -02 Page 4 Southcenter Golf Inc. June 3, 1994 Deep Foundation Systems Possible deep foundation systems discussed with the project designers included driven timber piles and augercast concrete piles. Properly constructed deep foundations will provide good structural support with static settlements on the order of 1/4 to 1/2 inch. Pile foundations bearing in the medium dense sands are expected to provide good support during moderate to large (M6.5) seismic events with site ground motions Tess than 0.2g. Considering the possibility of Tess competent soils below our maximum exploration depths, we recommend that pile tips be no deeper than elevation -7 feet (based on the site plan datum). If driven piles are selected, pre - drilling of the new fill may be required where new fill thickness is significant to evaluate and /or reduce the effects on driving resistance. RECOMMENDATIONS The following presents our recommendations for site settlement monitoring, pile foundations, site grading, retaining walls, drainage control, erosion control and observations and testing during construction. Site Settlement Monitoring We recommend that at least 11 surface settlement monuments be placed within the proposed filled area. Approximate recommended locations of the monuments are shown on Figure 3. A typical detail for a surface settlement monument is presented in Figure 4. The monument base plate should be established at or near the existing grade after stripping and compaction of the surficial loose and disturbed soils. The pipe stem should extend at least 3 to 4 feet above the maximum fill surface. Settlement monuments should be monitored by a licensed surveyor. Elevations of the monument base plates and the top of the riser pipe should be determined prior to placement of the fill. The elevations of the top of the riser pipe and fill surface at the monument location should be recorded at each reading. Any monument that is damaged by equipment or vandalism should be removed and replaced as necessary and new elevations taken. Measurements should be taken 3 times a week during fill placement and the first week after completion of grading. Monument and fill elevation readings should be forwarded immediately to our office for evaluation. Based on review of the settlement data, reading frequency may be reduced but should be at least once a week until completion of the primary settlement. The bench mark elevation reference point should be located on dense natural soils within the west slope area west of the drainage ditch. If a secondary reference point is needed within the site area it should be at least 300 feet from the edge of the graded area. The bench mark elevation should be checked against a regional bench mark before and after the monitoring program. Driven Timber Pile Foundations We have assumed that the timber piles will have a 12" diameter butt tapering to a 8" tip over a 35 foot length. We recommend that design be based on a pile tip elevation of -7 feet (based on the site plan datum). Recommended allowable single pile downward capacity for a pile tipped at -7 feet elevation is 24 kips. Project No. 93- 118 -02 Page 5 Southcenter Golf Inc. June 3, 1994 Recommended allowable single pile uplift capacity for a pile tipped at -7 feet elevation is 8 kips. The allowable capacities should be used for both static and dynamic loading conditions. Allowable capacities were based on static calculations using material properties consistent with the observed subsoil conditions and assumes that soil settlement due to site grading is complete prior to pile installation. Spacing between pile centers should be dimensioned at least 2.5 times the pile diameter. Pile capacities should be verified by actual driving conditions encountered in the field. All pile driving should be performed under observation by our office. Dynamic driving criteria will be based on actual hammer and pile characteristics when they are known. At least 4 test piles should be driven prior to production driving. Pre - drilling of the new fill layer may be required at least for test piles to determine the effect on driving resistance and possibly for production piles in the western half of the site. If pile foundations are designed in accordance with the recommendations given above, the settlement of a single isolated pile is estimated to be in the range of 1/4 to 1/2 inch for loads up to 24 kips. Due to liquefaction potential of the shallow subsoils no lateral capacity should be assumed for seismic loading conditions. Lateral support for seismic design should be provided by battered piles. Augercast Piles We recommend that augercast pile design be based on pile tip elevation of -7 feet (based on the site plan datum). Recommended allowable single pile downward capacity for an 18 -inch diameter pile tipped at -7 feet elevation is 46 kips. Recommended allowable single pile uplift capacity for an 18 -inch diameter pile tipped at -7 feet elevation is 12 kips. The allowable capacities should be used for both static and dynamic loading conditions. Allowable capacities are based on static calculations using material properties consistent with the observed subsoil conditions and assumes that soil settlement due to site grading is complete prior to pile installation. Spacing between pile centers should be dimensioned at least 2.5 times the pile diameter. Piles less than 5 diameters apart should not be drilled until the adjacent pile(s) is at least 12 hours old. If pile foundations are designed in accordance with the recommendations given above, the settlement of a single isolated pile is estimated to be in the range of 1/4 to 1/2 inch for loads up to 46 kips. Due to liquefaction potential of the shallow subsoils no lateral capacity should be assumed for seismic loading conditions. Lateral support for seismic design should be provided by battered piles. Site Grading Site grading is expected to consist primarily of fill placement to raise site grades, subgrade preparation for pavements and slabs and backfill of retaining walls and utility trenches. Imported soils for general structural fill placement should be Project No. 93- 118 -02 Page 6 Southcenter Golf Inc. June 3, 1994 granular with Tess than about 25 percent fines. Backfill for retaining walls will require the use of clean free draining imported granular soils. Recommended specifications for placement and compaction of fill are presented in Appendix B. Recommendations for site preparation, temporary excavations, structural fill, and subgrade preparation are presented below. Site Preparation: Existing vegetation and debris should be stripped from the areas that are to be graded. Vegetation, debris and trash, plus rocks and rubble over 6 inches in size, should be removed from the site. A representative of our office should observe the prepared areas prior to placement of any new fills. Temporary Excavations Sloped temporary construction excavations may be used where planned excavation limits will not interfere with other construction. It is our opinion that excavations above the water table in existing soils should be made no steeper than 1 :1 (h:v). Excavations within new structural fill can be made vertically to 4 feet but deeper excavations (above the water table) should be sloped no steeper than 1:1 (h :v). Where there is not enough room for sloped excavations, shoring should be provided. It should be noted that the contractor is responsible for maintaining safe construction excavations. Structural Fill: General structural fill should consist of approved imported granular (sand and gravel) fill free of organic debris and other deleterious material with no more than 20 percent fines. Imported granular soil for retaining wall backfill and subgrade preparation should consist of clean, well - graded sand and gravel materials free of organic debris and other deleterious material and should satisfy the following gradation requirements. U.S. Standard Sieve Size 3/4 inch No. 4 No. 10 No. 40 No. 200 Percent Passing by Dry Weight 50 - 100 25 - 65 10 -50 0 -20 0 -3 Structural fill should be placed and compacted in accordance with the recommended specifications of Appendix B. General structural fill and backfill should be compacted to at least 90% of the ASTM D1557 -91 maximum dry density. Depending on the amount of stripping and height of ground water levels at the time of grading it may be difficult to achieve adequate compaction of the initial fill layer due to wet /soft conditions. This condition would most likely occur in the western half of the site. If wet/soft conditions are exposed a layer of quarry spalls should be placed to provide a more firm base upon which to place the remaining fill. Granular backfill for retaining walls and footings or drains should be capped with 6 inches of compacted onsite silty soils to reduce surface water infiltration. Subgrade Preparation: Pavements and concrete slabs -on -grade should be supported by a minimum 12 -inch thickness of imported clean free draining granular structural fill over general structural fill. The 12 -inch layer of clean structural fill should be properly compacted to at least 95 percent of the ASTM D1557 -91 maximum dry density. All fill in subgrade areas should be placed in accordance Project No. 93- 118 -02 Page 7 Southcenter Golf Inc. June 3, 1994 with the recommended specifications set forth in Appendix B. Concrete slabs and pavements should have 2 -way reinforcement and should have frequent construction joints to reduce the potential for cracking. Slabs -on -grade within the pile supported structure should be structurally separate from the pile /grade beam system. Retaining Walls Cantilevered retaining walls as referred to in this report are walls which yield or move outward during and after backfilling. Actual wall movements will depend on the wall design and method of backfilling and can range from 0.1% to 0.2% of the wall height. Design pressures for cantilevered walls given below assume that the top of the wall will deflect at least 0.15% of the wall height. Static design of permanent cantilevered retaining walls which support a horizontal surface of properly compacted clean free - draining granular material may be based on an equivalent fluid density of 30 pcf. This pressure assumes that there is no water pressure behind the wall. A uniform lateral pressure due to backfill surcharge should be computed using a coefficient of 0.25 times the uniform vertical surcharge load. Static design of walls structurally restrained to limit deflections to Tess than 0.15% of