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Permit D99-0037 - Family Fun Center - Batting Cage
D99-0037 !3.00.Fun Center Way: • Family Fun Center Batting Cage City of o Tukwila P4Jr q -G - (206) 431-3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD. EXPIRES, .APPLICANT IS PROCEEDING AT .THEIR OWN RISK. Parcel No: Address: 7300 FUN .CENTER WY Suite No: Location: Category: NOT Type: DEVPERM Zoning: Const Type: V -N Gas /Elec.: Units: 001 Setbacks: North: Water: TUKWILA Wetlands: Contractor License,, " SELECDC016DK OCCUPANT FAMILY FUN CENTER BATTING CAGE 7300 FUN.;. CENTER WY, >'TUKWILA WA 98188 OWNER H.U,ISH FAMILY FUN ' Phone 503 682 -9744 2 '9111 3W. TOWN CENTER LOOP W, WILSONVILLE OR 97070, CONTACT (:CHANDLER'STEVER - Phone :425 -822 -0444. 418 20 NORTHUP WY, #E -300, BELLEVUE WA 98005 CONTRACTOR ; } SELECT DEV & CONTRACTING INC Phone: 208-898-0800 s` PC BOX; 1;030, MERIDIAN,; 'ID 83680 k**** * * * * * ** *k•k * *k *•k * * ** k*** 94************'**• k**• k** * * *•k *k *'k'* ** * * *•k *• * ** k *•k *•k ** *-k ** Permit. Description. CONSTRUCTION .,OF NEW: BATTING ,,CAGES . THERE ARE NO • PUBLICWORKS ACTIVITIES ,ASSOCIATED,WITH�. DEVELOPMENT._ , * * * * * * * * * * ik* **** k* k**** i*****-***• ki( ** ** * ** * * *. * * * * * *** * * ** ** * * *� * * **** Construct�i on' " Va:luat i on : $. 27',960.00 PUBLIC WORKS , *°t- Water. Meter Permits Listed Separate) Eng. Appr: Curb Cut /A"ccess /Sidewalk /CSS: N Fi Loop. Hydrant: N No:.. Size.(in) .00 ood Zone: N Hauling: N Start Land Altering: N Landscape Irrigation: N MovingOversized Load: N Sanitary Side" Sewer:` N Sewer Math. Extension: . N Storm..Drainage: N :': ..,. Street Use: N Water Main Extension: N Private: N Public N *** k**********• k******: k**** k k********************** k**** * *k * * *** * * * *•k•k * * * ** * * * * ** * * *k Signature:___ Print Name: 242304 79063 s2. DEVELOPMENT PERMIT This permit shall become null and void 180 days from the date of issuance,. or for a period of 180 days from the last Time: No: Private: Permit Center Authorized Signature: Ail'Y1/YY Permit No: Status: Issued: Expires: D99 -0037 ISSUED 03/09/1999 09/15/1999 Occupancy: PRIVATE GARAGE UBC: 1997 Protection: NONE .0 West: .0 Streams: • TOTAL DEVELOPMENT PERMIT FEES :'' :,`$ 700:06 **************'****•********************.*******.**** •k * * * ** *** * * *•k * * * * * * ****** k * ** *•k *.V , %C Date: (--1-c? -qc I hereby certify that I have read and examined tFiis permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit. Date: 4 a`-C\ if the work is not commenced within if the work is suspended or abandoned inspection. 'city � ~� =��°`~~�=_��� �~ Community Development / Public Works • 6300 Southcenter Boulevard, Su/t" 100 • Tukwila, Washington 98188 WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 242304-9O63 Address: 7300 FUN CENTER WY Suite No: Location: Category; NOT Type: DEVPERM Zoning: Const Type: V-N Gas/Elec.: Units: 001 Setbacks: North:' Water: TUKWILA Wetlands: Contractor Lioen.e Y ~, OCCUPANT F BATTING CAGE '' �` ` 7 ^TUKWILA^WA-98l80 � . OWNER F N,CENTE�S^ . e`� '97070:;':. 682-9744 vCENT� WILSONVILLE ` CONTACT E - R �� `ER , �/�^ i � �' , `" Phone . ' ; 425-822-0444 NOR UP Wy�'# , BELLEVUE WA 98005 ```t . CONTRACTORS DEACON CORP ' | � F W N�TON �' |zhone' 4 -454-5O38 ` . , ', U%� 3O7O��BELLEVUE`WA^�g8OO9 `.^ . �r�' , �:�, � , . _` � ' .. . . . ^ . k��*�*^*�*********"****���������*rx^vv*""v*"v°�� Pe jt �i�+�Y'n' ��^'� '~ =�°° r ~ ~ p r , ��N BATTING-,CAGES. � ' ^ ^ CO|�����CTION,OF�NE��'`_ 'J�ERE'ARE�NO . PUBL �WOR�S�ACTIVIl_IES'^43SOCIATED|WITH, 'THIS �mb DEVE�".ME�T�. � : '��� -- - ********* *********** ' Con8tr / ' 27,960.00 PUBLIC �at��Met` Separate) ppr: Curb C k/C3S� N ``�� | ' ' '�--� / ' - ` '~ � ` r - Hydrant: N ' '`, ''Nc:_ � .. Size(in) .00 trol Zone: N ` ^ ' � c�� � 'Hauling: N Start Time: �``�^ ' �.0 T1 ' ' Altering: N ` �-Cut. � ]� � ^ � ' ' La Irrigation: N '| '''. Movi Load: N Start Time ��� End'JFime : m ' , v '� ' Sanitary 3 ' Sewer`' ^/ '`^ *�'�' � "� ' . r �` :� . ..' Sewer Ma1Fi Extension: N� ``�� Private: N }' .Public: N 5t ra1no8e: N ' Street Use N�' �� .� � �� `���� � -' Water Main Extension: N �` � Private: N � Public/ N *******w*******a********«****** *��*��******��************************************^ TOTAL DEVELOPMENT PERMIT FEES: ' �'$ ��� �' . `� '7n'» +**********************+**+***********+*****m*******»**a*«******+*****************^* Permit Center Authorized Signature: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit. Signature: Date: 7_ C \ C 't DEVELOPMENT PERMIT .0 South: _ .O East: .0 West: .0 UKWT , - � N � —�—^�����������- � Streams: Print Name:__ Permit No: Status: Issued: Expires: Occupancy: UBC: Fire Protection: (206) 4�� _-_--- D9g-0037 ISSUED O3/Ogyl9g9 O9/O5/l99g . PRIVATE GARAGE 1997 NONE ��� 4. Date: `-�-(---/— This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 160 days from the last inspection. EFARTMEN:' igeS.wi.l l be - bra iie�`i sa ttic IP'IEFFECT ,} 1tr o changes w iv % be • m`ade :Eot, ,he - p 0i 1 es.,,..; alp i+�ved by the r cl - itect % y , E ng d j ee Ilan l the Tta a i � l a � CC��t1 '�i nq rjiii.4: i0 r - 4 �u • r . . ,� e � y y > �' i A r r". ;�, ectr`icat p "ar ntits ` sha'11 b ' e ';ob �., .zti INEFFECT: • r.. 4 4': . h' vim. + . A , Elec�;r % a1.:pe:1,Mits,` shall b,e ditteaipe th th. W,a h , ; ton . tatfvbiu.:isien 0''1Lab Indra.,trs.ies: and .al�1 ed=ict i wo rwi ifl�Obe >,ixi'pecteci. `b`v�; ithat .agencv (`48 -6630) k o r4` t fs �s r y y ; i ` � r 1/ f 1; Al lYYper mit ;,' i'rispection record s. '�` �r` INEFFECT . r perii tsi : in. pe4tton� r a•r7d ?'a°pproved p lan s "S l; i i.l ab l at: trig ,iob si ;4,t the start. of any ;c`Qr L �J uctio Thes.e..,dcc ,meat: are€ t 'maintained ar►d? ,a wfi'* l L r ^ 4- , N7 .7` 1 l t. IS .a0.3e up l �f,i+fal .'inspection ap ,'0,1--' , rs granted. y �ti i Y K a n t ✓ , • : f r, ‘ ' 'i . . . !b y c x 9.110 i5 � 4 »., `, A:l l .q'ons to- be done in' ;a ? y f l It EFFECT b i . r ! f. :�.. ft�w �� � f 1 } ;f.• ` �' } t � . r ' 1 >J Temporary erosion': mrrea u,1 es',hal l he implemented tfie first order `:c b :usiries t preven :sedimen off site; -or eristinj st ro drainage faci lities". contii ,,1',ci�ns ion. to be .done ini` °ltcon+or maim e'lwi th appr ved. r p l 4rls `and r e'q }a i remen is of the ) i r'm ,Eu i l d.i ng code 'C199 EdLI ,i or sa.s amended, Uniform Mechenica'l,,. Cocie' (1.: :997 i= iiiti,gtt+` an ii W.es(rin c -State Energy Ca'ie' 9,7 Edition). ' rr, , ti r `� 'te � . 900 1 C� • No t i f v the 0: o f r T u t w'i 1 a, B u i 1 ..� • +` :z • s ° F' d ., ,� Ax yY f +z ' ' Notif y t fl� Ci t fy y of ' Tu4; tl 1a ,,Bui 1ding ..10Mii ion p r' ,.e. p1a:ing``� Thi is in Sdditi ' to any requireme for. Specialr�,irlsspec.t;-ioif . ♦ , , ,..,,. y . , .P stru6 1 `t.ciinti ete s,, a':1r1;r IN.EFFECT INEFFECT y .3L09/9 DEVELOPMENT'PERMIT 900.. 900.. 1 900. , 1 All structural "Sec. 306(a)1) . nspected (UBC All structural welding shall b INEFFEC.T All structural, welding shall be done by Welders and special inspected (UBC - Sec. 306(a)5). certified INEFFECT , • . ; :. , . . . . . . , . . . ' . • . . . , . , . . . . . . . . . . . . . . . . . . . . . . . , . • . . . . . . . . A. , . !, •• . . a 7 a . . - . a . . . ,...............,......, • ' . 1 ... . . . . . . . . . . , . . •••1 . . ' 03i09)90....' -: '. •-..:,',,,.., 11:32.' ,:',,:- A :,, •,---..-'• ljlEVELOliiIlENT 'No: D,9 -0 ,,.. . , , ' . Conditions , ...iot.. ,... high-strength ' •: ..•:: • '''.. ' :::;::::•1 •: ••• 1=t1T ` • , . . . 900 ';::-... I.: -;.•••••=... .'..-:::.,=::.:-... •*. '.1 - .... s. /y1,..1: : • . . ' ''' I 7 '-'• bolting , '.1'......:,;,..:,..:: '..... bolt ing shall , s /) ,.. .1..: s pec i al -1 .,: i nspected ,11 7 ';'!..:::',:•.::-.:.'.- ::: '.::.- ..‘:Ceo. .. 9 A •• .,•;.,.: ,....1-•-•:... •:. .,•:,,.:.- _Sol Gs instal led in concrete sti i '...-. ' ' ' - . INEFFECT • CONDITIoNS" OF APPROVAL • - . ...-...".. . Bolts ..:.. in st a lled ' • al ;::: inspected . .• :: ,i...-:..:._ :. -., . ...... • ‘uRc, --.7=7. :. : . . . ,.. :' , • : ..7-. ' .. . • .-: ', , ' : :-.: ., .,. ,:,..., .. . rs.,..:!...:: ,...„.... ,, ,..:: ,..., 4 . , , , ,: , . i ',, ,.,„ • ;: , N..,,' .•... ':. • : ' '' ' . ..:'' . ":- ''' ' ''' • '-';;',',."... ,,':-, •,..' ' ' ;',,d;: ,, g • ; :, 4'. ' . -•-: • - :.• :: • • - -•: , y•-::,:-''' , 3 1..-k.,,.•••:- .• - - ':: • : ','" • - :: - - - - ' '••'• ' • ' ,,-- • . i ,.... .. i n ,,... 0. , ,t , . c,t i 0114. is .r e:; ti g i ,, , „; z4: . ;. . .. :,.:.. - !..:, . -... 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R: -.,,-„, „,.----- • vta i I- ';',;. 14 0 p erm,t,p r es itin rig t ' the ptsdki i's i orisvd this t . .s code • ..7r4. 1 • ?..,,,, . , „...• =,,,,,„: .,, p. ..• r. -=, ,., . . .• . : • s h a 1 'lbs. va .1 i d . ; .,,.,.., ,. ----,,,,, --- ‘1,- 4•-• :;',-, ;• ,..„.: , . --,. it•'-',-,. • ,,, .., • , • . . • . . • , , ,,„... z ,,,,, * . ..z, ,.... ,,....., u , ,1•• .k.-... ..'; CI:id.' — '''''''''''::S(i.'.1;,- -:....,..,:,..;:....;.• . „ • • • . • . . . ; Project Name/Tenant: , i871 A.lG7 rt./Ai L-- / - -- (gATT/n�e ('461Es Value of onstruction: 7c Site Address: O City State /Zip: / , .? j0 ' /- le-w /Am_ – 7 V,760 r0).) �4-r -gp U iW i tiv i OC1 Tax Parcel Number: �y •2'12. -/ e fd 1 I Proper Owner: Vii!# tit �� Cv,J Cam._ N`t -e•e- Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm none ❑ other (specify) Ph meow_ C� 5 5000 Street Address: 71III . :tt) 'hA)A)c'E.)Tb� Goc,PIA) ,,A)Itso , JVi6 City State /Zip: d2 170 70 Fax # � 70C- 00 e – ,q e4 � Contractor: -o . 76 & c / Pho►}e•�/ ( AtZS) siSl -• s d3 g Street Addre s: 74c .1/ !-- • 5..E •S 12O &L.a.k/h AA City State /Zip: GI•£3c'dS• Fax • / � ZS 4 - `/ 4- ) Architect: / A ULVA n»AJV ii r'77' C TS Pho : / /' / Z 5 1 ) A 72_ – tul 7" Street Address: City State /Zip: /1420 • AlokJ l4)4`I , • ?rn J3 u/A iAOb Fax #• 1/i 4z 2.Z – z7 Engineer: ,:_,.)tom / nl .�r� n(v,2T�( Pho: 20(.0. 5z s - 75 6 , c , Street Address: City State /Zip: 6001/) AJOaDGr lA) Arl� - UV/ `781 / Fax C2 c' J qZZ – CpCo ° l Contact Per, on:. Pho 5 6 '7 2 - ogqv Street Address: City State /Zip: 1 / 9)2 6 n2? P LA4 ti , E 0200 u,E k/rA . 1,c44 qBoo 5 Fa ( 1 - l7 5 72 - 4 p 2-7 Description of work to be done: G,, - ,„,r er, NBC,,/ e. "le, c- tl Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel • ❑ Office ❑ School /College /University Other ?,A-% 711Jt �'_yte_D-a,.5 Will there be a change of use? ❑ yeso 1 If yes, ext nt of change: Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm none ❑ other (specify) G Building Square Feet: .._-- -- L . new Area of Construction: (0 0 . /, Will there be storage of flammable /combustible hazardous material in the building? Attach list of materials and stora• a location on separate 8 1/2 X 11 paper indicating ❑ yes no quantities & Material Safety Data Sheets New Commercial / Addition / Multi - Family Permit Application CITY OF TUK 'ILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Application and plans must be complete In order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department); :. ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): 0 Fill cubic yds. ❑ Flood Control Zone ❑ Hauling ❑ Moving an Oversized Load: Start Time: ❑ Sanitary Side Sewer #: ❑ Storm Drainage ❑ Street Use ❑ Water Meter /Exempt #: Size(s): ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: ❑ Miscellaneous NCPERMIT.DOC 1/29/97 ❑ Land Altering 0 Cut cubic yds. End Time: ❑ Sewer Main Extension 0 Private 0 Public ❑ Water Main Extension 0 Private 0 Public 0 Deduct 0 Water Only gal Schedule: Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Dale application accepted: 1 - 5 - 91 Date application expires: S 3 -ff Application taken by: (initials) PLEASE SIGN BACK OF APPLICATION FORM BUILDING Lt I OR AUTH RI ED AGQNT Si natu % ,j ✓1 Date: C 2 / r' ! Print nat e: C,i G JL 1 t 41+ Phone* 7U � 7k� Fax #: Address Fri Al 6f-gr I - t U/ l itV CT/S aw(2A , toi `l $l $V ALL NEW COMMERCIAL /ADDITION /,' lUL TI -FAMIL V PERMIT APPLICATIONS MUST BE SUBMITTED WITH THE FOLLOWING: ❑ ALL DRAWINGS TO BE STAMP • BY WASHINGTON STATE LICENSED AR6HITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER • ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Copy of recorded Legal Description from King County ❑ ❑ Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433- 0179 for servicing district. in ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433 -0179 for servicing district. ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Five (5) sets of working drawings, which include : ❑ ❑ Site Plan 1. North arrow and scale. 2. Existing and proposed utilities and existing hydrant location(s). 3. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements. 4. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions. 5. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dump - ster recycling screening. 6. Location and screening of outdoor storage. 7. Limits of clearing /grading with existing & proposed topography at 2' intervals extending 5' beyond property's boundaries, erosion control measures & three buffer protection measures. 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC 18.45.040). 9. Identify location and size of existing trees, note by size and species those to be maintained and those to be removed. 10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size, species, location and spacing. Location of service areas and vault with proposed screening. 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 12. Lowest finished floor elevation (if flood control zone permit required). 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. 14. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). ❑ ❑ Vicinity Map showing location of site ❑ ❑ Building Elevations (Include dimensions of all building facades and major architectural elements) ❑ ❑ Mechanical Drawings ❑ ❑ Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) ❑ ❑ Architectural drawings ❑ ❑ Specifications (if separate document) Cl ❑ Structural Calculations ❑ ❑ Sprinkler structural calculations indicating load of water - filled sprinkler piping ❑ ❑ Height Analysis ❑ Soils Report stamped by Washington State licensed Geotechnical Engineer ❑ Topographical and Boundary Survey ❑ Tree Coverage Analysis (Multifamily only ) ❑ Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 ❑ ❑ Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land rise or SEPA decisions ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Pub- lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or 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. I HEREBY CERTIFY THAT I HAVE EAD AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OFA'ERJURY BY THFrI WS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. NCPERMIT. DOC 1/29/97 A44: * *A'•k* t*Y•,(,dr* *. * -k tLk *4C * k •k* l* k!k t k k; OF '1UI(WILA , � lA, 4�4 � t ' , ' TRP.N M31 ,klvd4k•1rA�CSt: *A sE* 0 * *kk *: * * *�-k *1 *. A s1'k ks { * *k.t. *lk•k * *k *5. * i1 ►10 umber: 0 ;fhwu►nt.w 2 63 . 42 :03� 9 11w • av Method: CHECK i4a,t.ti,on JOHN ;HUtSH I nt`.t:A T! E 3 ernii t too; D99 00'37 Tvpe: Dl"VPER14 DEUL! OPi EUT `PE'itl�iIT ai°ce1 Na: ,: 7:4230:4. 90,63. • i A:d :te dre $: 730 ' F UN CENTER V : ' ' Tal; i 1:ee 700 6' . • Th i P yment: 2 3 .:42 .Tott.i (' ALL Pmt,. .700. • ti alance: ' .'» .UO. i! ** *44'.4 * ** * *44 * * * ** **! l***;****#. sk.* sk** �t * " *4. * * *: *Ak * * * * k **•* Acopun L Code Do'c r i pt i a Amowit ..• .90P PC (.10; CHECK iiIUNRES 2 8.92 O'00/3f3E 90 :SC AT ! : ,n1UI.LDIUG BUIR NHRUt. • ' 4. 50 2 * * *41 74tH;. ** 4** * *h * * 2t4 114 LA « WA � �(�, TFCf�cDi , rh * * **A * *:�1. eh **.* * * *4 ;4;; A SM1T :i uutbtKr k 8Q,Q0.4 ' :. 4, Ez.tr 02!. it6 »p5 ay.nehl. "Method: Nl C_K No.i.ati FAMILY .FUN; GE It Iriit. k3Ll� ; _ ,w ..� _ . -.. .. - .: .: er>Enit No I99 . 0037 T ype: DDEl/PERM:' .DEVELOPMEN1 P'EFOIT Total : Fees: ." 700.-06 'a. v.ineni. X436 'Total ALL Pint : 436.64. Bel arce 263.42. *, * : **A * *i A' * *A ifA * * *'.kA *A * ** * A: ** * ** * * * A 44* *:A :* *A*A* 4 *sl * . A * *,A * ** kk* * ?4: Account '.,Code'< Oesi>" i`pt iarf Aniquri 0 '01111.:D N 43. N QIIt S 421.35 0 :: P .C�t t;K - .. N0NR S j 5.09 .o- - _ -----,.. - ..-----...:-..:-..;,...----7. _._ 0217 02/08 9717 TOTAL 2748.82 ` INSPECTION RECORD Retain a copy with permit INSPECTION NO. ;ITIf TUKWILA BUILDING DIVISION 300; Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO., (206)431 -3670 'Ad • ress: Special instructi • ns: Phone: APproved per applicable codes. Corrections required prior to approval. 5'99 D $47.00'ftEINSPECTION FEE REQUIRED. Prior to inspec!ion, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ect: f! ( ith !/ „ 41. r fpa as ction: ddress: D a t e i99q Special instructions: . Date wante . -n. ___IL Requester:' /C..../ Pho 4 -- 764 - 9700 INSPECTION RECORD Retain a copy with permit INSPECTION NO:.;;, CITY OF:TUKWILA' BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 981 (206)431 -3670 Approved per applicable codes.. Eerrections required prior to approval. Gam"- f/J , "�`'"E 7X. Dat /4 / El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: F 64 ,,-„fz___ 0 ecoy/06 ,e C 5 ,(9,t( &. ,, ,,, , 4-x (Z. ...\--d 1S i @-- 9714.77 c) -4 674- Ar / �4c..46G _[ .4- -. . 49 Z — Y , K, S, Qp SH iivt ,4 r Gout Cr De_ g `'/L a . - � « 5 "4C ,4r o,c/e. •t vnMJ (ta,cra.(_c()O4 (.0 ,-T ,/ re,479..4, -, -, ,e,f,4 64 /g' 4j( N Atr X./2? 7' Do T 0d7 - 7 S c-0. ,- - .55V A44 /5 L4, dGG ,g6 (Zc7 , ,e igei-,7 A Pii m A fil,N&,v %<Je .4 , - Project: J Cf ( �� � 1 ....11 T e of Ins e on: Type P � S Ies P J � ' V `. , W Date called: �( y Special instructions: Date wanted: Lf ( a.m,.. p.m. Requester: D..�� Phone Q) ^X/ i ' 3 b75 INSPECTION RECO R'e'tain a copy with pe INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION .6300 Southcenter Blvd, #100, Tukwila, WA 8 88 PERMIT NO. / Of z (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. feA Dat4 d $4 .00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: iee . ," ai , y ..,„ Pro t: fr".00friet..1,( Type cAnds_Zr Date called: Address.. ,.7. ' 1500 i.-/ cr Special instructions: Date wanted: a.m. P.m. Requester: Phone: • •, INSPECTION REC Retain a copy with p it ""...-INSrECTION NO. " :CITY OF TUKWILA BUILDING DIVISIO Southcenter Blvd, #100, Tukwila, WA • , . • - 1)97-0037 . PERMIT NO 8188 (206)431-3670 Approved per applicable codes. , Corrections required prior to approval. COMMENTS: 17z- r, /60,V "00,‘ Ar.4-Pe..,,c (67— ae- 9P' 625 El $4 .00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • Project: f.. 'c C r if — Type of InsptI: ?co r Address+Th.. 6,.. 61 ),...... Date ..) called: Date wanted: -- n ri Special instructions: 00 Requ er. i 1 - - Ate% ;('-'-'- - Phone INPECTION;REC getain copy with permit INSPEcTIOtJ NO CITY OF TUKWILA' BUILDING DIVISION 6300 Southcenter 131 d, #100, Tukwila, WA 9818 PERMIT (206)431-3670 I proved'per app1icable co Corrections required prior to approval. COMMENTS: s • $47.00 REINSPECTION FEE REQUIRED. sPrior to inspe ion, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: l Pro ect: �lM Type of Ins P echo Address: �( [ J C O , Date called: 9 __ Special instructions: Date wanted: ' a.m. I ,0 k�'1 p.m. Request \\ Phone: c4W 24Efe 3S7 A INSPECTION NO 'CITY OF TUKWILA BUILDING. DIVISION •.6300 Southcenter Blvd,, #,100, Tukwila, WA 98188 INSPECTION RECO Retain a copy with per (206)431 -3670 Approved per applicable codes. vw — / ov v Corrections required prior to approval. COMMENTS: r4 r r ID $47.00 REINSPECTION F(REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: •FireDepartment TURWILA FIRE DEPARTMENT FINAL=APPROVAL.FORM .: - . FINALAPP.FRM Retain current inspectiorts'cheduIe: � /E 4. 7 t:Z,S evv / inspection Approved without correction : Approved with correction.noti.ce: Sprinklers: Fire Alarm: Hood & Duct: Halon:. Monitor:' Pre -Fire: Permits: Authorized Signature .A Headquarters Station: 444 Andover Pa Rev. 2/19/98 • IR FOgy'ii..! 'WRants, Mayor r• 7 -Thomas•P.; Keefe; F . ire_ Chief .T.F.D. Form F.P. 85 ast • Tukwila, Washington 98188: • Phone: (206) 57S - 4404 • Fax (206) 575- -4439 Krazan c Associates, Inc. Material Field Report Project Weather Project Location Client Grout Cyl. Code Slump (in.) Mortar Cyl. Code Slump (in.) Inspector Nr .. ee642. 4 S i$ Jurisdiction Report Date ( 4 3--/ Report No. rgield/ 64- S En Arc Cont .0 y1 d tom_ ? 7'rwG C.A 736V rte./ ClorArfor_..— krir Aot,c r..-f Ceserpa9z Type of inspection Performed Reinforcing Steel Reinforced Concrete Reinforced Masonry Shotcrete Other (specify) Structural Steel Fabrication Structural Steel Erection Expansion Bolts Fire - proofing Concrete Cyl. Code Slump (In.) et/ items inspect Explain: d Supplier No. of Sa Air Content Supplier Type of Mortar No. of Samples Total Cu Date pies No. of Samples Total Cu Yards Placed 3 -/0- 25418 74th Avenue South, Kent, WA 95032 (253) 8544330 dflAm/. MuL/J,r� Permit No. sneer hitect actor Page No. MIL Me Type of Structure inspected Columns Slab -on -Grade Structural Slab Post - tensioned Slab Footings Pilings Grade Beams Walls Other (specify) Specific Location(s) Grids Remarks 7 0.werpp l ia cos. ar 3 r la's A-46 . row 7 -/7 - may/ �% -cb /,V coovrb,a cJ erre -- pOr» p - s c4rA ma i Mix No. 3 Design Strength Total Cubic Yards Placed Design Strength Design Strength laced Reviewed by S'sK fl7 Air Temp. I s3 Time Conc Temp. (F) Time Grout Temp. (F) Air Temp. 3 S ConformingNon- conforming Time Air Temp. FR Mortar Temp. (F) Date 3— a- 9 CONTRACTOR: S6 /e G DATE: PROJECT t PROJECT: Post, Y . ..t /%,4 LOCATION: Co 6 " 4 0 3 / KRAZAN PROJECT MANAGER: WE. Arrive-1 o,i 34 r. c / 30 t're.4 / of ee-a".44 .�,ys,� Up o Q-! k / ie./ ,.u!!�- 4M.. a A ps I/ /teal ivy e t � • •L L /aes>/ pec I4 4 ah P � ' B To the best of my knowledge, the above WAS / WAS NOT performed In accordance with the approved plans, specifications, and regul ory requirements. Superintendent/Representative: 4231 Foster Ave, Bakersfield, CA 93308 (805) 633 -2200 azan a,i, •ssoclat•s, Inc. GIOTICHNKAL ENGINEERING it ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION 254 74th Ave. S Kent, WA 98032 (253) 854-1330 G I.O.R.: PRESENT AT SITE: COPIES TO: WEATHER: .P/ G a' 215 West Dakota Avenue Clovis, Ca 93612 (209) 348-2200 Clr C n nnv DSA Fil A. No. OSHPD No. Permit No d . 44 ^ elfr TEMP: VS 45 0C . P./44 pe r e-v e A44.4 - eapG G / 1 � v , co / reGD , —.1. /_ti,- 550 Parrott St. #1 San Jose, CA 95112 (408) 271.2200 123 Commerce Circle Sacramento, CA 9581: (916) 564.2200 07/27/99 09:39 FAX 425 822 4129 • MULV S A R C H I T E C T TO: i L Ty OF T n 1 l�' C'��(L DItJ _,A,TV.;_22012.Lano B E L L E V U E S E A T T L E MULVANNY ARCHITECTS DATE. MEMO RECEIVED JUL 2 7 3999 CO mUNC ;I fir' DEVELOPMENT RE: 5IrM40 E PROJECT NO: 17-112 PROJECT: 1 L)b ! PORTLAND IRVINE a001 STERLING BOSTON Mulvanny Architects — Professional Service Corporation 11820 Northup Way, #8300 Bellevue, WA 98005 Tel: 425.822.0444 Fax: 425.822.4129 www.muivanny.com I .1! -_elf_ ism li illir g iiii . ! lir1 .t'• • •• III.( E&STA ! I ■ �; a 07/27/99 09:39 FAX 425 822 4129 • MULV S A R C H I T E C T TO: i L Ty OF T n 1 l�' C'��(L DItJ _,A,TV.;_22012.Lano B E L L E V U E S E A T T L E MULVANNY ARCHITECTS DATE. MEMO RECEIVED JUL 2 7 3999 CO mUNC ;I fir' DEVELOPMENT RE: 5IrM40 E PROJECT NO: 17-112 PROJECT: 1 L)b ! PORTLAND IRVINE a001 STERLING BOSTON Mulvanny Architects — Professional Service Corporation 11820 Northup Way, #8300 Bellevue, WA 98005 Tel: 425.822.0444 Fax: 425.822.4129 www.muivanny.com 07/27/99 09: 41 FAX 425 822 4129 MULVANNY ARCHITECTS ENGINEERS NW KULVANRY BpLt, , • . THE.:BATTING CAGES ' . . JOP gUlljECT . :• 07/26/99 14:43 FAX 206E leos ENGINEERS— NORTHWEST INC. RS. 61369 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (205)525-7660 - FAX # (206) 522.6600 " • . JOE, NAME at ::Family Fu. 7300.Fun Center Way Tukwila, Washington UCTURAL CALCULATIONS for Resubmittal July 26,1999 ENW Job No. 98088 Contents: Calculations substantiating the use of Doug Fir No. 2 lumber for the 4 x 12 girders used in the batting cages and pitching machine roofs. lj 004 07/27/99 09:42 FAX 425 822 4129 07/28/99 14 :43 FAX 2083 :698 Rae SIMI D.acription Batting Cage Shelters Two.span beam General Information MAW* Fir - Wok . • Fb ; gene Allow ,C110.0 Psi Spero Coraidsrmd CalltMuoue Oar Support Fv 1980 pet Timber Member Information Description Span Unbar Scallion Elam Width 8er)rn Depth in Enid Filly Unbound lenglh ft Member INJipe It [Loads Law lace veal This lean T Yes Yes 0ssd Land 811[1 !l100 6403 uw toed !Results Wawa Mb X' ft Nett o Wit End in-k We. Right End iMc ro : Actual pd Fb : Allowable pet Sheer O Left K Sheer Right k fit : Aand psi Fv : Movie& psi Reactions 8 Deflection DL Left k • LL Left k Total • Left k DL Right k LL Right Todd • flight k Mee. Ds*erilon h O ■ ft Query Values Location R Moment (n4< !Meer lie Delleotion in millmobideeemplamordspe 14.00 7.00 4x12 4&11 3.530 3500 11.250 11250 Pin•Fre Pin . Pb 0.00 0.00 �i .. 642 1.6 8.82 6.11 0.0 -73.0 -73,0 0.0 csa.6 9881 1 1,111.0 �---�— gerek ra oK beding OK 1.es 2.03 275 0.29 91.9 665 12113 126.0 Shan OK Shear OK 0.38 O.92 1.62 3.85 1.88 4.78 022 0,06 3.85 0.23 478 020 -0240 0.024 635 238 0.0o nm 0.0 •730 1.9 2.0 0=03 011300 MULVANNY ARCHITECTS ENGINEERS NW 4 MULVANEY BELL /t11m Dsgnr: Multi-Span Timber Beam ri= 11� Modulus Land Duration Poem Jab pale: 12:57PM, Zi JUL RR 2 J OP a 005 W 003 07/27/99 09:42 FAX 425 822 4129 07/26/99 14:43 FAX 208 3898 I'- Mom Description Pitching Machine Ginter— 4 x 12 [limber Member information a ai - wdun Timber SacMeh 4x12 Beam WWI h 3.500 dwn Depth in 11z9t1 Lo: Uni avd Length 0.00 --- u Timber Grade ]ouoas Flr- h, Fb- Qaeie AOow psi 075.0 Fr - auks Avow pal 85,0 Mae* Modulus 1,301.0 Load Ourallon Factor 1.160 Member Type Sean RsDadt a MMus No 'Center Span Data Span Dead Lad Live Load Cant an Stan Polnt w DL LL ®x Results &IMO a Carder X = Mmot Cans lb : Aet►tal Fb : Atlsmabla Iv : Actual Fr ; Alk vuble L eactionc C Lett End OL LL Mae. DL+LL ® Wit and DL LL Max. DL +LL 1/aflections Center DL Deft LlDSII Redo Center LL Dan UDeft Redo Canter Total Doff Location UDan Ratio Caraiiaaer AL Dell Cendlever LL Dell Tall Cast Dell UDell Ratio ft OM ant tt It ft Ratio = ft in-k pal psi 14.00 63,00 21000 1,00 13 .CO F5700 1.030 0 7653 + 6,94 1,0365 0 • Banding OK 63.3 97.8 Shear oK t 3x1.50 Iba 1,470.00 Ms 1,611E0 the 51350 Ibs 2,18464 Its 2,133.14 In .43.000 2,1.3 in .0238 466.7 in -0.410 R 7.Cm 404.0 In 0.017 in oo98 in 0,093 206.0 MULVANNY ARCHITECTS ENGINEERS NW ( )-► MULVANNY BELL Timber Beam & Joist Z. Job S Date: 121 PM, 23 JUL lag 1 - D 1 4t'o" 3 13 lit 006 Fags 1 r e004 I Family Fun Centers 29111 SW Town Center Loop West Wilsonville, Oregon 97070 Attention: John Huish and Scott Huish November 4, 1998 Geotechnical Engineering Services Addendum to Soils Report Family Fun Center Site Tukwila, Washington File No. 5925-003-03 INTRODUCTION This letter is an addendum to the geotechnical engineering report for the Family Fun Center project dated June 30, 1997. The proposed Family Fun Center is located in Tukwila, Washington. The site is situated northeast of the intersection between Interurban Avenue South and Southwest Grady Way, south of the Green River and west of the Burlington Northern Railroad. We understand through our conversations with Chandler Stever with Mulvanny Partnership that the City of Tukwila has requested we update the geotechnical recommendations provided in our June 30, 1997 soils report to accommodate any subsequent changes to the proposed structures and site conditions. We understand that the proposed building will be a 2 -story steel framed structure. Through our conversations with Mulvanny Partnership and Engineers !:c.rthwest, we understand that the interior column loads are estimated to be 350 kips. We understa,Ei that perimeter footings will be subjected to minimal loading. SCOPE OF GEOTECHNICAL SERVICES The purpose of our geotechnical engineering services are to update the recommendations in our June 30, 1997 soils report to accommodate to the proposed structures and site conditions since the report was completed. The specific scope of services provided by GeoEngineers, Inc. consists of: RECEIVED CITY OF TUKWILA Consulting Engineers and Geoscientists Offices in Washington. Oregon. and Alaska GeoEngmeers. Inc. 841015.1th Avenue S.E. FE ES -- 3 1999 Redmond. u:498052 1 , . It:1r. " "" ,,, PERMIT CENTER Telephone ( .i:5) 861.6000 fax tis 1861.6050 DIC1603r1 WWw geoen gin eers .co m Family Fun Center November 4, 1998 Pane 2 1. Review existing subsurface soil and ground water information for the site. 2. Provide revised foundation design recommendations for shallow foundations including allowable soil bearing pressures and settlement estimates. 