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Home My WebLink AboutPermit D98-0343 - FAMILY FUN CENTER - BUILDINGD98 -0343 7300 Fun Center Way Family Fun Center Amuse. Bldg. City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 Signature: Print Name: WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 242304 -9063 Permit No: D98 -0382 Address: 7300 FUN CENTER WY Status: ISSUED Suite No: Issued: 02/01/1999 Location: Expires: 07/31/1999 Category: NOT Type: DEVPERM Zoning: Const Type: 11 -1 HR Occupancy: PUBLIC BUILDING Gas /Elec.: UBC: 1997 Units: 001 Fire Protection: SPRINKLERED /AFA Setbacks: North: .0 South: .0 East: .0 West: .0 Water: TUKWILA !Sewer: TUKWILA, Wetlands: Slopes: N Streams: Contractor License No: SDDEACW108NT OCCUPANT FAMILY FUN CENTER - AMUSE BLDG 7300 FUN CENTER WY, TUKWILA WA 98188 OWNER HUISH FAMILY FUN CENTERS Phone: 503 682 -9744 29111 SW TOWN CENTER LOOP W, WILSONVILLE OR 97070 CONTACT CHANDLER STEVER Phone: 425 -822 -0444 11820 NORTHUP WY, #E -300, BELLEVUE WA 98004 CONTRACTOR S D DEACON CORP OF WASHINGTON Phone: 425 -454 -5038 P.O. BOX 3070, BELLEVUE WA 98009 ** ** * *** *** **************************** k*****• k****** ** * *** ** ** * * * *** * ****** * *k* *kk* Permit Description: CONSTRUCTION OF A NEW 32,166 SO FT AMUSEMENT BUILDING TO INCLUDE A RESTAURANT AND OFFICE SPACE. FLOOD ZONE CONTROL ACTIVITY IS PART OF THIS PERMIT DDCVA & GREASE INTERCEPTOR ARE PART OF ON SITE UTILITIES PERMITTED UNDER MI98 -0163. k********************************.************ k********** * * * * * *' * * * * **.**. * * * * * * * * * * * **k Construction Valuation: $ 2,964,871.50 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate). .Eng. Appr: JJS Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Flood Control Zone: Y Hauling: N Start Time: ,. End Time: Land Altering: N Cut: Fill: Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: N Public: N Storm Drainage: N Street Use: N Water Main Extension: N Private: , N_ . Public: N k*** k************** k***************** * * * * * * ** * * * * ** * * * * * * *** * * * TOTAL DEVELOPMENT PERMIT FEES: $ 82,573.15 ************** * * * * * * * * * * * * * * *** * * * * *** * ** ********** * * * * * * * ** * * * * ** * * * * * ** * * * * * * *** Permit Center Authorized Signature: �� -- ( Date. DEVELOPMENT PERMIT (206) 431 -3670 Size(in): .00 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 perm -i-t 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 180 days from the last inspection. 7300 FUN CENTER WY CITY OF TUKWILA i✓er•nit No: D9S -0.343 Address : Suits :. Ten'Lant S taters: ISSUED, Type DEVPERM App 11ed: 10/08/1998 ' Par #: 242304 -9063 'Issued: 02/01/1999 4'k*'k4 : ''k•4'k•k•k•k: ** 4 4'k'k.'k*'k* ***A( k:k *'k*'4:4 *.*•k'4 *•k`k** k•kle* k•k* k ' k**** -4•k* * * *'k *•k•k k4•4.4 Permit :Co?nditions: 4 ,No:- change_, wi 1 1 be made to the plans unl ess , approved • by the z ' Ar chitect..or Engineer and the Tu .m.1, a Bu Di,visicn. 4. P lumbing permits :hall he n ? obtained through thr' Seat tle Kinil County Department ,o.: Pub1 1 c He 1 th • ,. Pl un b i w 1 1 1 be in pected by'tfiat a.gencv, .including al l 9i:t rltir►irng f296-4722 ). Y .� r r �• Electri pe s`hai4 be 1` a ouyfi, the'.Was1 7 l :. i tro m d State Divi. on . of- L b r` `and Indu tr ies ar5ciy r , w rk; wi 11 ,y; be ;ire- . p outed bv.- .'that 'agen :t -6 0? Al 1 mec har ca 1 .wor.k. sha ~l 1 be, , under sep ar'a1 e k perm } t ,. the t.ii` o '„ " . ` ,. All +p n► inspection'i,r e,cards, .a~nd approved; plan$ ";: fyal away 1a e��' at the c ob site pr?ior t.o the' start of -.any cart a , , T. Vii', Y '"=',-; . - .. V, '-' y VC �� ' ^ tr u i on ; r ,TheS e ''doolbents ,ar e� ` to be ma i n ta.i ned 4and avai ,7 ✓ir. Y 0 ablesstrnt�i *final i;nsD.ection ;apps °oval is', granted xr r,,, . 