wall height should be based on an equivalent fluid density of 55 pcf. This pressure assumes that the wall supports a horizontal backfill of properly compacted free - draining granular material and that there is no water pressure behind the wall. Uniform lateral pressure due to a uniform vertical surcharge behind a braced wall should be computed using a coefficient of 0.45 times the uniform vertical surcharge load. Care should be exercised in compacting backfill against retaining walls. Heavy equipment should not approach retaining walls close enough to intrude within a 1:1 line drawn upward from the bottom of the wall. Backfill close to walls should be placed and compacted with hand - operated equipment. Recommendations for placement and compaction of structural fill are presented under "Earthwork ". Design wall pressures given above assume no water pressure behind the walls. We recommend that an adequate drain system be provided at the base of all retaining walls. As a minimum, wall drains should consist of a four -inch diameter perforated PVC drain pipe placed in at least one cubic foot of drain gravel per lineal foot along the base of the wall. Drain gravel should be washed material with particle sizes in the range of 3/4 to 1 -1/2 inches. Free - draining granular fill used for backfill of retaining walls should be capped with paving or 12 inches of general fill soils to reduce surface water infiltration. Seismic design of retaining walls should include a dynamic soil loading based on a 0.2g 100 -year recurrence ground motion level . Dynamic soil pressure should be assumed to have an inverted triangular distribution. The dynamic soil pressure at the top of the wall should be at least 18H (psf) where H is the height of the wall above the footing base. The dynamic soil pressure should diminish linearly to zero at the base of the wall. Combined static plus dynamic soil pressure should be used for seismic design of the walls. Project No, 93- 118 -02 Page 8 I Southcenter Golf Inc. June 3, 1994 Site Drainage Adequate positive drainage should be provided away from the structure and on the site in general to prevent water from ponding. A desirable slope for surface drainage is 2% in landscaped areas and 1% in paved areas.Discharge from roof drains and other site drains should be tightlined to the storm drain system. Erosion Control Onsite materials and imported fill soils are expected to be moderately erodible when exposed in stockpiles or fill areas. Siltation fences or other detention devices should be provided as required to control the transport of eroded material. Exposed soil areas should be planted as soon as practical with grass to help reduce erosion potential. Observations and Testing During Construction Foundation recommendations given in this report are based on the assumption that all settlements due to new fill placement will be complete prior to foundation construction. Site settlement monitoring should be performed and reviewed by our office to verify settlement completion. Installation of all pile foundations should be observed by a representative of our office to verify pile tip elevations and dynamic driving criteria of driven piles. All structural fill areas should be observed by a representative of this office after stripping and prior to placing fill. Proper fill placement and compaction should be verified with field and laboratory density testing by our office. CLOSURE This report was prepared for specific application to the subject site and for the exclusive use of Southcenter Golf Inc. and their representatives. The findings and conclusions of this report were prepared with the skill and care ordinarily exercised by local members of the geotechnical profession practicing under similar conditions in the same locality. We make no other warranty, either express or implied. Variations may exist in site conditions between those described in this report and actual conditions encountered during construction. Unanticipated subsurface conditions commonly occur and cannot be prevented by merely making explorations and performing reconnaissance. Such unexpected conditions frequently require additional expenditures to achieve a properly constructed project. Respectfully submitted, GEOSPECTRUM \3rnv James A. Doolitt Principal Engineer Encl: Figures 1 through 4 Appendices A and B ULTANTS, INC. Dist: 2/Addressee 2/LBG Architects Project No. 93- 118 -02 EXPIRES 3/19/ Page 9 Ref: Geologic Map of Seattle and Vicinity Prepared by Waldron et al. dated 1962,,'USGS SCALE: 1" = 2640' SITE VICINITY GEOLOGIC MAP GEOSPECTRUM CONSULTANTS, INC. 111111111111111i ..:.., ..r r? 1 1111.ii r. r Owatoahn/aa/ Eng /novr/np and Earth Sa/onaaa Proposed Driving Range 181st Street & 57th Avenue South Tukwila, Washington Pro]. No.93 -118 Date 6/94 Figure 1 • 6 U I 0 z z 0 S k e GEOSPECTRUM CONSULTANTS, INC. GootochnIcol EnolnoorIr g onc! Earth Scloncos Proj. No.93 -118 O 4J t) v 4j 71i 49 N • i msss: Vs1.aye M s,. 3' to 4' Min. 1' Min. /S s\ Final Grade Coupling Welded to Plate ELEVATION PLAN 3' Min. 7— 21/2' dia. Steel Pipe 3' Min. Coupling (wrench tightened at each joint) 12' dia. PVC Guard Pipe 1/4. Steel Plate 4i Steel Plate PVC Guard Pipe TYPICAL SETTLEMENT MONUMENT DETAIL GEOSPECTRUM CONSULTANTS, INC. f. •+,.v ': tYS::?Mau•..'9 };R;ic`vl`..!2air. Gsootechn/cal EnolnooNng and Earth Soleneos Proposed Driving Range 181 st Street & 57th Ave. South Tukwila, Washington. Proj. No. 93 -118 Date :6/94 Figure .:•).:!Y �:. �.... ..1 �. �. ...:. . °'�t SI iv.Y .7 ,:F;'. .. ., Si4x °ni ?F,. ,,+u -.:tx S '�+�Nl;�r<iyk%`.{'{' APPENDIX A FIELD EXPLORATION Our field exploration included a subsurface drilling program. Test borings were advanced using a trailer- mounted, hollow stem auger drilling machine equipped for soil sampling. The borings were approximately located using existing features as guide. Elevations at the boring locations were estimated from the site plan provided to us. Soils were continuously logged by our personnel and were classified in the field by visual examination, in accordance with the ASTM Soil Classification system. Field descriptions have been modified, where appropriate, to reflect laboratory test results. Standard Penetration Tests (SPT) were performed in the borings using a standard (1.4 -inch inside diameter, 2 -inch outside diameter) split spoon sampler and 140 - pound driving hammer falling 30 inches. Blow counts for each 6- inches of penetration were recorded in the field. The number of blows required to advance the sampler from 6 inches to 18 inches of penetration is the "N" value of the SPT shown on the boring summary sheets. Logs of the borings are presented in the boring summary sheets A -1 through A -6. The boring summaries include descriptions of the soils, pertinent field data and supplementary laboratory data. BORING NO. B-1 Logged By RSN Date 4/23/93 ELEV. 23± Depth US CS Soil Description (N) Blows Ft. w (%) 0 a:gay Sand, fine to medium & Silty Sand loose moist to vy moist Silt with occasional org and 'peat stringers and sand lenses. PT SP PT 10 15 20— SM 25-1 SP 30— 35— Peat w/ wood fras ents Sana Peat with wood fragments and occ. silt/sand lense -- --- Silt w/ very fine sand & peat stringers. Silty very fine sand Sand, fine Maximum depth 36.0 feet. Ground water at 1.5 feet firm loose to medium dense medium dense 11JW1Per...- dense wet gray brown gray brown & dark brown gray dark brown to black dark gray brown dark gray 8 19.3 15"7 rec.: 4 20" rec. 2 2 35.4 1 1 1 85.0 8 46.7 12 31.4 18 30.0 32 26.3 24" rec. -1 24" rec. - 24" rec. - 24" rec. - -1 GEOSPECTRUM CONSULTANTS, INC. ratel,11111111rlatr . . =4.ottaohnlacri EnvinowarIng franc, Earth Scleana■as BORING LOG Proposed DrivingRange 181st Street & 57th Avenue South Tukwila, Washington Proj. No. 93-11 4 Date 6 / 9 4 Figure A-1 BORING NO. B -2 Logged By RSN Date 4/23/93 ELEV 24± Depth (ft.) US CS 0 5 SM Topsoil Soil Description loose SP Sand, fine - medium very moist dk browr 10-- pr Silt with organics & peat peat Is sand lenses PT Peat soft wet gray brown gray & gray brown hrnwn_ gray brn &ilk (N) Blows Ft. 2 2 2 1 2 1 w ( %) 21. E 49.4 116. 12 "V rec.- sr 6" rec. - 18" rec. — 18" rec. - 24" rec. - 4 24" rec. - Maximum depth 12.0 feet. Ground water encountered pt 1.5 feet. 15— 20-- 25-- 30-- 35 GEOSPECTRUM .CONSULTANTS, INC. %.• Psi. [f'�:'•fi�!c;u� #2Ybfi+hSt!�S. CwvatsrohnIcal Engin.Win0 and Earth Sc %nc.a BORING LOG Proposed Driving Range 181st Street & 57th Avenue South Tukwila, Washington Proj. No. 93-118 Date 6/94 BORING NO. B -3 Logged By RSN Date 4/23/93 ELEV 26± Depth p CS Soil Description N Blows Ft. W, 0 5 it 10 15 20 25 30 35 SM Topsoil loose __ moist to vy moist dk brown 2 1.5 2 8 12 25 4.' . .11 0.1 c3. 30.5 20A — _ N /S'i Sand, fine/ Silty Sand • gray brown & red .brown __ — gray wet - _ __ - — - - _ — - — - - _ - —' • Silt with oz anics and peat and occ. decayed wood fragments . and rootlets very soft gray brown & dark brown to 1/8". Mb B.1S4 Silt soft gray gray to gray brown black, red & white mottled particles Sandy Silt /Very Fine Silty Sand firm/ loose medium dense • SM SS?/SW Silty Fine Sand Sand, fine to medium Maximum depth 30.5 feet. Ground water encountered at 1.5 feet. _ _ GEOSPECTRUM CONSULTANTS, INC. BORING LOG Proposed Driving Range 181st Street & 57th Avenue South Tukwila, Washington ':};<:` <'$::::£::'•it`S';v 'fig ?3::�:'d•,: r',Fb.�' \�. ., . �i :iT :',..4 :..itC:y:ki:Yf : .g.': :A4*. k,W alit/ -rY� `'` ; .... ootochn/cal Enp/noor /npr and Earth Sc/oncos Proj. No93 -118 Date 6/ 94 Figure A -3 BORING NO. Logged By JAD Date 5/20/94 4 ELEV 25.8'± Depth US (ft) CS 0 10 15 20 SP Soil Description (N) Blows Ft. W ( %) Sand ML SP Silt Sand, fine to medium ML/ Silt w /peat.lenses PT loose soft loose SP/ Sand, fine to medium St, ? ? ? SP 25 30 35 soft loose Silt with . -.t strin•ers Sand lense, fine Silt with peat stringers Peat Silt Sand, fine Sand, fine to medium Sand, medium Sand, medium soft loose soft loose dense medium dense m. dense very moist wet dark brown dark brown & red brown dark brn dark gray black dark brown & dark gray dark gry' to black 0 1 4 30 20 23 36.6 64.7 139.3 46.6 28.2 26.2 23.6 GEOSPECTRUM .CONSULTANTS, INC. Goot■chn/col Englno.Nnp and Earth Sc/onc•s BORING LOG Proposed Driving Range 181st Street & 57th Avenue South Tukwila, Washington Proj. No.93 -118 Date 6/94 Figure A -4 .11 BORING NO. 4 (cont.) Logged By JAD Date 5/20/94 ELEV. 25.8s± Depth (ft.) US CS 35 Sand, medium Soil Description medium dense (N) Blows Ft. (%) dark gray with red flecks 23 23.E 40— Maximum depth 39.0 feet. Heave to 36.0 feet. (Terminated due to heave.) Groundwater level @ 5.0 feet after pulling auger. 