3. Provide revised recommendations for exterior PCC slab subgrade support, which includes the fire lane, go-kart and miniature golf areas. 4. Provide revised recommendations for seismic design criteria and re- evaluate the liquefaction and lateral spreading potential for the site soils. These recommendations will include information regarding methods to reduce potential damage to the proposed building resulting from the design earthquake. 5. Provide a written addendum to our report presenting our conclusions and recommendations. EXISTING CONDITIONS Existing subsurface conditions are consistent with those described in the June 30, 1997 soils report. No additional geotechnical subsurface explorations have been performed since the June 30, 1997 soils report was released. Grading and fill placement has taken place across Parcels 1, 2 and 3. The site grades have been modified as follows: • Parcel 1 site grades have been raised from Elevation 20 to 22 feet to approximately Elevation 23 to 26 feet. • Parcel 2 site grades have been raised from Elevation 20 to 25 feet to approximately Elevation 24 to 26 feet. • A 7- to 8 -foot high preload fill was placed and has been subsequently removed from the Family Fun Center building pad area. Structural fill is present in the Family Fun Center building pad from approximately Elevation 20 to 21 feet to Elevation 28.5 to 29 feet. • The stockpiles in the Parcel 3 east parking area has been removed and site grades currently range from Elevation 25 to 27 feet. • The Parcel 3 south parking area site grades have been raised from Elevation 20 to 22 feet to approximately Elevation 25 to 27 feet. • The site grades in the Parcel 3 miniature golf course and go -kart track areas were raised from Elevation 20 to 26 feet to approximately Elevation 24 to 29 feet. The compaction criteria presented in our June 30, 1997 soils report was modified by the owner in several locations throughout the site. Mr. Huish established that the compaction criteria for Parcels 1, 2 and the parking areas be 90 percent of the maximum dry density (MDD) per the ASTM D -1557 test procedure. Mr. Huish also established that dry densities of less than 90 percent of the MDD were acceptable in the Parcel 3 miniature golf course and go-kart track areas. Fill placement has been monitored by a representative of GeoEngineers, Inc. The fill placed for the Family Fun Center building and the Parcel 3 maintenance building was generally compacted to dry densities of at least 95 percent of the MDD per the ASTM D -1557 test procedure. 0eo Engine srs Fil No. 5925 43 .03.1130 Family Fun Centers November 4, 1998( Page 3 The proposed fire lane coincides with the location of a haul road that has been constructed on the north and west sides of the Family Fun Center Building. This haul road was constructed to provide construction access through Parcel 3. The construction of the haul road generally involved placing a woven geotextile fabric on compacted subgrade. Approximately 6 to 10 inches of imported sand and was placed and compacted on the geotextile. The imported sand was then overlain with 4 to 6 inches of recycled concrete. The northern portion of the east parking area has generally been stripped of wet, loose material to depths of up to 3.5 feet below finished subgrade elevation. Woven geotextile fabric was placed in several areas at depths of 2 to 3 feet below finish subgrade elevation. On -site soils were generally placed and compacted to dry densities of at least 90 percent of the MDD over the majority of the northern portion of the east parking area to within one to two feet of finish subgrade elevation. Recycled concrete was then placed and compacted to approximately 0.2 feet above finish subgrade elevation in the northern half of the east parking area. Based on our observations, it is our opinion that fill placed in the northern portion of the Parcel 3 east parking area has generally been placed in general accordance with compaction criteria established by Mr. Huish for parking areas. The upper foot of soil below finish subgrade elevation for the southern portion of the Parcel 3 east parking area and the Parcel 3 south parking area is currently scheduled to be treated with cement. The cement treatment will take place following installation of site utilities in these areas. CONCLUSIONS AND RECOMMENDATIONS GENERAL The following conclusions and recommendations cover items that have been modified to reflect the current site conditions and the revised expected loads. Items which are not addressed specifically in the following sections are included in our June 30, 1997 soils report. FOUNDATION SUPPORT Shallow Foundations As stated previously, there is between 8 and 9 feet of structural fill compacted to dry densities of at least 95 percent of the MDD within the footprint of the Family Fun Center building. For these conditions, we recommend that footings be proportioned using an allowable bearing value of 2,500 psf. The allowable bearing values presented above apply to the total of dead and long- term live loads exclusive of the weight of the footing and any overlying backfill. An increase in these values of one -third may be used when considering wind or seismic loading. All isolated column and continuous footings should have minimum widths of 2 feet and 1.5 feet respectively. Exterior footings should be founded at least 18 inches below the lowest adjacent grade while interior footings have a minimum embedment depth of 12 inches. Based on the allowable bearing values presented above we estimate that total settlements will not exceed 1 inch for isolated interior column footings. Ge oEngineers File No. 5925 -03 -03.1130 Family Fun Center November 4, 1998 — Page 4 Soft or disturbed soil not removed from the footing excavations prior to pouring concrete will result in increased settlement. We recommend that the condition of the footing excavations be observed by a qualified geotechnical engineer prior to placement of concrete or structural fill to confirm that the bearing soils are consistent with our recommendations and to provide recommendations for overexcavation of unsuitable soils. If foundation construction is done during wet weather it may be necessary to protect foundation subgrade soils by placing a "mud mat" consisting of lean concrete or a layer of crushed rock about 6 inches thick. EXTERIOR PCC SLAB SUBGRADE We understand that sidewalk on the west and north sides of the building will also be used as a fire lane. The sidewalk and other PCC slabs should be underlain by a minimum thickness of 12 inches of structural fill, which is essentially free of organic materials. We recommend that the upper two inches of the structural fill consist of crushed surfacing, conforming to Section 9- 03.9(3) of the 1998 WSDOT Specifications to provide uniform support and a working surface. As indicated in the Existing Conditions section the structural fill placed in the go -kart track and miniature golf areas has been compacted to dry densities of less than 90 percent of MDD. For these subgrade support conditions, slabs in the go-kart and miniature golf course areas may experience premature cracking and differential settlement. SEISMICITY Liquefaction- Induced Ground Settlement Because of the presence of potentially liquefiable soils at the site, ground settlement may be expected if liquefaction occurs. The potential ground settlement caused by liquefaction will vary depending on the actual levels of ground shaking, the duration of shaking, and site - specific soil conditions. We estimate that total liquefaction induced ground settlements may be on the order of 1 to 4 inches on Parcel 3. We estimate that the total differential settlement across the building may be on the order of ' /cinch to 2 inches because of the presence of an approximate 20 -foot thick zone of non - liquefiable soils below the ground surface. We further estimate that differential settlement between adjacent isolated column footings spaced at 25- feet -on- center may be up to 1/2 inch. Lateral Spreading Lateral spreading involves lateral displacements of large volumes of liquefied soil. Lateral spreading can occur on near -level ground as blocks of surface soils displace relative to adjacent blocks. Lateral spreading also occurs as blocks of surface soils are displaced toward a nearby slope (free face) by movement of the underlying liquefied soil. The bank of the Green River represents a free face condition for this site. Therefore, the topography of the site and underlying soil conditions indicate that lateral spreading is a possibility at the site. We have evaluated the lateral spread potential using an empirical model that incorporates earthquake, geological, topographical and soil factors that affect ground displacement. The GeoEngineers File No. 5925 -03 -03 -I130 Family Fun Center( November 4, 1998 `' Page 5 model was developed from compiled data collected at sites where lateral spreading was observed. The magnitude of the lateral spreading depends on Richter magnitude, horizontal ground acceleration, thickness of the liquefied soil zone, grain size distribution of the liquefied deposit, and the ratio of the free face height to the distance between the structure and the toe of the free face. We have evaluated the potential for lateral spreading following a seismic event based on the expected subsurface conditions. The results of our analysis indicate that lateral spreading may occur at the site during an earthquake with a Richter magnitude of 7.5 or greater. We estimate that the total horizontal movement towards the Green River will be on the order of 4 to 6 feet in the area of the Family Fun Center building. We estimate that the differential horizontal movement within the Family Fun Center building footprint will be on the order of 6 to 12 inches. Conclusions and Recommendations Regarding Seismicity The potential for liquefaction and lateral spreading at the site is moderate to high during an earthquake event with a Richter magnitude of 7.5 and a peak horizontal ground acceleration of 0.3g. Liquefaction and lateral spreading may result in some structural damage to the building. If the levels of differential settlement and lateral spreading movement presented above are too large to ensure that life/safety requirements are met, or if the owner wishes to maintain a higher level of serviceability of the building following an earthquake, mitigation measures as outlined in the subsequent paragraphs may be employed. Several mitigation techniques are available to reduce the potential for structural damage. These measures should be given consideration in the design of the building. However, it should be noted that these measures will not mitigate all of the potential liquefaction and lateral spreading damages and do not preclude damage to the building resulting from other earthquake characteristics, such as inertial forces that occur during severe ground shaking. One mitigation technique is to support the footings and floor slab on several feet of clean crushed rock placed over a strong non -woven geotextile fabric. The crushed rock pad and geotextile fabric provide a more rigid base for the foundations and thus reduces the effects of differential settlement. It also allows pore water pressures from the lower soil units to dissipate in the zone of crushed rock thus reducing the potential for loss of strength of the near - surface soils. We estimate that the with the crushed rock and geotextile fabric, the differential horizontal movement within the Family Fun Center building will be on the order of 2 to 4 inches. A second mitigation technique is to structurally connect the individual column footings and continuous footings using grade beams or a continuous mat foundation. This will also further increase the rigidity of the foundation system for the building. We estimate that with grade beams or a continuous mat foundation, the differential horizontal movement within the Family Fun Center building will be less than 2 inches. GeoEngineers Fite No. 5925 -03 -03.1130 It should be noted that the t o mitigation techniques described above will not prevent lateral spreading from occurring. These two measures are intended differential movement within the building footprint. A third mitigation technique involves the use of ground improvement techniques such as stone columns or soil densification. These methods can be implemented to reduce the risk of lateral spreading from occurring within the immediate area of the proposed building. We are available to assist in the evaluation of ground improvement techniques, as necessary. LIMITATIONS We have prepared this report for use by Family Fun Centers, Mulvanny Partnership Architects and other members of the design team for use in the design of a portion of this project. We have relied on information provided in reports prepared by others in forming some of our conclusions and recommendations. The conclusions and recommendations in this report should be applied in their entirety. The data and report should be provided to prospective contractors for bidding or estimating purposes; but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. If there are any changes in the grades, location, configuration or type of constriction planned, the conclusions and recommendations presented in this report might not be fully applicable. If such changes re made, we should be engaged to review our conclusions and recommendations and to provide written modification or verification, as appropriate. When the design is finalized, we recommend that we be engaged to review those portions of the specifications and drawings that relate to geotechnical considerations to see that our recommendations have been interpreted and implemented as intended. There are possible variations in subsurface conditions between the locations of explorations and also with time. Some contingency for unanticipated conditions should be included in the project budget and schedule. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report vas prepared. No warranty or other conditions, express or implied, should be understood. G o o E n g i n,, r 4o► Frle No. 592543 43.1130 ! j . - :.: ami1. Fun Centers November 4, 1998 L Page 7 We trust that this letter provides the information that you require at this time please contact us should you have any questions concerning the information presented within this letter, or should you require additional information .. • r , • .: o Engineer s •:•Yotiisvery truly, GeoEngineers, Inc Matthew W. Smith, P.E. Project Engineer May S. Rutherford, P.E. Principal File No. • 5925.03-03.1130 • • • [ GeoE-osioiers: Report - Geotechnical Engineering Services Family Fun Center • Tukvilla, Washington_ June 30, 1997 • • , - " • • •• • r • • an• File ko.5925-001.37.1130/063097 une 30, 1 consulting Engineers .• and Geoscientists Offices in ■1ashington. Oregon. and Alas$a Family Fun Centers do Mulvarmy Partnership Architects P. S. 11820 Northup Way, No. E300 Bellevue, Washington 98005 Centers on June 12, 1997. Portions of our preliminary conclusions and recommendations have been discussed with you as our findings were developed. We also are providing Phase I Environmental Site Assessment services for the site. The results of that study are being prepared as a separate report and will be transmitted under separate cover. We appreciate the opportunity to provide geotechnical engineering services on this interesting project. We will be pleased to respond to any questions you have, to provide further consultation during design, and to assist you during construction of this facility. Attention: Chandler Stever DTht:vvl Document ID: P:15925001.R File No. 3925-001-37-1130 GeoEngmerrs. Inc. 8-110 154th Avenue NI. Redmond. V'A 98052 Telephone (4:51861.6000 Fax H25 i 8014)050 www.p.eoengineers.com We are pleased to submit eight copies of our report presenting the results of our geotechnical engineering services for the proposed Family Fun Center to be located in Tukwila, Washington. The scope of services for this study is described in our proposal dated June 2, 1997. Authorization to proceed with our services was provided by Scott Huish of Family Fun Yours very truly, GeoEngineers, Inc. t 4 4 Mary S. Rutherford, P.E. Associate dl . ‘. • • CONTENTS INTRODUCTION 1 SCOPE OF GEOTECHNICAL SERVICES . . . . . . . . . . . . .. . . . .. . . . . . . . . . • - PREVIOUS STUDIES ....... . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . SITE CONDITIONS . ............. . ........ . . . . . . . . . . . . .. . .. . . . . . 4 SURFACE CONDITIONS 4 Parcel 1 4 Parcel 2 Parcel 3 SUBSURFACE SOIL CONDITIONS General Stockpile Fill Site Grade Fill Slag Alluvial Deposits GROUND WATER CONDITIONS GeoEngineers • CONCLUSION AND RECOMMENDATIONS 7 GENERAL 7 EARTHWORK 8 General 8 Clearing and Site Preparation 8 Subgrade Preparation 9 Structural Fill Material 9 On-Site Soils 10 Site Grade Fill 10 Stockpile Fill 10 Slag 11 Fill Placement and Compaction 11 Temporary Cut Slopes 12 Permanent Slopes 12 SETTLEMENT CONSIDERATIONS 13 General 13 Parcel 1 13 Parcel 3 14 PRELOAD PROGRAM 14 General 14 Preload Configuration 14 Preload Fill Material • 15 Preload Fill Placement 15 Settlement Monitoring 15 File No. 5925401-37.1130/063097 FOUNDATION SUPPORT General Shallow Foundations General Overexcavetion Footing Design Lateral Resistance Settlement Pile Foundations General Axial Pile Capacities Pile Downdrag Lateral Pile Capacity Pile Settlements Pile Installation Considerations FLOOR SLAB SUPPORT RETAINING WALLS Design Parameters Backdrainage Construction Considerations PAVEMENT RECOMMENDATIONS Asphalt Concrete Pavements PCC Pavements DRAINAGE CONSIDERATIONS Temporary Drainage Permanent Drainage SEISMICITY General Uniform Building Code (UBC) Site Coefficients Design Earthquake Levels Liquefaction Potential Ground Settlement Lateral Spreading Conclusions and Recommendations Regarding Seismicity OTHER CONSIDERATIONS Methane Gas Collection Soil Corrosivity LIMITATIONS FIGURES Vicinity Map Site Plan Settlement Plate Detail GeoEugincers CONTENTS (continued) Paae No. 16 16 • 16 16 17 17 • 18 18 18 18 18 • 19 19 19 20 20 • 21 21 21 21 22 22 22 23 23 23 23 23 24 24 24 25 25 25 26 26 27 27 Figure No. 1 2 3 Fat No. 5925-001.37-1130/063097 GeoEssiusers FU. No, 592$401-37-1130/063097 REPORT GEOTECHNICAL ENGINEERING SERVICES FAMILY FUN CENTER TUKWILA, WASHINGTON FOR FAMILY FUN CENTERS INTRODUCTION This report presents the results of our geotechnical engineering services for the proposed Family Fun Center to be located in Tukwila, Washington. The site is located northeast of the intersection between Interurban Avenue South and Southwest Grady Way, south of the Green River and west of the Burlington Northern Railroad. The site is shown relative to surrounding physical features on the Vicinity Map, Figure 1. Our understanding of the project is based on information provided by Mulvanny Partnership Architects including a Concept Site Plan dated June 17, 1997. The site is separated into three parcels. Parcel 1 encompasses approximately 2.1 acres near the northwest corner of the site. Parcel 2 encompasses approximately 2.8 acres near the center of the north portion of the site. The remaining 8 to 9 acres comprise Parcel 3. The site has a relatively complex history of grading activities that reportedly began as early as 1904. Currently, a large soil stockpile is located on the east portion of Parcel 3. A former milk bottling plant, several residences, a barn and other ancillary buildings are located on the south and central portions of Parcels 2 and 3. We understand that the existing structures will be demolished prior to construction. Most of Parcel 1 and the north portion of Parcel 2 are open pasture areas or overgrown with brush. We understand that site grades are planned to be raised to about Elevation 26 feet. Accordingly, fills on the order of 3 to 6 feet will be necessary across much of the site with the exception of the soil stockpile area. The intent is to utilize as much of the existing soil stockpile material as possible for fill in other areas of the site. We understand that general site grading is planned to be begin in August 1997, pending permits. The development will include a restaurant on Parcel 1, a four -story hotel on Parcel 2 and a Family Fun Center building on Parcel 3. Locations of the planned facilities are shown on the Site Plan, Figure 2. The restaurant will be situated near the northwest corner of Parcel 1 and encompass about 11,900 square feet. We anticipate the that restaurant will be a single -story structure with column loads on the order of 70 kips. Paved parking areas will be located to the south, east and west of the restaurant. The Family Fun Center building will be located near the southeast corner of Parcel 3 and encompass approximately 35,500 square feet. The building will have a second and third story encompassing approximately 20,000 and 10,000 square feet, respectively. Current planning indicates that the lowest level of the Family Fun Center building will be constructed of concrete. G e o E n g i n e e r s 1 File No. 5925-001- 37.1130/063097 The second and third levels of the building are likely to be steel - framed. Column loads for the Family Fun Center building are expected to be about 180 kips in areas with two stories and up to about 280 kips in areas with three stories. Paved parking will be located to the south and east of the Family Fun Center building. We also understand that the parking area grades may be raised to provide a second -story 'ground level' entrance to the Family Fun Center building. Additional facilities to be located on Parcel 3 will include an 18 -hole miniature golf course and a go -cart race track. The hotel will be situated on the central portion of Parcel 2. We understand that the development of Parcel 2, including the design and construction, will be coordinated by the ownership of the hotel. Accordingly, this report addresses the geotechnical considerations relative only to the development of Parcels 1 and 3, and does not apply to Parcel 2. SCOPE OF GEOTECHNICAL SERVICES The purpose of our geotechnical engineering services is to explore subsurface conditions at the site as a basis for developing geotechnical recommendations and design criteria for Parcels 1 and 3. Our specific scope of services included the following tasks: 1. Review available subsurface soil and ground water information for the site. This information includes reports prepared by Geotech Consultants, Inc. and Applied Geotechnology. Also, review available in -house subsurface information for surrounding sites. 2. Explore subsurface soil and ground water conditions within the footprint of the Family Fun Center building by drilling one boring to a depth of about 49 feet below the existing ground surface using truck- mounted, hollow -stem auger drilling equipment. 3. Explore subsurface soil and ground water conditions at the proposed location of the restaurant building by drilling one boring to a '-oth of about 44 feet below the existing ground surface using truck-mounted, hollow- str••, auger drilling equipment. 4. Explore shallow subsurface soil and ground v....er conditions in building and pavement areas by excavating 12 test pits to depths of about 8.5 to 13.5 feet below the existing ground surface. S. Evaluate the physical and engineering characteristics of the soils based on laboratory tests performed on samples obtained from the explorations. The laboratory tests included moisture content and dry density determinations, and consolidation tests. Also, specific gravity tests and expansion tests were performed on slag samples. 6. Provide recommendations for site preparation and earthwork including stripping requirements, recommendations for any imported borrow needed, and fill placement and compaction criteria. This will also include an evaluation of the effects of weather and/or construction equipment on the on -site soils. 7. Evaluate the suitability of on -site materials, including the soil stockpile materials, for use in structural fills or landscape fills, as appropriate. G e o E o g i n e e r s 2 FIe No. 5925-001. 37.1130/063097 • Provide recommendations for the use of preload fills as a means of reducing postconstruction settlement of structures supported on shallow foundations, if appropriate. 9. Provide foundation design recommendations including allowable soil bearing pressures for shallow foundations and recommendations for the coefficient of friction and passive soil pressures to resist lateral loads. 10. Provide preliminary foundation design recommendations including allowable soil bearing pressures for shallow foundations to support the restaurant. 11. Provide recommendations for support of slab -on -grade floors. 12. Provide settlement estimates for fills, spread footings and floor slabs. 13. Provide design parameters for loading dock walls and/or other retaining walls including lateral soil pressures and drainage requirements. 14. Provide recommendations for the depth of frost penetration. 15. Provide an opinion regarding the presence of potentially expansive, deleterious, chemically active or corrosive materials, including the on -site slag or the presence of gas, including methane gas. 16. Provide recommendations for temporary and permanent surface and subsurface drainage requirements including temporary dewatering during construction. 17. Provide recommendations for pavement subgrade support and design pavement sections for auto traffic areas, truck traffic areas, and go -cart and miniature golf areas. 18. Provide recommendations for seismic design criteria and evaluate the liquefaction potential of the site soils. 19. Prepare a written report presenting our conclusions and recommendations along with supporting field and laboratory data. PREVIOUS STUDIES Several studies have been completed for the site and surrounding area. Site specific subsurface information is presented in the reports listed below. The information presented in these reports was incorporated into our geotechnical evaluation of the subsurface conditions at the site. • "Supplemental Phase 2 Environmental Characterization Study, Nielsen Property, Southwest Grady Way and Interurban Avenue, Tukwila, Washington" by Geotech Consultants, Inc., dated January 24, 1997. • "Phase 2 Environmental Site Assessment, Tukwila Park and Ride/Nielson Property, South Grady Way and Interurban Avenue, Tukwila, Washington" by Geotech Consultants, Inc., dated June 17, 1994. • "Environmental Audit and Preliminary Geotechnical Evaluation, Nielson and Homewood Properties, Tukwila, Washington" by Applied Geotechnology, Inc., dated April 26, 1989. G e o Engineer $ 3 File No. 5925-001 -37. 