0',, , *;4 * PUBL'IC� '1 WORKS k * TheAYapp1 ►Lant,, r must.' notlty 6 e'i rci ' util'1ty i nspec tqr a�.,. 206.43'3 -01.79 upon c.omme;nd'ene an�d�� conip.I ei',' i ion of wor i fat • lea ;t 24 hau r: in a y ncer ; , ,.A.l l In0p'ectt ion ?requests for utlil:ity work :must, :alsobel trade 24, fipor,,...1nr.:advance fl y , , Tempora erasion. „cont01' measur�es ha 1 , , : be. e,l,t imp1emed as th`e i r� t ° �''�pr. der of °� i rye =.� ." t.ii ' eu p r'ent s i men ta.t'ion' oft - sit,ei,�ark into yis.ting =��"s'tb.rm dra'inage� fac i1lt, e. , .9. They >r�r t e, 'ha 11' have permanent e r -usion + "o tt u , measure place,. as :dory as possible af ter 1fiina otadi.n ha: !xbee }, comple a p'r:ior to the Final Inspect �.._ .x' =Ft Project Name/Tenant: Value o onstruction: / Site . ddre s: City State /Zip: 1300 t Cat aZ=t ToK•ton_04 - AM- Tax Parcel umber: 2 230 — 94,0 , Pro ; erty Owner: y nth /u. I L t) E F-. Pho e: �v • * 5 - ;coo Street Address. City State /Zip: ' . - T U A) (f . i & R l-€of co. I LSdt) t/iIC.E ,, x L V £ Fax # ' ) ('5 '' 1& Contractor: � `t nco-1J Phone:,-, ., Phone: Street Address: City State /Zip: //1/ tL' AVG S �QCCS Fax #: ( Wz�) 491 - 4/geu )74 . 9 126 r ir.�v'ut. w!4- Architect: / f12t/c frt-av7t)rc.25)ftP Phone Zti7 g2Z-odiii� Street Address: , City State /Zip: lIgZo rVOl2v /4�1j 6,,A4J t< -;co 1 iiii/e w9 ' 645 Fax #F ( yz5 t 2z -4/121 / Engineer: • nJLyrnl!.s.4._9 A1a,27�{a.Cs P Phpne: _ ( Zocn S - 7-56:0 Street Address: City State /Zip: /'oecv `l A.b00i. 4J/1) #t A/6 "11.,E 205 5 - W, S Fax #: (7c'6 ) 7 ZZ — Co ln 16 Contact Person: . ,1/4 " 7 Jq2 Pho e: ( 474) E 22 - oi/41 Street Addr ss: City State /Zip: / 197 0.:77)P koA l F - 300 t$, 14.t , icC. 1,0A 9 9;e0 9 Fax #: ('/2') 8 - 41 7_9 Description of work to be don : , Cerus I�PTcm/ oG 4- Nurl Ket.27" k`&,7{2Yi2d 4 /44,41 fr- 6/4,4 -uC.s c_c,, . i .J/ "1,/, e., .'h5 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 ❑I , Motel /Hotel . CI Office CI School /College /University Ja Other " vakinre-- Will there be a change of use? ❑ yes f21 no If yes, extent of change: Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm Ear none CI other (specify) Building Square Feet: / - % • existing 4P ' "new I Area of Construction: Will there be storage of flammable /combustible hazardous material in the bu Attach list of materials and storage location on separate 8 1/2 X 11 paper indicati Iding? yes ❑ no p quantities & Material Safety Data Sheets New Commercial / Addition / Multi - Family Permit Application CITY OF TUt'WILA 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 mail or facsimile. NCPERMIT.DOC 1/29/97 FOR STAFF USE ONLY Permit Number: 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): ® Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous 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. Date application accepted: /D --9S Date application expires: Applicatl taken by: (Initials) PLEASE SIGN BACK OF APPLICATION FORM BUILDING OWNER I' y AUT ORIZED AGENT: Signatu -. 1 Phone(r�j�\6�3Fax City /Staatte /ZipJ�L(— Date: /6— of #:� -r\ 0%, c a v k-- 2(:) -- e o Print name: CaAv 51. Address: �� \ \`koc.,M Q) C..—) , • ALL NEW COMMERCIAL/ADDITION /MULTI - FAMILY PERMIT APPLICATIONS MUST BE SUBMITTED WITH THE FOLLOWING: I ti: .. LL DRINWIICIG' TQi E STAMPED WASHINGTON STATE LICENSED ARCHI ECT, STRUCTURAL ENGINEER OR CIVIL ➢ • ALt DR AWING% I. BE AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED WA 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. ❑ ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433 -0179 for servicing district. El ❑ 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. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). a • 14. 0 Vicinity Map showing location of site O 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) ❑ 0 Architectural drawings ❑ Specifications (if separate document) ❑ ® 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 Lase 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 architectengineer, or contractor licensed by the State of Washington, a notarized letter from the properly 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 READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. NCPERMIT.DOC 1 /29/97 1, 44.*******:t A: F k*.* A**: 4A•*** *A:t• * *** *•t * * *A**AA•**A*• *Ak ***4 * 4 * ** - CITY OF TUKWILA, WA • . TRANSMIT * A * **A,A *A*A* *** *A **** ** * * *4*:t: * ** * *A*A *** *** *'•4* *.AA}4.*AJr* *•kkk* *4 ..TRANSMIT MUmber. :R9800013 Amount: 1.580.25 02/01/39 160.6 Payment lietbod: CHECK Notation. MUISM FAMILY Iniit: ULM Permit No: t)9S -0343 Type: t)EVPERM DEVELOPMENT PERMIT Parcel No: 242304 -9063 Site Address: 7300 FUN CENTER WY This Payment. • 1,580.25 Total Dees, Total ALL Pmts Balance: 2„571„99 t.� 7 "1.901(1 x * 7 * *A *i*:l****** ***A*A **A *A *A*** Apt **A** *+**4*A* *A•hk•A•k *** . * *A:•* .Account Code 000/322.100 000/366 .904 000/322.400 Description BUILDING - NONRES STATE BUILDING SURCHARGE FLOOD ZONE CONTROL !amount 1 .5".'5.75 4.50 50.00 0025 02/03 9717 TOTAL ** * *A * * * * * *A CITY OF. TUKW *A *A ** *** * TRANSMIT btu Payment Mc CITY OF TUKWILA R CEIP'T r4A *A *** *h****A•k* *:4:**4 *.AikA * *A *•A•• **.* *fir TRANSMIT *** * **ic**A. *A• *4.** 4. * *h•h•k ** **A• **A mount: 997..74 1�/0E1/9E3 i.G'.24: ation: JOHN HUI,H Init: OLH Norm is 10/3219R 19 __._:......:._._.__:. __..._. ___.. �..._ _ - .__..... _.... Par^ce .3 Site. Addt • 'ENTER WY . Total Peeps 2 Total ALL Pmts: 991.74' PW DCD 991.74 CHECK 991.74 This Payment 991..74 Balance': 14530.25 * *A * *4* ** *•IA* *i % * ** * *, **** ** A* * *A* * * *k *A ** * * *•* ** ** * * *A ** Account. Cade Rescr i nt i on (mount 00O /345830 PLAN CHECK -. NONRES 991..74 16.44 0097 6635 Tyne: DEVPERM DEVEL OPMEN 1 PERMIT 6635 10/12 9719 TOTAL:: 991.774 ,? IS,... :Oar. .afaeet , 0,1 6- 01101, "hxiaib7l+7tjtt� kkkk A k kkkkk.A•hkkk*i•kA•kkk•kk•k:4kk k_A *k•+ *kk•k,•k *k•k* *h *** *AkAkk'Ak•k**** *k CITY OF TUKWIL.A. WA TRANSMIT kA kAk kit kA AAlc A• kk: 4a• A* *** * **kAkA*N*****kkA*1. **kA•kk *** AAkAkk:A•k•Alci. TRANSMIT Number•: R9700045 Amuunt: 991 .74 10/08/90 1€ 24: Payment Method: CHECK Notation: JOHN HUtSH Init: BLH Permit No D98•«0343 Type: DEVPERM DEVELOPMENT PERMIT Parcel No: 242304 -9013 Site Address: 7200 FUN CENTER WY Total Fee: T h i s Payment 991.74 Total ALL Pmts: Balance: **A * ***A***, ******* *******A'** ***********•k•k ***** * ******A* * 4 *** Account: Code 000/345830 • Description Ainoun{t`.. PLAN: CHECK NONRES :991,.74 6635 10/12 9719 2.521 9'41.74 1.530.2 Project: Type of Inspection: j 7 Address: n0C-.) /tG 4,.. Date called: Special instruction : Date wanted: a.m. P.m. Requester: • &CZ S.4 Af-e-dz Phone: 1 (..6 — 7 g INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 E Approved per applicable codes. Corrections required prior to approvql. COMMENTS: 0,51f9 CAted (S-44 7//7/q 4,,‹) Gve--yi Inspector: 6(i Date: $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: 441 1-1 Type of I ec ' n: ' 7iL' �_TD ci.t-/,r> C e, 1 /e1 iC / /C. /� 4(or_2) 4-(7 57". 727 C /`'L z /S 77 -e .! Ott 9 / .18 /S %Va ( 7c9?