45— 50— 55— 60 — 65-1 70 4011MOMM. GEOSPECTRUM CONSULTANTS, INC. N. • • • ,r7 A gtalft4.0.44M04.a.Aa....43WOM4 ea CP■aatcpahnlaal Ertalrmaorirla and Earth Saldancos BORING LOG Proposed Driving Range 181st Street & 57th Avenue South Tukwila, Washington Pro'. No. 93-114 Date 6/94 Figure A-5 *;;•, • s. BORING NO. Logged By JAD Date 5/20/94 5 ELEV 24.9'± Depth US (ft.) CS Soil Description (N) Blows Ft. W ( %) 0 SP Sand, fine Silt lense Silt:lense with peat 10— PT Peat 15 - r Silt with Peat &. woody r ?', 20 25 loose very moist wet MG Sandy Fine Silt 30— 35 SP ? ? ? Sand, very fine Sand, medium, wood to 6" Maximum depth 34.0 feet. soft medium dense dark brown gry &blk dk brown and black gray dark gray dark gray w/ red flecks 2 1 3 3 21 23 4 23. 79.3 354.E 100. 46.6 26.5 28.0 Eleave to X0.0 feet. Groundwater at 4 .5 et. GEOSPECTRUM CONSULTANTS, INC. ••••`:•••• s2h Yi >?xi'$�.f$ky :P6 fy� /i�x >4X k x•Y •y. ?.ay.Cx,Ee.af».:;i£ •.atYl•:. •::ii�.a /.c:fi:Faw >:hTaAw. »c?< �;.S�Sr'AA Gaotachnlco/ Enp/noor /np and Earth Sc/oncos• BORING LOG Proposed Driving Range 181st Street & 57th Ave. South Tukwila, Washington Proj, No. 93 -1181 Date 6/94 Figure A -6 APPENDIX B RECOMMENDED SPECIFICATIONS FOR STRUCTURAL FILL The following specifications are recommended to provide a basis for quality control during the placement of compacted structural fill and backfill. 1.) All areas that are to receive compacted fill shall be observed by the soils engineer prior to the placement of new fill. 2.) Relative compaction is defined as the ratio of the inplace soil density to the maximum dry density as determined by the ASTM D1557 -91 compaction test method. General structural fill shall be compacted to at least 90% relative compaction. Imported granular fill for slab or pavement subgrade preparation shall be compacted to 95% relative compaction. 3.) Fill shall be placed in controlled layers the thickness of which is compatible with the type of compaction equipment used. The thickness of the compacted fill layer shall not exceed the maximum allowable thickness of 8 inches. Each layer shall be compacted to the minimum relative compaction specified above. The field density of the compacted soil shall be determined by the ASTM D1556 -82 test method or equivalent. 4.) Fill soils shall consist of excavated onsite sand soils essentially cleaned of organic and deleterious material or imported soils approved by the soils engineer. All imported fill shall meet the gradation limits recommended by the geotechnical report. The soils engineer shall evaluate and /or test proposed import material for its conformance with specifications prior to delivery to the site. The contractor shall notify the soils engineer 72 hours prior to importing fill to the site. Rocks larger than 6 inches shall be broken into particles 6 inches or smaller or hauled off site. 5.) The soils engineer shall observe the placement of compacted fill and conduct inplace field density tests on the compacted fill to check for adequate moisture content and the required relative compaction. Where less than the recommended relative compaction is indicated, additional compactive effort shall be applied and the soil moisture - conditioned as necessary until the recommended relative compaction is attained. The contractor shall provide level testing pads for the soils engineer to conduct the field density tests on. SHUTLER CONSULTING ENGINEERS Inc. 300 -114th Avenue S.E., Suite 250 --J Bellevue, Washington 98004 ;206) 450 -4075 FAX: (206) 450 -4078 JoB._GOLF DRIVING RANGE SHEET NO COVER 1 OF CALCULATED BY BT DATE 8 -8 -94 CHECKED BY SCALE DATE STRUCTURAL CALCULATIONS FOR: GOLF DRIVING RANGE 181st Street & 57th Avenue South. Tukwila, Washington PROPOSED BY: SOUTHCENTER GOLF, INC. P,O. Box 623 Woodinville, Washington 98072 ARCHITECT: J LDG /Architects 1319 Dexter Avenue North, Suite 260 Seattle, Washington 98109 (206) 283-4764 DESIGN CRITERIA: RECEIVED CITY OF TUKWILA AUG 2 5 1994 PERMIT CENTER EXPIRES 09/10/ CODE UNIFORM BUILDING CODE, 1991 ed, ROOF LIVE LOAD 25 PSF SNOW LOAD WIND LOAD 80 MPH ZONE, EXPOSURE "B ". SEISMIC ZONE III, Z =0.3, Rw =8 FOUNDATION DESIGN BASED ON REPORT #93-118--01, BY GEOSPECTRUM CONSULTANTS. FOUNDATION DESIGN & ALL SOILS WORK TO BE IN ACCORDANCE WITH THIS REPORT. AIM SHUTLER 1111111k MI CONSULTING IMF WM ENGINEERS Inc. 11•1=11111011M 41/101/M/1=1 300-114th Avenue S.E., Suite 250 Bellevue, Washington 98004 206) 450-4075 FAX: (206) 450-4076 JOB GOLF DRIVING RANGE/Tukwila WA SHEET NO COVER 2 CALCULATED BY BT CHECKED BY SCALE OF DATE 8-22-94 DATE STRUCTURAL CALCULATIONS TABLE OF CONTENTS SUBJECT PAGE . Roof Framing R Floor Framing.,FLR Columns. 'Foundation Lateral Walls AEI Mil - =. SHUTLER ®� CONSULTING IOW NM ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 4504075 FAX 450-4076 JOB SHEET H0. ../ CALCULATED BY,OF.° CHECKED BY OF DATE 0V DATE SCALE 011111 SHUTLER CONSULTING !WWII ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 4504075 FAX 450 -4076 ` aoe . /lf SHEET NO CALCULATED BY OF + DATE �v.1,91. CHECKED BY DATE SCALE ■saaaaa waaaaaaua aamamaua mmormemar Ammommimmummumm immimmilmommummommummilmmill rommummummummommumm . 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IP , " F " I 1 UIUU if/. 5 1 - -40 " 4 II .... 1 11 1 1 MN III 1111 1 al ill II - MN - - - 111 1110111111 - 111111101111 All AM SHUTLER MakI- CONSULTING ® ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450.4076 JOB 'aOL'�' SHEET NO , / CALCULATED BY CHECKED BY CALE OF OATEe°41 ..9Y DATE NES Iri IIIIIIME I 11;5 sin la .4,, , ,. summarz Imemrims mil J• Y —' -- 3' F I II dRw 1 Ile— 1111:t1 __ III 11111111 101 4 -az II 1111 1 iiiiIII 11 hill 1111 ii 1 -11 py, . ..di s EO' 1 li1 E 11111 MN 1111 MIN 111111111111111111111=111111111 • 1 NODAL DATA I Global Default Temperature = 0.00 NODE Coordinates : Boundary Restraints 1 Node ,-"LABEL X Y : X -dof Y -dof 2 -dof 1 Temp i (it) 1 (0,1,2,in,K-in,radians)--1---(F)--- 1 1 1 0 0 1 1 1 1 2 1 0 14.5 1 1 3 1 18 14.5 1 1 41 18 01 1 1 BEAM DATA Beam 1 Property End Releases 1 Beam 1 Definition 1 Label 1 -end 1 J-end BEAM 1 Length 1 I-node J -node 1 -or- Tag x y 2 1 x y 2 1 LABEL 1 (ft) 1 r 1 - 2 :COL 1 1 14,500 3 - 4 1COL 3 1 14.500 2 - 3 (BEAM 2 1 18.000 BEAM STRESS CHECK DATA BEAM Unbraced Lengths 1 K:Length Factors :Bending Coeff1 2nd LABEL 1 Y-Y (axis) X -X 1 Y -Y (axis') X-X 1 Ca Cb 1 Member? (ft) 1 1 - - -1 _fault 1 Beam Length 1 1 1 1 1 1 1 No 1 1 14.5 14.5 1 1 1.75 1 0.85 1.75 1 2 1 18 ' 18 1 1 1 1 2.3 3 1 14.5 14.5 1 1 1.75 1 0.85 1,75 1 BEAM PROPERTIES 1 AISC /Other: Area Inertia Elastic Weight Coef. oft Fy 1 Y -Y Property! SECTION 1 I -xx Modulus Density Therm Ex1 1 Axis Tag IPRDP. LABEL: (in ^2) (in'4) (Ksi) (Klt03) (/100F)1 1 Flag 1 Default 1 29000 0,4896 0.00065 1 36 1 COL 1 W10X33' 19.71000 170' . 1 :EAM 1 W18X35 110.3000 510 1 NODAL LOAD DATA NODE 1 Nodal Loads (K,K-ft) 1 Load Case Factors LABEL 1 Global X Global Y Moment: 1 2 3 4 5 2 3 2 3 2 3 -5,4 1 1 1 1 -5.4 1 1 1 1 -2,6 1 1 -2.6 e . 1 1 Cr I 1 1 �b44 LoJ'1Y 1 1 1 et p A'- /o( • LOAD COMBINATION DATA ' • Combination iRuni Stress 1 Load Case Multipliers 1 Factors Y -Load Description ? llncreasel 1 2 3 4 5 1 Xgrav Ygrav Flag ':DL 1 r :DL+E0 1 3:DL+E0 +.5SL 1 4: 5: 6: 7: 8: 9: .10: :11: 12: 13: 1.00 1 1 1 , -1 1.33 1 1 1 -1 1.33 1 1 -1 1.00 1 -1 1.00 -1 1.00 -1 1.00 -1 1.00 1 -1 1.00 -1 1.00 -1 1.00 -1 1.00 -1 1.00 -1 NODAL DISPLACEMENTS AND SPRING /SUPPORT REACTIONS ' NODE 1 Load 1 Displacements (in, rad) 1 Reactions (10-ft) LABEL 1 Comb. 1 X Y Rotation 1 X Y Rotation 1 1 1 -0.000 -0,000 0.00002 0.02 6.19 0.00 1 1 2 0.000 -0.000 - 0.0065 -1.85 3.18 0.00 1 1 3 0.000 -0.000 - 0.0061 -1.85 5.78 0.00 2 1 1 0 0.004 - 0,0000 0.00 0.00 0.00 2 i 2 0.807v.: � 002 - 0.0008 0.00 0.00 0.00 2 1 3 0.807V-0. 03 - 0.0008 0.00 0.00 0.00 3 1 1 -0.000/0 04 0.00005 0.00 0.00 0.00 3 1 2 1.807 x'.006 - 0.0007 0.00 0.00 0.00 3 1 3 .807 0,007 - 0.0007 0.00 0.00 0.00 4 1 1 0.000 -0.000 - 0.0000 -0.02 6.19 0.00 4 1 2 0.000 -0.000 - 0.0065 -1.89 9.21 0.00 4 i 3 1 0.000 -0.000 - 0.0065 -1.89 11.81 0.00 .�„ � ':r,;,.t. �,4a!' ".7',;..,. �.tr`n „', , .4' �,: "Y:i. .1 °....,• �tq�t r7 Yr': S" rc'" Efi' 455x; q* tiaz; 7(�'k +' =�`d:�4'�.:r�;?��.t2°;�' BEAM END FORCES riBEAM {Load 1 1 Node End J Node End LABEL 1Coab,1 Axial Shear Moment 1 Axial Shear Moment (K) (K)---- (K- ft)--- 1 - - -(K) (K.)----(K-ft)-- 1 1 1 6.194 -0.025 0.000 1 -5.715 0.025 -0.362 1 I 2 3.181 ' 1.845 -0.000 1 -2.702 -1.845 26.753 1 I 3 5,781 1.845 0.000 1 -5.302 -1.845 26,753 1 , , 3 1 1 5.715 0.025 0,362 1 -6;194 -0.025 0.000 3 1 2 8.728 1.895 27.477 1 -9.207 -1.895 0.000 3 1 3 11.328 1.895 21.477 1 - 11.807 -1.895 0.000 2 1 1 0.025 0.315 0.362 i -0.025 0.315 -0.362 2 1 2 0.025 -2.698 -26.753 1 -0.025 3.328 - 27.477 2 1 3 0.025 -2.698 - 26.753 1 -0,025 3.328 - 27.477 AISC UNITY CHECK RESULTS BEAM 1 Load 1 Overall 1 'I' Center Points 'J' . LABEL 1 Comb, 1 Maximum 1 Node 1/4 1/2 3/4 Node 1 1 1 1 0.105 1 0.105 0,104 0.104 0.103 0.103 1 1 2 1 0,354 1 0.041 0.119 0.197 0.276 0.354 J 1 1 3 1 0,387 1 0.074 0,152 0.231 0.309 0.387 1 3 1 1 1 0.105 1 0.103 0.103 0.104 0.104 0.105 3 1 2 1 0.440 1 0.440 0.359 0.279 0.198 0,117 3 1 3 1 0,473 1 0.473 0.392 0.312 0.231 0.151 1 1 2 1 1 1 0.012 1 0.005 0.008 0.012 0.008 0.005 2 1 2 1 0.234 1 0.228 0.122 0.009 0,110 0,234 2 1 3 I 0,234 1 0.228 0.122 0.009 0.110 0,234 s 1 1 BEAM STRESS CHECK DATA BEAM S Unbraced Lengths 1 K:Length Factors !Bending Coeffl 2nd - -"LABEL 1 Y-Y (axis) X -X 1 Y -Y (axis) X -X 1 Cm Cb 1 Member? ! (ft) 1 ;Default 1 Beam Length 1 1 1 1 1 1 1 No ! 1 ! 14.5 14.5 1 1 1.75 1 0.85 1.75 1 2 1 18 18 1 1 1 1 2.3 3 1 14.5 14.5 1 1 1.75 1 0.85 1.75 'BEAM PROPERTIES 1 AISC /Other! Area Inertia Elastic Weight Coef. of! Fy ! Y -Y Property) SECTION 1 I -xx Modulus Density Therm Ex! 1 Axis Tag !PROP. LABEL! (inA2) (in "4) (Ksi) (K. /ft "3) (/100F)1 1 Flag 1 Default 1 29000 0.4896 0.00065 1 36 ;COL 1 W10X33 19.71000 170 1 BEAM 1 W1BX35 110.3000 510 NODAL LOAD DATA NODE 1 Nodal Loads (K,K -ft) 1 Load Case Factors . LABEL 1 Global X Global Y Moment:. 1 2 3 4 5 J 2 1 -5.4 1 1 1 31 -5.4 ,a'/�f1" 1 1 1 2 1 -2.61 h 1 1 3 ! -2.6 / 1 1 2 1 1 31 4.b6 PCB �}FJ l 1 1 LOAD COMBINATION DATA . Combination :Run! Stress 1 Load Case Multipliers 1 Factors Y -Load : Description 1? llncreasel 1 2 3 4 5 1_Xgrav Ygrav Flag 1 :D1 1 1 1.00 : 1 -1 2 :DL +E0 1 1 1 1.33 : 1 -1 3:D1 +E0 +.5SL1 1 1 1.33 1 1 -1 ' 4: : 1.0b 1 -1 • 5: 1 1.00 1 -1' 6: 1 1.00 1 -1 7: 1 1.00 1 -1 8: 1 1.00 1 -1 9: 1 1.00 l -1 10: 1 1.00 1 -1 11: 1 1.00 l -1 .2: : 1.00 1 -1 1.00 1 : -1 NODAL DISPLACEMENTS AND SPRING /SUPPORT REACTIONS r" NODE I Load I Displacements (in, rad) 1 Reactions 0:1k-ft) LABEL 1 Comb. { X Y Rotation I X Y Rotation 1 { 2 I 0.000 0.000 - 0,0163 -4.64 -1.31 0.00 1 1 3 1 0,000 -0.000 - 0.0163 -4.64 1.29 0.00 2 I 2 I 2,011 0.001 - 0.0020 ' 0,00 0,00 0.00 2 I 3 I 2.011 -0.001 - 0.0020 0,00 0.00 0.00 3 1 2 I 2,011 -0.008 - 0.0019 0.00 0.00 0.00 3 I 3 ! 