1130/063097 1 SITE CONDITIONS SURFACE CONDITIONS The site is irregularly shaped and encompasses approximately 14 acres. The site has dimensions of roughly 600 feet by 1,000 feet in plan. Interurban Avenue South and Grady Way border the west and south property boundaries, respectively. The Green River and Burlington Northern Railroad tracks border the north and east property boundaries, respectively. Access to the site is provided near the southwest corner of the site from Monster Road. A gravel /asphalt road extends from Monster Road to the east and north to the approximate center of the site. The gravel road then extends in the east -west direction approximately bisecting the property. The site is separated into three parcels, as described below. Parcel 1 Parcel 1 encompasses approximately 2.1 acres near the northwest corner of the site. The bank of the Green River forms the north boundary of the parcel. The bank of the Green River is inclined at about 1H:1V (horizontal to vertical) in the vicinity of Parcel 1. Most of the ground surface south of the bank varies between Elevation 20 feet and Elevation 25 feet. Interurban Avenue South, located along the west property boundary, is approximately 7 to 10 feet higher than the ground surface of most of the parcel. A steel tower for high - voltage power lines is located near the center of the north portion of the parcel. A wooden building, formerly the J.G. Nursery, is located on the south portion of the parcel. The ground surface is generally vegetated with tall grass, patches of dense brush and occasional trees. Parcel 2 Although geotechnical recommendations for Parcel 2 are not considered part of this report, a site description is included for completeness. Parcel 2 encompasses approximately 2.8 acres near the center of the north portion of the site. The bank of the Green River forms the north boundary of the parcel. The inclination of the bank varies between about 1H: 1V and 2.3H: IV in the vicinity of Parcel 2. Most of the ground surface south of the bank varies from about Elevation 19 feet to about Elevation 25 feet. A large wooden barn and horse stable is located near the southwest corner of the parcel. Stockpiles of shredded bark, barkdust and manure are located in the vicinity of the barn. Most of the parcel is vegetated with tall grass, patches of dense brush and occasional trees. Parcel 3 Parcel 3 encompasses approximately 8.1 acres and occupies the east and south portions of the site. The bank of the Green River forms the north boundary of a portion of the parcel. The inclination of the bank is about 2H: 1V. The ground surface of the west one -half of the parcel, south of the bank, varies from about Elevation 20 feet to about Elevation 26 feet. A large soil stockpile occupies much of the east one -half of the parcel. The soil stockpile is reportedly from G e o E n g i n e e r s 4 File No. 5925-001.37. 1130/063097 a topsoil mixing operation which formerly occupied the parcel. The ground surface of the east one -half of the parcel varies from about Elevation 20 feet to about Elevation 55 feet. Several wooden structures are located on the west one -half of the parcel. A concrete masonry unit (CMU) building, reportedly a former milk bottling operation, is located near the center of the south portion of the parcel. Several automobiles, boats and other mechanical equipment in various states of repair are located along the gravel road bisecting the site. Debris including concrete ecology blocks, tires, plastic and steel drums and machine parts also are located across the parcel. The ground surface on much of the east one -half of the parcel is relatively bare with the exception of areas of short grass and patches of brush. The west one -half of the parcel is vegetated with grass, brush and trees. The area around the former milk bottling plant is paved with asphalt and portland cement concrete. SUBSURFACE SOIL CONDITIONS General Subsurface soil and ground water conditions at Parcels 1 and 3 were explored by drilling two borings (GB -1 and GB -2) and excavating twelve test pits (GT -1 through GT -12). The borings were drilled to depths ranging from about 44 to 49 feet below the existing ground surface at the proposed locations of the Family Fun Center building and restaurant building. The test pits were excavated to depths ranging from about 8.5 to 13.5 feet below the existing ground surface. The approximate locations of the explorations are shown on the Site Plan, Figure 2. Descriptions of the exploration program, geotechnical laboratory testing program and logs of the explorations are presented in Appendix A. The locations of the explorations previously completed by others are also shown on Figure 2. The logs of these explorations are included in Appendix B. The site is located within alluvial valley of sediments deposited by the Green River. It is likely that several meander channels existed at the site prior to filling of the site. As a result of the meander channels and filling, subsurface conditions vary both horizontally and vertically throughout the site. Based on our explorations and those completed by others, the site is generally underlain by variable fills and alluvial silt and sand deposits. These soil units are described in more detail below. Stockpile Fill A large soil stockpile is located on the east portion of Parcel 3. Test pits GT-4, GT -5, GT-6, GT -9, GT -10 and GT -11 were excavated in the stockpile. Test pits in the stockpile were also reported by others. In general, the stockpile material consists mostly of silty sand, silty gravel, and silt with variable amounts of sand and gravel. Much of the stockpile material contains fine organic matter. Portions of the material contain abundant fine organic matter. Debris was also encountered in the material. The debris includes wood, concrete, brick, metal, G e o E n s i n e e t s S File No. 5925-001.37 - 1130/063097 wire, slag, drums and other items. Layers of fibrous wood material were also encountered. In general, most of the stockpile material was in a medium dense to dense condition. Site Grade Fill Site grade fill extends over the majority of the site. Based on our explorations and those reported by others, the site grade fill extends to depths of zero to 21 feet, corresponding to about Elevation 17.5 feet to Elevation 9 feet. In general, the site grade fill consists mostly of sand, sand with silt, silty sand, and silt with variable amounts of sand. Debris was also encountered in portions of the site grade fill. The debris includes wood, concrete, brick, slag and railroad ties. In general, the site grade fill is typically loose. Slag Slag was encountered at a depth of about 1.5 feet in boring GB -1. Slag was also observed at the ground surface in the vicinity of boring GB -1, along the gravel road which bisects the site and on many of the driveways to the residential buildings at the site. Slag was reported by others within the existing site grade fill in borings AB -3, GCW -16 and GCW -17 and test pits AT-4, AT -5, and AT-6. Based on the description reported in these explorations, the slag appears to be mixed with the site grade fill in the areas these explorations were completed. Alluvial Deposits Alluvial sand and silt deposits underlie the existing site grade fill. Our explorations and those completed by others indicate that the Family Fun Center (Parcel 3) is underlain by soft silt interbedded with loose sand to depths corresponding to about Elevation +4 feet to Elevation -6 feet. The explorations also indicate that the thickness of soft silt is variable and ranges from about 4 feet to 15 feet thick. Medium dense to dense sand underlies the soft silt interbedded with loose sand. The explorations indicate that the restaurant (Parcel 1) is underlain by loose sand below the existing site fill. The loose sand extends to depths of about 20 to 30 feet, corresponding to about Elevation zero to -9 feet. Below about Elevation -9 feet, the sand becomes medium dense. GROUND WATER CONDITIONS Ground water was encountered in borings GB -1 and GB -2 at depths of about 23.0 and 16.5 feet, respectively, during drilling. A zone of perched ground water was encountered at a depth of 2.0 feet in GB -1 during drilling. Slow ground water seepage was observed at depths ranging from about 7.0 to 13.0 feet in test pits GT -2, GT -3, GT -9 and GT -10. Ground water seepage was not encountered in the other test pits completed by GeoEngineers. Water levels were measured at depths of about 10.9 and 14.0 feet in monitoring wells GCW -16 and GCW -17, respectively, on June 17, 1997. In general, ground water conditions at the site should be expected to fluctuate in response to the water level of the Green River and as a function of season, precipitation and other factors. G e oE n g i n e e r s 6 File No. 5925-001.37- 1130/063097 CONCLUSION AND RECOMMENDATIONS GENERAL Based on the explorations completed at the site, it is our opinion that development of the site as planned is feasible from a geotechnical standpoint. A summary of the primary geotechnical considerations for the development is provided below. The summary is presented for introductory purposes only and should be used in conjunction with the complete recommendations presented in this report. Portions of the development were in the preliminary planning stages at the time this report was prepared. We expect that additional consultation and /or modification to the recommendations presented below will be necessary as elements of the development are finalized. • The subsurface conditions at the site include a thickness of several feet of loose fill overlying loose sand and soft silt deposits. The imposition of loads, including new site grade fill and building loads, will result in settlement. • With proper site preparation, the restaurant building (Parcel 1) and Family Fun Center building (Parcel 3) may be supported on shallow foundations bearing on a minimum thickness of structural fill. • Debris was encountered in a number of the explorations completed within the vicinity of the Family Fun Center building at depths below the planned finished floor elevation (Elevation 26 feet). It will be necessary to overexcavate the areas of debris and replace the material with structural fill to provide suitable conditions for use of shallow foundations. • It will also be necessary to preload the footprint of the Family Fun Center building to reduce the post construction settlement of shallow foundations to within tolerable limits. Alternatively, the family Fun Center building may be supported on piles. • The restaurant building area is underlain by potentially liquefiable sand that will likely settle and spread laterally during a moderate to strong earthquake. To resist lateral spreading, the structure may be supported on spread footings that are structurally connected or on a continuous mat foundation. Alternatively, the building may be supported on piles. • Most of the on -site soils, including the stockpiled soil, contain sufficient fines to be moisture sensitive and also contain fine organic matter. These soils will only be suitable for use as structural fill in pavement and recreation areas and during extended periods of dry weather. • Imported material will likely be necessary for use as structural fill in building areas and during periods of wet weather. • Site grade fill and/or preload fill will need to be placed far enough in advance of erection of the buildings so that the majority of settlement due to these loads will have occurred before footings are constructed. We estimate that a period of up to about 3 weeks may be necessary. Our specific geotechnical recommendations are presented in the following sections. Ge oEogiaeers 7 File No. 5925.001.37.1130 /063097 EARTHWORK General Based on the subsurface soil conditions encountered at the site and those reported by others. we expect that the soils at the site may be excavated using conventional construction equipment. Debris was encountered in the existing fill soils on the site and may present some difficulty if encountered in excavations. The existing near- surface soils at the site consist mostly of silty sand and silt soils. These soils contain sufficient fines (material passing the U.S. standard No. 200 sieve) to be moisture - sensitive and are susceptible to disturbance when wet. Ideally, earthwork should be done during extended periods of dry weather when the surficial soils will be less susceptible to disturbance and provide better support for construction equipment. Dry weather construction will help reduce earthwork costs. We understand that the current project schedule dictates that general site grading be accomplished during the month of August 1997. We suggest that a contingency be included in the project schedule and budget to account for increased earthwork difficulties if construction begins in late fall or winter. Trafficabiliry at the site will be difficult, especially during wet weather. We anticipate that temporary haul roads will be required for construction vehicles during extended wet weather. We anticipate that the existing gravel road bisecting the site may be used as one such road. Stripping and overexcavation should be done using a track- mounted excavator with a smooth - edged bucket or wide - tracked dozers. Following placement of structural fill, construction traffic on prepared floor slab and pavement subgrade areas should be kept to a minimum. Clearing and Site Preparation We understand that the existing structures located on the site will be demolished. We recommend that the foundation systems, septic systems, utilities, pavements and other improvements associated with the demolished structures be removed from within the proposed building, pavement and recreation (i.e., the go -cart and miniature golf) areas. Any depressions created by the removal of these facilities should be cleaned free of loose material and filled with structural fill compacted as described in a subsequent section of this report. We recommend that trees, stumps, brush, sod, debris, and topsoil be cleared from the proposed building and pavement areas, and areas that will receive new fills. It will also be necessary to clear areas of shredded bark, barkdust and manure from these areas. The cleared material should be removed from the site. The topsoil, shredded bark and barkdust materials can be separated and stockpiled for use in areas to be landscaped. The depth of stripping necessary is expected to be variable across the site. Stripping depths on Parcel 1 are expected to be in the range of about 2 to 6 inches. Stripping depths on the east portion of Parcel 3, in the vicinity of the soil stockpile, is expected to range from zero to 6 inches. Stripping depths on the remaining portion of Parcel 3 and most of Parcel 2 is expected to range from about 2 inches to 12 inches. Greater stripping depths may be required to remove G e o E n g i n e e r s 8 File No. 5925-001- 3741301063097 localized zones of soft or organic soils, and/or debris. Actual stripping depths should be determined based on field observations at the time of construction. Care must be taken to minimize softening of the subgrade soils during stripping operations. Areas of the exposed subgrade which become disturbed should be compacted to a firm. nonyielding condition, if practical,. prior to placing any structural fill necessary to achieve design . grades. If this is not practical, the disturbed material must be excavated and replaced with structural fill. Subgrade Preparation Following clearing operations, exposed subgrade areas should be evaluated prior to placing structural fill or pavement materials. If site preparation is done during extended periods of dry weather, we recommend that exposed subgrade areas be proofrolled with heavily loaded rubber - tired construction equipment. Proofrolling should only be done during periods of extended dry weather. If site preparation is done during wet weather, the exposed subgrade areas should be evaluated by probing with a steel hand probe. Particular attention should be directed to areas where our test pit excavations where Located. If soft or otherwise unsuitable areas revealed during proofrolling or probing cannot be compacted to a firm, nonyielding condition, the soft soils should be excavated and replaced with structural fill. We recommend that a representative of our firm observe the proofrolling or probing and subgrade preparation to evaluate whether subgrade disturbance or progressive deterioration is occurring. Structural Fill Material We recommend that fill placed at the site be placed and compacted as structural fill except in areas to be landscaped. In general, structural fill material should be free of debris, organic materials and particles larger than 6 inches. Much of the soil stockpile material contains fine organic matter. We anticipate that this material may be selectively used as structural fill in pavement and recreation areas, as discussed below. However, we recommend that the pavement and recreation areas be capped with a minimum thickness of 12 inches with structural fill which is free of any organic materials. Imported structural fill will likely be necessary for use as structural fill in the building areas. The workability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing U.S. Standard No. 200 sieve) increases, soil becomes increasingly more sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. During extended periods of dry weather, granular material containing up to about 30 percent fines should be suitable, provided it is at a suitable moisture content to achieve the required compaction. If the material is too wet when excavated or delivered to the site, it must be aerated and dried out prior to placement. During wet weather conditions, structural fill should consist of pit run granular material containing less than 5 percent fines by weight relative to the G e o E n g i n e e r s 9 Fik No. 5925-001 -37- 1130/063097 fraction passing the 3 /4-inch sieve. This material will need to be imported from a suitable borrow source. On -Site Soils Site Grade Fill. With the exception of the soil stockpile on Parcel 3, the ground surface at the site is relatively flat. The site grades are planned to be raised an average of about 3 to 6 feet. Therefore, we anticipate that excavations into the on -site soils will mostly be limited to utility trench excavations. The materials within the anticipated excavation depth for utilities consist mostly of existing site grade fill. The existing site grade fill typically consists of sand, sand with silt, silty sand, and silt with variable amounts of sand. Debris, including wood, concrete, brick, slag and railroad ties were also encountered in portions of the existing site grade fill. The silt with variable amounts of sand is extremely moisture - sensitive. In our opinion, these materials will generally not be suitable for use as structural fill. Most of the sand contains an appreciable amount of silt (fines) to be moisture - sensitive. This material, if free of deleterious materials, may be selectively used for structural fill provided that adequate compaction can be achieved. Where debris is encountered during grading or excavation, the debris must be picked out or otherwise separated from the soil prior to use as structural fill. Laboratory tests indicate that the moisture content of the existing site grade fill is typically greater than the optimum moisture content for compaction. Therefore, varying degrees of moisture conditioning (aeration) will likely be required prior to use, depending on the moisture content and silt content of the material. If construction is undertaken during periods of wet weather, it is likely that only the portion of the existing site grade fill containing minor amounts of silt will be suitable for use as structural fill. Stockpile Fill. We understand that the soil stockpile material located on the east portion of Parcel 3 will be used to raise grades to the extent possible. The soil stockpile material consists mostly of silty sand, silty gravel and silt with variable amounts of sand and gravel. Much of the stockpile material contains fine organic matter. Portions of the material contain abundant fine organic matter. Debris was also encountered in the material. The debris includes wood, concrete, brick, metal, wire, slag, drums and other items. In our opinion, the portion of the stockpile material which contains an appreciable amount of organic matter will not be suitable for use as structural fill. We recommend that this material be separated and used in landscape areas, if possible, or removed from the site. Much of the stockpile material which contains minor amounts of fine organic matter may be suitable for use as structural fill in pavement and recreation areas during extended periods of dry weather and provided that adequate compaction can be achieved. The stockpile material is moisture sensitive and even minor amounts of precipitation will make these soils unworkable. GeoEngineers 10 File No. 5925-001.37. 1130/063097 Where debris is encountered in the material, the debris must be picked out or otherwise separated from the soil prior to use as structural fill. If this is not possible, the material should not be used as structural fill. Laboratory tests indicate that the moisture content of the stockpile material is typically greater than the optimum moisture content for compaction. Therefore, varying degrees of moisture conditioning (aeration) will likely be required prior to use, depending on the moisture content and silt content of the material. Slag. Slag was encountered at a depth of about 1.5 feet in boring GB -1. Slag was also observed at the ground surface in the vicinity of boring GB -1, along the gravel road bisecting the site and on many of the driveways to the residential buildings. Slag was reported by others in borings AB -3, GCW -16 and GCW -17 and test pits AT -4, AT -5, and AT-6. Specific gravity tests on the slag suggest the material may be expansive. Additional testing is currently underway to further evaluate the expansive characteristics of the slag. The result of this testing will be presented in an addendum to this report. Slag encountered during grading should be separated to the extent possible. Where the slag is mixed with soil and cannot effectively be separated, we recommend that the mixed material be removed from building areas. We anticipate that the slag material may be used as structural fill in pavement and recreation areas where these areas will be capped with an impervious surface. We have not conducted environmental testing of the slag to determine its inherent properties or the potential affect on soil and ground water. Our recommendations on the placement of slag are based on an assumption that the slag does not pose a threat to human health or the environment if it is capped by an impervious surface. Specific recommendations for the placement of slag may need to be developed based on the results of the expansion tests described above and additional environmental study. Fill Placement and Compaction We recommend that fill placed within building foundation areas and within a depth of 2 feet of pavement subgrade areas be compacted to at least 95 percent of the maximum dry density as determined in accordance with ASTM D -1557. Structural fill placed more than 2 feet below pavement subgrade areas, including utility trench backfill, should be compacted to at least 90 percent of the same standard. Fill placed outside of foundation and pavement areas should be compacted to at least 90 percent of the maximum dry density. Structural fill should be mechanically compacted to a firm and nonyielding condition. Structural fill to be compacted by heavy equipment should be placed in horizontal lifts which are 10 inches or less in loose thickness. Loose lifts should not be thicker than 6 inches when lighter hand - operated equipment is used. Each lift should be uniformly compacted as recommended before placing additional lifts of fill. G e o E o g i o c e r s 11 File No. 5925-001 -37. 1130/063097 We recommend that the appropriate lift thickness, and the adequacy of subgrade preparation and structural fill compaction be evaluated by a field representative from our firm during construction. A sufficient number of in -place density tests should be performed as the fill is being placed to evaluate whether the required compaction is being achieved. Temporary Cut Slopes Temporary cut slopes are anticipated for construction of underground utilities, removal of existing foundations and utilities associated with structures to be demolished and possibly for construction of retaining walls. Temporary cut slopes and shoring must comply with the provisions of Title 296 WAC, Part N, "Excavation, Trenching and Shoring." The contractor performing the work must have the primary responsibility for protection of workmen and adjacent improvements, deciding whether or not to use shoring, and for establishing the safe inclination for open -cut slopes. Temporary unsupported cut slopes more than 4 feet high may be inclined at 1111:1 V or flatter within the existing fill soils or new structural fill. Flatter slopes may be necessary if seepage is present on the cut face. Some sloughing and ravelling of the cut slopes should be expected. Temporary covering with heavy plastic sheeting should be used to protect these slopes during periods of wet weather. If temporary cut slopes experience excessive sloughing or ravelling during construction, it may become necessary to modify the cut slopes to maintain safe working conditions and protect adjacent facilities or structures. Slopes experiencing excessive sloughing or ravelling can be flattened, regraded to add intermediate slope benches, or additional dewatering can be provided if the poor slope performance is related to ground water seepage. Permanent Slopes We recommend that permanent cut and fill slopes be inclined no steeper than 2H: 1V. To achieve uniform compaction, we recommend that fill slopes be overbuilt slightly and subsequently cut back to expose well compacted fill. Flatter cut slopes may be necessary in areas where persistent ground water seepage is encountered and/or where the slope may be subject to submergence such as the sidewalls of storm detention ponds. To minimize erosion, newly constructed slopes should be planted or hydroseeded shortly after completion of grading. Until the vegetation is established, some sloughing and raveling of the slopes should be expected. This may require localized repairs and reseeding. Temporary covering, such as clear heavy plastic sheeting, jute fabric, loose straw or excelsior matting should be used to protect unvegetated slopes during periods of rainfall. GeoEngineers 12 File No. 5925-001.37.11301063097 Increase in Site Grade (feet) Estimated Settlement (inches) Parcel I Parcel 3 2 0.5 2.0 5 1.0 3.5 10 2.0 5.5 SETTLEMENT CONSIDERATIONS General The existing site grade fill is relatively loose /soft and the alluvial silt deposits beneath the fill are compressible. The placement of fill above existing site grades and the imposition of building loads will cause consolidation and settlement of these soils. Ground settlement resulting from the raising of site grades will depend, in part, on the thickness of fill placed and the variability in the compressibility and thickness of the existing site grade fill and alluvial silt deposits. Because soft alluvial silt deposits were not encountered on Parcel 1, we expect the settlement on Parcel 1 will generally be less compared to Parcel 3. The estimated settlement for various increases in site grades is presented below. Estimating the magnitude of settlement based on field and laboratory data is not a precise procedure. Under reasonably good conditions the magnitude of settlement can often be estimated within an order of accuracy of' about plus or minus 25 percent of the actual settlement. Accordingly, the values presented above should only be considered accurate to within these tolerances. The majority of this settlement is expected to occur within about one to three weeks. Foundation installation should not be undertaken until settlement from the placement of site grade fill and/or preload fill is essentially complete and verified by settlement monitoring data. Parcel '! We have evaluated the potential settlement of shallow isolated column footings for the restaurant building. Our analyses indicate that settlement of isolated column footings will