2,011 -0.010 - 0,0019 0.00 0.00 0.00 4 1 2 I 0.000 -0.000 - 0.0163 -4.68 13.70 0.00 4 1 3 I 0.000 -0.000 - 0.0163 -4.68 16.30 0.00 BEAM END FORCES BEAM !Load i I Node End I J Node End LABEL 1Comb,1 Axial Shear Moment I Axial Shear Moment (K) (K)---- (K- ft)--- I - - -(K) (K)- --- (K -ft) -- 1 I 2 -1,314 4.635 0.000. I 1.793 -4,635 67,208 1 I 3 1.286 4,635 0.000 1 -0,807 -4.635 67,208 3 1 2 13.223 4.685 67,932 1 - 13.702 -4.695 0,000 3 1 3 15,8233 4.655 67.932 1 -16,302 -4.685 0.000 2 I 2 0,025 -7.193 - 67.208 1 -0.025 7.823 - 67.932 2 1 3 0.025 -7.193 - 67.208 1 -0.025 7,823 - 67.932 AISC UNITY CHECK RESULTS BEAM 1 Load 1 Overall I 'I' Center Pointfr 'J' LABEL 1 Comb, 1 Maximum I Node 1/4 1/2 3/4 Node 1 1 2 0.810`( 0.005 0.206 0.407 0.609 0.610 1 1 3 0.814 V 0.016 0.216 0.415 0.614 0,814 3 1 2 0.667 v' 0.867 0.694 0.521 0.348 0.175 3 1 3 0.902`! 0.502 0.729 0.555 0.382 0.208 2 1 2 0.578/ 0.572 0.294 0.009 0.282 0.578 2 1 3 0.5781V 0.572 0.294 0.009 0.282 0.578 1 a. AIM OEM -- SHUTLER MOM CONSULTING ® ®111/1 ENGINEERS, IN 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 45 FAX 45 1 x•' • JOB SHEET NO.0€*-0" CALCULATED BY -.". 70 CHECKED BY SCALE OF DATE DATE 3 1 p a ■ 1 ■■ II■ ■ ` a-!_o � ■■■ ■■ . o i- .„,. _ _ . . _ __,..___ __. _ _ ___ . NI . ..t. , ,...., _ .... ._ .. __ _ , if, ______\ _____ - 1 a _ ...,_. _ t„_.4,.._. , __ _ is 1_4_ . • , , _,,,., \` - - - e .1 .._ .. ___ ._ __ / _ .,___ , , , _ . __ . ■ .1 ■■r■ • • .L.N. 1 1 'ilia.- . • _MS SHUTLER 11111111 CONSULTING ® ® ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450 -4076 JOS SHEET NO •‘e ...� OF CALCULATED BY DATE CHECKED BY DATE SCALE I 4_ .. rp • .:.E' - cZ •4'.!4/ G ..., . L .S >A/lA,y ..0 7 , A,. , . , I iO4r ... IMIBLI r 44( of /z6 IPI, n ~/ j la 6 d ' ,rte , . ' -r r � r SIZES I1, ALLOWABLE UNIFORMLY DISTRIBU .POUNDS PER SQUARE FOOT (INCLUDES LIVE AND DEAD LO. LOADS LIMITED BY DEFLECTI( 0 SPAN FEET DOUGLAS FIR/LARCH = 1,800,000 psi 'b = 2,585 psi Fv - 165 psi Random Length Contin. Simple Span • 6 OR 2 X 8 NOMINAL • 5 "or 6 3/4 "' . r. 2 3 4 5 6 7 8 9 10 PONDEROSA PINE E = 1,150,000 psi Fb = 1,485 psi Fv as 150 psi Random Length Contin. Simple Span :1 If W : 1 A 1 N' : 1 A PST PSF 1783f 1485 587 440 248 186 127 95 73 55 46. 35 31 23 22 17 16 12 PSF PSF 1487f 1487f 660f 660f 371f 315 215 161 124 93 78 59 52 39 37 28 27 20 PSF 1024f 374 158 81 47 29 20 14 10 PSF 949 281 119 61 35 22 15 17 PONDEI E- 1, Fb Simple Spar. A: 1 W 1 1I :1 W 41 X6O1t3X8NOMINAL 1/16" Sik 2 3/16" qtr r//Ir//AZOW/ Cora. 11∎11 NV3 'I/ / / / / / / 5 1/4" or 7 1/8" 4 5 6 7 8 1� 12 13 14 k 858 439 254 160 107 75 55 41 32 25 20 643 329 191 120 80 56 41 31 24 19 15 XC6OR4X8NOMINAL 1/16" >IK ����I// / / /////// ■'I / / // / 2 7/8" 5 1/4" or 7 1/8" 6 7 8 9 10 11 12 13 14 15 16 17 18 579 364 244 171 125 94 72 57 46r 37 31 25 21 434 273 183 128 94 71 54 43 35 28 23 19 16 844f 539f 375f 271 181 127 93 69 54 42 �4 651f 651f 479f • 462 366f 310 289f ' 218 212 159 159 119 122 92 97 73 78 59 63., 47 52 • 39 42 32 36 27 844f 539f 323 203 136 95 70 52 41 32 26 547 410 281 210 162 122 102 ; 76 68 52 48 36 35 26 26 20 20 16 '16 12 13.: :9 PSF PSF 854f 854f 379f `379f 213f • 201 137 103 79 • 60 50' .•38 33 25 24 . , ,.. 17 17' 13 484f 484f 316f 316f 216f .206 158f.;; 130 116 86 81 61 60 45 44 33 34 26 27 20 22 17 PSP PSF 1187f • 990 391 293 ,165 1'21 84 '• 63 49 • 36 31'.':...23 21 15 14 11 8 571 293 169 107 71 • 50 36 27 21 16 14 428 219 • ,'128 80 54 37 27 21' 16 12 11 370 277 449f 233 • 174 •330f 155 117 252f 109 82 185 80 60 ,. . 135 60T.45 101 46 .,34 78 37 28 62 29 22 50 24.17 . 40 20 .15 .. 33 16,. 12 , . 27 14 • : 10 23 449f 295 198 139 101 76 59 47 38 30 25 20 17 386 243 162 114 84 62 48 38 31 ,25 21 16 14 289 181 122 85 62 47 36 29 23 18 15 12 11 (6 OR 5 X 8 NOMINAL 1/16" )Mt MOW& MN MOSKIWAVIIIIA 5 1/4" or 1 71 /8" 3 21/32' 8• .9 10 11 12 501 376 352 264 256 192 193 146 148 111 117 88 93,.''9 76 57 63 47 589f 416f 378f 312f 251 198 157 129 107 589f 416f 366 245 188 149 118 97 80 320 239 224 ' • 168 164 122 123 93 95 71 75 56 60 • 45 49 37 40 30 406f . •321f 260f • 209 160 126 100 83 68 404 285 208 156 120 95 75 62 52 334 234 171 129 99 78 62 51 42 250 176 , 128 97 74 59 47 38 32 Spam In excem of 15 feet may require a special length tally which dill'ta from strndanl mill production. • To determine L/360 toe 'Values marked 1 are limited by bending atrengtlt. LDI.1.15 83628 FILLER KING COMPANY. HOMEDALE. It INSTALLATION ON ROOF The strongest and most economical design lay -up is: JANDOM LENGTH CONTINUOUS A random length continuous lay-up system is applied over three or more spans and each individual plank must bear on at least one supporting member. All joints shall be end matched and all planks shall be nailed together within one foot of each side of the end joint. End joints in adja- cent planks shall be at least two feet apart, and end joints in alternate planks shall joints more than one foot apart when measured along the span of the decking. Eliminate end joints in 1/3 of the end span course. A rs L4 130 EL Fb = wL2 6.67S SIMPLE SPANS 1�-- L Di 2'k BEAM SUPPORT This lay-up requires specified length decking and provides shorter spans than the random above. • °s (5/384) (wL4/EI) Fb ■ .L-2 8S A • Defection inches. • Modulus of elasticity of the decking, lbs. per Inch'. 1 • Moment of inertia for a 1.foot wide strip of decking, inches'. S • Section modulus for a 1•foot wide strip of decking, inches'. Fb • Allowable unit stress for extreme Fiber bending, lbs. per inch'. L • Span, inches. w • Unit load along a 1•foot wide strip of decking, lbs. per inch. 'ASTENING AND NAILING SCHEDULE -'ace nail the laminated decking to the beams as follows: 2" deck - 12d common or ring shank 3" deck - 20d or 30d common or ring shank 4" deck • 60d common or ring shank - pre -drill holes, 5" deck • 60d common or ring shank - pre -drill holes \ Course nail the decking together every 30" with a slant nail as shown. Offset alternate courses by 15 ". Nail within 12" of each end joint. Slant nail along courses. 2 "deck -6d 3" deck -8d 4" deck - 10d 5" deck • 16d J 4 30" Slant Nailing r Two nails per coLrse into support FILLER KING COMPANY, HOMEDALE, IDAHO 83628 •.' Slanted nails spaced 30" along each course, offset 15" in adjoining courses 4/9/93 ■ SHUTLER CONSULTING ENGINEERS Job GOLF ' Structural Engineers Sheet no. "450 N.E. 29th Place, Suite 104 Calculated by JBellevue, Washington 98007 Checked by (206) 885 -4473 . Date 08- 15-1994 _6 /4, - - -- BEAN 1 A - - -- .form loads DL) = 0.120 KLF w(LL) = 0.750 KLF mensions • ,�`G am span = 20.00 feet (Simple span) $O :::lions .110 A01. it support 8.70 Kips Rt. support 8.70 Kips Lent 3ximum positive moment = 43.50 ft -k at x = 10.00 ft. 144444444 t444144ttt414 41I44ttti14tt44441t4t4t444 $ 3.125 x 22.5 GLB Camber = 0.12 in. $ 444 t1ttt444444444141tt444 444444t4444444$$$Mt44 ( +Fb depth factor adjusted for L/D ratio & load pattern,)' stress (psi) Allowable stress (psi) 150.8 Fv = 165.0 x 1.00 C 165.0 - X1979.7 +Fb =2400.0 x 1,00 x 0.933 x 1.042 x 1.000 = 2332.2 election = 0.59 in. _> L/ 409 Total Board Ft. = 200 1444414 t$ 44 44$$$ $$444t888i1411tt4411Utt$181*$$$ i 5.125 x 18.0 GL8 Camber = 0.14 in. 4 444444144 44444 4444 t4444444444444t444t444444444t4 Stress X 91.4 X 84.9 X ( +Fb depth factor adjusted for L/D ratio & load pattern.)' stress (psi) Allowable stress (psi) Stress X 120.2 Fv = 165.0 x 1.00 = ,165.0 72.9 X 1886.2 +Fb =2400.0 x 1.00 x 0.956 x 1.027 x 1.000 = 2355.8 B0.1 X 'lection = 0.70 in. _> L/ 344 Total Board Ft. = 240 /1X..7. /f �" 7i/4°• (7d • ....�... . �" .. ... . ..t cs C;. i' A..�':.,'/ ..: �.: `t�...syar ^.:'= '•P:.k �� SHUTLER CONSULTING ENGINEERS Job GOLF ' Structural Engineers Sheet no. 4450 N.E. 29th Place, Suite 104 Calculated by Bellevue, Washington 98007 Checked by ' (206) 885 -4473 Date 08 -15 -1994 - - -- BEAM 4 Al -- -- iform loads (DL) = 0.120 KLF w(LL) = 0.750 KLF mensions .am span = 18.00 feet (Simple span) GG M e 'r,t ?ctions :ft support 7.83 Kips Rt. support 7,83 Kips •L z/, art. ,ent .;ximum positive moment = 35.24 it -k at x = 9.00 ft. $tilt$$$$$$$$$tlU$$$$t1$W$ $ $$$$$$$$$$$$Ititl $ 3.125 x 19.5 6LB Camber = 0.12 in. $ ttttt$1$11$1$ 111$ 11$$$$$$$$$$$$$$$$$$11$1111$$11 (+Fb depth factor adjusted for L/D ratio & load pattern.)' stress (psi) Allowable stress (psi)' 157.9 Fv = 165.0 x 1.00 = 165.0 .12134,9 +Fb =2400.0 x 1.00 x 0.947 x 1.040 x 1.000 = 2364.2 'lection = 0.59 in. => L/ 365 Total Board Ft. = 156 $$ till$$ til$$$$$$ t$$$$$$$ill$$$$$$$$$llitttl$$$$ $ 5.125 x 16.5 GLB Camber = 0.12 in. $ $ilia$$$$ 111 /l Itlllttltttlt #tlilii$$$$$$$$$$$$l Stress % 95.7 2 90.3 (+Fb depth factor adjusted for L/D ratio & load pattern.)' stress (psi) Allowable stress (psi) Stress % = 117.7 Fv = 165.0 x 1.00 = 165.0 71.3 % = 1618.2 +Fb =2400.0 x 1.00 x 0.965 x 1.028 x 1.000 = 2381.9 76.3 % 1lection = 0.60 in. _> L/ 363 Total Board Ft. = 198 EHUTLER CONSULTING ENGINEERS ' Structural Engineers '4450 N.E. 29th Place, Suite 104 JBellevue, Washington 98007 • (206) 885 -4473 Job GOLF Sheet no. Calculated by Checked by Date 08 -15 -1994 ©diems./ - - -- BEAN I A2 - - -- :form loads = 0.120 KLF tensions no span = 9.00 feet (Simple span) actions ,rft support 3.92 Kips bent ;ximum positive moment = 8.81 it -k at x = 4.50 ft, w(LL) = 0.750 KLF 1,37 A go" :0iPt tr Rt, support 3.92 Kips tliltt tit tttttl tttttitlittttttttllt itttttittlltt t 3.125 x 10.5 GLB Camber = 0.05 in. t tttt ttltlitttttttttttttttttlttt tttttlltitittlttt ( +Fb depth factor adjusted for L/D ratio & load pattern.)' stress (psi) Allowable stress (psi). Stress 7. 144.2 Fv = 165.0 x 1.00 = 165.0 87.4 % - 1840.8 +Fb = 2400.0 x 1,00 x 1.000 x 1.044 x 1.000 = 2400.0 max%76.702 Election = 0.24 in. _> L/ 456 Total board Ft. = 42 tttttttttttttittttttitttttitttttttttttttittitttt t 5.125 x 9.0 GLB Camber = 0.05 in. t tttittttttttltitttltttltittttttlttttttititltittt ( +Fb depth factor adjusted for L/D ratio & load pattern.)' stress (psi) Allowable stress (psi) Stress % 106.1 Fv = 165.0 x 1,00 = 165.0 64.3 7. = 1527.8 +Fb =2400.0 x 1.00 x 1.000 x 1.034 x 1.000 = 2400.0 max%63.659 'lection = 0.23 in. _) Ll 471 Total Board Ft. = 54 • • i'. oattiit 4/4) - - -- BEAM Y B - - -- .fore loads (DL) = 0.275 KLF w(LL) = 0.375 KLF ansions it aam span = 20.00 feet (Simple span) actions /' 3' �/cj! aft support 6.50 Kips Rt. support 6.50 Kips 2,dr tent aximum positive moment = 32.50 It -k at x, = 10.00 ft. Cttttttittitt tit ttitittttttitttttttitttttttitttt 3.125 x 19.5 GLB Camber = 0.43 in. C ttt ttt ttttt tit ttt tttitttitittitittttttttittttttt ( +Fb depth factor adjusted for L/D ratio & load pattern.)' stress (psi) Allowable stress (psi) Stress X = 134,0 Fv = 165.0 x 1.00 = 165.0 81.2 X = 1969.2 +Fb = 2400.0 x 1.00 x 0.947 x 1.033 x 1,000 = 2348.3 83.9 X flection = 0.67 in. _> L/ 356 Total Board Ft. = 173 tittttittttitittitttitttttttttitttttttitttttq --_ t 5.125 x 16.5 GCB Camber = 0.43 idr t yea ioN8 •a+ / /y•. tt ititt itititttititttittttttttttttttitittttitt tt /• 5" (+Fb depth factor adjusted for L/D ratio & load pattern.)' stress (psi) Allowable stress (psi) Stress X = 99.4 Fv = 165,0 x 1.00 = 165.0 60.3 X = 1677.1 +Fb =2400.0 x 1.00 x 0.965 x 1.021 x 1.000 = 2365.7 70.9 X election = 0.68 in. _> L/ 354 Total Board Ft. = 220 tyi�re.,.�..,J, t�_et,,.r w��ycwv . 3»' iry!,. x ;:::;;';;iNli�`;FFw'�ts`T`.• 3NUTLER CONSULTING ENGINEERS Job GOLF ' Structural Engineers Sheet no. '4450 N.E. 29th Place, Suite 104 Calculated by Bellevue, Washington 98007 Checked by (206) 885 -4473 Date 08 -15 -1994 - - -- BEAN 1 81 - - -- iform loads (DL) = 0,275 KLF w(LL) = 0.375 KLF mensions aam span = 18.00 feet (Simple span) ��3%5 actions V814 01- eft support 5.85 Kips Rt. support- 5.85 Kips oen t aximua positive moment = 26.33 ft -k at x = 9.00 ft. tttttcctccttuuttrctrrtccrrutturtuttttttcut I 3.125 x 18.0 GLB Camber = 0.36 in. t Ytl tl ttYtttitlrttlttttttttiltltttttitttttttttltt ( +Fb depth factor adjusted for L/D ratio & load pattern.)' stress (psi) Allowable stress (psi) Stress X 130.0 Fv = 165.0 x 1.00 = 165.0 _ 78.8 X - 11872.0 +Fb = 2400.0 x 1.00 x 0.956 x 1.034 x 1.000 = 2373.3 78.9 X Election = 0.56 in. _> L/ 385 Total Board Ft. = 144 t ittt tt$ tttt tttt lrl tttttitttrtrtttirtt1tittlirtt , I 5.125 x 15.0 GLB Camber = 0.38 in. 'T'�" ' 3Bs •J$ �—+' 7"''' iltttttrritltttrtltttttttttttttttitttttttttttI tt ( +Fb depth factor adjusted for L/0 ratio & load pattern.)' stress (psi) Allowable stress (psi) Stress X = 98.3 Fv = 165.0 x 1.00 = 165.0 59.6 X = 1643.7 +Fb = 2400,0 x 1.00 x 0,976 x 1.022 x 1.000 = 2392.0 68.7 % Election = 0.59 in. _> L/ 365 Total Board Ft. = 180 6. .0.02AC -iO 3HUTLER CONSULTING ENGINEERS Job GOLF ' Structural Engineers. Sheet no ' 4450 N,E. 29th Place, Suite 104 Calculated by Bellevue, Washington 98007 Checked by (206) 885-4473 Date 08 -15 -1994 - - -- BEAM 9 8� - - -- :form loads (DL) = 0.275 KLF w(LL) = 0.375 KLF mensions eam span = 9.00 feet (Simple span) actions eft support 2.93 Kips Rt. support 2.93 Kips vent aximum positive moment = 6.58 ft -k at x = 4.50 ft. tltttlttttittt111111tittittttttlttittitttlttttit t 3.125 x 9.0 6L8 Camber = 0.18 in. t tttttltttlttltittltUttttittttittttttittlitttttt 6411 w 01' . ( +Fb depth factor adjusted for L/D ratio & load pattern.)' stress (psi) Allowable stress (psi)' Stress X 130,0 Fv = 165.0 x 1.00 = 165.0 78.8 X X1872.0 +Fb =2400.0 x 1.00 x 1.000 x 1.034 x 1.000 = 2400.0 max%78.000 :lection = 0.28 in. _> L/ 385 Total Board Ft, = 36 ttittlt 1811$$1 tttitili ttttlttttltttitlittitttilt 1 5.125 x 7.5 GLB Camber = 0.19 in. t tttitttttlttttttitttttittitlttitttltitltllitittt ( +Fb depth factor adjusted for L/D ratio & load pattern.)' stress (psi) Allowable stress (psi) Stress X 98.3 Fv = 165.0 x 1.00 = 165.0 59.6 X 1643.7 +Fb =2400.0 x 1.00 x 1.000 x 1.022 x 1.000 = 2400.0 max)68.488 lection = 0.30 in. _> L/ 365 Total Board Ft. = 45 AUTLER CONSULTING ENGINEERS • Structural Engineers 14450 N.E. 29th Place, Suite 104 Bellevue, Washington 98007 (206) 885 -4473 Job GOLF Sheet no. /24e -to: 1-- Calculated by s0' Checked bpi' Date 08 -15 -1994 - - -- BEAM i D ---- iform loads -COL) = 0.120 Y,LF w(LL) = 0.750 ELF mensions eam span = 12.00 feet (Simple span) actions aft support 5.22 Kips Rt. support 5.22 Kips rilent ar•imum positive moment = 15.66 ft -k at x = 6.00 ft. $t'$111t11$$11$tit$1tt1$$$M ttttt$$$ttttttt1$111 $ 3.125 x 13,5 GLB Camber = 0.07 in. $ ttt$ It$ 1$$$$$$$$$ 111111111ttttt$ttitt$t111$11ttt ( +Fb depth factor adjusted for L/D ratio & load pattern.)' stress (psi) Allowable stress (psi) Stress X 150.8 Fv = 165,0 x 1.00 = 165.0 91.4 X = 1979,7 +Fb = 2400.0 x 1.00 x 0.987 x 1.042 x 1.000 = 2400.0 max'82.489 flection = 0.35 in. => L/ 409 Total•Board Ft. = 72 J 1$$$$$11111$$$11$111$11$101$111111$$$$$$$$$$$$$ 1 5,125 x 12.0 GLB Camber = 0.06 in. $ 111$11$ tit$$ t$$$$ $$$1111t$1$$$$$$$$t$$$$$$$$$$$$ ( +Fb depth factor adjusted for L/D ratio & load pattern.)' stress (psi) Allowable stress (psi) Stress X 106.1 Fv = 165.0 x 1.00 = 165.0 64.3 X = 1527.8 +Fb = 2400,0 x 1.00 x 1.000 x 1.034 x 1.000 = 2400.0 maxX63.659 iection = 0.31 in. _> L/ 471 Total Board Ft. = 96 J ®M= .- - - - - -- SHUTLER M111■ • CONSULTING ®VIII ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450-4076 JOB ��•� SHEET HO. it e // CALCULATED BY *..". OF DATE Jr- 9" / T CHECKED BY DATE SCALE %gm III ■■ Ar / ,4 (.� ,� ( ■ ■ ■ ■ ■ ■■ ■ems ■■ ■ 111121M. ■■Pall aa . • Ell IIN �4 ~ £ - / ■■■■■M ■■ Lain K ■ ■ 11111P:111 ■ ■ 1 e, 4e. 07 x-' 42 ,� 9 • / :....i.,..., :. ,so ' -deloez rigairmiki - • li f ;7, ionme"" ■ 4 .._ _ ■ " ,,,„,,,,/ ■■ ■■ -■ ■f-,_ - 17, -- • 1'•' ■ ■ ■■■■ _ _9 (Ain; o,� C ,, ■ ■ ■ ■ 11 ■ ■ --- s �� , : a ■ ■■ - ■ ■ ■ ■ ■ ■■■■ ■ ■ ■ ■■ wT ■ ■ ■■■ ■ ■■■■■■■ - -- - - � -- - -- ___ - - -- - -- -- "-- --cr:. -- t ' M • ■ II ■■ al• ■■ ■■ __ ___ ■■ __ -- y l /_-12 1 ■ ■■ a IIIIIM .4_,._.c.d.e._(__-_- • __ ■ ■ ■_ _ ■■ i ■ ____ _al__ ___ -_-. _ efe.,/,-- ma: Jr 11.1 ■ ■ ■ �- - • "a - .. l 4 I II ■ -7 CSI 5 d - i .T . 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OF DATE, O'� 1/ CHECKED BY DATE SCALE fr - Yu RN NM= 11 em.m. • • illipall I. 14111.1111 mu 1111 NMI 11111111=11111111111111111 1 /111111.11111 SHUTLER �■ CONSULTING L ENGINEERS, INC 14450 N.E. 29th Place, Suite 116 Bellevue, WA 98007 (206) 885.4473 FAX 869.8649 JOB 77,eMIIL.14 �OGi' SHEET NO �d -VC V OF CALCULATED BY X-76', DATE CHECKED BY DATE SCALE 7- /19? Pil lit .4 N 7Lr' 16 � ■ III■■ , ,i wlelt• D� RE J111_ IA�■ _. Il ■ .. '.i i I 1011 ra D _ o 11111 __ ►_ ! VE I p„.�C_.._ ■ L�-. __40 for J d I / f [s. , • le ,,�..i t, 64- _!RS 2, so eh ,, K w ,J r . die 7 • . It a .416 - _ _ -.4 - / - = J r II IIII .k ag 0/. r. Ygoe 0 i 3 ill III III ■■ II %$- ■ ■ ■ r■■ I= °` _ ' s d -141;/-0 ,P 9 L> o,„ r : OK .7 . • AM Ma III air gni SHUTLER CONSULTING ENGINEERS, INC 14450 ME, 29th Place, Suite 116 Bellevue, WA 98007 (206) 885.4473 FAX 8694649 JOB—Z14-4wIt t. 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CALCULATED BY / CHECKED BY SCALE OF DATE e'l!- 9 DATE IIMIIIIMONIMMIMIMMMENIMIl � - - / 1 �WM/I ■111 bounir ...............,..... 1111 VAIIIMMrM1111111111111111111111 1JRiIII1I1I1I1II1II1I 1 i 1111 .. !MEM=:�� __•U � X 177 1 NI IMO NM 111111111111111111711111111111 11111 11111111111 IIIII 1111111111111111111111111111 I 11111111111r111111111111111 MIN 11111111111111111111. • 111111111111111111111 I 1111111 MIN IJIIIIIMBMIIIIIMIIIBIIII II lll rialIPLIIIIIIIII s .��ts:.s -e'y- - - - -- Dais 1111111111106 � a/ I1UI ammenos UN' i31aC.kti mu.0 zit 1 11111110111.1 SHUTLER 11111111111 CONSULTING ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 C'2KOL.04-' JOB SHEET NO Z CALCULATED BY CHECKED BY SCALE ee ef OF DATE DATE a cearammeilleiliii 1 . 51 _,•0- -- - 7.4, .e 79 ' I IP aa ii p 1 a - .. . ,. . 11 iiiiiimi 1 1,1 . U 0. II 1, 11 „IE.... .. ...„„, , , , ri _ ' - is paa 1. 4rde - - 11555 k_ -V,1 ....272 11,41 • 0 /5 Ilii 1111 LIN ii rj — 1 113 5.117 /0 C _ e • 1 1 7i-el 1 in I ial in No mummammoimilm li • in ®® Mr WM SHUTLER CONSULTING ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 4504076 JOB SHEET NO. CALCULATED BV CHECKED BY SCALE L— /;i/o OF DATE DATE 0 D i---1-1 , ._ APPErimp.im ■ .0 �■ !!�!!!'!.■ /Q ! trig i ,.., Innil "4/1 /)=2: i r )= RI t't, -: % 0 1 ■■■ ■ ■�■■ ■■■ la. ■■ ■■ ■■ ■ ■ ■ ■■■ .. ii 9 2 e ■ �!' - I1 • — / _ . . --4. — _ ,1 I _ _ vi. A _ . ....._ - - — - l., / f_ / all& �.._ a, . I , _ rel.. /moo _ .00 _ s �..,,, III _.\ _...._ _ fE_ Ili i r / - - -4 T . _ / zicrer p _______ „e_ic ~� PI - -- \ i �'� .112. /of ,'rsl■ ■ 4) 1. se/r../4. A4 if,' i ,ie ai -• I i NW ea Mil AEI SHUTLER CONSULTING IOW WM ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (106) 450-4075 FAX 450.4076 JOB SHEET NO CALCULATED OF DATE CHECKED BY DATE SCALE / ar . ...,• .1E3 IA NI ,1,,Er4, .. ,...., . , me 0 1- r 1 IN Ia. ?p- a II I N'' - le 1 II II' Fill_____ 1 _61 : 1 1 1 _ iii millimmummum DRAINAGE CALCULATIONS TUKWILA GOLF DRIVING RANGE BY SITE DEVELOPMENT SERVICES 310 208TH ST SE BOTHELL 98012 481-9687 August 4, 1994 RECEIVED CITY OF TUKWILA AUG 25 1994 PERMIT CENTER a.`..t.�.. ;v TABLE OF CONTENTS SECTION NO. Project Overview I Retention /detention Analysis and Design II Biofiltration System Design III Erosion /Sedimentation Control Design IV ..nl+% °e f:!� +s 7•'� a!r+a•./n' ++r.>u�surn rvmcum *.r..� SECTION I PROJECT OVERVIEW PROJECT OVERVIEW Although this site consists of over 20 acres, only the level portion adjacent to Southcenter Parkway is to be developed. This area consists of the building and parking area on the south end and the driving range on the north end. Because the site is currently in pasture and has been for many years, Phil Fraser, in a telephone conversation on May 20, 1994, stated that detention will not be required for the driving range portion of the project. Runoff for the balance of the developed site will run through biofiltration and surface detention. A total of 400 lineal feet of biofiltration is being provided, together with dead storage in the detention pond. This should provide more than adequate water treatment. Runoff appears to drain to a ditch on the west side of the "flat" area (pasture) and then flows to the north. It goes under a bridge in Southcenter Parkway and soon enters piped conveyance systems that drain to the Green River. Because the site review was done in August of this year and no rain had fallen for many days, there was no runoff occurring; however, there was standing water in the portion of the ditch next to Southcenter Parkway. The drainage work for this site does not include a basin analysis to define water levels for various storms, and no warranties, are being provided with this design. However, the storm drain outfall and the two year detention and biofiltration system is believed to be above the level of normal ponding in the ditch along the west side of the site. This is based on the absence of vegetation in the lower portion of the ditch. Finally, the floor elevation of the building is at or above the level of Southcenter Parkway and existing adjacent buildings. SECTION II RETENTION /DETENTION ANALYSIS AND DESIGN k-u.)