be less than about 3/4 inch, based on a design column load of 70 kips. Settlement resulting from a floor load of 200 pounds per square foot (psf) may be on the order of 1/2 inch. Therefore, we expect the restaurant building may be supported on shallow foundations without major ground improvement such as preloading. However, because the restaurant building will be underlain by potentially liquefiable soils and will be in relative close proximity to the bank of the Green River, the building will be subject to additional settlement during a moderate to strong earthquake. This is discussed in more detail in the "Seismicity" section of this report. G e o E o g i n e e r s 13 File No, 5925-001.37.1130 /063097 Parcel 3 We have evaluated the potential settlement of shallow isolated column footings for the Family Fun Center building. Our analyses indicate that without preloading, settlements on order of 2 and 2% inches could occur below isolated column footings, based on a design column load of 180 and 280 kips, respectively. Settlement resulting from a floor load of 200 psf could be as much as 1 inch. We also expect that differential settlement may approach the total settlement because of the variability in the compressibility and thickness of the existing site grade fill and alluvial silt deposits, and because a portion of the Family Fun Center building area has effectively been preloaded by the existing soil stockpile. In our opinion, settlements of this magnitude are likely to be detrimental to the structure. To mitigate the settlement potential, we recommend that the Family Fun Center building area either be preloaded or the building be supported on piles. PRELOAD PROGRAM General If shallow foundations will be used to support the Family Fun Center building, it will be necessary to place a preload fill over the building area to induce a major portion of the settlement that would otherwise occur when building and floor loads are applied. A preload program involves placing a temporary soil fill over the area of the proposed structure to induce a major portion of the settlement that would otherwise occur when building and floor loads are applied. Such a preload program will reduce the amount of postconstruction settlement that the structure will experience from the imposition of building loads. The preload program will also reduce potential differential settlement due to variability in the thickness and compressibility of the underlying soils. The thickness of preload fill and the area covered by the fill are evaluated on the basis of the soil properties, the foundation loads and size, the time available to accomplish the preload program and the allowable postconstruction settlement that the structure can tolerate. We evaluated a preload program for the Family Fun Center building based on a design load of 180 kips and 280 kips on interior column footings, combined dead and long -term live loads. Design floor loads of 200 psf were assumed. We also assumed that finished floor will be at Elevation 26 feet. If the design loads and grades vary from those assumed we should be given the opportunity to review the preload recommendations and provide any necessary modifications. Preload Configuration We recommend using a minimum preload height of 6 feet for building areas with column loads of 180 kips and 8 feet of preload fill for building areas with column loads of 280 kips to simulate the weight of the new structure. The preload fill should not be placed until overexcavations to remove debris from within the building area are completed, as described in a subsequent section of this report. The thickness of preload fill should be measured from the design finished floor elevation at the completion of the preload program. We estimate that up to 3 to 4 inches of settlement may occur as a result of placing the preload fill. Settlement will G e o E o g i n e e r s 14 File No. 5925-001.37.1130 /063097 also occur as a result of raising site grades, as discussed in a previous section of this report. An additional amount of preload fill should be placed to compensate for these settlements such that the recommended thickness of preload fill (6 feet or 8 feet) will need to be removed when preloading is complete. The crest of the preload fill should extend to full height for a horizontal distance of at least 5 feet beyond the perimeter of the proposed building areas. The preload surface should be crowned slightly to promote drainage of surface water. Preload Fill Material Preload fill may consist of existing material in the soil stockpile located on the east portion of Parcel 3. We recommend that material imported for preload fill consist of structural fill quality material, as described above in the "Earthwork" section of this report, so that it can be used in filling and grading other portions of the site. Use of structural fill quality material will also minimize difficulties in rehandling and compaction if the fill must be removed during inclement weather. We recommend that at least the lowest 2 feet of the preload fill consist of imported structural fill quality material which is free from any organic materials. Preload Fill Placement The preload fill should be placed after the completion of overexcavations to remove debris from within the building area and after placing structural fill to raise the building pad or adjacent site grade. We also suggest that overexcavations and placement of structural fill required below footings be completed prior to placing preload fill. We recommend that the lowest 2 feet of the preload fill be placed and compacted as structural fill, as recommended above in the "Earthwork" section of this report. The remaining preload fill need be compacted only to the extent necessary to support construction equipment. Following the preloading period, structural fill quality material can be removed from the building area and used as structural fill in other areas. We recommend that the upper 12 inches of the building pad fill be recomputed to the minimum standard described above after the preload has been removed and before the floor slab or footings are constructed. Settlement Monitoring To evaluate the magnitude and time rate of settlement of the building pad and preload fill, we recommend that settlement monitoring plates be installed prior to placing any fill in the building areas. We estimate that the preload fill will need to be left at full height a minimum of one to three weeks. If settlement monitoring data indicates that settlement is occurring at a rate greater than that estimated, the duration of preloading may be reduced appropriately. We recommend that settlement plates be placed approximately 25 feet in from each corner of the building. An example of a suitable settlement plate and a description of monitoring procedures are presented in Figure 3. Initial elevation readings of the settlement plates must be obtained when they are installed and before any fill is placed. If this is not done, the initial G e o E u s i n e e r s 15 File No. 3925-001- 37.1130/063097 C. settlement behavior of the fill pad will not be recorded and the value of the observations diminished in that the total magnitude of settlement will be unknown. This may result in a longer preload period than would otherwise be necessary. The elevations of the plates and the adjacent ground surface should be determined to within ±0.005 feet every other day during filling and once a week after completion of filling. We recommend that the readings be taken by the project civil engineer and the results forwarded to our office promptly after each reading for evaluation. The presence of the measurement rods which extend from the settlement plates through the fill will inhibit the mobility of earthmoving equipment to some extent. The contractor will have to exercise care to avoid damaging the rods. The construction documents should emphasize the importance of protecting the settlement plates and measuring rods from disturbance. FOUNDATION SUPPORT General Based on our analyses, it is our opinion that the restaurant building (Parcel 1) may be supported on shallow foundations. The Family Fun Center building (Parcel 3) may also be supported on shallow foundations provided that (1) a preload program is completed to induce a major portion of the settlement that would otherwise occur when building loads are applied, and (2) debris located within the Family Fun Center building footprint is overexcavated and replaced with structural fill. The overexcavation of debris may represent a substantial additional cost of development. Consideration may be given to moving the proposed location of the Family Fun Center building to the west of the location currently planned to avoid the areas of debris. However, we understand that this may not be possible with the current development plans. Alternatively, consideration may also be given to supporting the building on pile foundations. Recommendations for shallow foundations and pile foundations are presented below, Shallow Foundations General. The Family Fun Center building (Parcel 3) may be supported on conventional spread footings provided that the overexcavation of debris described below and the preload program described previously are completed. Spread footings for the Family Fun Center building should bear on a zone of compacted structural fill extending to a depth of at least one -half the footing width or 2 feet, whichever is greater, below bottom of footing grade. The restaurant building (Parcel 1) may also be supported on conventional spread footings. In our opinion, it will not be necessary to preload the restaurant area. Spread footings for the restaurant building should bear on a zone of compacted structural fill extending to a depth of at least 2 feet below bottom of footing grade. Additional recommendations for reducing the impact of liquefaction on the restaurant building are presented in the "Seismicity" section of this report. G e o E o g i a e e r s 16 File No. 5925-001.37.11301063097 For both the Family Fun Center building and restaurant building, the zone of compacted structural fill placed below footings should extend laterally beyond the edges of the footings a minimum distance equal to the thickness of structural fill placed. Overexcavation. Debris was encountered in a number of the explorations completed within the vicinity of the Family Fun Center building at depths below the planned finished floor elevation (Elevation 26 feet). These explorations include test pits GT -4, GT -7, GT -8 and GT -10 where debris was encountered to depths corresponding to about Elevation 22, 18.5, 23, and 17 feet, respectively. Debris was also reported by others in test pits GCT -1, GCT-4 and GCT-6 to depths corresponding to about Elevation 25, 15 and 13 feet, respectively. The debris includes concrete, brick, wood, wire, plastic pails and a 25- gallon drum. If the Family Fun Center building is supported on shallow foundations and the debris is left below the building area, extremely large total and differential settlements may result. Therefore, we recommend that the areas of debris within the Family Fun Center building be overexcavated and replaced with structural fill prior to preloading. If the Family Fun Center building is supported on piles, it will not be necessary to overexcavate the debris. The extent of debris is difficult to define. Based on the explorations, overexcavations up to about 14 feet below the existing ground surface will be required. We also anticipate that additional areas of debris, other than those identified by the explorations, are likely to be encountered. In general, we anticipate that significant overexcavation over a substantial portion of the building area may be necessary to remove the debris. Under these circumstances, we suggest performing a "mass excavation" within the areas of debris. This should allow more efficient use of equipment, make it easier to identify the extent of the area requiring overexcavation and result in a more uniform subgrade for shallow foundations. Proper removal of the debris and replacement with structural fill is essential to the performance of shallow foundations. We recommend that the overexcavation and placement of structural fill be monitored by a field representative from our firm during construction. Footing Design. Continuous strip footings should be at least 18 inches wide and isolated column footings should be at least 24 inches wide. Exterior footings should be founded at least 18 inches below the lowest adjacent finished grade. Interior footings should be at least 12 inches below the adjacent finished floor grade. Based on available published information and our experience in the area, these recommended footing embedment depths are below depths affected by average frost penetration for this area. An allowable bearing pressure of 2,500 psf may be used for footings designed in accordance with the above recommendations. This recommended bearing pressure applies to the sum of all dead and long -term live loads, excluding the weight of the footings and any overlying backfill. This value may be increased by one -third when considering short -term live loads such as wind or seismic forces. GeoEn£iaeers 17 File No. 5925-001.37.1130 /063097 We recommend that all prepared footing excavations be observed by a representative from our firm prior to placing structural fill for footing support to confirm that subsurface conditions are as expected. We also recommend that the prepared footing subgrades be observed by a representative from our firm prior to placing reinforcing steel and structural concrete to confirm that the bearing surface has been prepared in a manner consistent with our recommendations. Lateral Resistance. Lateral loads may be resisted by passive resistance on the sides of the footings and by friction on the base of the footings and slabs. Passive resistance may be evaluated using an equivalent fluid density of 300 pounds per cubic foot (pcf) provided that the footings are surrounded by undisturbed existing soil or structural fill, compacted to at least 95 percent of the maximum dry density (ASTM D -1557) and extending laterally a distance of at least twice the depth of the footing. Passive resistance should be calculated from the bottom of the adjacent floor slabs, or at a depth of 1 foot below the ground surface if the adjacent area is unpaved. Frictional resistance of footings and slabs may be evaluated using 0.35 for the coefficient of base friction. The above values incorporate a factor of safety of about 1.5. Settlement. For the Family Fun Center building, we estimate that postconstruction settlement of footings supported as recommended on preloaded ground will be less than 1 inch for the column loads assumed. Maximum differential settlement should be less than about 3/4 inch measured along 50 feet of continuous wall footing or between adjacent, comparably loaded column footings. For the restaurant building, we estimate that post construction settlement of footings supported as recommended will be less than about 3/4 inch. Maximum differential settlement should be less than about 1/2 inch measured along 50 feet of continuous wall footing or between adjacent, comparably loaded column footings. Pile Foundations General. Pile foundations may also be considered for support of either of the buildings. We anticipate that 14 -inch- diameter augercast piles will be appropriate. Alternative pile diameters and pile types, such as driven steel, concrete and timer piles may also be considered but may not be as economical given the anticipated loads. Axial Pile Capacities. Pile capacity in compression will be developed primarily from friction and end - bearing in the medium dense to dense alluvial sand deposits underlying the fill and silt deposits. Piles should be designed to extend through the fill and silt deposits and be embedded in the medium dense to dense alluvial sand deposits. We recommend that piles penetrate at least 20 feet into this bearing layer. This generally corresponds to a pile tip elevation of about -25 feet. Based on our analysis, 14-inch- diameter augercast piles may be designed for an allowable downward capacity of 50 tons for the embedment depth described above. An c e o E n s i n e e r s 18 File No. 5925-001.37- 1130/063097 cap. allowable uplift capacity of 20 tons may be used. These values are based on the strength of the supporting soils and include a factor of safety of about 2.5 and may be increased by one -third when considering design loads of short duration such as wind or seismic forces. The allowable capacities presented above apply to single piles. If piles within groups are spaced at least 3 -pile- diameters on center, no reduction for pile group action is required. We should be consulted for an appropriate pile reduction factor if closer pile spacing is desired. We recommend that a minimum of two piles be installed to support each major building column. The characteristics of pile materials and structural connections might impose limitations on pile capacities and should be evaluated by your structural engineer. Full length steel reinforcing will be required to develop the full uplift capacity. Pile Downdrag. Pile downdrag forces occur when soils surrounding a pile settle relative to the pile, thus interacting with and adding load to the pile. Fill placed to raise site grades will result in settlement of the underlying soils. Therefore, pile downdrag forces can be expected if pile installation is undertaken prior to or shortly following the placement of site grade fill. We recommend that the placement of site grade fill be undertaken sufficiently in advance of pile installations (i.e., several weeks) such that the settlement resulting from the placement of site grade fill will be essentially complete prior to pile installation. If this is not possible, we should be consulted to provide appropriate downdrag loads which will act on the piles. Lateral Pile Capacity. The lateral load resisted by a vertical pile is a function of the soils surrounding the pile, the length and stiffness of the pile, the degree of fixity at the pile head, and the magnitude of deflection that can be tolerated by the structure. We recommend an allowable lateral pile capacity of 6 tons for 14-inch diameter augercast piles. This value applies to single piles and is based on a deflection of 1/2 inch at the pile head which is assumed to be fixed against rotation. The corresponding maximum bending moment for this lateral load and deflection is about 60,000 foot - pounds. We recommend that reinforcing sufficient to resist these bending moments be installed to a depth of at least 25 feet (point of fixity) below the bottom of the pile If piles within groups are spaced at least six pile diameters, center -to- center, no reduction for pile group action is necessary. We should be consulted for an appropriate group reduction factor if closer pile spacings are desired. Pile Settlements. We estimate that the settlement of augercast piles designed and installed as recommended will be approximately 1/2 inch or less, excluding elastic compression of the pile. Most of this settlement is expected to occur rapidly as loads are applied. Postconstruction differential settlement between adjacent pile- supported columns is expected to be less than 1/2 inch. G e o E n g i n e e r$ 19 File No. 5925-001.374130 /063097 G e o Ens i n t e r i Pile Installation Considerations. We recommend that augercast piles be installed by an experienced contractor to the recommended penetration using a continuous -flight hollow -stem auger. The presence of debris in the fill may obstruct the installation of piles. The contractor should be prepared to utilize drilling methods which will penetrate through obstructions where encountered. If it is not possible to penetrate through the debris, it may be necessary to alter the location of individual piles. The pile is formed by pumping grout under pressure through the hollow stem as the auger is withdrawn. Reinforcing steel for bending and uplift loads is placed in the fresh grout column immediately after withdrawal of the auger. A centering device should be used to accurately center the reinforcing cage within the grout - filled hole. We recommend that a waiting period of at least 12 hours be maintained between installation of piles spaced closer than 6 feet center -to- center in order to avoid disturbance of fresh grout in a previously cast pile. We also recommend that a minimum 3,000 pounds per square inch (psi) grout strength be used for augercast piles. Grout pumps must be fitted with a volume- measuring device and pressure gauge so that the volume of grout placed in each pile and the pressure head maintained during pumping can be determined. A minimum grout line pressure of 100 psi should be maintained. The rate of auger withdrawal should be controlled during grouting such that the volume of grout pumped is equal to at least 115 percent of the theoretical hole volume. A minimum head of 10 feet of grout should be maintained above the auger tip during withdrawal of the auger to maintain a full column of grout and prevent hole collapse. We recommend that pile installation be monitored by a member of our staff who will observe the drilling operations, record indicated penetrations into the supporting soils, monitor grout injection procedures, record the volume of grout placed in each pile relative to the calculated volume of the hole, and evaluate the adequacy of individual pile penetrations. FLOOR SLAB SUPPORT In our opinion, the restaurant floor slab may be supported on- grade. The Family Fun Center floor slab may also be supported on -grade provided that the preload program and • overexcavation of debris located within the building footprint described previously is completed prior to construction. Alternatively, the Family Fun Center floor slab should be pile - supported. On -grade slab subgrade areas should be prepared as described in the previous sections of this report. We recommend that on-grade floor slabs be underlain by a minimum thickness of 12 inches of structural fill. This structural fill should consist of free - draining sand and gravel with less than 5 percent fines and be free of any organic materials. The top 6 inches should be 3 /4-inch minus material. A vapor retarder is recommended in areas where moisture in the slab cannot be tolerated such as areas that will have vinyl, tile or carpeted finishes. The vapor retarder should consist of a layer of polyethylene sheeting overlaid by 2 inches of fine sand containing less than 3 percent fines. 20 File No. 5925-001. 37.1130/063097 Settlement of on -grade floor slabs will depend on the duration and distribution of loading. For both the Family Fun Center and restaurant buildings, we estimate that settlement of on -grade floor slabs will be less than 1/2 inch based on design floor load of 200 psf. Building footings may be subject to the settlements induced by floor loads in addition to settlements due to footing loads since the footings will lie above the compressible soils. It is possible that differential settlement of interior columns could occur because of variations in floor loads. Differential settlements could affect the roof drainage gradient. The potential for differential settlement between columns should be taken into consideration in design. RETAINING WALLS Design Parameters We understand that a portion of the lowest level of the Family Fun Center building may be below the adjacent parking grade. The proposed structures may also include dock -high walls at truck loading areas. These walls should be designed as retaining walls. We recommend that retaining walls be designed for lateral pressures based on an equivalent fluid density of 35 pcf. If the tops of the walls will be structurally restrained, the walls should be designed for lateral pressures based on an equivalent fluid density of 55 pcf. Walls are assumed to be restrained if the top movement during backfilling is less than H/1000, where H is the height of the wall. Surcharge effects from equipment, traffic or floor loads should be considered where appropriate. Backdrainage The wall pressures presented above assume the walls are fully backdrained and hydrostatic pressures are prevented from building up behind the walls. This may be accomplished by placing a 24-inch -wide zone of free- draining sand and gravel containing less than 5 percent fines against the back of the walls. A 4-inch-diameter perforated heavy wall collector pipe should be installed within the free - draining material at the base of the wall. The pipe should be laid with a minimum slope of one percent and discharge into the stormwater collection system to convey the water off site. We recommend against discharging roof downspouts into the perforated pipe providing wall backdrainage. Alternatively, outside walls can be provided with weep holes to discharge water from the free - draining material. The weep holes should be 3 -inch diameter, and spaced about every 6 feet center -to- center along the base of the walls. The weep holes should be backed with galvanized heavy wire mesh to prevent loss of the backfill material. Construction Considerations Measures should be taken to prevent overcompaction of the backfill behind the wall. This can be accomplished by placing the zone of backfill located within 5 feet of the wall in lifts not exceeding 6 inches in loose thickness and compacting this zone with hand- operated equipment such as a vibrating plate compactor. In settlement- sensitive areas (e.g., beneath on -grade slabs), the upper 2 feet of backfill for retaining walls should be compacted to at least 95 percent of the maximum dry density G e o E o g i o e ere 21 F le No. 3925401 -37. 