(f el- 6; r; k.DCA.V k.c. ..O, . . P . r . , e c t e - N t clop ' e e l . . a n t k c . 1 %14"-Ni.0 . 1 A S .. . r 0 p yr op 05 ct,L2 v v-in pvA o ■.&.4-) .0vtly 1-L1. ay.- e c,.. la .2-4- c.) e e vk -HA,. . 4-o aP . i-Le 1,,t( Cot& 4-1„, e LA ie 50 ct-v, et 5 (-1-, a yvi-v• r Co tA 41-..e.. -e. C- S 4-.) 0..r..g.. 4Til e-- cte-s t c_i 0 ee 1, CO' c 4-L +1,.....-e gr IN, tt‘:15 r,,,,,i d , CS e. •vc 44 v giocf ,,, iA4. . 1-Le..._. ete_4-etA41rOLI .C-011.er- .4-1 i0.4- ...CS.. KO+ :4-0 .... .4, . e_14,, 4 ,... L4 114:9 -rill j A t'Ci't 0 vC1-(/. rts-tr4 . t-ee- v •e. Z . 6-L 0 Li+, -Z. %. S. .0....C.V•r_.3 _ _La, Le.c...C... .._ wt. a (0 e ..) 9 -c- or _P-c, v--- par kiIrti t,-.; Ut'icitiv15 ) . p,v.i4evti, jr..4-1tA5) _. r 6 %.4 c-I cl ...4-^e v‘41. t0 kA . 1.,I-c-IA -\ ... • ' i4 11(1 t'elc. • o.,...•••• C SeatAL, rk,--er* t(-1 et:zoo' toc,_4-1N, 0.P tot...cert." ru o ayeir-c50tOr-df(ty.) L 00LP stope °to C \t c is. ( ) C `4. %-• ■ ru h Li✓ 1•1 c., �T IJ 1 v. 1--t' o VV (7 $ �Je .( to I 994, 4, c l ... Col" t '0 VlS . G z. o LF a.v►Lvi c 14 rre44 $ J 1 I"= Zoo' 014(5 S+�r�iu c e �2trt,o�� c,1 L/ ;c. L.. _ t 3 d L R-= p G. s k o, i- 00 c ep.._.._..... Sov.,0AvJti Pk.Wy a3 t'os u / ale..... Zoo L!= ( 0.=`0% Fro« ei CeiHore +Ivw 1 �/ -4%440) Flaw 4otA.'T'rVt 141 %I 1, 6. L 7✓ 1( ‹Cir'CG c'G,. T�.,..�aryt'oVS ctt.4)v� (Lopes -( % 0 . / KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.5.IC 2-YEAR 24 -HOUR ISOPLUVIALS !t Er ibrat Fr 2 -YEAR 24 -HOUR PRECIPITATION ..3.4 ISOPLUVIALS OF 2 -YEAR 24 -HOUR TOTAL PRECIPITATION IN INCHES o 1 2 3 4 5 6 7 5 Mills sec— -- 11 300,000 3.5.1.8 ry 1/'90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.5.1E 10-YEAR 24-HOUR ISOPLUVIALS 2.1 22 23 24 25 2.6 2.7 24 29 3.0 10-YEAR 24-HOUR PRECIPITATION 3.4 09' ISOPLUVIALS OF 10-YEAR 24-HOUR TOTAL PRECIPITATION IN INCHES 0 1 2 3 4 5 6 7 6M.s 31 300,000 4.0 ru k (4)1.1a. 62r d C -c2 De- kA. � ve$ to 1) -. Covi4 C o� c(V.$ et2.(A.5 .� US eVk_5 3vwL VA-AT C'eS 47cr. taJ0 �s...._..�tv._._.cct410 v.`t-G__- �L__Se iQ.__�..ke.A.S _ ) . v, die 1 W�t tte,...oet, fLe. w etn.5 .r SVl4S Ret <c• v ivpoJ r •((t, w, • Q.,._. ,zZe,P.s, i4• of a ∎ O (n p•.al t Q.! r....... -P (-p.t t,9i Q s s �". c�Q�t a lap -c 1 . 74-yr. cloy)) . .494- d•,.n (ord. f p? i9Ce t c Pet, `1 9 t' ?—e t • o r,e Cf c( I'� r{ O «(o Or t'C'c..e Qv-t' c,°(c t c.4.-vr) Vol _ q / . S /33 -u' Co 2 , r +c.� �c,1b 1 2.5781 cft'c,, � r /Jo f �z !' 41'6, 0 I (. 3 I o �..� v (e7` l'‘,..t . 8/ 1/94 Site Development Services page 1 Tukwila Golf Driving Range BASIN ID: al SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE PRECIPITATION TIME INTERVAL TIME OF CONC ABSTRACTION COEFF: BASIN SUMMARY NAME: 2 Year Predeveloped 2.80 Acres TYPE1A 2.00 inches 10.00 min 59.21 min 0.20 BASEFLOWS: 0.00 cfs PERVIOUS AREA AREA..: 2.80 Acres CN • 85.00 IMPERVIOUS AREA AREA..: 0.00 Acres CN • 98.00 TcReach - Sheet L: 300.00 ns:0.2400 p2yr: 2.00 s:0.0100 TcReach - Shallow L: 100.00 ks:9.00 s:0.0100 PEAK RATE: 0.22 cfs VOL: 0.19 Ac -ft TIME: 510 min BASIN ID: a2 NAME: 10 Year Predeveloped. SBUH METHODOLOGY TOTAL AREA 2.80 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE TYPE1A PERVIOUS AREA PRECIPITATION 2.90 inches AREA..: 2.80 Acres TIME INTERVAL 10.00 min CN • 85.00 TIME OF CONC 59.21 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 0.00 Acres CN • 98.00 TcReach - Sheet L: 300.00 ns:0.2400 p2yr: 2.00 s:0.0100 TcReach - Shallow L: 100.00 ks:9.00 s:0.0100 PEAK RATE: 0,49 cfs VOL: 0.35 Ac -ft TIME: 490 min BASIN ID: b1 SBUH METHODOLOGY TOTAL AREA 2.80 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE TYPE1A PERVIOUS AREA PRECIPITATION 2.00 inches AREA..: 1.60 Acres TIME INTERVAL 10.00 min CN • 86.00 TIME OF CONC 17.51 min IMPERVIOUS AREA ABSTRACTION COEFF: 0.20 AREA..: 1.20 Acres CN • 98.00 TcReach - Sheet L: 195.00 ns:0.0110 p2yr: 2.00 s:0.0100 TcReach - Channel L: 138.00 kc:42.00 s:0.0100 TcReach - Channel L: 200.00 kc:17.00 s:0.0100 TcReach - Channel L: 620.00 kc:20.00 s:0.0020 PEAK RATE: 0.65 cfs VOL: 0.29 Ac -ft TIME: 480 min NAME: 2 Year Postdeveloped 8/ 1/94 Site Development Services page 2 Tukwila Golf Driving Range 7/ BASIN ID: b2 SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE PRECIPITATION TIME INTERVAL TIME OF CONC ABSTRACTION COEFF: BASIN SUMMARY NAME: 10 Year Postdeveloped 2.80 Acres TYPEIA 2.90 inches 10.00 min 17.51 min 0.20 BASEFLOWS: 0.00 cfs PERVIOUS AREA AREA..: 1.60 Acres CN • 86.00 IMPERVIOUS AREA AREA..: 1.20 Acres CN • 98.00 TcReach - Sheet L: 195.00 ns:0.0110 p2yr: 2.00 s:0.0100 TcReach - Channel L: 138.00 kc:42.00 8:0.0100 TcReach - Channel L: 200.00 kc:17.00 s:0.0100 TcReach - Channel L: 620.00 kc:20.00 s:0.0020 PEAK RATE: 1.10 cfs VOL: 0.48 Ac -ft TIME: 480 min 8/ 1/94 Site Development Services Tukwila Golf Driving Range HYD NUM PEAK -TIME RUNOFF OF RATE PEAK cfs min. HYDROGRAPH SUMMARY VOLUME OF HYDRO cf -AcFt Contrib Area Acres 1 0.217 510 2 0.489 490 3 0.649 480 4 1.099 480 11 0.217 640 12 0.489 560 8082 cf 15293 cf 12660 cf 20785 cf 12660 cf 20785 cf 2.80 1Llr 2.80 10 \,r IPf.e cl 2.80 2.80 Ia,'r. It'os .ai�..�L__.._ 2.8 0 �.- ✓Zo le 64. e. -2780- l r )?c icF_ x!. 8/ 3/94 Site Development Services Tukwila Golf Driving Range page 3 STAGE STORAGE TABLE TRAPEZOIDAL BASIN ID No. det2 Description: Detention Pond Length: 150.00 ft. Width: 9.00 ft. Side Slope 1: 3 Side Slope 3: 3 Side Slope 2: 3 Side Slope 4: 3 Infiltration Rate: 0.00 min /inch k(0.1-43. st tom.O c.ri.t4v-An' ly 564 i^ or (a o'1-n It'd! Q S tro ra�'d. STAGE <---- STORAGE - - - -> STAGE <---- STORAGE - - - -> STAGE <---- STORAGE - - - -> STAGE <---- STORAGE -- -> (ft) -- -cf - -- -- Ac -Ft- (ft) -- -cf - -- -- Ac -Ft- (ft) -- -cf - -- -- Ac -Ft- (ft) -- -cf - -- -- Ac -Ft- 100.00 0.0000 0.0000 100,80 1391 0,0319 101.60 100,10 139.78 0.0032 100,90 1610 0,0370 101.10 100.20 289.18 0.0066 101.00 1839 0.0422 101.80 100.30 448.25 0.0103 101.10 2078 0.0477 101.90 100.40 617.09 0.0142 101.20 2328 0.0534 102.00 100.50 795.75 0.0183 101.30 2587 0.0594 102.10 100.60 984.31 0.0226 101.40 2858 0.0656 100.70 1183 0.0272 101.50 3139 0.0721 102.30 3430 0.0781 3732 0.0857 4045 0.0929 4369 0.1003 4704 0.1080 5050. 0.1159 0.1241 5774 0.1326 102.40 102.30 102.60 102.10 102.70 6153 0.1413 6544 0.1502 6945 0.1594 7359 0.1689 7359 0,1689 124 %lc1 Otte.. t'©vv A cla 102..7-0 8/ 3/94 Site Development Services Tukwila Golf Driving Range STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. rstrl Description: Flow Restrictor Outlet Elev: 100.00 Elev: 98.00 ft Orifice Diameter: Elev: 101.30 ft Orifice 2 Diameter: 2.6807 in. Ori'fCce St-a41.7 3.5156 in. STAGE <-- DISCHARGE - - -) STAGE (--DISCHARGE - --) STAGE <-- DISCHARGE- - -> STAGE <-- DISCHARGE ---) (ft) - - -cts (ft) - - -cfs (ft) - - -cfs (ft) - - -cfs 100.00 0.0000 100.10 0.0617 100.20 0.0872 100.30 0.1068 100,40; .,0.1233 O;SO.'`; 0;1379 ,151 100.70 0,1632 100.80 0.1744 100.90 0.1850 101.00 0.1950 101.10 0.2045 101.20 0.2136 101.30 0.2223 0 .40 0.3368 0 .50 0.3888 0 .60 0.4304 0 .70 0.4664 0 .80 0.4988 0 .90 0.5286 02.00 0.5564 102.10 0.5826 102.20 0.6074 102.30 0.6311 102.40 0.6539 102.50 0.6757 102.60 0.6969 102.70 0.7173 8/ 3/94 Site Development Services page Tukwila Golf Driving Range LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <- PEAK -> STORAGE t DESCRIPTION > (cfa) (cfs) - -id- - -id- <- STAGE> id VOL (cf) 2 Year Design 0.22 0,63 det2 rstr1 101.24 11 2440.92 10 Year Design 0,49 1.10 det2 ratrl 101.77 12 3949.17. 14 t'v%. �$ 'cJ C7c`L u‘410ti A d e.1 304 C 'J) = v174-9 0,3 .S ; 13 5 c w . �'+ v�wt�C_G_ c-, (4 U4 t j rye. pe ttdo_ _..i°okc.I 4i u y w 0 4c73 1 s___.. -c0 - vcrs.42. ... I . */ /.5-17 tt l` -� • t O/ a-.__ .I.Z._ Of_ SECTION III BIOFILTRATION SYSTEM DESIGN . r .._ .. a . _ n +�5 � c t'OV -� Y^G.c� 1l�s3 :t,A l.V.:S`'i.r..c� a y m V ./ z_ a '1-�t j r p ......_._._.__... _ ...,_r...�oc�T....dr�.t.: W.t_lM:.,4..D.':'t�t9• ;.tt..0 S w p `4_ • t-d J (14.. per-1700'1Q «A`ier tV.. lc t pia r( 0 u.),5 el 'to Sw ace r4cx. .� ..(, _ 0 A �. 14 •f'C). = t.SHG Foy— y' Cl �/l�. 6. �C (� lM^ V \ t a.J G A. -0 V' g.. C) P su)k to ' r • 6 Ski . Cr• 2.. , 1 L 7.11- Post. - de•re toy.! glow -7 t ----3- `�t9, (005c ps Z. E 0!*2.0 aPS .....:.._ td�'�l4Ls 6. Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Nape: Tukwila Golf Comment: Bioswale 41 Design -� Solve For Bottom Width Given Input Data: Left Side Slope Right Side Slope Manning's n Channel Slope Depth Discharge Computed Results: Bottom Width.... Velocity Flow Area Flow Top Width Wetted Perimeter Critical Depth Critical Slope., Fronde Number,.,, 3.00 :1 (H:V) 3.00 :1 (H:V) 0.350 0.0050 ft/ft 0.33 ft 0.30 cfa 6,00 ft ---t 0.13 fps 2.31 of 7.98 ft 8.09 ft 0.04 ft 5.1744 ft /ft 0.04 (flow is Subcritical) Open Channel Flow Nodule, Version 3.41 (c) 1991 Haestad Methods, Inc, $ 37 . Brookside Rd t Waterbury, Ct 06108 Trapezoidal Channel Analysis & Design Open Channel - Uniform floe Worksheet Name: Tukwila Golf Comment: Biosvale (2 Design ...e Solve For Bottom Width Given Input Data: Left Side Slope.. Right Side Slope Nanning's n Channel Slope Depth Discharge Computed Results: Bottom Width.,.. Velocity Flom Area Flom Top Width Wetted Perimeter Critical Depth Critical Slope Froude Number 3.00 :1 (H :V) 3.00 :1 (H:V) 0.350 0.0050 ft /ft 0.33 ft 0.54 cfs 11.10 ft '04C 0.14 fps 3.99 sf 13.08 ft 13.19 ft 0.04 ft 5.1777 ft /ft 0.04 (flow is Subcritical) Open Channel Flow Nodule, Version 3.41 (c) 1991 Haestad Methods, Inc. $ 37 Brookside Rd $ Waterbury, Ct 06708 I 0(<-1/11q CA (4 -C tow yr P- I to Q.) (el-is i 6t‘ostAia(ws dipP eLc.L 0 thsrtr-si a.4-62 rp2 S- 10 Ito C t ° P Olite-e. 4L.e. Ale Lc) .at 4-cort.' tc5 So .S'IL1IV'f it, .• z, C vt. 0.4k U IA& VeL , S— y 8 C7.4)( 0..go) (4, 0)(6 7.-) 14 I C C. • V" IN ■A.A.? tf ot),9 (.4 ( t A L. IT 1104 Nr-%1 ti y .S •42-44- = I. Cp e ien e 01 v-e p v ir.Av I, 7- (0, -t- 211 8 C. o, (C- t42, it" s u..) (e. t • ro La 0. (e. O. v.) - c-ps aeic 46 c'ns w cL ( e. Plc c,4 r•-(,$) Ca v� c 4-c . •ec f ►U tivtdvet.c.TLr- _t r. te, 2 o. o. MV,'/ ,.-Lt 23—�i'- -P10 Las dh� eAr T't.'ea-I) et.S t�6wcf ins �I�eC.