1130/063097 determined in accordance with ASTM D -1557. At other locations and below a depth of 2 feet, wall backfill should be compacted to between 90 and 92 percent of ASTM D -1557. PAVEMENT RECOMMENDATIONS Asphalt Concrete Pavements We recommend that the pavement subgrade be prepared in accordance with the previously described recommendations in "Earthwork" section of this report. The prepared subgrade should be evaluated by proofrolling with a grader or fully - loaded dump truck during dry weather or by probing during wet weather. Soft or loose areas that are disclosed during the evaluation should be recompacted, if practical, or the materials should be excavated to firm soils and replaced with compacted structural fill. We recommend that a qualified geotechnical engineer be present during the evaluation to aid in identifying any areas which may need additional compaction or other remedial work. We recommend that pavement areas be underlain by a minimum thickness of 12 inches of structural fill which is essentially free of organic materials. We recommend a minimum pavement section of at least 2 inches of asphalt concrete over a minimum of 4 inches of densely compacted crushed surfacing for pavement areas limited to passenger vehicle parking and traffic and for the go-cart area. We 'recommend a minimum pavement section of at least 3 inches of asphalt concrete over at least 6 inches of densely compacted crushed surfacing for road access areas and truck traffic areas within the parking lot area. The applicability of this pavement section is based on our recommendation that the subgrade preparation and pavement construction be done during a period of extended dry weather. We recommend that the asphalt concrete consist of Class A or B asphalt concrete as specified in the 1996 Washington Department of Transportation Standard Specifications for Road, Bridge and Municipal Construction. The crushed surfacing should conform to Section 9 -03.9(3) of the 1996 WSDOT Specifications. PCC Pavements We expect that portland cement concrete (PCC) pavements may be used in the recreation areas such as the miniature golf course. PCC pavement should be underlain by a minimum thickness of 12 inches of structural fill which is essentially free of organic materials. We recommend that the upper 2 inches of the structural fill consist of crushed surfacing, conforming to Section 9 -03.9(3) of the 1996 WSDOT Specifications, to provide uniform support and a working surface. PCC pavements may be designed using a value of 100 pounds per cubic inch (pci) for the modulus of subgrade reaction. G e o E o s i n e e r s 22 Filt No. 5925001.37.1130 /063097 DRAINAGE CONSIDERATIONS Temporary Drainage We recommend that measures be implemented to remove surface water from proposed grading areas prior to the start of grading. Surface water runoff in graded areas should be controlled by careful control of grading to maintain positive gradients, strategic location of berms to divert flow to drainage swales and collection basins, as appropriate. We expect that zones of seepage from perched water in the fill soil may be encountered during grading, foundation installation and excavations. We anticipate that this water can be temporarily controlled during construction by ditching and pumping from sumps, as necessary. Permanent Drainage We recommend that all surfaces be sloped to drain away from the proposed building areas. Pavement surfaces and open space areas should be sloped such that surface water runoff is collected and routed to suitable discharge points. We recommend that the perimeter footings be constructed with drains. The drains should consist of perforated pipe a minimum of 4 inches in diameter enveloped within a minimum thickness of 4 inches of washed gravel drain rock. A nonwoven geotextile fabric such as Mirafi 140N, Polyfelt TS600 or Trevira 1112 should be placed between the drain rock and the existing soils to prevent movement of fines into the drainage material. All roof drains and footing drains should be connected to tightlines that discharge into the storm sewer disposal system. The roof drain pipes should be kept separate from the footing drain pipes. SEISMICITY General The Puget Sound area is a seismically active region and has experienced thousands of earthquakes in historical time. Seismicity in this region is attributed primarily to the interaction between the Pacific, Juan de Fuca and North American plates. The Juan de Fuca plate is subducting beneath the North American Plate. Each year 1,000 to 2,000 earthquakes occur in Oregon and Washington. However, only 5 to 20 of these are typically felt because the majority of recorded earthquakes are smaller than Richter magnitude 3. In recent years two large earthquakes occurred which resulted in some liquefaction in loose alluvial deposits and significant damage to some structures. The first earthquake, which was centered in the Olympia area, occurred in 1949 with a Richter magnitude of 7.1. The second earthquake, which occurred in 1965, was centered between Seattle and Tacoma and had a Richter magnitude of 6.5. G e o E o g i u e e r e 23 File No. 5925-001.37- 1130/063097 Uniform Building Code (UBC) Site Coefficients The Puget Sound region is designated as a Seismic Zone 3 in the 1994 edition of the Uniform Building Code (UBC). For Zone 3 locations, a Seismic Zone Factor (Z) of 0.30 is applicable based on UBC Table 23 -I. In our opinion, the soil profile at the site is best characterized as Type S2, based on UBC Table 23-J. The Site Coefficient (S Factor) for this soil profile type is 1.2. . Design Earthquake Levels The key seismic design parameters are the peak acceleration and the Richter magnitude of the earthquake. In general, a design earthquake is chosen based on a probability of exceedence (the probability that the design earthquake will not be exceeded over a given time period). The level of seismicity recommended in the 1994 edition of the UBC for human occupancy buildings is an earthquake with a 10 percent probability of ' exceedence in a 50 -year period. The design earthquake event which corresponds to this probability of exceedence is an earthquake with a Richter magnitude of 7.5 and a peak horizontal ground acceleration of approximately 0.3g. Liquefaction Potential Liquefaction is a condition where soils experience a rapid loss of internal strength as a consequence of strong ground shaking. Ground settlement, lateral spreading and/or sand boils may result from soil liquefaction. Structures supported on liquefied soils can suffer foundation settlement or lateral movement that may be severely damaging to the structures. Conditions favorable to liquefaction occur in loose to medium dense, clean to moderately silty sand, that is below the ground water level. Loose to medium dense sand below ground water is present at the site. Therefore, we performed an engineering evaluation of the liquefaction potential of the site soils. The evaluation of liquefaction potential is dependent on numerous parameters including soil type and grain size distribution, soil density, depth to ground water, in -situ static ground stresses, and the earthquake induced ground stresses. Typically, the liquefaction potential of a site is evaluated by comparing the cyclic shear stress ratio induced by an earthquake with the cyclic shear stress ratio required to cause liquefaction. The cyclic shear stress ratio required to cause liquefaction was estimated using an empirical procedure based on the in -situ static ground stresses, the blow count data obtained during sampling in the borings, and the design earthquake magnitude. To evaluate potential liquefaction at this site, we evaluated the earthquake induced cyclic shear stress ratio using the design earthquake event presented above. The results of our analyses indicate that the loose to medium dense sand below the ground water level has a moderate to high potential for liquefaction during an earthquake with a Richter magnitude of 7.5 or greater. G e o E n g i o e ere 24 File No. 5925401.374130/063097 Ground Settlement Because of the presence of potentially liquefiable soils at the site, ground settlement may be expected if liquefaction occurs. The potential ground settlement caused by liquefaction will vary depending on the actual levels of ground shaking, the duration of shaking, and site - specific soil conditions. We estimate that total liquefaction induced ground settlements may be on the order of 8 inches on Parcel 1 and on the order of 1 to 4 inches on Parcel 3. We estimate that differential settlements may be on the order of one -half of the total settlement because of the presence of an approximate 20 -foot thick zone of non - liquefiable soils at the ground surface. Lateral Spreading Lateral spreading involves lateral displacements of large volumes of liquefied soil. Lateral spreading can occur on near -level ground as blocks of surface soils displace relative to adjacent blocks. Lateral spreading also occurs as blocks of surface soils are displaced toward a nearby slope (free face) by movement of the underlying liquefied soil. The bank of the Green River represents a free face condition for this site. Therefore, the topography of the site and underlying soil conditions indicate that lateral spreading is a possibility at the site. We have used two simple models to predict free -field ground displacements which might be associated with lateral spreading at the site. Free -field ground displacements are those that are not impeded by structural resistance, ground modification, or a natural boundary. The first model is based on a single- degree -of- freedom system that incorporates the residual strength of the liquefied deposits. The primary parameters used in the analysis are the residual strength and limiting strain of the liquefied soil, the thickness of the liquefied zone and the slope angle measured between the structure and the toe of the free face (i.e., Green River). The residual shear strength and limiting shear strain of the liquefied soils were estimated using an empirical relationship that is based on the blow count data obtained from the explorations. The second model is an empirical model that incorporates earthquake, geological, topographical and soil factors that affect ground displacement. The model was developed from compiled data collected at sites where lateral spreading was observed. The key parameters are the Richter magnitude, the horizontal ground acceleration, the thickness of the liquefied zone, the grain size distribution of the liquefied deposit, and the ratio of the free face height to the distance between the structure and the toe of the free face. The results of our analysis indicate that lateral spreads may develop in the loose to medium dense sand below the site during an earthquake with a Richter magnitude of 7.5 or greater. We estimate that free -field lateral displacements at the proposed restaurant building may be on the order 10 feet or more. We estimate that free -field lateral displacements at the proposed Family Fun Center building may be on the order of 4 to 6 feet. Conclusions and Recommendations Regarding Seismicity The potential for liquefaction and lateral spreading at the site is moderate to high during an earthquake event with a Richter magnitude of 7.5 and a peak horizontal ground acceleration G e o E n g i n e e r s 25 File No. 5925-001.37- 1130/063097 of approximately 0.3g. Liquefaction and lateral spreading may result in structural damage to the buildings. Several mitigation techniques are available to reduce the potential for structural damage. These measures should be given consideration in the design of the buildings. However, it should be noted that these measures will not mitigate all of the potential liquefaction and lateral spreading damages and do not preclude damage to the building resulting from other earthquake characteristics, such as inertial forces during severe ground shaking. Several measures are available to reduce differential settlements below footings and floor slabs caused by liquefaction at depth and to reduce damage to the building resulting from liquefaction and lateral spreading. One alternative is to support the footings and floor slab on several feet of clean crushed rock placed over a strong geotextile. The crushed rock pad and geotextile provides a more rigid base for the foundations and thus reduces the effects of differential settlement. It also allows pore water pressures from the lower soil units to dissipate in the zone of crushed rock thus reducing the potential for loss of strength of the near - surface soils. A second alternative is to structurally connect the individual column footings and continuous footings using grade beams or a continuous mat foundation. This will also further increase the rigidity of the foundation system for the building. This option is particularly recommended for the restaurant building where relatively large liquefaction induced ground settlement may be expected. Placement of a crushed rock pad and/or use of grade beams or mat foundation as recommended should reduce the effects of liquefaction settlement on the building and provide increased rigidity to the foundation system to reduce the damage associated with lateral spreading. However, differential ground settlement and lateral displacements will likely still occur during a design level earthquake and some damage to the floor slabs and/or structure should be expected. A third alternative is to support the building foundations and floor slabs on deep foundations. This will significantly reduce the amount of differential settlement and to some extent lateral spreading. At the restaurant site, piles may not significantly reduce lateral spreading unless a significant number of closely spaced piles are used. If the potential for seismically induced structural damage is unacceptable, ground improvement techniques such as stone columns or soil densification can be implemented to alter the susceptibility of the underlying soils to liquefaction. We are available to assist in the evaluation of these options further. OTHER CONSIDERATIONS Methane Gas Collection Borings GB -1 and GB -2 were monitored for methane gas using with a combustible gas indicator. Combustible vapors, presumed to be methane, were measured at concentrations of up to 1 percent, which is the upper level of significance of the equipment used, in boring GB -1. Combustible gas vapors were not detected in boring GB -2. Combustible gas concentrations in the range of 2.5 to 5 percent were reported in borings completed by others. The potential for 0 eoEogiocer$ 26 Fde No. 5925401 -37. 11301063097 accumulation of methane gas should be evaluated further during the Phase II Environmental Site Assessment. Adequate ventilation is the key to preventing buildup of methane to potentially explosive or dangerous concentrations. A venting system to mitigate this potential beneath floor slabs and buildings may be appropriate. A passive system for venting methane gas could consist of perforated PVC pipe embedded in washed rock placed below the floor slabs and vented to the exterior of the building. Active ventilation systems may also be appropriate. Confined spaces below grade (e.g., vaults) may also require ventilation passively or actively. Soil Corrosivity No soil samples were tested for resistivity as an indicator of corrosivity. The fill soils on the site may be considered mildly to moderately corrosive to uncoated steel and concrete. In our opinion, no special treatment need be made to the concrete. Buried, unprotected steel pipes should likely have a greater wall thickness than typically used. Coating or cathodic protection is likely not considered necessary for unprotected steel pipes; however, use of a greater than typical wall thickness or polyethylene encasement of steel pipes may be appropriate. LIMITATIONS We have prepared this report for use by Family Fun Centers, Mulvanny Partnership Architects and other members of the design team for use in the design of a portion of this project. We have relied on information provided in the reports listed under the "Previous Studies" section of this report in forming some of our conclusions and recommendations. The conclusions and recommendations in this report should be applied in their entirety. The data and report should be provided to prospective contractors for bidding or estimating purposes; but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. If there are any changes in the grades, location, configuration or type of construction planned, the conclusions and recommendations presented in this report might not be fully applicable. If such changes are made, we should be engaged to review our conclusions and recommendations and to provide written modification or verification, as appropriate. When the design is finalized, we recommend that we be engaged to review those portions of the specifications and drawings that relate to geotechnical considerations to see that our recommendations have been interpreted and implemented as intended. There are possible variations in subsurface conditions between the locations of explorations and also with time. Some contingency for unanticipated conditions should be included in the project budget and schedule. Unanticipated conditions may include, but are not limited to, encountering petroleum- contaminated soil associated with previous site activities. We strongly recommend that sufficient monitoring, testing and consultation be provided by our firm during construction to (1) determine if the conditions encountered are consistent with those indicated by the explorations, (2) provide recommendations for design changes should the conditions revealed G e o E n g i n e e r s 27 File No. 5925-001 -37. 1130/063097 I EXPInES '7..2 . . 1 DJM:MSR:wl Document ID: P:t5923001.R d uring the work differ from those anticipated, and (3) evaluate whether or not earthwork and f oundation installation activities comply with the contract plans and specifications. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood. W e. trust this provides the information you require at this time. We appreciate , the oppo rtunity to be of service to you on this. project. Please contact us should you have any qu estions concerning our findings or recommendations, or should you require additional information. Respectfully submitted, GeoEngineers, Inc. z T:� o: r .�i Douglas J. Morgan Project Engineer later) / Mary . S. Rutherford, P.E. Associate O e o E a g i n c c r s File No. 3923-001.37.1130 /063097 MI en N tD N. r7 1 0 0 t Mt 0 Geo COEngineers 2000• 4000 1 SCALE IN FEET M Sr t sr 1 VICINITY MAP FIGURE 1 R eproduced with permission granted by THOMAS BROS. MAPS. This map is copyrighted by THOMAS BROS. MAPS. It is unlawful to copy or reproduce all or any port thereof, whether for personal use or resole, without permission. r, Cot IA N 0 x a EXPLANATION: GB -1 4 BORING COMPLETED BY GEOEI (CURRENT STUDY) GT -1 f TEST PIT COMPLETED BY GEO; (CURRENT STUDY) GCB-18 + BORING COMPLETED BY GEOT (STUDY DATED JANUARY 24, GCW -14 0 MONITORING WELL COMPLETED " (STUDY DATED JANUARY 24, 1 OCT -1 # TEST PIT COMPLETED BY GEO' `■( GT -11 (STUDY DATED JANUARY 24, 1 AB -2 + BORING COMPLETED BY APPUI (STUDY DATED APRIL 26, 198�ryr AT -4 -' TEST PIT COMPLETED BY APR `��., (STUDY DATED APRIL 26, 1981 j / f , j . •t. S44 R g- N \. 8 ! 41, • 0 100 SCALE IN FEET 200 Reference: Drawing entitled "Concept Site PI provided by Mulvonny Partnership doted June 17, 1997. am approximate. SITE PLAN FIGURE 2 SR . 11 Existing Ground Surface Measurement Rod, 1/2 -inch- diameter Pipe or Rebar Geo `r En ' eers B. (Not to Scale) Sand Pad, if Necessary Casing, 2- inch - diameter Pipe (set on plate, not fastened) Coupling Welded to Plate Settlement Plate, 16'x16 °x1/4 NOTES: 1. Install settlement plates on firm ground or on sand pads if needed for stability. Take initial reading on top of rod and at adjacent ground level prior to placement of any fill. 2. For ease in handling, rod and casing are usually installed in 5 -foot sections. As fill progresses, couplings are used to install additional lengths. Continuity is maintained by reading the top of the measurement rod, then immediately adding the new section and reading the top of the added rod. Both readings are recorded. 3. Record the elevation of the top of the measurement rod at the recommended time intervals. Record tho elevation of the adjacent fill surface every time a measurement is taken. 4. Record the elevation of the top of the measurement rod to the nearest 0.01 foot, or 0.005 foot, if possible. Record the fill elevation to the nearest 0.1 foot. 5. The elevations should be referenced to a temporary benchmark located on stable ground at least 100 feet from the area being filled. SETTLEMENT PLATE DETAIL FIGURE 3 • G e o E n g i n e e r e APPENDIX A FIELD EXPLORATIONS AND GEOTECHNICAL LABORATORY TESTING FIELD EXPLORATION Subsurface conditions at the site were explored during the period of June 16. 1997 to June 17, 1997. Two borings designated GB -1 and GB -2 were drilled at the proposed location of the Family Fun Center building and restaurant building, respectively. The borings were drilled to depths ranging from about 44 to 49 feet below the existing ground surface using truck - mounted hollow -stem auger drilling equipment. Twelve test pits designated GT -1 through GT -12 were excavated on Parcel 3 using a rubber -tired backhoe. The test pits were excavated to depths ranging from about 8.5 to 13.5 feet below the existing ground surface. The locations of the explorations were determined in the field by taping distances from existing site features. Ground surface elevations indicated on the exploration logs are based on interpretation of topographic data provided by Mulvanny Partnership relative to the exploration locations. Locations of the explorations are shown on the Site Plan, Figure 2. A geotechnical engineer or engineering geologist from our firm continuously observed the drilling and test pit excavations, prepared a detail log of the borings and test pits, and visually classified the soils encountered. Representative soil samples were obtained from the borings using a 2.4- inch -ID, split- barrel sampler driven into the soil using a 300 -pound hammer falling approximately 30 inches. The number of blows required to drive the sampler the final 12 inches is recorded on the boring logs. Where hard driving conditions restricted penetration of the sampler to less than 18 inches, the blows are shown for the actual penetration distance. Grab samples were collected from the various soil horizons encountered in the test pits. The exploration logs are based on our interpretation of the field and laboratory data and indicate the various types of soils encountered. They also indicate the depths at which these soils or their characteristics change, although the change might actually be gradual. If a change occurred between samples in the borings, it was interpreted. Soils were classified in general accordance with the classification system presented in Figure A -1. A key to the boring log symbols is presented in Figure A -2. Logs of the borings are presented in Figures A -3 and A-4. Logs of the test pits are presented in Figures A -5 through A -10. GEOTECHNICAL LABORATORY TESTING Soil samples obtained from the explorations were transported to our laboratory and examined to confirm or modify field classifications. Representative samples were selected for geotechnical laboratory testing including moisture content and dry density determinations, specific gravity tests and consolidation tests. A - 1 File No. 5925-001.37. 11301063097 Geo Engineers A - 2 File No, 59254301-37-1130/063097 SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS COARSE GRAINED SOILS More Than 50% Retained on No. 200 Sieve FINE GRAINED SOILS More Than 50% Passes No. 200 Sieve GRAVEL More Than 50% of Coarse Fraction Retained on No. 4 Sieve SAND More Than 50% of Coarse Fraction Passes No. 4 Sieve SILT AND CLAY Liquid Limit Less Than 50 SILT AND CLAY Liquid Limit 50 or More CLEAN GRAVEL GRAVEL WITH FINES CLEAN SAND SAND WITH FINES INORGANIC ORGANIC INORGANIC ORGANIC HIGHLY ORGANIC SOILS GROUP SYMBOL GW MIN GP GM GC SW SP SM SC ML CL OL MH CH OH PT GROUP NAME WELL -GRADED GRAVEL. FINE TO COARSE GRAVEL POORLY -GRADED GRAVEL SILTY GRAVEL CLAYEY GRAVEL WELL - GRADED SAND, FINE TO COARSE SAND POORLY -GRADED SAND SILTY SAND CLAYEY SAND SILT CLAY ORGANIC SILT, ORGANIC CLAY SILT OF HIGH PLASTICITY, ELASTIC SILT CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC CLAY, ORGANIC SILT PEAT NOTES: 1. Field classification is based on visual examination of soil in general accordance with ASTM D2488.90. 2. Soil classification using laboratory tests is based on ASTM 132487 -90. 3. Descriptions of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, and /or test data. SOIL MOISTURE MODIFIERS: Dry - Absence of moisture, dusty, dry to the touch Moist - Wet - Visible free water or saturated, usually soil is obtained from below water table Damp, but no visible water A. Ge$ En ' eers SOIL CLASSIFICATION SYSTEM FIGURE A -1 LABORATORY TESTS AL Atterberg Limits CP Compaction CS DS GS %F HA SK SM MD SP TX UC CA Consolidation Direct shear Grain size Percent fines Hydrometer Analysis Permeability Moisture Content Moisture and density Swelling pressure Triaxial compression Unconfined compression Chemical analysis BLOW COUNT /SAMPLE DATA Blows required to drive a 2.4 -inch I.D. — split-barrel sampler 12 inches or other indicated distances using a 300 -pound hammer falling 30 inches. Blows required to drive a 1.5 -inch I.D. — (SPT) split - barrel sampler 12 inches or other indicated distances using a 140 -pound hammer falling 30 inches. "P" indicates sampler pushed with weight of hammer or against weight of drill rig. Geo Engineers SOIL GRAPH: SM Soil Group Symbol (See Note 2) Distinct Contact Between Soil Strata Gradual or Approximate Location of Change Between Soil Strata Water Level Bottom of Boring 22 • Location of relatively undisturbed sample 12 ® Location of disturbed sample 17 0 Location of sampling attempt with no recovery 10 Location of sample obtained in general accordance with Standard Penetration Test (ASTM D -15B6) procedures 28 m Location of SPT sampling attempt with no recovery I Location of grab sample NOTES: 1. The reader must refer to the discussion in the report text, the Key to Boring Log Symbols and the exploration logs for a proper understanding of subsurface conditions. 2. Soil classification system is summarized in Figure A -1. KEY TO BORING LOG SYMBOLS FIGURE A -2 GeoleEngineers LOG OF BORING FIGURE A -3 Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol 0 — 10— 15— t- - W LL z a IN 20— 25 — 30— 35 — 40 — TEST DATA MD 9 129 15 83 MD 44 78 MD 37 83 MD, 44 78 CS MD 19 105 50/4' 34 2 1 9 38 2 ■ e 0::IC GM XX 1 I ( iGM �• • ISM .. E... . .1. 1 Note: See Figure A -2 for explanation of symbols BORING GB -1 DESCRIPTION Surface Elevation (ft.): 29.0 Gray to brown silty coarse gravel with sand (dense. moist) (fill) Slag with fine to coarse sand (fill) Brown silty fine to coarse gravel with fine to coarse sand and occasional wood chips (dense. moist) (fill) Brown silty fine to medium sand with occasional gravel (dense. moist) (fill) ML Brown fine sandy silt (soft. moist) (fill) SP -SM Brown fine to medium sand with silt (very loose. moist) (fill?) ML Brown mottled fine sandy silt (very soft, moist) Becomes wet ML Gray silt with a trace of fine sand (very soft. wet) SP Black fine to medium sand (loose, wet) Becomes dense 0 5 10 15 20 25 30 35 40 BORING GB-1 (Continued) GeoCOEngineers LOG OF BORING FIGURE A-3 • Moisture Dry • Content Density Blow Lab Tests (6) (pet) Count 40— • Boring completed at 49.0 feet on 06/16/97 Perched ground water encountered at 2.0 feet during drilling • Ground water encountered at 23.0 feet during drilling 45 65 70— 75 — BO — 28 Group Samples Symbol Note: See Figure A-2 for explanation of symbols DESCRIPTION — 40 —45 50 — 55 —60 r• 65 — 70 — 75 —BO Geo SEngineers LOG OF BORING FIGURE A-4 0 — 10— 15— o w W L w 20— 25 — 30— 35 — 40— TEST DATA Moisture Dry Lab Tests ( %ntent (pct Count Samples Symbol 18 79 MD 20 108 3 3 ■ 9 ❑ 11 SP -SM ■ 29 ■ • ■ • Note: See Figure A -2 for explanation of symbols BORING GB -2 DESCRIPTION Surface Elevation (ft.): 21.0 Brown fine sand with silt (very loose. moist) (fill) SP Black fine w medium sand with a trace of silt (very loose. moist) Becomes wet Becomes loose Becomes medium dense 5 1 0 15 20 25 30 35 40 Geo Engineers LOG OF BORING FIGURE A.4 40 45— as — 75 — 80— Moisture Dry • . Content . Density Blow _ • Group (c) . (pc!) Count Samples Symbol Note: Sec Figure A-2 for explanation of symbols Boring completed at 44.0 feet on 06;16/97 Ground water encountered at 16.5 feet during drilling 40 —45 —50 55 —60 — 70 — 75 — 80 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL 0.0 - 7.0 0.0 - 1.0 1.0 -2.0 2.0 - 12.5 12.5 - 13.0 SP -SM LOG OF TEST PIT DESCRIPTION TEST PIT GT -1 Approximate ground surface elevation: 22.0 feet Brown silt with a trace of fine sand (soft, moist) (fill?) Brown silt with sand (soh, moist) (fill ?) Brown silty fine sand (loose, moist) (fill ?) Brown fine to medium sand with a trace of silt (loose, moist) Test pit completed at 12.5 feet on 06/17/97 No ground water seepage observed No caving observed • TEST PIT GT.; Approximate ground surface elevation: 20.0 feet Sod and topsoil Brown silty fine sand (loose, moist) (fill) Blown silt with a trace of fine sand (soft, moist) (fill?) Brown fine sand with silt (medium dense, wet) Test pit completed at 13.0 feet on 06 /17/97 Slow ground waxer seepage observed at 13.0 feet No caving observed Disturbed soil samples obtained at 1.0 and 3.0 feet THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. Geo Engineers LOG OF TEST PIT FIGURE A -5 DEPTH BELOW GROUND SURFACE (FEET) 0.0-5A 5.0-8A 8.0 - 13.0 SOIL GROUP CLASSIFICATION SYMBOL GM • Geo En ' eers LOG OF TEST PIT TEST PIT GT.4 DESCRIPTION LOG OF TEST PIT FIGURE A -6 TEST PIT GT-3 Approximate ground surface elevation: 20.0 feet 0.0 - 3.0 ML Brown silt with said (soft, moist) (fill) 3.0 - 8.0 SP Brown fine said with a trace of silt (loose. moist) (fill?) 8.0 - 8.5 SM Brown silty fine sand (loose. wet) 8.5 - 10.0 ML Gray silt with fine sand (medium sdti, wet) 10.0 - 13.5 SM Gray silty fine to coarse sand (loose, wet) Test pit complesd at 13.5 feet on 06/17/97 Slow ground water seepage observed at 8.0 feet Slight caving observed at 2.0 to 6.0 feet Disturbed soil samples obtained at 1.0, 2.0, 3.5. 