°55Ct 1QeosWe. e'1 C� K `(J T-L = Q • `1 7—.1 o _ • 7 Trapezoidal Channel Analysis A Design Open Channel - Uniform flow Worksheet Name: Tukwila Golf Comment: Bioswale 11: 25 Year Storm Solve For Depth Given Input Data: Bottom Width Left Side Slope., Right Side Slope Manning's n Channel Slope.,., Discharge Computed Results: Depth Velocity Flow Area Flow Top Width, Wetted Perimeter Critical Depth Critical Slope, Froude Number,,, 6.00 ft 3.00:1 (B :V) 3.00:1 (B:V) 0.027 0.0050 ft /ft 1.90 cfs 0.22 ft 1.31 fps 1.45 of 7.30 ft 7.38 ft 0.14 ft 0.0210 ft /ft 0.52 (flow Is Subcritical) Open Channel Flow Module, Version 3,41 (c) 1991 Haestad Methods, Inc, 4 37 Brookside Rd $ Waterbury, Ct 06708 r,.gi.1.:p9,:• Xwyth P.1 Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name: Tukwila Golf Comment: Bioswale #1: 100 Year Solve For Depth Given Input Data: Bottom Width Left Side Slope Right Side Slope Manning's n Channel Slope..., Discharge Computed Results: Depth Velocity Flo! Area Flow Top Width Wetted Perimeter Critical Depth Critical Slope Froude Number..., Storm --K 6.00 ft 3.00:1 (B :V) 3,00 :1 (B :V) 0,021 0.0050 ft/ft 2.30 cfs 0.24 ft -+1! 1.41 fps 1.64 sf 1.46 ft 7.54 ft 0.16 ft 0.0202 ft /ft 0.53 (flow is Subcritical) Open Channel Flow Nodule, Version 3.41 (c) 1991 Haestad Methods, Inc. * 31 Brookside Rd t Waterbury, Ct 06108 Trapezoidal Channel Analysis 4 Design Open Channel - Uniform flow Worksheet Name: Tukwila Golf Comment: Bioawale #2: 25 Year Storm Solve For Depth Given Input Data :. Bottom Width Left Side Slope Right Side Slope Manning's n Channel Slope. . . Discharge Computed Results: Depth Velocity Flow Area Flow Top Width Wetted Perimeter, Critical Depth Critical Slope Fronde Number,,,, 11.00 ft 3.00 :1 (H:V) 3.00 :1 (H :V) 0,027 0.0050 ft /ft 2.30 cfs 0.17 ft *me 1.16 fps 1,98 of 12.03 ft 12.09 ft 0.11 ft 0,0225 ft /ft 0.51 (flow is Subcritical) Open Channel Flow Nodule, Version 3.41 (c) 1991 Haestad Wetbods, Inc. t 37 Brookside Rd 4 Waterbury, Ct 06708 Trapezoidal Channel Analysis A Design Open Channel - Uniform flow Worksheet Name: Tukwila Golf Comment: Bioawale 82: 100 Year Storm Solve For Depth Given Input Data: Bottom Width Left Side Slope, Right Side Slope, Manning's a Channel Slope,,,, Discharge Computed Results: Depth Velocity Flow Area Flow Top Width.,, Wetted Perimeter, Critical Depth.., Critical Slope Froude Number.,, 11.00 ft 3,00 :1 (H:V) 3,00:1 (H:V) 0.021 0.0050 ft /ft 2.80 as 0.19 ft "NC 1.25 fps. 2.23 of 12.16 ft 12.22 ft 0.12 ft 0.0216 ft /ft 0.52 (flow is Subcritical) Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. 4 37 Brookside Rd 4 Waterbury, Ct 06708 +'F > �.1� r'�:: �•+^ •weH'kwr+x +.fit ;s4�eFrn:.ti0rn'eM••,�y .A kfinsN.nr•rr'mSNR�m✓ W SECTION IV EROSION /SEDIMENTATION CONTROL DESIGN $11 U1 V$ t 1.1 M 1 In in in 000 an 0 o s.e ci t!, . v....i- Iticx.,, c( .5" Is ZAPN.A.5 II (..)-e----ec.A..4-Cov, A tAcj IA) el...t (ve t . I 5.e g Co-5' C.— ,, ro tic!. ctur■.vy 1 . c,if 0 • r S-e) t' LS , ',,, t 1- yr So. vtctS iv.. u r re tr- S • t ts t.. e.,v-..et, ' '‘I, j re,..eC.1 a , 14 55 v ii,,e h.( civ-o ICS e C.- A r 0 u f) & 6,t . k v- 0 • r1 1 ' . ., -- • ....... . _ ... . ___ _ i _ . , _ . f. .. . .... ... ... . . ... , . , t/utAc-CC Lr 6. I% ., Ls I 0 i4L #4,,a g.)4 k, 1/4/ p t o)C. , O. :5 r /4, lee( or e 0.0 s- 71c LI •411- ty • Wt(( L. vc'eitt,S(/ e \t ere( t.‘1.-■ -■ tt U S MEMORANDUM To: Project File B94 -0313 From: Vernon Umetsu ./--%- /1----- Date: 6/8/95 RE: Summary Notes on 6/8/95 Meeting on Planning Division Issues. Persons Attending: Chris Bennett, Owner Ed Linardic, Project Architect Marty O'Brien, Tukwila Golf Course Manager and Pro Vernon Umetsu, Planning Division. Information Items The following are summary meeting notes. They are not necessarily complete in scope or detail. Golf Ball Containment 1. The ball containment system shall consist of the 90 ft. high east perimeter net and other perimeter net heights as proposed, net extensions at each 2nd fl. station hitting on the eastern 2 /3rd's of the building (22 of 34 stations), and angling of all eastern 1 /3rd stations toward the target and away from the road. First floor stations need not have net extensions. However, the applicant is herewith notified that the stations shall be engineered to easily receive net extensions in case operations demonstrate their need. 2. Net extensions between 2nd floor sta. 17 and sta. 22 may not need to be installed if pre- opening field tests demonstrate 100% containment of all hit balls. In all cases, the stations shall be engineered to easily install the net extensions. Should installation of any nets between sta. 17 -22 not be immediately required, the owner shall assign to the City, funds equal to 150% of the cost of installation for a period 6/8/95 Page 2 of six months. The City will review the effectiveness of ball containment and determine, at its sole discretion, whether to require installation at the end of this period. 3. The applicant is herewith further notified that the project design approval represents the best efforts of City staff to assist the applicant in achieving full golf ball containment, as required in the project's SEPA -MDNS and Conditional Use Permit. The applicant to bears full responsibility for achieving this and all other conditions of approval. Building Architecture 4. The revisions to the BAR approved designs, as shown in the 6/6/95 design revisions and modification notes, are now approvable. Lighting 5. Staff noted that the proposed ground -level lighting doesn't seem to satisfy the market need to see balls in flight. The applicants will review and revise the lighting plan. The submittal will include analyses to demonstrate satisfying both horizontal and vertical illumination limitations. Review Timing 6. Due to staff commitments, no Planning Division review will occur prior to July 1, 1995. Project review will otherwise proceed in a normal manner once a renewed building permit application is received. 7. The applicants were again reminded that a new Building Code becomes effective on June 30, 1995. They will submit a new building permit application with the revised design prior to this date. Meeting participants were sent copies of these minutes and requested to contact me immediately at 431 -3684, if I have misunderstood anything. cc: Chris Bennett, Ed Linardic, Marty O'Brien, Jack Pace. filessoglf.tnl City of Tukwila FE COPY John W. Rants, Mayor Department of Community Development Steve Lancaster, Director May 3, 1995 Mr. Ed Linardic Linardic Design Group 1319 Dexter Avenue, N. Suite 260 Seattle, WA 98109 RE: B94 -0313 (Southcenter Golf, Inc.) Dear Mr. Linardic. I recognize that this building permit application has been canceled. However, I understand that you will be resubmitting plans for this project. The Planning Division will substantively treat this new application as a continuation of our past discussions. In this spirit, I am submitting the following comments for incorporation into your new submittal. This letter is to fill in details of our conversation last week and yesterday on the Planning Division's review. There are two categories of project design currently under discussion: 1. Overall design to satisfy Board of Architectural Review requirements and 2. Specific design of the ball containment system. 1. Overall design to satisfy Board of Architectural Review (BAR) requirements. City concerns about consistency of original project design consistency with BAR requirements have been identified and resolved, except for minor changes as discussed and marked in our last meeting. However, subsequent project design revisions submitted on April 6, 1995, significantly affect all elevations. The level of change exceeds staff's ability to approve and will require additional BAR review. Further Staff design review and modification would occur during the future BAR process. The 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431.3670 • Fax (206) 431.3665 B94 -0313: SouthcAller Golf, Inc. May 3, 1995 Page 2 future BAR review would accrue additional time and materials charges, up to the full cost of a new BAR application. 2. Specific design of the ball containment system. The proposed perimeter ball containment net (submitted on 3/22/95) and the hitting station design has been reviewed with Marty O'Brien for effectiveness as a total ball containment system (4/24/95). A detailed review of the proposed system does not clearly demonstrate an ability to contain all balls as required by SERA and the conditional use permit. Planning is willing to concede that total ball containment is not possible, but escaping balls must be an extremely rare event. Staff requires a clear demonstration of ball containment system effectiveness. This can be done in several ways. Two of many options are described below: 1. .Find a driving range with a ball containment system which satisfies the permit requirement and compare its effectiveness and design with your proposal. The number of balls escaping must be estimated. Contact__ persons and design drawings sufficient to clearly describe the effective system are required. For example, the Kent driving range's effectiveness to contain balls would not be acceptable. 2. Develop design parameters for your ball containment system based on a cone of ball flight and probability of balls in portions of the cone, compare this with your system's ability to intercept the proportion of balls hit, and estimate the number of balls escaping. Please contact me if T can be of additional help. Sin ernon Um-tsu Associate Planner files94 \tukgolf \bp1 R 0 B air ..- E R 1' FOSSATTI A S S O C I A T E S C(\SCI.TI\G E\lil \EERS March 28, 1995 \ I'ROFESSIO\ \I, SER \ICES CORP( 1R. \TII)\ LDG Architects 1319 Dexter Avenue N, Suite 260 Seattle, WA 98109 1000 \ORTU\ I11. 11.81 \l l 801 SECOND A% EWE SE \TILE. IC:\SIII\IiTO\ 9810.1 TELEPI IO \E: 12001 021 -181)3 F \ \: 12001 621.9710 I I1150LT)) HOTEL STREET SUITE 202x, 110 X °LULL HAWAII 90813 TEIS:PIIO \E: 18081 333-6699 F\C 180813-I3 2200 Attention: Mr. Edi Linardic Reference: 94 -T -13 (Southcenter Golf, Inc.) ,594-0-50 RFA 94102 -13 Dear Mr. Linardic: We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1991 Edition of the Uniform Building Code as adopted and amended by the 1992 Washington State Building Code. Our comments follow: 1. Provide a copy of the geotechnical investigation (as referenced in the Structural Notes on Sheet S -1 of the Structural Drawings) for review. 2. Pages 25 -27 of the Structural Calculations assume a 2.25' embedment depth for pile caps and grade beams (with 27" grade beam depth). Coordinate drawings with calculations and revise as necessary. 3. The Structural Notes on Sheet S -1 indicate design wind Exposure B whereas the Structural Calculations use Exposure C. Revise drawings as necessary. Please forward a copy of this letter to the structural engineer and respond to the above comments in itemized letter form. Resubmit two copies of revised drawings and one copy of revised calculations to our office as required. Best regards, ROBERT FOSSATTI ASSOCIATES, INC., P.S. Sandra B. Stampfli, P.E. SBS:5 cc: Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 94T13 5.DOC 3/28/95 RECEIVE -T) MAR 291995 A,V ELOPIv EN L -r City of Tukwila ;' }�4�.'- R.i }.(:'i.`n.''� . •Y..'; i a' n.- Y "...;'ii'.�r::,�ari);a��M1�:,s ti�q.5 ;, John W. Rants, Mayor Department of Public Works NOTIFICATION TO RECIPIENTS OF PUBLIC WORKS UTILPTY PERMITS Ross A. Earnst, P. E., Director All Public Works utility permits have a standard requirement listed on the first sheet: "THE APPLICANT MUST NOTIFY THE CITY INSPECTOR OF COMMENCEMENT AND COMPLETION OF WORK AT LEAST 24 HOURS IN ADVANCE. FOR AN INSPECTION CALL 433 - 0179." This is being emphasized and brought to your attention due to an increasing number of developments where this action is not occurring. In some cases, construction has not been completed in accordance with permit conditions and City standards. In situations where required notification has not been given to the City Inspector, the developer is proceeding at his own risk and may be required to remove and replace nonconforming construction. You are urged to review each•permit and set of approved plans thoroughly and comply with any conditions or requirements stipulated. For clarification, the City Inspector referred to above is the PUBLIC WORKS UTILITIES INSPECTOR, GREG VILLANUEVA, WHO CAN BE REACHED AT THE 433 -0179 NUMBER. Your cooperation in this matter is required and appreciated. 00 Soutlzcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 4313665 • City of Tukwila Department of Public Works NOTIFICATION OF UTILITY PERMIT ACTION TO: PERMIT CENTER FROM:. S PUBLIC WORKS ENGINEERING DATE: October 17, 1994 SUBJECT: Tukwila Driving Range Southcenter Parkway and 180th Project No. PRE93 -026 Activity Nos. PW94 -0150 & 0151 Contact Person: Ed Linardik Phone No. (206)283 -4764 John W. Rants, Mayor Ross A. Earnst, P. E., Director THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON OCTOBER 17, 1994: Hauling Land Altering Permit Fee $ 25.00 192.00 TOTAL $ 217.00 Two copies of the confirmed Utility Permit Application Form and approved plans are attached for inclusion in the building permit file. Also attached are copies of Certificate of Insurance, Permit Bond and 5 copies of haul route map. If any questions, please advice. JJS /jjs Attachments a/s cf: City Clerk (w /copy of UPA, haul route map & original of Certificate of Insurance & Permit Bond) PW Utilities Inspector (w /copy of application /plans /haul route map) Development File (w /copy of application /plans & haul permit documents) Tukwila, Washington 98188 • Phone: (206) 433-0179 • Fax (206) 431-3665 • *ILA 4 ,s City of Tukwila IZ 1909 FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Fire Department Review Control #B94 -0313 (512) John W. Rants, Mayor September 14, 1994 Re: Southcenter Golf, Inc. - 18791 Southcenter Parkway Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Extinguishers shall be installed on the hangers or in the brackets supplied, mounted in cabinets, or set on shelves (NFPA 10, 1 -6.9), and shall be installed so that the top of the extinguisher is not more than 5 feet above the floor. (NFPA 10, 1 -6.9) Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC 10.505A) Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. (NFPA 10, City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 2 John W. Rants, Mayor 4 -3, 4 -4 and 4 -4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 4-4.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10A -4 -4) Maintain fire extinguisher coverage throughout. 2. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 3303(d)) Exit doors shall swing in the direction of exit travel when serving any hazardous area or when serving an occupant load of 50 or more. (UBC 3304(b)) Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 12.106(c)) Obstructions, including storage, shall not be placed in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be obstructed in any manner and shall remain free of any material or matter where its presence would obstruct or render the exit hazardous. (UFC 12.104(a)) Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 12.106- 12.111) City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 John W. Rants, Mayor Page number 3 Internally illuminated exit signs shall have both bulbs working at all times. (UBC 3314(c)) When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 3314(A)) The color and design of lettering, arrows and other symbols on exit signs shall be in high contrast with their background. Words on the sign shall be block letters 6 inches in height with a stroke of not less than 3/4 inch. (UBC 3314(b)) Aisles leading to required exits shall be provided from all portions of buildings. The width and spacing of aisles shall be maintained at all times. (UFC 12.104(b)) Exits shall be illuminated any time the building is occupied with light having an intensity of not less than 1 foot candle at floor level. Fixtures required for exit illumination shall be supplied from separate sources of power for Group I, Divisions 1.1 and 1.2 occupancies and for all other occupancies where the exiting system serves an occupant load of 100 or more. (UBC 3313 (a)(b)) Any room having an occupant load of more than 50 where fixed seats are not installed, and which is used for classroom, assembly or similar purpose, shall have the capacity of the room posted in a conspicuous place on an approved sign near the main exit from the room. Such sign shall be maintained legible by the owner or the owner's authorized agent and shall indicate the number of occupants permitted for each room use. (UFC 25.114(a)) Overcrowding and admittance of persons beyond the approved posted capacity are prohibited. (UFC 25.114(c)) City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 John W. Rants, Mayor Page number 4 When two or more exits from a story are required and when two or more exits from a room or an area are required by U.B.C. Section 3303, exit signs shall be illuminated. (UBC 3314(a)(c)) The power supply for the exit pathway illumination shall normally be provided by the premise's wiring system. In the event of its failure, illumination shall be automatically provided from an emergency system. Emergency system shall be supplied from storage batteries or an on -site generator set and the system shall be installed in accordance with the requirements of the Electrical Code. (UBC 3313(b)) 3. An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #1646) All sprinkler system plans, calculations and the contractors Materials and Test Certificates submitted to The Tukwila Fire Prevention Bureau must be stamped with the appropriate level of competency seal. (WAC 212 -80) All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1646) Sprinkler protection shall be extended to all areas where required, including all enclosed areas, below obstructions and under overhangs greater than four feet wide. (NFPA 13 -4- 4.1.3,2.1) City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 John W. Rants, Mayor Page number 5 All control, drain, and test connection valves shall be provided with permanently marked weather -proof metal or rigid plastic identification signs. The signs shall be secured with corrosion - resistant wire, chain or other approved means. (NFPA 13- 2 -7.3) Calculated sprinkler systems shall be designed with a 10 PSI cushion for low reservoir conditions. (City Ordinance #1646) All new underground piping shall be hydrostatically tested. Test pressure shall be not less than 200 psi for 2 hours. The amount of leakage at the joints shall not exceed 2 quarts per hour per 100 gaskets or joints. Contact Greg Villanueva, Utilities Inspector, Public Works Department, at (206) 433 -0179 to make an appointment. (NFPA 24 -8- 9.3.1, 24 -8- 9.3.2) There shall be maintained on the premises a supply of spare sprinklers (never less than 6) so that any sprinklers that have operated or been damaged in any way may promptly be replaced. (NFPA 13- 2 -2.7) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1646) 4. Water flow switch shall require local U.L. central station supervision. Manual pull stations and horn /strobe are also required for interior notification of occupants, per N.F.P.A. 72 and A.D.A. requirements. 5. All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #1646) (UFC 10.503) Call the Tukwila Fire Department at 575 -4404 for approval of any system shut down. Have job site address, name and the Tukwila Fire Department Job City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 John W. Rants, Mayor Page number 6 Number available to confirm shut down approval. (City Ordinance #1646) 6. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 7. Required fire resistive construction, including occupancy separations, area separation walls, exterior walls due to location on property, fire resistive requirements based on type of construction, draft stop partitions and roof coverings shall be maintained as specified in the Building Code and Fire Code and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (UFC 10.601) All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (UFC 10.203, 204 as amended) Fire hydrants shall conform to American Water Works Association specifications C- 502 -54; it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 1/4" Pentagon open -lift operating nut. Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided with an approved turn - around area. Access shall be within 150' of all portions of the buildings. (UFC 10.203,204 as amended) Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. Numbers shall contrast with their background. (UFC 10.301(a)) ' City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number John W. Rants, Mayor This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Yours truly, The Tukwila Fire Prevention Bureau cc: T.F.D. file ncd • • ,. City of Tukwila Department of Community Development John W. Rants, Mayor August 26, 1994 Robert Fossatti Associates Consulting Engineers 1000 Norton Building 801 Second Avenue Seattle, WA 98104 Regarding: 94-T-13: (B94-0313) Please do structural ,review per U.B.C., 1991 Edition. Sincerely, I / ib A Syvia A. Osby Permit Technician 4Q(ACF,w, Rick Beeler, Director . 6300 Sputhcenter Boulevard, Suite #100 • Tukwila, Washington .• 98188.. • (206)431-3670 • ....Fax...(2.(16)431-3665 „