4.5, 8.0 and 10.0 feet Approximate ground surface elevation: 35.0 fat Gray silty fine to coarse gravel with fine to coarse sand, a trace of fine organic matter and occasional 12-inch to 24 -inch concrete debris (medium dense. moist) (fill) Black and brown silty fine to medium sand with fine gravel, abundant fine organic matter and occasional 12 -inch to 24 -inch concrete debris (medium dense, moist) (fill) Gray silt with fine to medium sand. occasional fine to coarse gravel. fine organic corner and occasional 12 -inch to 24 -inch concrete debris (stiff. moist) (fill) Test pit completed at 13.0 fat on 06/17/97 No ground water seepage observed No caving observed Disoubed soil samples obtained at 2.0, 5.0 and 8.0 fat THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL 0.0.0.5 0.5.1.0 1.0.4.0 4.0.8.0 8.0 - 11.0 11.0 12.5 GM SM SM v LOG OF TEST PIT Geo e En ' eers DESCRIPTION TEST PIT GT S Approximate ground surface elevation: 45.0 feet Gray silty fine to coarse sand with gravel (dense, moist) (fall) Brown fibrous wood maner (soft, moist) (fell) Gray silty fine to coarse gravel with fine to coarse and with abundant fine organic matter (dense, moist) (1W) Brown silty fine to madam sand with gravel. coarse sand and fine organic matter (dense. moist) (fill) ML Gray fine sandy silt with fine organic moaner (very stir moist) (fill) Gray silty fine so medium sand with abundant fine organic matter (medium dense. moist) (1W) Test pit completed at 12.5 fat on 06/16/97 No pound water seepage observed No caving observed Disturbed soil samples obtained at 1.0.2.0, 4.0, 8.0 and 12.0 feet TP.S'I' PIT GT- Approximate ground surface elevation: 50.0 feet 0.0.8.0 GM Brown silty fine to coarse gravel with fine to coarse sand (dense, moist) (fall) Grades to green, occasional wood debris and wood fibers at 6.0 feet 8.0.9.0 SW-SM Brown fine to coarse sand with silt, gravel and occasional fine wood debris (dense. moist) (fill) 9.0. 12.5 SM Brown silty fine to coarse sand with occasional gravel, cobbles and organic matter (dense, moist) (fall) Grades to gray at 10.5 feet Grades o yellow at 12.5 feet Test pit completed at 12.5 feet on 06/17/97 No ground water seepage observe No caving observed Disturbed soil sample obtained at 1.0 foot THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. LOG OF TEST PIT FIGURE A -7 DEPTH BELOW GROUND SURFACE (FEET) 0.0 - 2.0 2.0 - 3.0 5.0 - 8.5 SOIL GROUP CLASSIFICATION SYMBOL SM SM. SST PIT GT4 Approximate ground surface elevation: 26.0 feet 0.0 - 2.5 OW-GM Brown fine to coarse gravel with silt and sand (dense, moist) (fill) 2.5 - 3.0 PT Fibrous wood debris (soft, moist) (fill) 3.0 - 3.5 ML -SM Yellow silt with fine sand (hard. moist) (fill) 3.5.4.0 SM Brown silty fine to coarse sand (medium dense, moist) (fill) 4.0 - 9.0 ML . Brown silt with fine sand (stiff. moist) (fill) 9.0 - 12.0 SP Brown fine sand with a trace of silt (loose, moist) Test pit completed at 12.0 feet on 06/17/97 No ground water seepage observed No caving observed Disturbed soil samples obtained at 3.0 and 4.5 feet THE DEPTHS ON THE TEST PIT LOGS. ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. Geo e Enguieers LOG OF TEST PIT C DESCRIPTION FIGURE A -8 LOG OF TEST PIT TEST PIT GT 7 Approximate ground surface elevation: 27.0 feet Tree limbs, bricks, wire. concrete blocks, debris and boulders (loose, moist) (fill) Brown silty fine to medium sand with occasional gravel and abundant fine organic matter (medium dense. moist) (fill) Gray silt with fine to medium sand, occasional gavel and organic matter (soft. moist) (fill) Brown silty fine to coarse sand with gravel and concrete debris (medium dense. moist) (1W) Test pit completed at 8.5 feet on 06/17/97 due to refusal on concrete debris No ground water seepage observed No caving observed Disturbed soil samples obtained at 2.0.3.0.3.0 and 8.5 feet DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL GP GM SM TEST PIT GT 10 Approximate ground surface elevation: 24.0 feet 0.0 -'0.5 Wood debris (fill) 0.5 - 1.5 ML Gay silt with fare sand, occasional gavel and fine organic maner (stiff, moist) (fill) 1.5 - 5.0 SM Brown silty fine to wane sand with gavel (medium dense, moist) (fill) 4-foot-diameter COMM debris and win; encountered at 2.0 to 7.0 feet 5.0 - 6.0 SW -SM Gay fine to cause sand with silt and occasional gavel (medium dense, moist) (fill) 6.0.9.0 ML Gay silt with fine sand (medium stiff, moist) (fill) 9.0 -12.0 SM Gay silty fine to medium sand (medium dense, moist) Test pit completed at 12.0 fat on 06/17/97 Slow ground water seepage observed at 7.0 feet No caving observed Disturbed soil samples obtained at 2.0, 3.0 and 12.0 feet THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. Geo1Engineers LOG OF TEST PIT C DESCRIPTION TEST PIT CT -9 Approximate ground surface elevation: 51.0 feet Brown carte gavel (dense, moist) (fill) Brown silty fine to coarse gavel with fine to coarse sand and occasional roots (dense, moist) (MO Black silty fine to medium sand with gravel and abundant organic maner (medium dense, moist) (fill) Becomes wet at 7.0 feet Test pit completed at 12.0 feet on 06/17197 Slow ground water seepage observed at 7.0 feet No caving observed , Disturbed soil samples obtained at 2.0 and 7.0 feet LOG OF TEST PIT FIGURE A -9 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL TEST PIT GT 12 Approximate ground surface elevation: 21.0 feet 0.0 - 0.2 2 inches asphalt concrete 0.2 - 1.5 SP Brown fine to medium sand (medium dense, moist) (fdl) 1.5 - 3.0 SM Brown silty fine sand with fine organic tatter (medium dense. moist) (fill) 3.0 - 6.0 SM Brown silty fine sand (medium dense, moist) (111») Becomes wet at 5.5 feet 6.0 -12.0 ML Gray silt (soft. wet) Test pit completed at 12.0 feet on 06/17/97 No ground water seepage observed Minor caving observed at 4.0 to 6.0 feet Disturbed soil samples obtained at 2.0, 4.0 and 6.0 feet THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PTT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. Geo e En ' eers LOG OF TEST PIT DESCRIPTION TEST PIT GT -11 Approximate ground surface elevation: 48.0 feet Brown fine to medium sand with silt and organic matter (loose. moistl (fdf Brown silty fine to medium sand with occasional organic matter (loose. moist) (fdl) Brown fine to medium sand with a trace of silt, occasional gravel and occasional organic matter (medium dense. moist) (fdl) Gray silty fine to medium sand with gravel and occwonal organic maner (medium dense. moist (fill Test pit completed at 13.0 feet on 06/17/97 No ground water seepage observed No caving observed Disturbed soil samples obtained at 1.0 and 6.0 feet LOG OF TEST PIT FIGURE A -10 ,• , • • • • ; -, •:: MOISTURE CONTENT DATA CA' Geo 0 ‘ Engineers MOISTURE CONTENT DATA FIGURE A-11 Test Pit Number Depth of Sample (feet) 3.0 2.0 2.0 5.0 2.0 4.0 8.0 • 1.0 8.0 7.0 3.0 1.0 4.0 6.0 Soil Classification ML ML GM . SM GM SM ML GM SM SM SM SM SM ML Moisture Content (%) 20 22 10 . 20 11 15 22 11 18 17 • 10 21 23 44 • GB-1 BORING NUMBER 28 SAMPLE DEPTH (FEET) Gray sift (ML) (very soft, wet) SOIL CLASSIFICATION A INITIAL MOISTURE CONTENT 78 DRY DENSITY (LBS/FT3) 01 -37 -1130 DJM:MSR:wI 06/23/97 (CONSOLI.PRE) D 0 tri 3. D O 0 Ug .J O 0 0 o 0 C 8 Exploration Number' Depth of Sample (feet) Field Screening Results Headapace Vapors (ppm) Sheen GB -1 1.0 — SS 5.0 — SS GB -2 18.0 — NS GT -1 3.0 — SS 7.0 — SS 9.0 — SS 11.5 SS GT -3 0.5 — NS 1.0 — NS 3.5 — NS 4.5 — NS 8.5 <100 SS 10.0 — SS GT -5 0.5 -- NS 1.5 — SS 8.0 600 NS 11.5 — NS , Notes: 'Approximate exploration locations are shown on Figure 2. ppm - part per million SUMMARY OF SOIL FIELD SCREENING Geo Engineers SUMMARY OF SOIL FIELD SCREENING FIGURE A -13 30 40 NINO 35-- r BORING 14 ri USCS Descrintimt Gray to gray/brown SILT non - plastic & very fine - grained SAND in layers, moist, loose I - ; ND 1:l:•:i:.i: ND .a : F M I .. ND 11:;1:1 ND t. GEOTECH CONSULTANTS, INC. sp � ND Dark gray/black, fine- grained SAND, saturated, loose Test boring was terminated at 16.5 feet below grade on 5 -3 -94 and completed as a monitoring well. Note: -ND denotes non - detected hydrocarbon concentrations as measured during field work in the headspace of a glass jar with a combustible gas indicator. Job No: 94158E TEST BORING LOG NIELSON PROPERTY TUKWILA, WA Logged by: Plate: Date: JUNE 1994 FC 6 10 15 20 • lawr ;5 15 30 > 50 30 • • • • + S • .•. . • . .• Pasture, grass, and bare soil Boring drilled to 17.5 feet and sampled to 19.0 feet on November 1, 1996. " No olfactory indication of contamination in soil. * A monitoring well was completed in this boring. • Groundwater depth measured at 11.52 feet below ground surface on November 4, 1996. * Well completed with locking above - ground monument. • Headspace measured using Photovac 2020 PID. BORING B- 16 /Mw -1 d(.. - Grayish brown, silty SAND, fine- grained, with organics, some slag, gravel, moist, medium dense. (FILL) -Brown SAND, fine- to medium - grained, moist, medium dense. - Dark brown SAND, medium- to coarse - grained, with silt, wet, dense. - Dark gray to black SAND, coarse - grained, wet, very dense. Des cnp:ion Comments No hvcl ocarbon odor detected. No hydrocarbon odor detected throughout bo:ing. BORING LOG B- 16/MW -16 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON ! Job No: I Date: I Logged br: 98387E DEC 19U TAJ Plate: 4 1 • 1 15 20 ` 1." g ` s CP \`' ^ • c ,` t �`S� IMO 33 14 30 BORING B- 17 /MW -i :i • i �l ! P • • . • . • .• Pasture, grass, concrete rubble, and bare soil - Dark brown, silty SAND, fine- to medium- grained, with slag and gravel, moist, dense. (FILL) - Grayish brown, silty SAND, fine - grained, with gravel and organics, moist, very loose. (?LL) - Dark gray to black SAND, fine- to medium - wined with silt, wet, medium dense. - Dark gray to black SAND, coarse- grained wet. very dense. * Boring drilled to •17.5 feet and sampled to 19.0 feet on November 1, 1996. * No olfactory indication of contamination in soil. " A monitoring well was completed in this boring. * Groundwater depth measured at 17.24 feet below ground surface on November 4, 1996. * Well completed with locking above - ground monument. * Headspace measured using Photovac 2020 PID. Description Cornrnen:s No hyd: omrbnn odn: date: trd. No hydrocarbon odor detected throughout boring. BORING LOG B- 17/MW -17 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON Job Not Date: ( Lotted by: !nate: 96387E DEC 1996 1 TAJ 6 �. .�.. _ _ > 50 >50 45 22 20 > 50 95 >50 _ 1 _ 2 I 3 j 4 r 5 I 6 I '' ~ 8 C • • : . ; 1 " • I • 1 :: i i Bare soil - No sample - rock in auger ' - Brownish gray, silty SAND, fine- to medium- grained, with gravel, moist, very dense. (FILL) - With wood fragments, moist, dense. (:ILL) - becomes less silty. (FILL) - Upper 4 "; Dark brown, silty SAND, fine- to medium- grained, - Lower S "; Greenish gray, SILT, with organics, moist, very stiff. - Dark gray to black SAND, medium - to coarse - gained, with gravel, moist, very dense. - Dark gray SILT, with sand, moist, hard. - No sample recovered. ISE . 11 : i I 1 .1 • I I I j �I•' } i ML r •--r SP ML ' I I 10 20 30 40 c c • BORING B -18 Des cr p io • Boring drilled to 37.5 feet and sampled to 38.5 feet on November 1, 1 996. * No visual or olfactory indication of contamination in soil. • No groundwater encountered in boring. * Headspace measured using Photovac 2020 PID. • Cornmer :s No hydrocarbon odor detected throughout boring. BORING LOG B -18 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON 'Job A : ' I C 1996 I Loj Aby 'Male: 5 i r TEST PIT I Depth (feet) • 0.0 - 5.0 • 5.0 -15.0 '15.0-18.0 TEST PIT 2 Depth (feet) Observations Observations TEST PIT 3 Depth (feet) Observations TEST PIT LOGS 'a - Brown, gravelly, silty SAND, medium- to coarse - grained, with wood, concrete, and asphalt fragments, oil filter at 3 feet, moist (FILL) Blue -gray, silty SAND, fine- to medium - grained wood fragments, backs, ceramic tile, black plastic fragments at 9 feet, wire fragments at 13 feet, moist (FILL) - Gray, silty SAND, coarse - grained, damp, peculiar odor, light-weight, moist (FILL) - Test Pit terminated at 18 feet on 11/12/96. No groundwater noted, no caving. (FILL) 0.0 - 5.0 - Brown, silty SAND, medium - to coarse- grained, with cobbles, rubber, sheet metal, and pipe fragments, moist. (FILL) 5.0- 8.0 - Blue -gray, silty SAND, fine- to medium - grained, slight seepage at 7 feet. (FILL) 8.0 - 9.0 - Brown layer of chipped bark, moist (FILL) 9.0 -15.0 - Gray, gravelly, silty SAND, medium - grained, slight hydrocarbon odor at 10 feet, water at 13 feet (FILL) - Test Pit terminated at 15 feet on 11/12/96. Groundwater noted at 13 feet, caving at 14 feet 0.0 - S.0 - Brow, silty SAND, medium -to coarse - grained, with gravel and cobbles, one- foot -thick bark layers at 3 and 5 feet, slight seepage at 7 feet (FILL) 8.0 -13.0 - Gray-brown, silty SAND, fine - to medium - grained, concrete rubble, metal fragments at 10 feet, moist (FILL) - Test Pit terminated at 13 feet on 11/12/96. No groundwater noted, no caving. • TEST PIT LOGS NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON Job $7E ,r DEC 1996 Logged I Plate: 7 TEST PIT 4 Depth (feet) 0.0.5.0 5.0 - 9.0 9.0 -10.0 10.0 -14.0 14.0 -15.0 TEST PIT 5 Depth (feet) 0.0.3.0 3.0 - 6.0 6.0 - 7.0 7.0 -11.0 .TEST PIT 6 Depth (feet) 0.0 -7.0 7.0-110 110-17.0 Observations Observations Observations - Gray - brown, gravelly SAND, medium - grained. moist (FILL) - Dark gray, silty SAND, fine- to medium- grained, with cobbles, moist (FILL) - Brown to black, WOOD CHIPS, 2 "- diameter plastic pipe, damp. (FILL) - Dark gray to black, silty SAND, fine- to medium-gained, with several plastic pails of lubricants, one 25- gallon drum of heavy lubricants, strong hydrocarbon odor. (FILL) - Dark gray SILT with sand, slight hydrocarbon odor, moist (FILL) - Test Pit terminated at 15 feet on 11/12/96. No groundwater noted, no caving. - Grayish brown SAND, medium-gained, with silt, moist (FILL) - Gray, silty SAND, fine - to medium - grained, with gravel, moist (FILL) - Brown layer of chipped bark, moist (FILL) - Brownish gray SILT, with sand and gravel, moist (FILL) - Test Pit terminated at 11 feet on 11/12/96. No groundwater noted, no caving. - Brown, silty SAND, medium - to coarse-gained, with cobbles and wood fragments, some bricks, moist (FILL) - Brown WOOD CHIPS and wood fragments, metal fragments at 11 feet, moist (FILL) - Gray, silty SAND, medium - to coarse-gained, with cobbles and gavel, some bricks, asphalt, moist (FILL) - Test Pit terminated at 17 feet on 11/12/96. No groundwater noted, no caving. GEOTECH CONSULTANTS TEST PIT LOGS ( TEST PIT LOGS NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON 1 .1ob 90387E i DEC Ili$ I Logged A J i L i Laboratory Tests SA, JOS NURSER 15.339.002.01 , • " Ds 5 38.1 76 liiii AppiledGeotechnologyInc. Geolechnical Engineering Geology & Hydrogeology amww ECR 1 82 31.3 72 ir Equipment Mobile B-61 Si A 1 g Elevation P9 2c.) oo o CA Not measured Date 3/3 . . - :I.fi......: ..... ... • 10— 15— 25.1 95 207 14 - • ••••• • :11=H 25— • 30— 35— 40 APPROVE Sod. BROWN SAND (SP) very loose to loose. moist; flrie to grained. Becomes wet, fine grained, with trace tilt. With some silt. Becomes saturated. Becomes medium to coarse grained. Groundwater encountered at approxl imately 12-foot depth duting drilling. Log of Boring B-2 Hillman Properties NW Tukwila Development DATE 12 April 89 nevtsgo DATE KATE 4 Laboratory Tests o ... Mobile le B-61 ••■• •■•• 41... 1: 1 Equipment g • Not measured 173 •") u) Elevation Date 3 /1 Plq BROWN AND GRAY MOTTLED SILTY SAND (SM) loose, moist to wet; fine to medium grained, with some aravel, and trace burned wood and brick fragments (Fill). With some slag fragments and wood debris. With some concrete pieces. BROWN SILTY SAND (SM) loose, moist to wet; fine to medium grained, with trace to some fine gravel. Becomes gray, wet, with trace decayed organics. GRAY SAND (SP) loose, saLurated; fine to medium grained, with occasional silt interlayering. Becomes dark gray. Becomes medium dense. 111;1 AppliedGeotechnologyInc. Geotechnicel Engineering Geology & Hydrogeology JOISMAAIER DRAv04 15,339.002.01 ECR Log of Boring B-3 (0-40') Hillman Properties NW Tukwila Development APPROVED DATE REVISED DATE 12 AprII 89 PLATE 5 '51 •■•• V it ri 2 03 M C.3 00 0 cn 40 37 16.2 113 85 -- Laboratory Tests 60 iip) Applied Geotechnology Inc. Geolechnical Engineering Geology IL liydrogeology JOISMANDER DRAWN 15.339.002.01 ECR 75 — 80 Log of Boring B-3 (40-74') Hillman Properties NW Tukwila Development . " Equipment Mobile 8-61 Elevation Date 3/3 Not measured • 'With some .gravel. LIGHT BROWN SANDY SILT (ML) hard, moist; very fine to fine grained, with trace to some clay (Weathered Siltstone?). Groundwater encountered at approxi- mately18-foot depth during drilling. DATE REVISED DATE 12 April 09 PLATE 6 Laboratory Tests e $ g J 2& = a Equipment Mobile 8 -61 E 1O Not measured at. m c) 0 0 o rn Elevation 0 14 9.9 22.3 30.8 90 * % Lower explosive limit, measured using MSA 361 Explosimeter. 40— 15 WIN 011•10 ISMO 20— -- ztrz 7 65.3 60 _ 25 - - 36 30 • 35 — With some organics. Date. 3/3 MOTTLED GRAY AND BROWN SILTY SAND (See) loose to medium dense, moist; fine to medium grained, with some gravel and trace burned wood chips (Fill). GRAY AND BROWN MOTTLED SANDY SILT itii medium stiff, wet; with trace organics (Fill). GRAY SILT (11L) medium stiff, wet; with layers of saturated gray fine sand. DARK GRAY SAND (SP) medium dense, saturated; fine grained. Groundwater encountered at approxi- mately 21 -foot depth during drilling. Joe 'tumult 15,339.002.01 Applied Geotechnology Inc. Geot.chnical Engineering Geology & Hydrogeology O1>AWN EC R Log of Boring B -4 Hillman Properties NW Tukwila Development ANPOVE eve DATE REVISED PATE 12 April 09 PLATE 7 18.. 31.6 95 50/6''* 21 A. m Equipment Mob i 1 e B - 61 .:;.:.: •. }� DARK GRAY SAND (SP) medium dense, saturated; fine to medium grained. alM MOM MOO IMIM MOM MIMI .1 MN. IMO Sod. BROWN SANDY SILT (ML) medium stiff, wet; with some silty sand layers (Fill ?). GRAY AND BROWN SILT (ML) soft, saturated. With trace fine gravel. Becomes fine grained. Becomes soft, wet to saturated, some. .�o�ganics GRAY -BROWN SILT (ML) very soft, • saturated. GRAY SAND (SP) loose, fine to medium grained. iiiii; Applied Geote chnology Inc. Geotechnical Engineering Geology & Hydrogeology JOSNUMMEA DS AWN 15.339.002.01 ECR Log of Boring B -5 (0 -40') l illman Properties NW Tukwila Development M*AMED DATE NEVISED GATE 12 April 59 PLATE 8 Laboratory Tests r o 47* 17.5:. 115 45- .`::•. 74* 40 IMO 50 - :45: 55— 29 21.4 10 5 :: 60 — 44* 1kPl 65— �3 75— 80— Equipment , M o b i l e R Elevation Clot measured Date 3/3 Becomes medium dense to dense, medium to coarse grained, with some gravel. With trace silt. Becomes fine to coarse grained,: with some gravel. With occasional shell fragments. Becomes fine grained. Groundwater encountered atapproxi- mately'} -'foot depth doting drilling. =Blow counts may not be representative due to sand heave in auger. Log of Boring B -5 (40 -74') ii0 Applied Geotechnology Inc. Geotechnical Engineering Geology & Hydrogeology Hillman Properties NW Tukwila Development JOB NUMBER DRAWN APPROVED DATE REVISED DATE 15,339.002.01 ECR 1 12 April e9 PLATE 9 " . . „ ' • ' • • • , : •: • ' • ' ' ' • • TEST 'PIT 5 0 to 5 5 to 9 9 to 11 ir57.002 Classif ication ML iiii Applied Geotechnology Inc. Geological Engineering Geology & Hydrogeology DRAWN LOG OF. TEST PITS (Continued) SM/ML smi S M Description Brown Sandy Silt (ML); soft, moist to wet; fine to medium-grained, with some slag to 2-foot diameter, concrete to 5- foot diameter; bricks and wood debris (Fill). Gray Silty Sand (SM); Dark Brown Sand (SP); to medium-grained. • Dark Brown Sand (SP); loose, wet; fine to medium-grained, with some silt. Test Pit completed April 3, 1989. Seepage noted at approximately 9-foot depth during excavation. Bulk samples obtained at 2-. and 2-1/2- foot depths. Brown and Gray Sandy Silt and Silty Sand (5M/ML); soft, loose, wet; fine-grained, with trace gravel, concrete and slag to 6-inch diameter (Fill). Brown Silty Sand (SM); loose, saturated, fine to coarse-grained, with some gravel (Fill). Gray Silty Sand (SM); loose, saturated; with some gravel and concrete (Fill). Test Pit terminated due to caving April 3, 1989. Groundwater encountered at approximately 5-foot depth during excavation. Bulk sample obtained at 3-foot depth. Test Pits 4-5 Hillman Properties NW Tukwila Development 4/25/89 interlayered with loose, wet; fine REVISED ATE T E 4.5. to 9 TEST PIT 8 0 to 4.5 4.5 to 7 7 to 9 JOB NUMBER 15,339.002 Classification Description. . Brown Silty Sand (SM); loose, moist to wet; fine to medium - grained, with some gravel, railroad ties, slag, and concrete (Fill). DRAWN 00 SWIM SP iiii; Applied Geotechnology Inc. Geological Engineering Geology & Hydrogeology LOG OF TEST PITS (Continued) Gray Silty Sand (SM); loose, saturated; fine to medium- grained. Dark Gray to Black Sand (SP); loose, saturated; medium to coarse - grained. Test Pit completed April 3, 1989./ Slight seepage noted at approximately 4- 1/2 -foot depth during excavation. Bulk sample obtained at 3 -foot depth. Brown Silty Sand (SM); loose, moist; fine- grained, with some organics. Brown Sand (SP); loose, moist; fine to medium - grained. Test Pit completed April 3, 1989. No groundwater encountered during excavation. Bulk sample obtained at 3 -foot depth. Brown Sandy Silt (ML); soft, moist to wet; with some organics. SM Brown Silty Sand (SM); loose, moist to wet; fine - grained. Dark Brown Sand (SP); loose, moist to wet; fine to medium - grained, with some silt. Test Pit completed April 3, 1989. No groundwater encountered during excavation. Bulk sample obtained at 5 -foot depth. Test Pits 6 -8 Hillman Properties NW Tukwila Development APPROVED DATE REVISED DATE ' 5re 4/25/89 PLATE 12 at BATTING CAGES The Family Fun Center 7300 Fun Center Way Tukwila, Washington :STRUCTURAL CALCULATIONS January 28,1999 ENW Job No. 98088003 Code: 1997 UBC Wind: 80 MPH, Exp. 'B' Seismic Zone: 3 ENGINEERS NORTHWEST, INC. P.S. STRUCTURAL ENGINEERS Roan utnnni AlUJ *C1011C C CC ATT. C no. .c cne +re. V C"." Vici-oo37 RECEIVED CITY OF TUKWILA FEB - 3 1999 PERMIT CENTER 686.9 WOODLAWN AVE:N. E. = SEMITE 205 = SEATTLE; WA 98115'= FAX f2Q6):522 -6698 Joe No.9 & Joe NAME EVAIL 1 riK l G.isale - f3047T/Nf, C &! S DATE 1 A 40 1 9 7 SUBJECT SHEET 1 OF BY l Z DE5 i hN C..1 Tr-2t A ICz 1181 u3G 1969 AISC sw-ucTLeAk. APnuk cATt or4 A C..1 3i8- 69 f 1S'tN Lurri3c44.- (kill -ic, 2uu S ' 1 1 " 1LoA1) S I c_ft' L:AO UN N % '= 't. 1 N llvi LOA./ 60 Yp &p. L.A R'\L. .ort F " —C':.:u QC 2c S' c_0\11(2:;:. ( v•1 trzc' R PC- Ce t.,c2 Oa es , <LTE -L Pt Pc A 5? G'Q.:A'tF 12) 1 = 3 S lest , 1 I er ENGINEERS — NORTHWEST INC. P.S. V I C.,oa -1 e d • P �s - �� � Fo ,:rt Tr- 7Ot'47"'n Dou F ;r " _ /IGx P I2io p; 95 psi 4x No.1 x (1)) j`Id . 2 X ( C ) No. Y 0 ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE,"N.E:- "SUITE 2D5 = SEATTLE; WA=98'f'f5 = (2061525.7560 - FAX '(206 }$224$W Jos No. Ta08t" JOB NAME 2c14/1 Z J_ SUBJECT IN // i L6Af t -rte c..4A*D \N L"o1 u =E M A �.2 I.Z ► s_o DATE '/ 214 ./q/ SHEET Z OF BY D . �, e.) ;�' 1.. Izz �. 1,aa16.384 Fr: P. .G.. c i 4\ F /2,4 /3. /L 13 14 s ue. /5. ( F 1 *, r 'J�� o.., ' AN c► C� T rov wilrk ITc. e i 4 -Pkyr r: re, s 0 12) 1.2x IS.ops \S - /8.0 P ~fix A S � Ce. h SPrV4+t Ye' ENGINEERS - NORTHWEST INC. PS. V b DLAWN AVE . N.E. :5U 205 = - SEATTLE; Wa 9115' =1 06)X25 -'756Q = 'FAX'S (20d) $2i 6 ' Joe No.. Jos NAME SUBJECT Cr_ o4Q x. Z• x . l2 df 310 Y (HE Cr" fs DATE 1 124219 g SHEET 3 OF BY r. ENGINEERS—NORTHWEST INC. PS. 6869 WOODLAWN AVE 05 SEATTLE, WA 981 Joe No. idoa t Joe NAME rre SUBJECT CAISLe DE Si I Clt4 BY T i31 1 1 /9 COaLre e pErzimerec SPAcK I 0 0 L • " Pa PYTi L -kJ f, aue- V 2 1 X • 643 ps,F tec. /0' o. 2c, p.VP IA) TrSThs(-- s.slx(s) 1+ sk DATE // ciT SHEETA_OF ;•• ENGINEERS— NORTHWEST INC. P.S. • eittriv - ociiimitifsilAVETITe.;:-tusi - TE . 205 ESEATTLE, -- - - e266625 . -7560 - FAX 522;4696 Joe No. Joe NAME FF. SUBJECT C Olarte ..S • Can+ 4 I# • . (1,42 Pi (14 c . - /. ( _ = • /24 V 50' T Ah ? r e r tq c Po1e ) 1.G -7-cs Tit/• 2.3.Cob X 3 z 110 - .71 2.1 500 4t DATE Iii71 1? SHEET OF BY /5;• = 2_S - 78 • z 78 x Co s /3.s ° 7 75.6 V r 7d x -- 43.62 T E 2/: ( I 4. ZS L: 4 1 S . 11 41.az t • 34.6c, + ••• i r 4?-72- • -7 21.6 T r Lt\if Deg-6 ici" ENGINEERS—NORTHWEST INC. P.S. 69 WOODLAWN AVENE SUITE 205 z sEAtfre,ivA9811i*;(206)626 — Jos No JOB NAME SUBJECT LJ — > 13 re ci E 1,6N (2. t \ ft.•) 0' • Li s C CA acrr- • 6 45 NtA ST I e s - P X I x .4 ep.rz.. tA ... 12_ X 4( T V 115 * 4-4. I ec,4101,ek : R.41 ( fn. 1;14.. cc- Ie call, e. TOp o-C : SL-1 L 41, T I7s'_' + °L.+ L.L-. 2 x 11 • DATE )Jai/ 91 SHEET 1.0 OF BY 1' /Scr,L* 73p-A 1 iC3O n.NR_ ‘,43 (s' p iv: FrELO Flp : Ike 2. 9 7 >4 1 9 - v N yL CZA-Tr4) cAe, LC. UFiqi - 112.E.J C2T1•1 4 2 Or3 / of C)14. 20t > 13ml Carrie C.) U ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN JOB NO. JOB NAME SUBJECT MAST btSuai.1 • a e.ked 7Po'r cr,c44 F G A c • G = S = I x1,1, • /& ps - " 4_ )t rT iL = ( 41 -Rwtes ovx -tv \r' At-c•tt. J NAcc< 41 le„ -trr , (t)( 71 ice) - 9 prt ( IS. 'RIP' ) 7 I L Z,‹ I 14 M OP f( it Mc% S.f 'p- k ql ante.. 4. k z. Forre •Q( s :f //A x 21.4 17- lAif 41 a DATE iia 71 9 SHEET 7 OF BY RV ENGINEERS NORTHWEST INC. PS. "-t - 6869 WOOPLAVVN 'AVE. N.E.SUIT6205SEATTLE;'-WA 98115: -12061526-7560 FAX #(208)11246911 :"-r Joe No SUBJECT BY JOB NAME FE. 0... DATE tivnict M A ST SHEET a OF - 34' $ If FLACI POLE- / LiC41-4 It Asc.._ utr.sicot.i Z.. (04 *2 gocrf Mte\r •./5.7PIP-i<41) IL I 117 , 1 , "11zi:P 7 2 A , -.€ 13 As ul..; I (. t 14 2 X I t •td' I Atqc.ft*.d. Em - • 4 DESIGN OF A POLE IN THE GROUND ENGINEERS- NORTHWEST INC. P.S. 6869 WOODLAWN AVE N.E. (SUITE 205) : SEATTLE; wA. 98115 FLAGPOLE /UGHTPOLE 84SE DESIGN POSTS OR POLES EMBEDDED IN EARTH OR EMBEDDED IN CONCRETE IN THE EARTH MAY BE USED TO RESIST LATERAL LOADS BY LATERAL SOIL BEARING. 1997 U.B.C. SECTION 1808.2.1 & 2 IS THE THERE A METHOD OF CONSTRAINT AT GROUND SURFACE SUCH AS A RIGID FLOOR OR PAVEMENT ? ASPHALT PAVING IS NOT TO BE CONSIDERED CONSTRAINED. INPUT YES OR NO : yes IS THE POLE ADVERSELY AFFECTED BY A 1/2" DEFLECTION @ GROUND LEVEL ? P = 700 — �f h =141 INPUT YES OR NO : NO P = 700 pounds h = 41 feet b = 2 feet S = 200 psf /ft. INPUT THE SOIL DURATION FACTOR = 1.33 required d OP. 4.85 feet d OK (less than 15 ft. TbI. 18 -1 -A) S1= S`1 /3•d = 862.9 (psf) inc.duration A= 2.34 *P /(S1 *b) = 0.949 S3 =S *d = 2588.7 (psf) inc.duration P = applied lateral force in pounds. S1 = allowable lateral soil- bearing pressure as set forth in Table No. 18 -I -A based on a depth of one third the depth of embedment. S3 = allowable lateral soil- bearing pressure as set forth in Table No. 18 -I -A based on a depth equal to the depth of embedment. b = diameter of round post or footing or diagonal dimension of square post or footing. h = distance in feet from the ground surface to point of application of " P ". d = depth of embedment in earth in feet but not over 12 feet for the purpose of computing lateral pressure. MAXIMUM MOMENT IN POLE :- M= P(h +.34d)= 29833 ft-# PAGE1 SHEET I . OF Rev. 1/13/99 d = .I, b = 1/27/99 Flagpole.xls " " -11:13Tf-f- .j Zoo pc-1.„ t>is,s;,)e.... / 7)/ESSO re_ If Z g5 /1" II Y4 a / /4 ea ID) f -- 4 -." - • 1D. "Ppa t • ." A)/ 4_ nh 7'■ a....1P • G0P40 'Li it g . . %/Et-I 41.3 Tic �- I 4 g 2 ° tels • 4 • I f AC!_k0 'all' . • ! • • . „ . ••• .•- • (2 • I/ • LC 71,FiS TO y,- -5 t PI . i /./ T „;) r-fA6T AT -- doTH 64 t • * &I "MR Rye.. 1%-1a A (3) 1 Da _ e Pt PZ Y1 -T. D. C2.1>L L wp A I__ , 612coVal- LA.J'Cl-zz) 46,7 T ma' mpa e /4 -p — 11-a 6869 WOO DLAWN' AVE: N:Ew=SWITE:205 SEATTLE, INA FAX #(31i)= 522=6 7 Joe No. 980L Joe NAME F:FC Sa47fra Ccu T SUBJECT I�enwLt4er 1 I)tis es ENG I NE ERS— NORTHVVEST INC. P. - SUITE 205 - SEATTLE, WA 98115; (206)525-7560.- FAX# (266) 522-669 .`.. • JOB NO JOB NAME Fr-c. .scritl)„, Ga SUBJECT Perl 14 3C r0(41 ckako fri 4f.: I - 'd F r..,(..... 6E.51(.., ,„, _i -s se., .:'. ' • : , L,77 ) . . . -'" 1 .- - oI '. "; '.. '; • ''''. ,,-,:. '.',-,.. ;*••••,•..'. .: . , = , •titC:. * . DESIGN OF A POLE IN THE GROUND POSTS OR POLES EMBEDDED IN EARTH OR EMBEDDED IN CONCRETE IN THE EARTH MAY BE USED TO RESIST LATERAL LOADS BY LATERAL SOIL BEARING. 1997 U.B.C. SECTION 1808.2.1 8 2 IS THE THERE A METHOD OF CONSTRAINT AT GROUND SURFACE SUCH AS A RIGID FLOOR OR PAVEMENT ? ASPHALT PAVING IS NOT TO BE CONSIDERED CONSTRAINED. INPUT YES OR NO : yes IS THE POLE ADVERSELY AFFECTED BY A 1/2" DEFLECTION @ GROUND LEVEL ? INPUT YES OR NO : yes P =100 —• INPUT THE SOIL DURATION FACTOR = 1.00 required d ENGINEERS- NORTHWEST INC. P.S. 8869 WOODLAWN AVE. N.E. (SUITE 205) FL4GPOLE /LJGNTPOLE BASE DESIGN S1= S•1 /3•d = A= 2.34 *P /(S1 *b) _ S3 =S•d = P = 100 pounds h = 17 feet b = 1 feet psf /ft. S = 200 3.31 feet MAXIMUM MOMENT IN POLE : M= P(h +.34d)= 1810 ft h =;17 d OK (less than 12 ft. TbI. 18-I-A) 220.4 1.062 661.1 PAGE1 (psf) inc.duration (psf) inc.duration P = applied lateral force in pounds. S1 = allowable lateral soil- bearing pressure as set forth in Table No. 18 -I -A based on a depth of one third the depth of embedment. S3 = allowable lateral soil- bearing pressure as set forth in Table No. 18 -I -A based on a depth equal to the depth of embedment. b = diameter of round post or footing or diagonal dimension of square post or footing. h = distance in feet from the ground surface to point of application of " P ". d = depth of embedment in earth in feet but not over 12 feet for the purpose of computing lateral pressure. d =!3.31 b =1 1/28/99 Flagpole.xls 6069 WciODLWNAVE ESUITE2OSSEATTLEWA 98145;12061 'FAir#(206) 522-6098: if' JOB NO JOB NAME FFe. r2,0:141' SUBJECT M tc. Ftit4/4/"ViTVON4 0 0 ENGINEERS—NORTHWEST INC. P.S. - 6869 WO ODLAWN AVE: N. E::SU IT E 205 - SEATTLE; WA '981157; (206) 525 7560- FAX # (206) 522-6606' Joe No JOB NAME Fre.- Relrh's SUBJECT Pt M-14c_ SkmorraL A c&,01 1 (ita.(IN g ot.Atqf 3.10 1 1 P pip. IC- 13.6 VP 2,1 14 1 S = 2., Zct 71 45 C Cd Si141 p K ■ 4 7 ( 6 7 z. . 92 DATE //LAI qg SHEET Rav OF BY Ph lips V 7 1 -(•" 014 L TL + t Length (ft.) O.D. (in.) I.D. (in.) I (in. Area (in. r (in.) KI /r Fa (ksi) Pa (kips) 8 2.875 2.469 1530 1.704 0.947 101.33 12.81 21.83 9 2.875 2.469 1.530 1.704 0.947 113.99 11.13 18.96 10 2.875 2.469 1.530 1.704 0.947 126.66 9.31 15.86 11 2.875 2.469 1.530 1.704 0.947 139.33 7.69 .41 12 2.875 2.469 1.530 1.704 0.947 151.99 6.46 11.02 STD. THICKNESSES WALL GA. THICK. 22 0.028 20 ' 0.035 18 0.049 16 0.065 14 0.083 12 0.109 1/8" 0.125 10 0.134 5/32" 0.156 3/16" 0.188 7/32" 0.219 1/4" 0.250 Length (ft.) O.D. (in.) I. D. (in.) I (in. Area (in. ) r (in.) KI /r Fa (ksi) Pa (kips) 8 3.5 3.068 3.017 2.228 1.164 82.50 15.07 33.59 9 3.5 3.068 3.017 2.228 1.164 92.82 ' 13.87 30.90 ' 10 3.5 3.068 3.017 2.228 1.164 103.13 12.58 28.03 11 3.5 3.068 3.017 2.228 1.164 113.44 11.20 24.97 12 3.5 3.068 3.017 2.228 . 1.164 123.76 9.74 21.70 CHECK OTHER LENGTHS HERE 12 2 1.8 0.270 0.597 0.673 214.07. 3.26 . 1.95 JOB NO.: -x`980 Std' JOB NAME: -> Batting Cages F " INPUT - • ROUND TUBE COLUMN DESIGN NOTE: - AXIAL ONLY NO BENDING I I I Fy= . ......._� 36. ._.. ksi E= 29000 ksi 1 09 3 _____ O .D. GAGE THICK. 2 2.8 N.A. 0.203 ENGINEERS NORTHWEST,INC.P.S. • 6869 WOODLAWN AVE. N.E. (SUITE 205) . , - L - . j �_ .. ,r: , , .. .s - �.: • .. • � .:. - - • - • • S WA. .9811 . . O.D. GAGE THICK. 3.5 N.A. 0.216 • NOTE:- SOME CODES LIMIT KI /r TO 200. Page 1 Cc= 126.1 K= 1 SHEET 1, OF 1/28/99 Rndts.xls I f\LL .'■ , ()L_ ,, . , - , . ENGIN NORTHWEST INC. PS. — 6669 WOODLAWN AVE;N:E.-k:SUITE.205 : WA 98115 , (206)5254560 FAX*(208) 5224898 ...!- Joe No Joe NAME SUBJECT 9 Jal ST' 1 ate- OL t LL. = ps .°1-1 Jo( Sl*C . (6712c, FFC qg Ca4 I teorot- m 0 hf (t L)V k7( ,., . • .........- . • T1 4 NA It 11..14 Fio 12-1-c) 5 Cal < /: 4 )77 k. is. 14 -o -1.7 +k 4 9 " _--- , 1.1 7.&45 (tzl S "71. 6.3 3 '1 . 11Cyp x s:1 (.8 vs. sc . c ( ‘ z&* 7 1:. 33:) d 6 pc; qc DATE SHEET 17 OF BY P rtloknevioA DIAMETER in inches COATED TO in inches APPROX. WEIGHT Per 1 000 h. in lbs. BREAKING STRENGTH In lbs. CONSTRUCTION 1/16 1/8 11.8 480 7 x 7 3/32 1/8 18.5 920 7 x 7 3132 3/16 25.8 0 -,:, 7 x 7 1/8 3/16 35.2 1 700 7 x 7 1/8 3/16 36.2 2 000 7 x 19 3 ?16 1/4 77.5 4 200 7 x 19 .� PR 1/4 5/16 123.0 7 000 7 x 19 5/16 3/a 19 9 800 7 x 19 • Z GALVAWIZED 7)(7 7'x19 WEIGHT NOMINAL SIZE P 1 0001r BREAKING in inches STRENGTH en lbs. M Ibi 75 T 460 16 970 28 1 700 1:16 3'37 1:8 6.32 43 I 7 600 3116 6? I 3 700 1/4 I 105 6 100 1. (''' _ _ --.... 1 WEIGHT NOMINAL SIZE per 1,000 h i BREAKING en encMe I en I0 • STRENGTH en !b1 L L . __ 3/32 16 920 1/5 20 1700 ST 7X7 5/32 43 311¢ 6? 7x 7 7 x 19 SCRCRAP 2 600 3 700 7/32 1/4 5/16 3/R VI irL CO TE CLEAR VINYL f GALVANIZED ABLE 86 5 600 I 1 !0 '000 1/3 99CC0 743 14 400 ' LESS ST EEL TYPE 302-304 7 x 19 WEIGHT ' teO,4:Y � I. en inches I SIZE __. , 1"G T N ! BREar.INC en Int 5/32 i 45 j 2 400 3/16 65 I 3 700 174 110 8 400 5/16 173 9 000 1 318 743 12 000 nes WEIGHT I NOMINAL I SIZE a 1.000 1 BREAKING .. >s en inchir e 0 I STRENGTH I .n Ibr. I 1/8 29 i 2 000 5/3? 45 2 300 1 3116 65 i 4 200 Cr3 4'M 3.5 LAN DMANN wIRE: ROPF IS A MACHINE • UNOERSTANO IT ANC) RESPECr IT LIKE AN'( MACHINE. IT NEEDS PROPER CARE AND MAINTENANCE FOR OPTIMUM -V SAFETY AND LONG SAFETY LIFE FOR ,A BETTER UNDERSTANDING OF WIRE ROPE WE HIGHLY RECOMMEND THE WIRE ROPE USERS MANUAL PUBLISHED BY THE AMERICAN IRON AND STEEL INSTITUTE THE FACTOR OF SAFETY APR PING TO A WIRE ROPE INSTALL ATIOt MAY BE DEFINED AS THE RATIO OF THE Ut rIMATE STRENGTH OF THE ROPE. TO THE AC rU:\L LOAD ri-uo HAS FIF.EN IMPOSED UPON IT BY SERVICE CONDITIONS FOR ALL PRACTICAL PURPOSES THE RATED CATALOG STRENGTH FOR THE SIZE AND GRADE OF ROPE IN OWES TION MAY BE USED FOR THIS CALCULA HON IF 1HE ROPE: IS NEW HOWEVER. IF THE END Eli ritiGs OF THE ROPE ARE LESS THAN ONE HUNDRED PERCENT EFFECTIVE. 1*/{1S VALUE SHOULD BE REDUCED BY THE EFFICIENCY OF THE PARTIC LAR FI TTINGS USED THE ACTJAL LOAD OF THE ROPE SHOULD INCLUDE THE STA*IIC LOAD AS WELL AS ANY DYNAMIC OR LiVE LOADS THE WORKING LOAD ON WIRE ROPE WILL VARY DEPENDING UPON THE APPLICATION. FROM APPROXIMATELY A SAFETY FACTOR OF THRE• ro PERHAPS TWELVE moi-er_ HOWE VER FOR GENERAL.HOISTING SERVICE A SAFETY FACTOR OF FIVE USUALLY IS ADEQUATE FOR PRELIMINARY DETERMINATION OF THE ROPE SIZE. ULTIMATE RESPONSIBILITY FOR THE CHOOSING OF A DESIGN FACTOR RESTS iTri THE ENO USER DON'T VALT UNTIL A FA:LURE occurzs BEFORE EXAMINING YOUR WIRE ROPES, LOOK THEM OVER AT REGULAR INTERVALS.. LOOK FOR KINKS. BROKEN WIRES. ABRASION. LACK OF LUB• RICATION. RUST DAMAGE. CRUSHING. REDUCTION IN DIAMETER, STRETCH OR OTHER ABVIOUS DAMAGE. WHEN THESE CONDITIONS EXIST AND THERE IS DOUBT ABOUT THE EXTEN I OF HE DAMAGE. REMOVE THE WIRE ROPE FROM SERV)CF IMMEDIATELY. ALWAYS DESTROY. RATHER THAN DISCARD WIRE ROPE REMOVED FROM SERVICE SO IT MAY NOT BE USED AGAIN BY SOMEON::: NOT AWARE OF THE HAZARD OF THE DEFECT 3.1 A SAMPLE LENGTH OF WIRE ROPE IS TAKEN FROM EVERY MANUFACTURING LOT, TESTED FOR BREAKING STRENGTH, FLEXIBILITY AND PREFORMING. CERTIFICATION ON ALL WIRE ROPES ARE AVAILABLE UPON REQUEST Li • 0 Correc: True diameter WIRE ROPE PRODUCTS OF LANDMANN (USA) INC. MEET OR EXCEED THE FOLLOWING SPECIFICATIONS: U.S. FEDERAL SPECIFICATION RRW•410D AMERICAN PETROLEUM.INSTITUTE (A.P.I.) AMERICAN.SOCIETY FOR TESTING MATERIALS (A.S.T.M.) AMERICAN BUREAU OF SHIPPING (A.B.S.) JAPANESE INDUSTRIAL STANDARD (J.I.S.) BRITISH STANDARD SPECIFICATION DEUTSCHE INDUSTRIES NORMEN Name Description Attach- meat 'Sizes available diom. in. Strand Rope Open socket " Poured zinc 1 4 3 Closed socket Poured zinc 1/2_4 3/8 -4 Open bridge socket Poured I/2 -4 3/8 -4 I Closed bridge socket ®xa I{ Poured ed I /2_ 4 3/ -4 • • • t p . —.— �_. Button ucket Bearing i surface - Poured zinc 1 /2 -4 3/ -4 M. ' Bearing sockets to 1 tbl11)7i: Poured zinc 1 / 3 / -4 Q' �Bearing surface -- Threaded socket fa ••Internol Bearing =ace - ••' Poured zinc 1/2 -4 3/g -4 threads, optional Threaded stud socket Bearing z nC Poured 1/ 4 3 / 8 - 4 surface c5 Bridge socket bowl • }� ` Anchor by others Poured zinc t -4 3 -4 rods Closed swaged socket ' Swaged 1 /2 - 1 3 /8 3 /8 -2 •_.,,,., --- Op en swaged socket. G__...• Swaged 1/2 -13/8 3 /8 — 2 "°"" Threaded swaged socket Swaged 1 /2 - 1 3 / 8 3 / 8 -2 )""" TABLE 3 'Standard End Fittings' 7" 'From Ref. 1. These fittings develop the breaking strength of the cable, -1 2 CABLE-SUPPORTED BRIDGES We due to its sag under its own weight, especially during erection when there is less nsion. L` = (14 -1) E(-rf)' I. +p)'1 1 fi here E - modulus of elasticity of the steel from test a., - (a. ± a.) /2 = v(1 ± p) /2 = average stress and o. = upper and lower stress limits, respectively Y = aja. = weight of cable per unit of length per unit of rross -se• tonal area he bracketed term in the denominator becomes twit itIi••n • - .. . that ham, . ie•, .e stress is constant The reduction in modulus of clash, it ••h the ra1.Ir• •Iii' t•• -:n• a major factor in limiting the maximum spans of cable - stay•• i.ridt:c- Creep. The effects of creep of cables of cable - supported ;rtdces should be t:ri:•::: to account in design. Creep is the elongation of cables under large, constant stress. ,r instance, from dead loads, over a period of time. The effects can be evaluated by .odification of the cable equation in the deflection theory. As an indication of gential magnitude, an investigation of the Cologne- Mulheint suspension Bridge dicated that in a 100 -year period the effect of cable creep would he the equivalent about one- fourth of the temperature drop for which the bridge was designed. 14 -6. Statics of Cables. The following summary of elementary statics of cables )plies to completely flexible and inextensible cables but includes corrections for astic stretch. The formulas derive from the fundamental differential equation of a :ble shape w 11 here y" = second derivative of the cable ordinate with respect to z z = distance, measured normal to the cable ordinate. from origin of coordinates to point where y" is taken II — horizontal component of cable tension produced by to - distributed load, which may vary with z Two cases are treated: catenary, the shape taken by a cable when the load is uni- ,rmly distributed over its length, and parabola, the shape taken by a cable when the ad is uniformly distributed over the projection of the span normal to the load. Table 14 -3 lists equations for symmetrical cables. These equations, however, :::nr extended to asymmetrical cables, as noted later. The derivation of the equations considered the cable as inextensible. Actually. the •nsion in the cable stretch's i:. The stretch, in., of half !i,•• ..ti,l•• I »::etl timated from = (T =1I)s 2AE I I :14 - +:1.1 -3i here s = half the length of cable, in. T = cable tension, kips, at point of attachment H = horizontal component of cable tension, kips A = cross - sectional area of cable, sq in. E = modulus of elasticity of cable steel, kips per sq in. Properties of asymmetrical cables may be obtained by determining first the prop - rties of their component symmetrical elements. For a parabolic cable (Fig. 1.1 -13), determine point C on the cable, which lies on a orizontal line through a point of atlarhrnent. The hut itonial distance of r from le support at the cable high point may be computed fronm 2!, — I, where 1 = l +• 'ter 1, has been found from 1 ( \ _ cl • 114) 1 4 —H /to - - I /4a - / /8a1 f - 1 1 h' + + :I " ' 2h X (log. (I + h' + !•') log. hl 1 h , + 1 + } si+! 2A X 1.(1 + -a+ - 32 a• 3 5. . 256 ; + � — '� i •• a f I S 11 -14 TABLE 14-3 Equations for Catenary and Parabolic Cables• (Co,ji Vertical component V of cable tension llorizontnl rims) •nt 11 of cable tcuniun Cable tension r V2 CABLE- SUPPORTED BRIDGES t'ntcnary I Pa aI• , 1' = Jr • 1 � - = 11 . \.' p 2J, = u• : = „• \ tea h = ICJ H - u•l, !1 R u•l, - I ) :rim; 2f = u•fr4a = tf,Sa' T =u 7• =sy hr._ = teh \• • Adapted from It Odenl:ausen. "Statistical 1'r::,rvples , .f the App!icat,:,•. of Steel Wire. Ropes in Structural Engineering." .•(cur Stahl Stce:. 2. pp. 51 -65. 1110 t Since Cr. hj1 t:/l,)' .r hi cosh h = 1 2' : 4 , d , -:- the parabolic profile (obtnined by dropping the third and subsequent terms, ms an approxi- mation for the caternary. The accuracy of this approximation improves as sag [becomes smaller. where f, •9- 1 = cable spasm f, = cable sag measured from high point c _ vertical distance between psis :tr of support The portion of the cable between C surd the lower support is a) mmetrical. Its ordinates, slope, length, and cable tension may be computed from the equations in Table 14 -3. For a catenary cable (Fig. 14 -14), point C on a horizontal line through the lower support may be located by stepwise solution of the equation y h cos x/h for a symmetrical catenary. An initial solution may be obtained by use of a parabola or c 1 2 —.4. t, - - --- tt =011111tH 10 j I rpr ili 1 111illi'' r t 1 computed. : , {. 21 -6 Suspension Roofs The tension T is given by L =! 1 + `( J d ``7I I T-8f 1.17767Z) The approximate elastic elongation of the cable is / The increase in sag Is The angle o is given by . �L = TL = �L t 6is(fll)i5 - 2 • L:') (1) (2) (4) tan a = .Il _ �( (5) The vetstral .n,d I:mi• /ont.al reactions Are V= Tsiuuo (6) H = T cos o Dlrarnnic• /1r•hnrinr. The frequency W. of vibration ofa suspended cable is given by (7) nn ,r I Y rl (8) where n = 1. 2.3.... _. The fin mode is given by n fundamental mode is the naturalJ.•erptcncu. )•Thc frequency of the Suppose a cable at rest is subjected to an externally applied pulsating force having a frequency U' If one plats the ratio W,/W„ along the horizontal in Fig. 7, the incrense in amplitude of the mocks of vibration will be as shown by the ordinates of the two-brunched curve. Of significant concern is the range between points a and b, where the amplitudes Increase rapidly. When W /W„ = 1, the amplitude is infinite (resonance). This means that a cable of any strength would break. Within the range of values between a and b, serious destructive effects could be experienced. If the ratio It', /W„ is to the left of or to the right of b, the cable is not in danger and can be considered stable. Theoretical treatment of flutter of an entire roof and of its dynamic instability Is extremely'complex. Since the problem is akin to resonance in vibrations, the complete solution requires exact knowledge of the externally applied dynamic loads as well as the internal dynamic properties, such as natural frequencies, of the entire system. Neverthe- less, simplifications are possible. One approach in designing suspension structures is to stay outside the range ab of Fig. 7 by increasing the mass q/g (Eq. (8)). This is why some suspension structures have been built with concrete placed on top of the cables, while in others guy wires have been strung from the suspension roof into the foundation. However, the designer has no control over the frequencies of the externally applied loads (in most cases designers cannot even predict them). Therefore, since the value of W, /1L'„ cannot be predicted, there can be no assurance that the resulting structure will fall outside the range ab of Fig. 7. If the cable is damped, the increase in amplitude is represented by the dashed line of Fig. 7. It is seen that the amplitudes are always controlled; that is, there is no possibility of resonance or prolonged oscillations. In general, a sufficiently damped cable, when displaced, will return directly to its initial configuration without oscillations. Two inter- connected curved cables, each with a predetermined natural frequency, arc equivalent to n dampecl system of two cables (Fig. 10). With such a system, the designer does not have to predict or be concerned with the frequency or nature of the external dynamic loads, or the natural frequency of the entire suspension roof. 5. Configuration and Shane. of c,.. .,__ . 4 07/28/49 14:43 FAX 206( )698 NORTHVVIEST 07/27/99 09:41 FAX 425 822 4129 July 26, 1999 Mulvanny Architects 11820 Northup Way, #E300 Bellevue, WA 98005 AT N: Chandler Stever RE Family Fun Center, Tukwila, WA Batting Cages Chandler. Apparently, during the construction of the Batting Cages, there were two grades of lumber used for the 4 x 12 beams supporting the roof joists. In the original calaiation a conservative tributay area and framing load was used. This calculated stress was the reason for the change in the General Notes to the Doug Fir No. 1 specification. The plans and details In the rest of the structural drawings specify Doug Fr No. 2 or better. actual raqjiired lumber recalculated using more spedfic loads. The 4 x 12 beams should be Doug Fir No2 . minimum, MthWaltble base bending stress of 875 psi. Applying the allowable size and load duration adjustments the bending stress becomes 1110 psi. An on site structural inspection of these structures at the time of your final punch list could be provided as an extra measure of assurance to determine if the structures have been properly built Sincerely, Phillip Van Heyningen Engineers Northwest, inc ENGINEERS NORTHWEST, INC. P.S. • STRUCTURAL ENGINEERS WOOOLAWN AVENUE N.E. WATTLE, WA Set 15 Ws) iler76110 FAX (2 5ti-66116 Q1/4)03k At, betreLcketry- ?es IA:* 4- DPIctootko c c„,,,Akk 4kacc. S. etwc,cod, cAs G c'%C.. Aft44-6 S,r cA ktZn eA. (. tale motie Sekeet 0 evtLterkeert cie.04 c c•c peck.. i6 D Q>r Alfte_ ZoktVA ‘AJ'al '?kacrit Ce.)A4raci4 s sc,r "6".,klirekeic..4iet‘ ACTIVITY NUMBER: D99 -0037 PROJECT NAME:, FAMILY FUN CENTER — BATTING. CAGES Original Plan Submittal Response to Correction Letter # DATE: 2 - 3 - 99 Response to Incomplete Letter Revision # After Permit Is. Issued Building Division Public Works •d,1 5 AW P 2�-1a1 A DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 2 -4 -99 Complete Incomplete ❑ Not Applicable ❑ Comments. TUES /THURS ROUTING: Please Route g_ Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS. APPROVALS OR CORRECTIONS: (ten days) Approved ❑ Approved with Conditions REVIEWERS INITIALS. CORRECTION DETERMINATION: Approved ❑ Approved with Conditions ❑ REVIEWERS INITIALS: DATE: \PR•ROUTE.DOC 6/98 COOMI. CON PLAN REVIEW/ROUTINc, SLIP El / W C, Prevention Structural Planning Divi i� Permit Coordinator • No Review Required DUE DATE: 3 - - 99 S DATE: Not Approved (attach comments) ❑ DATE. DUE DATE: Not Approved (attach comments) ❑ 07/27/99 09:40 FAX 425 822 4129 MULVANNY ARCHITECTS Date: • ttO • 1 ❑ Response to Incomplete Letter ❑ Response to Correction Letter Revision after Permit Issued CITY OF TUKWILA Department of Comgmunity Development Permit Center '. 6300 Southcenter B1vd441100, Tukwila, WA 98188 (206)431 -3670 Plan Check/Permit Number: O tt • 3 Project Name: Project Address: , 7300 t iJ exArreft wow Contact Person: G0144Jca.114t STEAM!". Phone Number: •}ZS • traz'Q 44+ Summary of Revision: S1'ROC•Th j.. FR EVISI0f4 "rb 4ag eapMi To Se. P Ft t t• r)11410 SA1 14At) aF MR* I EN61WEBRS N.L' Sheet Number(s) ActrAcith0 REWKiE0 att. 40 GALC "Cloud" or highlight all areas of revisions and date revisions. Submitted to City of Tukwila Permit Center ❑ Entered in Sierra on IJ 002 3/4/99 Dear Sir: Fire Department Review Control #D99 -0037 (512) February 10, 1999 Re: Family Fun Center (batting cages) - 7300 Fun Center Way John W. Rants, Mayor Thomas P. Keefe, Fire Chief The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (UFC 1207.3) Gates and barriers shall be openable without the use of a key or any special knowledge or effort. Gates and barriers in an exit shall not be locked, chained, bolted, barred, latched or otherwise rendered unopenable at times when the building or area served by the exit is occupied. (UFC 1208.2) Gates and barriers installed across an exit shall be of sufficient size as to be capable of opening so that the clear width of the opening is not less than the exit width required by the Building Code. (UFC 1208.3) 2. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575-4439 City of Tukwila Fire Department . . 3. Required fire resistive construction, including occupancy separations, area separation walls, exterior walls due to location on property, fire resistive requirements based on type of construction, draft stop partitions and roof coverings shall be maintained as specified in the Building Code and Fire Code and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (UFC 1111.1) This review limited to speculative tenant space only special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. The Tukwila Fire Preverxtion Bureau cc: TFD file ncd Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 57•4439 tic s.ns1. rn i inn , LRTMENT OF. LABOR AND INDUST REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL $ " " ...UP DATE •r• .0001:;. ' SEI,ECDC016DXC' 06/29/1999 'EFFECTIVEI ATE ' D. SELECT DEV Is CONTRACTING .INC PO BOX 1030 MERIDIAN ID 83680 -1030 Minch And Pi•piny Celiircn;e REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL REGIST: * EXP. DATE CCO1 SELECDC016DK 06/29/1999 EFFECTIVE; DATE 03/12/1999 SELECT DEV & CONTRACTING INC PO BOX 1030 ' ' . • MERIDIAN ID 83680 -1030 Signature Issued by DEPARTMENT OF LABOR AND INDUSTRIES Please Remove And Sign Identification Card Before Placing In Billfold VICINITY MAP LEGAL DESCRIPTION ADJUSTED PARCELS I, 2 AND 3 OF CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT NO. 1-98 -0028, AS RECORDED UNDER RECORDING NO 9806304011, RECORDS OF KING COUNTY, WASHINGTON. ABBREVIATIONS ACOUS. AGOU EXH. EXHAUST MIL METAL ADJ ADJUSTABLE, ADJACENT EXIST. EXISTING MFG. MAN/FACT/RI. ALUM ALUMINUM EXP. EXPANSION MFR MANIFACNRER AN.. ANODIZED EXT. EXTERIOR M.H. MANHOLE APPROX. APPROXIMATE F.P. FLOOR DRAIN MIN. MINIMUM BD. BOARD FM. FOUNDATION M.. M15.1.1A.W5 B.G. WILDING FF FACTORY FINISH MO. MASONRY OPEN. BLK BLOCK F. FLAT HEAD SCREW M.R MOISTURE RESISTANT ELK'S. BLOCKING FL. FLOOR MULL. MULLION BM. BEAM F.I.O. FURNISHED 4 INSTALLED MID. MOUNTED EDT. BOTTOM BY OVAER MFG. MOUNT. BTW BETyISN F.RPP. FIBER REINFORCED PLASTIC NIL. NOT IN CONTRACT C.B CATCH BASIN PANEL(5) NOM. NOMINAL G.I. CAST IRON Fib. FOOTING N.TS. NOT TO SCALE O.I.P. CAST IN PLACE 6A. SAYE OA. OVERALL CL. CENTER LINE, CLEAR 6ALV. GALVANIZED O.O. ON CENTER LL6. CEILING 6.1. GALVANIZED IRON O.H. OVERHEAD CMU CONCRETE MASONRY 6LP 6YPSS31 LATH 4 PLASTER OPG. OPENING UNIT 643 GYPSUM WALLBOARD, OPP. OPPOSITE COL. COLUMN GYPSUM? BOARD PTN. PARTITION CO.. CONCRETE NB. HOSE BIBS PER, PERPENDICULAR CON. CONTI.. HL. HANDICAPPED PL. PLATE, PROPERTY LINE CONSTR. CONSTRUCTION N.M. HOLLOW METAL PLASLAM. PLASTIC LAMINATE CONTR. CONTRACTOR HORIZ. HORIZONTAL PLY.. PLYWOOD G.T. CERAMIC TILE HT. HEIGHT ALBS. PLUMB. DEL DOUBLE KR HEATER PNL. PANEL, PANELING DTL. DETAIL %SUL. INSULATION FR PAIR D.F. DRINKING FOUNTAIN JtJIrS. JOINTJOINTS PROJ. PROJECT D.S. DOWNSPOUT . CONS, LENGTH PRV PRESSURE RED.. Y+G DR. DRAWING LAM. LAMINATE, LAMINATED VALVE EA EACH L.F. LINEAR FOOT, LINEAL FOOT PT. POINT E.FS. EXTERIOR FINISH SYSTEM LID. LIQUID Q.T. MARRY TILE E.I.FS. EXTERIOR INSULATION 4 LTWT. LIEN HEIGHT QTR QUARTER FINISH SYSTEM WAS. MASONRY R RADIUS ELEV. ELEVATION, ELEVATOR MAX. MAXIMUM RD. ROOF DRAIN ELEC. ELECTRICAL MB.S. METAL WILDING SUPPLER RL. RAIN LEADER EN, ENCLOSURE MACH. MECHANICAL RECD. RECEIVED EQ. EQUAL MEZZ. MEZZANI. REF. REFRIGERATOR REINF. REINFORCING FAMILY FUN CENTERS NEW BATTING CAGE STRUCTURE 7300 FUN CENTER WAY TUKWILA, WASHINGTON 2. DIMENSIONS ARE TO THE: GENERAL NOTES FIELD VERIFICATION AND COORDINATION: ra1RVEY DIMENSIONS: DIMENSIONS OF SITE CONDITIONS ARE FROM WRVEY BY OTHERS. THE ARCHITECT BEARS NO RFSPONSIBILIY FOR ACCURACY OF SAME 2 EXISTING UTILIN LOCAT70N5: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF THE SIZE AND LOCATION OF ALL EXISTING UDERSROND AND ABOVE 6ROL6117 UTILITIES. EXISTING UTIL71. SHOWN HAVE BEEN OBTAINED FROM AVAILABLE RECORDS AND ARE SHOWN FOR CONVEUIEN'GE ONLY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY ADDITIONAL UTILITY LOCATIONS NOT SHOW CARE SHOULD BE TAKEN TO AVOID DAMAGE OR DISTURBANCE TO EXISTING UDLInES. TIE CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIRING ANY DAMAGE TO THE UTILITY. 3. THE CONTRACTOR SHALL CONSULT TPE DRAWINGS OF ALL TRADES FOR OPE.. THROUGH SLABS, WALLS, CEILIN6SS, AND ROOFS FOR DUCTS, FIFES, CONDUIT, CABINETS, AND WU1.ENT AND SHALL VERIFY THE SIZES AND LOCATIONS WITH GJECONTR<CTORS. DIMENSIONS: DO NOT SCALE THE DRAWRKS TO OBTAIN DIMONSIONS. WRITTEN DIMENSIONS GOVERN. USE ACTUAL FIELD MEASUREMENTS TS. NOTIFY Ti E ARCHITECT IF ANY DISCREPANCES ARE FOUND. - CENTERLINE OF COLUMNS OR GRID - CENTERLINE OF OPENINGS - CENTERLINE OF PARTITIONS - FACE OF CONCRETE OR MASONRY (NOMINAL/ - FACE OF SHEATH. AT EXTERIOR STUD WALLS - FACE OF FINISH AT EXISTING FINISHES 3. ALL DOORS NOT LOCATED BY DIMENSIONS ON PLANS OR DETAILS SHALL W 6" FROM THE FACE OF INTERSEC11. WALL TO EDGE OF DOOR OPBdN6. 4. ALL DIMENSIONS NOTED 'CLEAR' SHALL . MAINTAINED AND SHALL ALLOW FOR THICKEE55 OF ALL FMSIHE5 INCLUDING CARPETING, TILE, AND TRIM 5. ALL .1611 5 ARE DIMENSIONED FROM THE TOP OF THE SLAB UNLESS NOTED OTHERWISE 6. ROUGH IN DIMENSIONS: VERIFY ALL ROUGH -IN DIME 51.5 FOR EQUIPMENT FURNISHED AND /OR INSTALLED BY THE CONTR ACTOR W3COHNRAOTORS, CANER OR OTHERS. GENERAL REAUIREMENT5: I. VERTICAL CLEARANCES: PLACE NO MAINS, PIPING, CONDUIT OR OBSTRUCTIONS OF ANY KIND 50 AS TO IMPAIR OMEN CEILINS HEIGHTS AND CLEARANCES. DEFERRED SUBMITTALS: I. ELECTRICAL UNDER ..AERATE PERMIT SUBMITTAL. READ. REQUIRED RO. ROUGH OPENING 50HED. SCHEDULE S.G. SOLID LORE SET. SHEET AIM. SIMILAR 5.1.0. SUPPLIED 4 INSTALLED BY OWNER S.O.I.C. B/PPLIED BY OWNER INSTALLED BY CONTRACTOR SPECD. SPECIFIED SQ. SQUARE 55. SERVILE SINK, SANITARY SEER SST STAINLESS STEEL STD. STANDARD SM. STEEL STRUCT. STRUCTURE, STRUCTURAL SSUSP. ,SUSPENDED SYS. SYSTEM TREAD, TOP T45 TOP 4 BOTTOM TEL. TELEPHONE T.P. TEMPERED 746 TONS. 4 GROOVE TG. TEMPERED 6LA55 TYP. TYPICAL UDC. UTILITY UBC. UNIFORM WILDING CODE V.G.T. VINYL COMPOSITION TILE VERT. VERTICAL WITH I9/0 WITHOUT ND. WOOD WOW WINDOW WP. WATERPROOF WR WATER RESISTANT WT. HEIGHT W.W.M. WELDED WIRE MESH WW, VELD. WIRE FABRIC YD. YARD DRAIN 0 NORTH ARROW DOOR MARK JCL �DmR -REFER TO E I WINDOW MARK Dip AIL O I I ENIr IFICArl01 12 SCREEN /LOUVER MARK SHEET WERE DRAWN ROOM MARK WAIT SECT I ON aFFICa:f:Ow ✓ I FI CAT ION 27$ Raw NUMBER - SHEET %MERE DRAWN BUILDING SECTION DETAIL IDENrIFICArIOx A - SHEET WERE DRAWN - SHEET WHERE DRAWN COLUMN GRID PROJECT DIRECTORY DEVELOPER: FAMILY Fm can. 29111 51.1 TOM GTR. LOOPY. WILSONVILLE, OR 97070 CONTACT: X. HUSH PR (503) 682 -9742 FAX (5O3) 662 -4644 7E11ANT: FAMILY FUN LENTER5 24111 SW TOWN GTR LOOPY. WILSONVILLE, OR 47010 CONTACT: JOHN FLESH PH: (503) 652 FAX (563) 602 -444 ARCHITECT: PU_VANNY PARTNERSHIP ARCHITECTS P.S. 11820 NORTNIP WAY, 9E -500 0.LEWE, WA 4800 CONTACT :.AICII.ER STEVE2 TEL: (425) 822-0444 FAX (425) 822 STRUCTURAL ENSIHEERS No0HB'E0T ENSINEER 6864 N OODL504 AVE. E SEATTLE, WA 4816 CONTACT: DAN LAKE TEL: (206) 525-2560 0 FAX (21-5) 525 -6698 CIVIL ENGINEER BAR6HarsEN c?lSIMl6Z5 NO SURVEYOR 1825 - 1210 AVE. SOUTH KENT, WA 46652 CONTACT: DAN BALMEII TEL: (425) 251 -6222 FAX: (425) 251 -8102 6EOTECHNICAL Gso 00147 ENGINEERS 0410 - 54TH AVE. NE REDMfON D, WA 98052 CONTACT: KURT AN17.50,.1 CONTACT: MARY RUNERFORD TEL (48) 861-6000 FAX (425) 861 -6050 LAND0 r00MAN DESIGN 61ROUP ARCHITECT 2324 EAST MICD1S SEATTLE, WA 40112 CONTACT: MARK WEEMAN TEL (206) 322 -1132 FAX: (206) 322 -749 WETLAND YETLAND 000 000 GOf'151LTANT 4605 - PITH AVER /ESE, WE. 106 EVERETT, WA 98208 CONTACT: BILL RAILTON (425) 337374 MEC / ELEC. DE516N 00760 CONSULTANT LEGEND OF SYMBOLS sow , ONTROL EXISTING WORK Isr 15. OR DATUM C POINT CONTOURS DIMENSION INCANDESCENT LIGHT FIXTURES CEILING ®--I WALL imm GYPSUM BOARD CONCRETE EARTH ® GRAVEL IXt CWLFETE ImnME, WuL GRADE ELEVAT ION ® - PLASTIDS A LATH NEN DR FINISH GRADE EXISTING GRADE ACCFSS PANEL SPRINKLER MAI '111- %DUFF 1)1 PROPERTY LINE 1170004)001 REVISION FENCE ® SPEAKER - X - - X - - - QSD stDITE DETECTOR FINISHED ELE VATION / CONTOURS ® 4 LIT SIGN �- 000 V)0001 B SPR IKKLES HEAD E.474ER xEAD O/u El au BRIO) FLUORESCENT LIGHT FIXTURES ® PLYAmO RIGID INSULATION MD 440 INNSUTATI41 ® WOOD MDASER WOOD MOOTING FINISHED Yom ACOUSTICAL TILE ALwI au INDEX OF DWGS T5-I COVER 5HEET 5D OVERALL 517E PLAN ARCHITECTURAL DRAWIN65 A FLOOR PLAN A - J PERSPELnvE lie -3.2 SLoo r oPS KTDIE STRUCTURAL DRAWIN65 5-I GENERAL NOTES 5 - 2 MUTATION PLAN $-3 9 % PLAN 5 BATTNS LASE 5 - 5 MACH. ROOM CODE AND BLDG. INFORMATIO PROJECT NAME: FAMILY RN CENTER PROJECT LOCATION: T600 FUN C.TEt WAY TUKWILA, WASHINETON DESIGN REVIEW: 1-41-0069 CONDITIONAL USE PERMIT- AMISENBNT PARK ENVIRONMENTAL E41-0024 SHORELINE SUBSTANTIAL DEVELOPMENT PERMIT: L4T -0048 SEPA DETERMINATION: DETERMINATION GF NON- 516NIFIGANCE 15 UED APRIL 6, 1998. SPECIAL PERMISSION 516N: 1-47 -0064 AT CASE GOLF DRIVING RANGE QE SHELTER CONSTRU711 1 TYPE: BATTING GAGE -I GOLF DRIVING RANGE I DUE SWELTER TYPE V-N TYPE V -N FIRE RESISTIVE REWIREM1341, I. BEARING WALLS-EXTERIOR 2. BEARING WALLS - INTERIOR 3. NONBEARING WALLS- EXTERIOR 4. STRUCTURAL FRAME 5. PARTInore p.MANEVT 6. SHAFT ENCLOSURES 1. FLOORS AND FLOOR -. INES 6. ROOFS AND ROOF-CEILINSS 9. EXTERIOR DOORS AND W1.0. 10. STAIRWAY CONSTRUCTION WILDINS.1.T: INSULATION ENERGY REMIREMENTS 9-i U-1 U-I TYPE V PARKINS STATISTICS: I Si (15%) 15(21 CT SURFACE PARKING 221 (75%) 15 (25%) TAX PARCEL NUMBER: 2423044063 , DATA ALLOWABLE/REQUIRED ZONING SITE AREA MAX AI I DRAY%F WILDING FOOTPRINT MAX 5J11.91 HEIGN MAX NEW BUILDING AREA MIN. PARKING - L41 -0071 SPECIAL PERMISSION PARK'S DETERMINATION BICYCLE PARKINS COMFERGIAL/L16HT INWSTRIAL NA NA 3Q3 STALLS (MAX 30% COMPACT) +YS: 2.57 LL5, MIN 2 PROVIDED COMMERCIAL/LISNT 1..STRIAI 0000 ACRES 23,202 SF 4 STORIES OR 45 FT 45 FT AT MIDPOINT OF PITCHED ROOF NA 303 STALLS 16 STALLS WILDING CODE DATA: APPLICABLE WILDING AND ZONING LODES: I. CITY OF TUKWILA ZONING LODE PRINTED NOr 1947 i 2. UNIFORM WILDING LODE AND ASSOCIATED UWF CODES (IIBL, 1997 EDITION) 3. NATIONAL ELECTRICAL CODE, 1496 EDIT 4. WASHINGTON STATE ENERGY CODE 515EL, 1497 ED;TION) 5. WASHINGTON STATE RE0UATION5 FOR BARRJ�{4 FACILITIES (1447 EDITION, RAC 51-40) SEISMIC ZONE: (( n OCCUPANCY TYPE: ITEMS IN OUTLINE ARE INCLI191VE OF THIS PERMIT ONLY BATTING GAGE I STORIES FOR TYPE V -N CONSTRUCTION 60 F DRIVING RANGE I STOR, FOR TYPE V -N CONSTRUCTION .TER 1 STORIES FOR TYPE V -N CONSTRUCTION TOTAL WILD1. AREA BAT GAGE 1 GOLF DRIVING RANGE 1064 SF 11684 364 SF OCCUPANT LOADS AND EXITING REQUIREMENTS (LBO TABLE 10-4 SEC. 10032). • /47' 66 $cPA:IRA 001 FOG: 0 _ 6C HANIC AL 1Sd EL JJJ ❑ PL O OA P7P1`!G I °A GUT`( O H I 1 E ROLF DRIVING RANGE RUE SPECTER NET FLOOR AREA FLOOR: 1884 5F OCCUPANT OCCUPANTS Nasax OCCUPANTS REQUIRED PROVIDED LOAD FER FLOOR OF .ITS PER EXIT EXIT WIDnH EXIT WIDTH FACTOR (X02) 1:50 372 1:50 37.1 384 5F 1:50 1.1 372 3T.T 1.1 15" 84 15' 15" OPEN OPEN ACCESSIBLE / VAN ACCESSIBLE TOTAL 6/1 1 308 I. ROOF 2. EXTERIOR WALLS 3. FOUNDATION 4. FLOORS OVER UNCONDITIONED SPACE BAT GAGE NA NA NA NA GOLF DRIVING RANGE NA NA NA QUE SHELTER NA NA NA NA FILE COPY ovets are derstuntl that the Plan Check app royal of to errors and nma 0..00C0 'Insand app of any seal net authorize violation of con - oted aerie of nhanca actor's copy of approved Plans acknowledged ilk I E i 4A• RECEIVED Gry OF NK4YILA F1 E1999 PERMIT CENTER W W 2 72 72 0 Z v W 0 DI 0 { rc ry TS -1 I CD 0 i MIL l ikal■111 FAMILY FUN CENTER muLvannY PaRT flER S H I P ARCHITECTS PROFESSIONAL SERVICE SORPOSAIIOX Jerry Quinn Lee to Mitchell C. Smith • Ronald L Maddox 11820 Norihup Way 0 E300, Bellevue, WA 98005 (925)822-0449 FAX (925)822-4129 r 2-3-q, rlvrc CBS DRAWN BY TLP,DEF SUBMITTED FOR °NINE ENANT APPROVAL CHECKED BY CBS PLOTTED DATE '' 7■v Vne ''" , ■4 BATTING CAGE STRUCTURE 7300 FUN CENTER WAY TUKWILA, WASHINGTON OHNER/TENANT/BID CORRECTIONS A BUILDING PERMIT CORRECTIONS A CONSTRUCTION DRAWINGS AS DRAWINGS A WIIMIIMMI■1 IM/■■■■.././.. Mulvann Partnershi d hts reserved. No art of tht A-1.1 1'LCJI IED D ATE: i in p 0 11 r 0 O 70 -- a U r z c).) 0 FLOOR PLAN V=V ortaebe n� e . au��e9dnl: r may r- W • .4. Nr FAMILY FUN CENTER I M U L V ftf l f l Y P f RT f l E R S H I P ARCHITECTS C H I i E C T S r C[ Jerry Quinn Lee II Mitchell C S °m SERVICE Ronald L. Maddox 11820 Northup Way , E300, Bellevue, WA 98005 (425)822 -0444 FAX (425)822 -4129 MIN v SUBMITTED FOR OWNER/TENANT APPROVAL r.L o_ C. V r, ,, PLOTTED DATE without permission 'in writin4 ) — team Mulvonrc PerinarsM1'�o. 3 -qq SUBSUBMITMITTED FOFOR R BUILDING PERMIT 760 REGISTERED ARI.HITECT, , E L / ! • / Y 4 ( . , J l Y QUINN LEE STATE OF WASHINGTON TED BID BA BATTING CAGE STRUCTURE 7300 FUN CENTER WAY TUKWILA, WASHINGTON OWNER/TENANT/BID CORRECTIONS I BUILDING PERMIT CORRECTIONS CONBTRucnon DRAWINGS AS - BUILT DRAWINGS PROJECT NO. R7 -112 PERSPEOTI \/E menl Parly beh�repr All �rAyhls re nv �fo rri No b port of this r ® • • PO FAMILY FUN CENTER M u v � n PART n E R S H I P A R C H I T E C T S auressle net SERVICE CORPORATION Jerry Quinn Lee • Mitchell C. Smith • Ronald L. Maddox 11820 Northup Way xE300, Bellevue, WA 98005 (925)822-0444 FAX (925)822 -4129 -- 2-5-99 �� ,,, SUBMITTED FOR OW P E RMI APPROVAL. SUBMITTED FOR BUILDING LDING PERMIT ,1 ei ,hv bT GS PLOTTED DATE: ' without perm ssion W ritinq from Mulvann Pa r'liersh l me r'' 2-5- SUBMITTED FOR BID 3760 REGISTERED % ARGHITEf.F1 3 •flY'QUINN LEE STATE OF WASHINGTON BATTING CAGE STRUCTURE 7300 FUN CENTER WAY TUKWILA, WASHINGTON O /B I WNER/TE ID RRC- GTONS n Dw6 PNANT EA BUR R MT GO —' CONSTRUCTION DRAWINGS AS - BUILT DRAWINGS I2 - I I - qH PROJECT NO P1 y H U) D GU Ui T 0 1) F9 CD U1 z 0 m PERSPECTIVE 8 m e rit P artn e r d s hl p s : AI I J eg re f e u d m No b P art of this GALVA.. IRON-, CONTINUOUS GUTTER 66 GAGE TINA TO MATCH SUTTER COLORS OF MAN BUILDING D °2 OR BTR D.F. 2' X'0" JOIT9 -y ' 24"o.c. HANG FROM BEARS W /$IMPSON JLYSTS HANGERS °LUF•d0 SKYLIGHT FRAME and FLASHING VY' PLYWOOD SHEATHMG AP4 24/p 4' -0' X 3' -0" PLASTIC SKYLJGHT 8 - STATION ROOF LAYOUT 26 GAGE YETAL ROOF LLRH COLOR RIB C11 ROOF OF MA TO MATCH ROOF F MAN BUILDING GALVAN® IRON CONTINUOUS \ [26 GAGE T40 COLOR TO MATCH GUTTER ON MAIN BUILDING n oR BTR DF.J � P X I0` FAS COLOR TO iIATCN FASQA ON M4M BILGING LVr. STD. PPE I / MATOA SLPE DF 6 TOP BAR_\ 3 \\ U Li --2 OR BTR DP. P X 10' JOBTS AT 24b.c., HANG FROM E'1TI WTH SMPSON JOIST HANGERS 'LUP70. WANE- LY.3iT FROM JOST, SEE DETAIL 5 /B. 1` ■ TYPICAL SECTION () CONNECTION DETAIL U -TOP OF CONCRETE SLAB Bo STD. PIPE TYPICAL OF CAGE FRONT POSTS AND OUTFIELD PERIMETER POSTS. a CONNECTION DETAIL * CONNECTION DETAIL GENERAL NOTES THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE CODE: UNIFORM BUILDING CODE -- 1997 EDITION - ASTM'S LATEST EDITION LIVE LOADS ROOF 25 PSF WIND BO MPH, EXPOSURE B SEISMIC ZONE 3 FOUNDATION THE FOUNDATION WAS DESIGNED WITH AN ALLOWABLE SOIL BEARING CAPACITY OF 2500 PSF IN ACCORDANCE WITH SOILS REPORT 5925 - 001 -37- 1130/063097 DATED 6 -30 -97 PREPARED BY GEOTECHNICAL ENGINEERING SERVICES. PREPARE THE SITE PER SOILS ENGINEER'S RECOMMENDATIONS. BEAR ALL FOOTINGS AND SLABS ON PROPERLY PREPARED NATIVE SOILS OR ON COMPACTED STRUCTURAL FILL, SEE SOILS REPORT. COMPACT ALL STRUCTURAL FILL AND BACKFILL PER SOILS ENGINEER'S RECOMMENDATIONS. DETERMINE MAXIMUM DENSITY BY ASTM 0 -1557. EXTEND ALL EXTERIOR FOOTINGS 18" MIN. BELOW FINAL FINISHED GRADE. SEE ARCH. AND SOILS REPORT FOR SLAB ON GRADE UNDERLAYMENT. SLABS ON GRADE THE SLAB ON GRADE FOR THIS PROJECT IS TYPICAL OF THAT IN OTHER PROJECTS CONSTRUCTED IN THIS AREA WITH SIMILAR LOADINGS AND SOIL CONDITIONS. THE SLAB HAS NOT BEEN DESIGNED FOR ANY SPECIFIC LIVE LOAD (INCLUDING CONSTRUCTION LOADS) AND HAS BEEN DETAILED TO MEET LOCAL INDUSTRY STANDARDS FOR SIMILAR BUILDINGS. THE OWNER OR HIS REPRESENTATIVE HAVING REVIEWED THESE DRAWINGS PRIOR TO START OF CONSTRUCTION IS AWARE OF THE PROBLEMS WHICH MAY ARISE WITH THESE SLABS AND ACCEPTS THE RESPONSIBILITY THEREOF. REVIEW WITH THE SOILS ENGINEER ANY CONSTRUCTION LOADINGS ON THE SLAB AND SOILS BELOW. TAKE NECESSARY MEASURES TO INSURE THAT THE SLAB AND SOILS BELOW WILL NOT BE AFFECTED OR DAMAGED BY THE CONSTRUCTION LOADING. CAST -IN- PLACE - CONCRETE F'c = 3000 PSI FOR ALL CAST -IN- PLACE - CONCRETE. ULTIMATE STRENGTH DESIGN METHOD USED. CONCRETE MAY BE PROPORTIONED ON THE BASIS OF FIELD EXPERIENCE AND TRIAL MIXTURES OR BY WATER -CEMENT RATIO AS DESCRIBED IN CODE. SUBMIT MIX DESIGN AND DATA AS REQUIRED FOR EACH METHOD. IF WATER - CEMENT RATIO METHOD IS USED, MAXIMUM WATER - CEMENT RATIO SHALL CONFORM WITH TABLE 19 -A -7 OF UBC. MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE UBC AND ACI CODE 318. PROPORTION AGGREGATE TO CEMENT TO PRODUCE A DENSE WORKABLE MIX WITH 4" MAXIMUM SLUMP WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. SEE SPECIFICATIONS FOR ADMIXTURES. PROVI8EN511 /2 % TOTAL AIR CONTENT FOR CONCRETE EXPOSED TO FREEZING AND THAWING EXPOSURES. LIMIT WATER CEMENT RATIO TO .45 AND USE TYPE V CEMENT WHERE CONCRETE IS EXPOSED TO SOIL CONTAINING WATER SOLUBLE SULFATE IN EXCESS OF %2 ADD NO WATER AT SITE. WATER REDUCING OR SUPERPLASTICIZING ADMIXTURES MAY BE USED TO INCREASE WORKABILITY WITHOUT INCREASING WATER - CEMENT RATIO OF DESIGN MIX SUBMITTAL. SEE SPECIFICATIONS FOR CURING 3/4 CHAMFER ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. REINFORCING STEEL USE DEFORMED CONCRETE REINFORCING STEEL CONFORMING WITH ASTM A615, GRADE 60 (fy= 60,000 psi). LAP CONTINUOUS REINFORCING BARS 36 BAR DIAMETERS, 2' -0" MINIMUM, UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS (2' -0° MIN. BEND) FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH "ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES ". WELDED WIRE FABRIC (WWF) TO CONFORM WITH ASTM A165. REINFORCING HOOKS TO COMPLY WITH STANDARD ACI HOOKS EXCEPT STIRRUPS AND TIES SHALL HAVE 135 DEGREE AC1 SEISMIC HOOKS. COVER TO REINFORCEMENT: NONPRESTRESSED CAST -IN -PLACE CONCRETE (INCHES) CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3 FORMED SURFACES EXPOSED TO EARTH OR WEATHER #6 AND LARGER 2 #5 AND SMALLER 1 -1/2 NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND SLABS, WALLS. JOISTS 14 AND LARGER 1 -1/2 #11 AND SMALLER 3/4 BEAMS, COLUMNS PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS 1 -1/2 REINFORCING STEEL WELDING USE ASTM A706 GRADE 60 (fy = 60000 psi) FOR ANY REINFORCING THAT IS TO BE WELDED. FOLLOW PROCEDURES OF ANSI /AWS 01.4 -92, "STRUCTURAL WELDING CODE - REINFORCING STEEL". USE E 80XX LOW HYDROGEN ELECTRODES CONFORMING TO ANSI /AWS A5.1 OR A5.5. DO NOT WELD REINFORCING IF TEMPERATURE IS BELOW 32 DEGREES FAHRENHEIT. MAINTAIN A MINIMUM PREHEAT AND INTERPASS TEMPERATURE OF 50 DEGREES FAHRENHEIT FOR NO. 7 THROUGH NO.11 BARS. DO NOT WELD N0. 14 AND NO.18 BARS. DO NOT WELD WITHIN 3- INCHES OF BENDS. LET BARS COOL NATURALLY TO AMBIENT TEMPERATURE AFTER WELDING; DO NOT QUENCH. USE NABS CERTIFIED WELDERS. PROVIDE SPECIAL INSPECTION PER CODE. SUBMIT MILL CERTIFICATES. STRUCTURAL STEEL ALL WORK IN ACCORDANCE WITH "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS" AND THE 'CODE OF STANDARD PRACTICE ° . STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: STRUCTURAL STEEL ASTM A -36 (Fy= 36,000 PSI) PIPE SHAPES ASTM A -53, TYPE E OR S. GRADE B (Fy= 35,000 PSI) ANCHOR BOLTS ASTM A -307 HIGH STRENGTH BOLTS ASTM A -325 ALL STRUCTURAL STEEL BOLTED CONNECTIONS ARE ASTM A -325 TYPE N CONNECTIONS - BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. CONNECTIONS ARE NON -SLIP CRITICAL AND BOLTS NEED BE TIGHTENED ° SNUG TIGHT" ONLY. PROVIDE WASHERS AT OUTER PLYS WITH SLOTTED HOLES. INSTALL A -325 BOLTS IN ACCORDANCE WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" (11/13/85). PROVIDE MINIMUM EMBEDMENT FOR ANCHOR BOLTS PER UBC TABLE INC FOR CONCRETE AND UBC TABLE 21N FOR MASONRY, UNLESS SHOWN OTHERWISE. ALL WELDING TO CONFORM WITH AWS D1.1 ° STRUCTURAL WELDING CODE - STEEL ° . WELDS NOT SPECIFIED SHALL BE 1/4 CONTINUOUS FILLET MINIMUM. ALL WELDS BY WABO CERTIFIED WELDERS. USE LOW HYDROGEN FILLER METAL WITH A MINIMUM TENSILE STRENGTH OF 70 KSI. ALL WELDED JOINTS SHALL BE AWS PREOUALIFIED. WELDHEAD STUDS (WHS) ARE TO BE MACHINE WELDED WITH PROPER EQUIPMENT AS REQUIRED BY MANUFACTURER. CONCRETE EXPANSION ANCHORS - "H1LT1 KWIK BOLTS - INSTALL IN ACCORDANCE WITH ICBO REPORT NO.4627 : MASONRY ANCHORS - "HILTI SLEEVE ANCHORS" - INSTALL IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. COORDINATE WORK WITH JOIST MANUFACTURER. SEE SPECIFICATIONS FOR ITEMS TO BE GALVANIZED. FRAMING LUMBER GRADES & STRESSES SHALL CONFORM WITH ° WESTERN LUMBER GRADING RULES '91 °, WAWA OR "STANDARD NO.17 GRADING RULES FOR WEST COAST LUMBER °, 1991, WCLB. ALL LUMBER S4S AND S -DRY UNLESS NOTED OTHERWISE. UNLESS NOTED OTHERWISE, USE THE FOLLOWING: SPECIES GRADE BASE VALUE Fb LIGHT FRAMING STUDS (2X4, 3X4, 404) DOUG FIR STANDARD 550 PSI TYPICAL STRTURAL JOISTS & PLANKS PER PLAN DOUG FIR #2 965 PSI (2X4 & 4X PES, JOUG F #2 E RE NOUG F #1 • E?t • NUTS BEARING AGAINST WOOD SHALL BE PIDED WARD CU BASE VALUE STRESSES TO BE ADJUSTED WITH APPROP ONTACT WITH CONCRETE OR MASONRY SHALL BE PRESERH COMMON NAILS PER UBC TABLE 23 -OR ALL NAING EXCER PROVIDE THE REQUIRED PENETRATION LYWAPID ER UBC TABLE 23 -1 -0 UNLESS NOTED S SIMPSON. OTHER MANUFACTURERS WTI EATER THAN THAT SPECIFIED MAY BE USED. NAIL ALL HOLES WITH NAILS AS SPECIFIED BY MANUFACTURER. CUT NO HOLES IN ANY STRUCTURAL FRAMING WITHOUT ENGINEERS APPROVAL, EXCEPT THAT 1 -INCH DIAMETER HOLES MAY BE DRILLED IN 2X STUDS AND PLATES - NO MORE THAN ONE HOLE EVERY 6- INCHES. PLYWOOD CONFORM WITH UBC STANDARD 23 -2 (P.S. 1 -83) AND NER -108 (APA). ALL PANELS RATED EXPOSURE 1. SEE PLANS FOR NAILING SPACING. ROOF SHEATHING: 5/8, CDX 32/16. NAIL WITH 10d (.148" DIAMETER) COMMON NAILS WITH 2 INCH MINIMUM PENETRATION. PROVIDE PLYWOOD SHEATHING CLIPS ON UNSUPPORTED EDGES MIDWAY BETWEEN FRAMING MEMBERS. PLYWOOD ROOF SHEATHING NAILING 100 NAILS AT 6° 0/C MAXIMUM AT SUPPORTED EDGES, AND 10D NAILS AT 12" 0/C MAXIMUM AT ALL INTERIOR SUPPORTS. INSPECTIONS INSPECTIONS ARE TO BE PER UBC CHAPTER 17 AND ARE TO BE BY AN INDEPENDENT TESTING LAB. FOUNDATION: INSPECT FOOTING EXCAVATIONS AND PROVIDE COMPACTION TESTS. CONCRETE: TAKE CONCRETE CYLINDERS AS REQUIRED BY CODE, VERIFY SLUMP, STRENGTH, AIR CONTENT, PLACEMENT OF CONNECTIONS AND ANCHOR BOLTS. REINFORCING: VERIFY THAT ALL REINFORCING IS PLACED IN ACCORDANCE WITH APPROVED PLANS. CHECK FOR REQUIRED COVER, SIZE, GRADE, AND SPACING. CONC. EXPANSION & COPY OF ICBO REPORT FOR ANCHORS OR ADHESIVE SYSTEM USED MUST MASONRY ANCHORS & BE AVAILABLE AT JOB SITE. VERIFY ANCHORS OR ADHESIVE SYSTEM DRILLED IN DOWELS: INSTALLATION IS IN ACCORDANCE WITH REPORT. ROOF DECK: VERIFY THAT DECK SIZE AND GAGE IS PER PLANS. MASONRY: VERIFY THAT ALL REINFORCING. CONNECTIONS, AND ANCHOR BOLTS ARE PLACED IN ACCORDANCE WITH APPROVED PLANS. INSPECT GROUT SPACE IMMEDIATELY PRIOR TO CLOSING OF CLEANOUT. INSPECT GROUTING OPERATIONS. VERIFY MORTAR IS BEING MIXED TO SPECIFIED PORTIONS. TEST MASONRY PRISMS BEFORE AND DURING RE CEIVED CONSTRUCTION AS REQUIRED BY CODE. TEST GROUT SAMPLES. cIr OF TUrcwIU` SPRAY - APPLIED AS REQUIRED BY U.B.C. STANDARD NO. 43-8. TFB . ) Iy99 FIRE PROOFING: ERMIT CENTER SZIRaNIDNR FAMILY FUN CENTER b n O CJ� 20 N U Y JOB N0: 98088 ENGINEER: P.V.H. DRAWN: BDS DATE: 1 -28 -99 SHEET N0: S1 CAGEGNI 1 [ SHEET CONTENTS: SUBMITTED FOR OWNER/TENANT APPROVAL SUBMITTED FOR BUILDING PERMIT SUBMITTED FOR BID OWNER/TENANT/BID CORRECTIONS -4111 BUILDING PERMIT CORRECTIONS CONSTRUCTION DRAWINGS AS-BUILT DRAWINGS .41-(2) I 161,•*.t 1-28-99 SHEET NO: FAMILY FUN CENTER BATTING CAGES 7300 FUN CENTER WAY TUKWILA, WASHINGTON JOB Nth 98088 EZEIMINIE DRAWN. BOS DATE: 1-28-99 SHEET NO: S2 BATTERS ROOF SUPPoRT poem, (24/2 STD. PIM 6 CHU - SPUT FACED BLOCK WALL, SEE DRAILN4 BY OTHERS. 67-0 RADLW Ad ■\,■ -DATTING CAGE FRONT POSTS CON BOX MOUNT 8 BUILT-UP CUMI SECTION A-A BATTING CAGE PERIMETER 55-0. LAYOUT NETTTNG MAIN MAST MacHNERT ROOF STRUcTuRE SEE SHEET .5 PITCHING MACHINE ricelNIING POST DONVETOR MOUNT MIF AS RECD 10-0 10-0 •4 REBAR, PLACE AT OUTSIDE OF POSTS, 7' ISELOW SURFACE OF CONC. WELDING TO POSTS OPTIONAL ELEVATION = ID005 STEEL FORM FOR T46 SUMP TO EE PROVIDED AD.C. G EAU- RETREVAL SUMP NOTE FOR LAYOUT OF PIT014ING AREA SEE SHEET G CONVEYOR •1054T MPE, 0 FITC14NG MACHINE MOUNT r2 V2 PIPE) - ACCESS BOx,opTIONALJ SEE SHEET •3 rzio. PIT AREA ROOF STRUCTURE BEE SHEET .5 IP MAST, SEcTION /5-5 ON SHEET .5 RAMIS PONT PLACE MasT MICE iff• SLEEVE AV FLL AROUND 411114 COMPACTED SAND CR CoNCREM 2 I/7, PITCHNG rIA.CHNE tioNT ED CURB AT 37'-0' RADIUS 51257 2 1/2 • PITCHNG MACI•BIE MOUNT 15' T-6 =UAL STALL ONLY. F. SIGNAL BOX MOUNT WELDED TO FITCHNG MACI-L mouNr WELD 4 REBAR x A5 5•1.51. PITCHING MACHINE and F SIGNAL BOX MOUNTING \- - POSTS WIME TAHTE SCALE J- rt OUTFIELD PERIMETER 2 POSTS 1/24-0 ?-0" DA, A COIN BOX MOUNTS and BATTING CAGE POSTS 0 BALL RETRIEVAL SUMP CURB AT FRONT OF 2 J BATTING CAGE CONVEYOR POST ecALE ak DOOR JAMB Nir P • T 6 § SHRHNIDNa SHEET' CONTENTS: FAMILY FUN CENTER 2 3 99 SUBMITTED FOR OW APPROVAL 2,5, 91 SUBMITTED FOR BUILDING ILDING PERM PERMIT U SUBMITTED FOR BID 2 1/7 �— OWNER/TENANT /BID CORRECTIONS f{ 'I 1 BATTING CAGES 7300 FUN CENTER WAY TUKWILA, WASHINGTON PIPE E V ��� BUILDING PERMIT CORRECTIONS "eV y CONSTRUCTION DRAWINGS kig /� AS —BUILT DRAWINGS fl .5 >CHEDULE V Oat BS, 36 14. STY 54 Eru 62 th-u •• ilTu 36 31 Ikru 43 FIFE NETIBEIE U 1 2 1/7 SSY il 1 PIPE E 10340 14300 y kl 1006 10E0 kig ELEVATION AT TOP OF FIFE >CHEDULE ELEVATON AT TOP I OF GONG SLAS sa.a.n L: \98FILES \98 0 813\ CATEMPLA.0246 01/2 TO %iEnO_Timel brents V W NORTHWEST ENGINEERS NORTHWEST INC. P.S. LUfmt>x9 mum 6869 W0924A1M AVE N.E SEA711E NA519NC1011 98115 (106) 525 7560 4 SEE SHEET '.L FOR ROOF STRUCTURE LAYOUT AND DETAILS TOP ELEVATION = SOO � ROOF SUPPORT POST O V? STD. PIPE/ ROOF SUPPORT POST O -V2° STD. PIPE, 4 CONCRETE 6WJEWALK ELEV. rm96 TLTV. 10056 CMU WALL - NOT TO BE CONSTRUCTED FROM THESE BLUEPRINTS (SEE DRNLNGS FROM EPPNG/DEPENBAIGH ASSOCIATES) 3' SIDE VIEW SCALE 3/8'44" GATE —CON BOX POST 2 UP STD. PPE NOTE DO NOT CROSS UNE INDICATES LIMES OF BATTER'S BOX. MARK AREA ARH 6 AIDE STRIPE AT LOCATION SHOWN 1-1/7 PPE ABOVE 4' WHITE STRIPE b'-0• HOME PLATE All A ey. - Al . HOME PLATE WHITE 3' BLACK LETTERS ON WHITE STRIPE • V1 NETTING ANCHOR • 4° ABOVE BLAB SEE PETAL 5/4 FVP PPE ABOVE - s° ffi'-0° RAO. TOP VIEW SCALE NT.S. 2 CMU WALL, 8'48'x6. SMOOTH FACE BLOCK, COLOR TO (MATCH OT1E2 BLOCK WLALLS THRUCUT THE PARK (3 COURSES HIGH/ BLACK LETTERS ON RED STRIPE e BLACK STRIPE AT 4E RIDE uITI4 IT' YELLOW ST NoTE FOR HANDICAPPED STALL DAIEEIONS SEE DETAIL ON SHEET HEY - Boom NOTE HBGHT OF Q isslo POSTS R THRU 203 ARE R-0; HEIGHT OF FRONT EATING CAGE POSTS Ca TWO EU ARE 2242 PPE SCHEiDLILE ON SHEET •3 13_EV. BOO ELEV. 3096 S '" NET AT 4 Local... STALLS Ii 2.2 i . bi Z AND 1i 6, SEE LAYOUT ON SHEET •A ELEV T00D0 6 3/4. P3/8= / FT DROP N BATING CAGE AREA) GATE STD. PPE AND CHAIN LINK TO OPEN SWARD TOWARD CON BOX SPRING ASNBTm RETURN. STOP WELDED TO GATE RUBBER BACKSTOP MAT CENTERED ELU3/. cHAN LINK OUT NOE of =ABM ON PEmMETER OF ENCLOSURE W/ TERNG N&DE 1)9q- ooen STD- PPE 60.FET7 PET, SEE SAE VEU Ai3 FOR LOCATIONS. CAGISB TO BE NETTING. @(D PANELS TO ISE CHAN INK WTI PER. SLIDE SCALE 3/6'4 -0• BATTING CAGE ISOMETRIC NTS. CML WALL, PAW. SMOOTH FACE BLOCK, COLOR TO MATCH OTHER BLOCK WALLS THRU -CUT TNT PARK (3 COURSES wGw 1 � HOME PLATE DETAIL PIPE and NET 0 CONNECTION T° BACKSTOP NETTING ANCHOR 4 SCALE r.r ,-OUTFIELD NETTING ANCHOR RECEIVED CITY OF TUKWIL4 FEB - ; i999 JOB NO 98088 ENGINEER: P.V.H. DRAWN: BDS DATE: 1 -28 -99 SHEET NO: S4 P ELEV. 1452' PITCHING MACHINE ROOF PLAN LIGHT POST (3 1/2• STD. PPE/ OPTIONAL SLADE COLLAR COLLAR STOPS MAIN MAST r8'V STD. PPE/ 2 TON ILINCH BY AMC, xox rFDR oP LIGHT( �ELEV. 9187 ELEv 9737 �. > 4"'"' T-4" SECTION B -B SCALE V7'. -0' © METAL SHEAVE NTS_ CONVEYOR SUPPORT (64 STD. PPE/ TOP OF SLAB AT PERIMETER (ELEVATION = 600.101 PANEL B. ON REAR OF POST (AWAY FROM BATTING r^aFl ELEVATION = 960.0 DUPLEX RECEPTFGLE 8" MAIN MAST NET ANCHOR 1-1/7 STD. PIPE SEE PETAL A/5 P.Y.C. DRAIN PIPE SUMP FUND IF MED BY STORM SEWER GRADES. Pcti-0031 \ 2 -1/76 PIPE ON 33'-0° RADIUS ON b•-r CENTERS, TYPICAL OF 8 PITCF2NG MACHINE MOUNTS LAYOUT PITCHING MACHINE AREA 2-1/2E RIFE ON 3T-0° RADUS ON 5' -8 1/7 CAS, TYPICAL OF 6 DUAL MAC414E MOUNTS 2 -1/2, PIPE ON 33-0` RADIUS ON 6'3 V2° CENTERS, TYPICAL OF E ROOF SUPPORT POSTS. SECTION C -C SCALE V4 ACCESS BOX(OPTIONAU 8° P.Y.G. CONNECT TO STORM SEWER TYP. RADIUS POINT TO HOME PLATE ROOF SUPPORT (2 VY 0 NET ANCHOR C I L'7 4) O ELEVATION OF DUAL POST 5 CONFIGURAION 5CALE I8 0 COLUMN- BEAM CONNECTION S SCALE I V241-0. i 2 V2' 4 STD. PIPE (ROOF SUPPORT/ I VT A STD. PPE (STAND OFF) SEE PRCHINrs MACWNE LAYOUT SHEET •S FOR LOCATIONS. EMCEE NET E BOLT -UP CURB WELD 2 •4 RECUR &' AS SHOWN 7-0 A, 74 -6° SEMMEMEMENEW ONAMEMMEMMEN il•\.�/ MAI .l•.•l ••i RECEIVED CITY OF TUKWILq FEB -- 1999 PERMIT CENTER, / l:rRACUB ROOF SUPPORT FOR PITCHING S MACHINE COVER BALE ID�I U) E ,y Y-I 0 z 0. w N U m rc M N 0 IC w z w U z L 5 J U- > z Cno W �,-^ V � QZV Zz L L Q � Y m M � JOB N0: 98088 ENGINEER: P.V.H. DRAWN: MS DATE: 1 -28 -99 SHEET N0: S5 IE =25.60 ` 61 TF 8 AD628 - • 1. NEW • TYPE 1" y RM =27 I y IE =24.50 �� - .721, FAA Y FUN IE =25.20 'k g, PVC ROOF DRAII W �V lrn. 28.88 - � ` 5 . 1 68,11 TRENCH NUN - L 1 - 4 0 O MANUFACTURED B3' AcyDRNI� �\ F'T n MODEL NW100 CHANNEL ■ 291.0 APPROXIMATE LO CATION VACATED NELSON PLACE 6' PVC ROOF'�DRAIN 64 LF 8 ADS ASPHALT FLUSH N -12 O 0.80% W/ CONCRETE IIALK 29.0 IE O .G. =26.5 DEAN SM 8) - g IE =24.50 i 1 43 LF 8` ADS N -12 O 535 % - _' Ill NEW CBP2L TYPE I 11111=25_20 f� IE 2N-1 LF 28 �(�� 43 8 ° ADSN1205.35 %- t z7"O TYPE_4 , IE =24,50 .g dd NOTE CONTRACTOR SHALL REM GRADE LOT 2 AS AN INTERIM .15 TO PROVIDE A POSITIVE DRAINAGE SLOPE TO STORM DRAINAC SYSIDI ALL CATCH BASINS WITHIN LOT 2 SITE SHALL BE PROTECTED FROM SEDIMENT RUNOFF BY CATCH BASIN PROTECTION MEASURES PER CITY OF TUKWILA REQUIREMENTS. 144 F 18 N -12 O 0.25% 87 LF 12' ADS N -12 • 0.25% NEW .:. _ TYPE IE =23.31 C ha PER DETAIL SHT. 8 IE = RIM227.00 22.Sfi 46 LF 8 ADS r i N -12 O 0.50% IE =22.79 NEW •_ .. TYPE IE =24.50 70 F 8' ADS N -12 O 2.77% NOTE DETAILED GRADING OF ATTRACTION AREAS ARE DESIGNED BY AN ATTRACTION SPECIALIST. GRADES SHOWN ARE GENERAL IN NATURE REFER TO ATTRACTION DESIGN PLANS FOR SPECIFIC DETAIL INFORMAPON. 35 LF 8' ADS N -12 O 3.71% NEW •: •TYPE M= 45.80 65 LF 6 ROOF DRAIN PEW BULDNG FF-29A PEW OWSTYPE I RIM =28.00 IE =25.18 APPROXIMATE LOCATION VACATED S. 153RD STREET 28.3 PEW 'YEE' DITCH (PER SECTION VIEW SHT. 2) NEW • : '.TYPE 1 111 =2 IE =22.58 GREEN RIVER 100 YEAR MAX W.S. - 2t9 500 YEAR MAX W.S. - 220 RIM =25.3. 21€-25 WOOD SNAGS MAPOE4ANCE APO ACCT EASEMENT AFEA GRADING AND STORM DRAINAGE PLAN IAN NEW CBi45,TYPE ¢ 246 - -- 1 NEW heAW DUTY ASPHALT PAYI3.ENT ( (PER DETAIL SET. 8) HI f � o _ L _ 6.00 IE= 22.82_ p3 3 NEW 8` CONC. PAVEMENT (PER DETYL1HE - 8) - - EX YYP.LOW CLUSTER (10 !BOPS I'M MEWED CONC. CURB (PER DETAILL SH WAY-- _ 1 GRAD P 97A i NOTE / 7fLC E1R Tfe397 ST961 BE aD C LED BY A LICENSED ECHNICAL GINEER TO BE FR EP 9NATE5. CDY TO PPPROVE PLING PUN PRIOR 92 F 1 N -12 O 0 Fle. P\ SDSKPRO106125 +6125 -3M DWG Dale /Erse 02/02/1999 12.40 .,tale. 1 =40 mIkeb xrels. _ °._5- 8316125- T,Z6125-S.Z6125 -C, ORDIORY w MARK �-84) EX WILLOW CLUSTER (TD FHIMS LEAN FRO 4 WATER MARK 6$0 .) 4 ,TEAT VINYL COATED CiALJ°pC PEKE (PER DETAIL SHT. 7) ti- FROPERTY OWED BY BI ON NORTHERN RALROAD IBSNIG 8OREINE YEf -FATE R 10 E BAYS) EX 'ALLOW CU.::TE1 (ro TBAAPO EX NATYfAL HABITAT TTD REMAPO NEW ROCKERY EX. DRNNAGE,SWALE (TO REMAIN) EXISTING TOE OF FINER H.. J,tBb 6 -7- a % � - ,. 1 I Li d ������yy CLUB1E RSI _� • di SRAIBEM :4SFlfftii I EC 7' CULVERT' , AL.:MT & k,0- R / 11C.LIC THAN u GATE',,C46 YARD DRAIN DETAIL NOT TO SCALE RE31AOVABLE BOLLARD DETAL CHAMFER e 'SIDES 8' x 8" x 4' -0 1/2" GALVANIZED EYE BOLT W /WASHER AND NUT. RECESS NUT AND PEEN BOLT THREADS 5008 MIN. TEST GALVANIZED CHAIN ANCHORED IN CONCRETE GRADE - ANCHOR WITH 8 X 3i B" JIAME•LR STEEL PCD NOTE ALL RETAINING 0.5 OVER 4 IN HEIGTH REQUIRE DESIGN BY STRUCTURAL ENGINEER AND WILL REWIRE A SEPARATE BUILDING PERMIT. NOTES: SLOT GRATES ALONG BIKEPATH MUST BE PLACED PERPENDICULAR TO THE PATH. 2. ALL CATCH BASINS LOCATED ALONG BIKEPATH MUST BE LOCATED WITHIN SHOULDER AND NOT ON PATH. NOTE: REFER TO THE SANITARY SEWER PUN FOR CONNECTION DETAILS OF THE BUMPER. BOLT POOL DRAINAGE SYSTEM TO THE SANITARY SEWER SYSTEM, SHEET 6. NEW CONC. SIDEWALK (REFER TO ARCH PLANS) PROVIDE 5NDS 1211 12 GRATE, BLACK 12 GRATE MS ALL CATCH BASINS, EXTENSIONS & ADAPTERS ANDS 1218 12° EXTENSION AS REQUIRED. /NOS 1213 12:12" CATCHBASIN, SINGLE OUTLET 6" SD COUPLING SIZE, SINGLE C:LET ACCOMODATES AIDS 1212, 1211 OR 1210. 12 ° :12° GRATE AREA 14 WITH 11 SQUARE BOTTOM 12 SQUARE BOTTOM WITH 3 AREA BELOW OUTLET ALLOWS 363 CUBIC INCHES OF SUMP AREA ADAPTABLE UP TO 8 PIPE OR DOWN TO 3" OR 4" PIPE. 6" SD COUPLING SIZE, DOUBLE OUTLET ACCOMODATES ADS 1 212, 1211 OR 1210. 12'x12 GRATE AREA - 14" HIGH WITH 11 SQUARE BOTTOM. 12 SQUARE TOP WITH 3" AREA BELOW OUTLET ALLOWS 363 CUBIC INCHES OF SUMP AREA_ ADAPTABLE UP TO 8 PIPE OR DOWN TO 3" TO 4" PIPE USING ADAPTER 5643. LANDSCAPE VARIES 2' -5' NEW CONC CURB 8" CAP UNIT NOTES_ STANDARD ALLAN BLOCK UNIT ROCK FACADE STIFLE NOT TO SCALE NEW BLOCK WALL AS REQUIRED TO MATCH EXISTING GRADE 8 MIN. - LANDSCAPE VARIES 2' -5' NEW CONC. CURB NOT TO SCALE 1. RECYCLED PLASTIC BOLLARD SHALL BE 'WHITE. TIMBER SHALL BE DOUGLAS FIR, DENSE CONSTRUCTION GRADE, AND SHALL BE PRESSURE TREATED WITH A WATERBORNE PRESERVATIVE (ACA C ACZA) IN ACCORDANCE WITH H THE REQUIREMENTS OF SEC. 9- 3 (4) OF THE WSDOT /APWA STANDARD SPECIHCATIONS. TOP 5 OF TIMBER SHALL BE PAINTED WHITE_ 2. STEEL TUBE SHALL CONFORM TO .TM .3 GRADE A. 3. NUTS, BOLTS, 44 WASHERS SHALL CONFORM TO ASTM A307. 4_ ALL STEEL PARTS SHALL BE GALVANIZED. 5- CONCRETE SHALL BE CLASS 3000. FINISH GRADE- ---- -- \ BLOCK GRAVITY RETAINING WALL (H -4' MAX) NEW 4 VINYL COATED CHNNUNK FENCE (WHERE SHWN) (PER DETAIL SHEET 7) 31 3•'• ®• 'LL::'S4 UPPER 12 SUB BASE COMPACTED TO DOS. 3° COMPACTED DEPTH CLASS 'B A.C. PAVEMENT (PLACED BY CITY OF TUKWILA PARKS AND RECREATION DEPT.) 4" COMPACTED DEPTH 1 1/4' MINUS CRUSHER WELL GRADED ROCK BASE COURSE (PLACED BY DEVELOPER) NOT TO SCALE 2 3 NOT TO SCALE 2415, 3" THICK 3/e" MINUS CRUSHER FINES SHOULDER 12 WIDE CRY ENGINEER 2' MIN. 3° THICK 3/8 ONUS CRUSHER FINES SHOULDER 12 WIDE BIKE /PEDESTRIAN PATH BIKE /PEDESTRIAN PATH UPPER 12" SUB BASE COMPACTED TO 90 %. 3 COMPACTED DEPTH CLASS 'B' A.C. PAVEMENT (PLACED BY CITY OF TUKWILA PARKS AND RECREATION DEPT.) 4" COMPACTED DEPTH 1 1/4 MINUS CRUSHER WELL GRADED ROCK BASE COURSE (PLACED BY DEVELOPER) 12' MIN. FREE pRA1NING GRANULAR SEX GROUND 0' 11 RETAINED 3ACKFILL �\ TENSAR ,!j,V DRAINAG COMPOSITE PER RATED S U BD RAIN F COMPACTED WELL- DRAINING GRANULAR FILL BASE OVER GEOTDOILE FABRIC NOTES: 1. ALLAN BLOCK WALL CAN BE PROVIDED BY CWN=RY GREEN TURF FARL15 AT 1(800 -300 -1763 2. CO THE CITY N1 PROVIDE CUT- SHEETS SHOP DRAWINGS TO THE CITY OF F TUKWIU FOR REVIEW. 2.0% 2 0 MIN, L THICK 3/8 MINUS C RUSHER FINES SHOULDER 12' WIDE BIKE/PEDESTRIAN PATH 2.0% 2 5 NEW BLOCK WALL AS REQUIRE) TO MATCH EXISTING GRADE 2 MAX. 18" DEEP CONCRETE BASE 12" MIN. S`OpF. 20% 20% VPR \ES ixr n � iri ■�.�� T //;� UPPER. 12" SUB BASE COMPACTED i0 90 %. L 3 COMPACTED DEPTH CLASS • B' AC. PAVEMENT (PLACED BY CITY OF TUKWILA PARKS AND RECREATION DEPT.) 4' COMPACTED DEPTH, 1 /14" MINUS CRUSHER WELL GRADED ROCK BASE COURSE (PLACED BY DEVELOPER) 12" MIN. PL APPROVED FOR CONSTRUCTION: NEW BLOCK WALL AS REQUIRED TO MATCH EXISTING GRADE 7TER. GRADE DATE EX. GRADE LL CO 8 W 0 0 9Jy\ CITYROTETUKWIIA i 1999