(/5 f .e x /o7e 4 /0 ('+COL e72" Date wanted: /qq m. � /1 .. A / I?r _ e t 441 1-1 Type of I ec ' n: ' 7iL' : 5 0 e, 1 9 , Date calle Special instructions: �i �V Date wanted: /qq m. � �l / / P.m. Requester: P o JCv __ 7 6 3 -9 8 { INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 proved per applicable codes. Ej Corrections required prior to approval. Dat e' • / : / / . / 4ye-f,� /cfc PERMIT NO. (206)431-3670 E] $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..? / t e of InspAtion: VY\rt v Address: MI t D cailjd: g instructions: Ypecial instruc ions: I )'? -cQ° ..., Date wan 2... ci ( , . -_- /vV 00 C i 4 V 6t,e3 i i-7e e ,s/ezw f. 3) MO 41 47 +77 -: 1,- e h' 5 rvGitrior-,/ ._. 7 0 (S—"' II) C >) ...0.- , Z S ..--th ect: ......, OM &INN c\IAIA e of InspAtion: VY\rt v Address: MI t D cailjd: g instructions: Ypecial instruc ions: I )'? -cQ° ..., Date wan 2... ci Requester: Phone: /-1,6•q 6,?,(04 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 fl Approved per applicable codes. Li $47.Oi REINSPECTION FEE EQUIRED. Prior to inspection, fee must be paid . at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Corrections required prior to approval. q■k PERMIT NO. 9 (206)431-3670 J. .COMMENTS: X (d r — ("/ JJ .C.. rc2 T a �i./e 4/ -- 0 t°.(€. (7,4• jr07 -- e- OP (1/Ticr -- TO ,me C .i eit/Z ( ` - ‘E.444.2 - i X17 4 , 50) c c k- P 67avS 4f0 y. 5 Date wanted: g /O ' '/ ,�9-1 p.m. Requester: Phone: 56 v.... riaA. -.596 ect: k X Ty f !Trion: ess: / e4 IA 0 to called!.'' <, Special instructions: Date wanted: g /O ' '/ ,�9-1 p.m. Requester: Phone: 56 v.... riaA. -.596 INSPECT! • N NO. INSPECTION RECORD , Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION c 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. , �l D , 034 PERMIT NO. (206)431 -3670 erections required prior to approval. Date ( � p� $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: Type . riX.t 6 dg_ 4 (or 44 IS' . c ‘1-14: ( ge-ST12690 Afo 7 Special instructions: M6C-6/ 4 A.(7 /47 iat.e.-7Z- .5etar-Al,/,t_C67 , 5 1-,..-t17_5 C ze 6 mp a g7 4 c?"---- e._/' 9 Nur X./A-by fele A Pro jr/c Type . riX.t re' . c ‘1-14: Date called: Special instructions: Date wanted: a.m. P.m. Requestsk: , ee-cc. Phone: 75.14, s INSPECTION NO. TEAM INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. fiteceipt No: PERMIT NO. (206)431-3670 tions required prior to approval. $47.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Project: GM ! : ✓n s"" Type of Inspection n o�_ , Address: Date called: Special instructions: MCI rr Date wanted / � a.m. Requester: I' (......) Phone: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 El Approved per applicable codes. ' Ei Corrections required prior to approval. COMMENTS: Inspector: A j Date: 8 $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: ARST g acia.,(rA-c rAISP6c/45 eil6WS ciCriee, C - __, AA./.4.c...• l Date wanted: A-r dee-474->e, Requrt 3F F e P-43 r r er v /*, Pc_ Type of I ction: Z<e Aylr o s• 0 it2L, p., ate ca led: Special instructions: Date wanted: a.m. P.m. Requrt Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 1% El Approved per applicable codes. PERMIT NO. (206)431-3670 ctions required prior to approval. Inspe ror / Da 0 $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: . 4 S i'f4t°1 1 . , '- iee:A>C ( t i I i& " C ) 0 itOM:47 --allY ;II" 7 7:07 e . ivytio F - 0 Wp( Date called: - z , 4 /1•1 eC/ 7 5 k • 27e-A7r 7,;,t7".exe...5 • 0774, 4x 7W'.4 Co( ii.e - "..-/ - 6-, C,',e 75 ___O 2 $ 56 ...9cACi_77 ,A4c zt-x&- . Pileiel ... • pen-f.vica cf2"1s ‘. re . NACCe5•5 7t' ,a7,,,,, O ovr 1,4-gcei 76T2AC -,ew. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 • PERMIT NO. (206)431-3670 0 Approved per applicable codes. orrections required prior to a royal. $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: !,' Project: ...d. irt ( 4' 41-r Type of Inspeetion: A K d' • Address: 75/90 /1 (4 Date called: Speci in3tructions: A-44,/ '744 /al/ I f''. ov* Date wante d .m. . Requester: Phone: • 1•.• INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 -taVy El $47.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • • F;ERMIT NO., (2 , Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: 2 ... t.p. L / L. g eAfee„ liq // Receipt No: Date: BfOject: • I r" ta4/1/1/ all Ptifl (V)/ ..,. .3 Typ of Irgepr6: y . Sh etif pll \ S a ci e /r Wy Date called: Special instructions: Date wanted: .,.a jn. , p.m. Requester: getic ° 2[ 25 2,o5( 9 • INSPECTION NO. IN RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Receipt No: Date: PERMIT NO. (206)431-3670 COMMENTS: • • pproved per applicable codes. Corrections required prior to approval. _114/ 4/ Atti Lau El $47.00 REINSPECTION F 'REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. P ject: ,�— Typ�pf e aivkii, Date ge1: i Special instructions :..., • elarZ l\ t _._ %.1 r. Date n, � n j ! � d: � � C ! p.m. R ester: P 1a' 214-9100 INSPECTION RECORD Retain a copy with permit INSPECTION NO. . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 n Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS:, Aicv Pitcc t-t1 Inc (S0t f / /4 - -" El $47.; REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. [Receipt No: Date: • PERMIT NO. (206)431 -3670 r Cy, riais ion: ' V ► 1 55' AP l_ /�= e — D Cdl '—‘11 Special instructions: 1, ' `, � `� (7 trot,.' Da�„wantid e � t.5 - --97Do Inspector: • .t1 .i ED $47.0 REINSPECTI ar FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. [Receipt No: Date: Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 Approved per appl icable codes. Corrections required prior to approval. COMMENTS: PERMIT NO. (206)431 -3670 /1 C 4) __74z,%421,4 COMMEN e . 642 mot. -{o7 ,4 z1 } WWII dress: O P,-o(l /Ggc ,,e .5 ?‘67.4x6 /.t'S/2 ` i Re0 ,-6L) g/'e 70 , l t7k0g6 re 10 bM CI? cc, - r�s 7 4wi .5. tae ©,l 5/7 : Requester: • , A 4/4 1 , Pro ct: i - 1 Yl (CiAkV Type of Inspection: ( 1!76, C WWII dress: O � t4^4 I ` i Date�ll�ed: I ,, t( l „-� Special instructions: "l s bM CI? pate vu,� ted: �r (—am__ 3 �j �1 \ p.m. Requester: • Phon : l� z- r tot{ - 9 9 r INSPECTION NO. Approved per applicable. codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 b PERMIT NO. (206)431 -3670 Corrections required prior to approval. pe `✓ Alrili / $ 7.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 0 City of Tukwila John W. Rants, Mayor Fire Department Thomas P. Keefe, Are Chief Project Name r/94/, Y; 0 D c? c 76 Cv Address Retain current inspection schedule Needs shift inspection K Approved without correction notice Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: A/ Lt . 4A 'WXV*MMRW4AVOWMOMMMMM + •m om =N'aa TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Approved with correction notice issued Authorized Signature ( INALAPP,FRM Rev. 2/19/98 Permit No . I J9�' (3 Suite # 2/ T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Farr (206) 575.4439 1kr ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION August 16, 1999 Project No. 066 - 99031 Mr. John Huish FAMILY FUN CENTERS 29111 SW Town Center Loop W. Wilsonville, OR 97070 RE: Compressive Strength Test Results Family Fun Plex Tukwila, Washington Dear Mr. Huish, Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Frank B. Adams Project Manager Pacific Northwest Division FBA/sm Enclosures cc: MULVANNY PARTNERSHIP, Chandler Stever ENGINEERS NW, Dan Lake CITY OF TUKWILA, Building Dept. Permit No Offices Serving The Western United States 25418.74th Avenue South • Kent, Washington 98032 • (253) 854-1330 • Fax: (253) 854-1757 99031 twabAae Kraian & Associates, Inc Field Data Site Mix Supplier Miles Plant No. 2 Concrete X Mortar Grout Flex Beams Prisms Grouted Ungrouted Other Conc. Air Temp. Temp. Unit Time Truck # Ticket* % Air Slump (F) (F) Wt. 1030 19 0465959 4 4 74 74 Placement Area Footings Walls Columns Grade Beams Slab /Deck Slab X Pilings Other Grids Location poured: line A, 3 -5 & line 1, C.5- E.25 Referenced on SH A -1.1. Remarks Concrete placed via pump & hand screeded all concrete & steel are conforming to the best of my knowledge. Inspector B. Smith Reviewed By 1200 -2 1200 -3 1200 -4 1200 -5 1200 -6 1200 -7 1200 -8 Remarks Results Reviewed By Codes for Break Types: 1. Cone 2. Cone & Split 25418 74th Avenue South Kent, WA 98032, (253) 854 -1330 ( Project No. 066 -99031 Cyl. Code 1200 Pour Date 7 -19 -99 Report No. Weather sunny inside Jurisdiction City of Tukwila Permit No. D98 -0382 Project Family Fun Center Engineer Engineers NW Location 2300 Fun Center Way - Tukwila, WA Architect Mulvanny Partnership Client Family Fun Centers Contractor SD Deacon Date Reviewed 3. Cone & Shear Reported Batch Data Cement Type 6 Sk Design Mix No. Cem. lbs. F. Ash lbs. C. agg. lbs. Pea C. agg. lbs. 2 C. agg. lbs. 3 -- Sand lbs. Water -- Admixture -- Other Air Ent. (oz/cwt) MBAE 90 40% Water Added on Job 0 (gals.) Laboratory Data Design Strength 3000 7 -20 -99 Date Specimens Recd. Cyl. Test Field Wt. Max. Comp. Testod Break Test Method Code Date Cure Age Dim. Area Lbs. Load Str. (psi) Set # By Type 1200 -1 7/26199 7 6x12 28.30 113500 4,010 ML 2 ! ASTM C39 8/16/99 28 6x12 28.30 148000 5,230 ML 1 C -1231 X 8/16/99 28 6x12 28.30 145000 5,120 ML 1 Other 4. Shear Items Inspected X Conforming Non - Conforming Test Results X Conforming Non - Conforming Actual Compressive X Flexural 5. Columnar (Split) 4 r a z a n & Associates, Inc 25418 74th Avenue South. Kent, WA 98032, (253) 854-1330 Project No. 066 -99031 co. Code 1160 Pour Date 7-1 Report No. Weather p/c Jurisdiction City of Tukwila Permit No. D98 -0382 Project Family Fun Center Engineer Engineers NW Location 2300 Fun Center Way - Tukwila, WA Architect Mulvanny Partnership Client Family Fun Centers Contractor SD Deacon Field Data Supplier Miles Concrete X Prisms Placement Area Footings SlablDeck Inspector W. Throne Mortar Grouted Walls Slab Laboratory Data Cyi. Test Field Code Date Cure Age Dim. 1160 -1 7/22/99 7 4x8 1160 -2 8/12/99 28 4x8 1160 -3 8/12/99 28 4x8 1160 -4 1160 -5 1160 -6 1160 -7 1160 -8 Remarks Results Reviewed By Codes for Break Types: 1. Cone Grout Ungrouted Conc. Air Temp. Temp. Unit Time Truck # Ticket lie % Air Slump (F) (F) Wt. 12:30 726 465622 -- 7 Columns Pilings Grids Paving section @ Dumpster Remarks Concrete placed by chute & hand consolidated. Reviewed By 2. Cone & Spilt Site Mix Plant No. 1 Flex Beams Other 70 70 -- Grade Beams Other X Design Strength 3000 Wt. Area Lbs. 12.57 12.57 12.57 Date Reviewed 3. Cone & Shear Reported Batch Data Cement Type Design X Actual Mix No. Cem. lbs. F. Ash lbs. C. agg. lbs. C. agg. lbs. 2 C. app. lbs. 3 Sand lbs. Water Admixture Other Air Ent. (ozlcwt) Water Added on Job (gals.) 4. Shear 0160A 6204/11 20460/11 13640/11 363/11 MBAE90 AMIN Other MI NO ONO 40 MI MOO Items Inspected X Conforming Non - Conforming Date Specimens Recd. 7 -16 -99 Max. Comp. Tested Break Test Method Load Str. (psi) Set # By Type 43000 3,420 1 RR 2 58000 4,610 1 ML 2 60000 4,770 1 ML 1 ASTM C39 C -1231 X Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Split) August 9, 1999 Dear Mr. Huish: ■ Amusement Buildin • Maintenance Buil • Pit Shelter — P • Bumper Boat Ki c � krazan & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Mr. John Huish FAMILY FUN CENTERS 29111 SW Town Center Loop W. Wilsonville, OR 97070 RE: Final Letter Regarding Family Fun Plex 2300 Fun Center Way Tukwila, Washington In accordance with your request and authorization, we have performed special testing and inspection services for the projects referenced — ermit D98 -0382 g Permit D98 -0343 t D99 -0036 k — Permit D99 -0040 •_ ♦1 The special inspections . . . • • ere: • Reinforced Concrete • Welding rev', K 0.1A44 nk B. Adams Project Manager Pacific Northwest Region FA \DA\ch cc: Mulvanny Partnership SD Deacon City of Tukwila Engineers Northwest • Respectfully submitted, KRAZAN & ASSOCIATES, INC. r. in LIZ , 1 9 1n9`9 • Bolting Project No. 066 -99031 To the best of our knowledge, all work and noted deficiencies have been tested and/or inspected and have been found to be in accordance with the approved plans and specifications, and Chapter 17 of the 1994 Uniform Building Code. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office at (253) 854 -1330. J2 O Dean Alexander Principal Engineer R.P.E. #30508 With Ten Offices Serving The Western United States 25418.74th Avenue South • Kent, WA 98032 • (253) 854-1330 • Fax: (253) 854-1757 99031,doc 1krazan & ASSOCIATES, INC. August 5, 1999 Project No. 066 -99031 RECEIVED Mr. John Huish FAMILY FUN CENTERS 29111 SW Town Center Loop W. Wilsonville, OR 97070 RE: Final Letter Regarding Family Fun Plex 2300 Fun Center Way Tukwila, Washington Dear Mr. Huish: In accordance with your request and authorization, we have performed special testing and inspection services for the projects referenced below: • Amusement Building — Permit D99 -0382 • Maintenance Building 4.1PetiriiltD99- 0343'4 • Pit Shelter — Permit D99 -0036 • Bumper Boat Kiosk — Permit D99 -0040 The special inspections for this project were: • Reinforced Concrete • Bolting • Welding • To the best of our knowledge, all work and noted deficiencies have been tested and/or inspected and have been found to be in accordance with the approved plans and specifications, and Chapter 17 of the 1994 Uniform Building Code. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office at (253) 854 -1330. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Frank B. Adams Project Manager Pacific Northwest Region FA \DA\ch GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION cc: Mulvanny Partnership SD Deacon City of Tukwila Engineers Northwest ge) AUG 0 6 1999 COMMUNITY DEVELOPMENT Dean Alexander Principal Engineer R.P.E. #30508 With Ten Offices Serving The Western United States 25418- 74th Avenue South • Kent, WA 98032 • (253) 854 -1330 • Fax: (253) 854-1757 99031.doc 41511Krazan &ASSOCIATE INC. May 21, 1999 Mr. John Huish FAMILY FUN CENTERS 29111 SW Town Center Loop West Wilsonville, Oregon 97070 RE: Special Inspections ;.., Family Fun Center 2300 Fun Center Way Tukwila, Washington Dear Mr. Huish, In accordance with your request and authorization, our firm performed special inspections for the a ti referenced project The inspections were' ormed b our inspectors on May 19, 1999 Copies o P J �nspec ' P� Y Y ' P inspector's field reports are attached. To the best of our knowledge, the structural activities noted on our attached daily field repo otherwise noted, were in accordance with the approved project plans and specifications, -RISC 9th Edition, AWS D1.1 96, and the 1997 Uniform Building Code. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Frank B. Adams Project Manager Pacific Northwest Division FBA\DA\sm GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING •& INSPECTION cc: Mulvanny Partnership S D Deacon City of Tukwila Engineers Northwest Dean Alexander Principal Engineer RPE No. 30508 Offices Serving The Western United States 25418.74th Avenue South • Kent, Washington 98032 • (253) 854.1330 • Fax: (253) 854.1757 KA No. 066 -99031 Permit No. D98 RECEIVED CITY OF TUKWILA MAY 2 5 1999 PERMIT CENTER MI aims 5 azan & A( ;ociatss, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: Al WAY 1,9f CONTRACTOR: $$ pi>'k.) DSA Fi le&Apr( >. OSHPD No. Permit No 1)9 -d Ad/3 PROJECT N: a` 95031 I.O.R,: 4 0,411 J PROJECT: FAF4JL4 e i .nrirat» /MA 1utl i4tM. PRESENT AT SITE: LOCATION: COPIES TO: KRAZAN PROJECT MANAGER: FA WEATHER: 1 r tyJNy TEMP: 4 EiQI M Jj n u .si"s Teo p eicated i usA3rlt of /,/jG' STR X)17 ROL77AJ4. / JA.) Am44it AmrCF id'7/t uy! ) 1SG , ADD eloAiMaar DegLIMe'7073_ t� ,P Liiey1 /SALT J'Mrl - 2hAiL iAlyAsor 1taiA1G 4 Soev ,i 4,Pl - Wm.JiI ui4 . itYlw. no Cap tixhiss TESTED siv Air m*,), RaeAstklait. V 14 S tAsign seat 9 01/S Amy O7 AND 17I Aa►Xts. w ) r JSUita•JA A.in -TAPE i1n /Ae7 14.210 l u.SED avt1 Sorer'. 711C Qic.,. rc • .,.ter • . Beer e1C/ - . Bet rat2 - ,3L100 ,t!!OLT+Ot 3 . avol v. , tif " §` R SaL13 tt2P72E IA) arr never gNrt JtzSoor717 J.3 //cJI A721.117 & . TNlr OF 74 AMALITAXMOIVeg £Uf P . 12iL77AJf.. Q)AS Fv, )D 6npr, 7 AND a) d.errnAL/A$JCE War /3P Seib Ixle4 nea.) Kf'sJ W. 7U/Li7 esF A)rtr 07R • 6?CC.Z7P7 a t_ X - .8 AL's C ameermoo< . CITY O EI TUKWILA MAY 1 5 1999 PERMIT CENTER To the best of my knowledge, the abov WAS NOT performed In accordance with the approved plans, specifications, and regulatory requirements. SuperintendenVRepresentative: Technician: J 4231 Foster Ave. Bakersfield, CA 93308 (805) 633-2200 254 74th Ave. S Kent, WA 98032 (253) 854-1330 215 West Dakota Avenue Clovis, Ca 93612 (209) 348 -2200 FILE COPY 550 Parrott St. #1 San Jose, CA 95112 (408) 271-2200 123 Commerce Circle Sacramento, CA 9581: (916) 564.2200 411<raZan &ASSOCIATES, INC. May 13, 1999 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Ms. Melinda Leak REGAL CINEMAS, INC 7132 Commercial Park Drive Knoxville, TN 37918 RE: Special Inspections ACT III Theatres 17800 South Center Parkway Tukwila, Washington Dear Ms. Leak, In accordance with your request and authorization, our firm performed special inspections}for'the abov referenced project. The inspections were performed by our inspectors from May 7 to-May 8,19 Copies of our inspector's field reports are attached. To the best of our knowledge, the structural activities noted on our attached daily field reports, unless otherwise noted, were in accordance with the approved project plans and specifications, AWS D1.1 96, and the 1997 Uniform Building Code. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Samuel H. Hyatt Project Manager Pacific Northwest Division SHH\DA\sm cc: WPH Architecture, Inc Robinson Construction VLMK Consulting Engineers City of Tukwila RECEIVED MAY 1 91999 COMMUNITY DEVEL P cD120-)-- 0140%- Dean Alexander Principal Engineer RPE No. 30508 Offices Serving The Western United States 25418.74th Avenue South • Kent, Washington 98032 • (253) 854.1330. Fax: (253) 854.1757 01171 rt.AN fKrazan & Ac ;ociatss, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: R ICY 1419 PROJECT it 'S1117 PROJECT: 447 Sir LOCATION: 179x? Ase.a mm fYL.dy - 114rft'rLIL4 KRAZAN PROJECT MANAGER: 5A7# �♦ i. !- P. : d _ . !/ 7/. . ■ _ /- • r .:rJ /,. 114.) AP1•NeDAt E t nn7» /dad. 3 AOAS Di, / -U , AND ifivA4marD DR ),A,&S • r paro,.oA4J /tIRD( & r»r sIllsuvD ',dear • #A1O.A.a.aiAY. f2 Rir1PA.ea et' T eft frAhLiai .ee Sersa lOies4' Geord e*> IALSAM711111 tAINIA JG MOD xla nAi1L disAmilv OsisPoloAao- a Awn Or t-a /fICmr 8CDTy /ZIEF i4 WM-r AvI) /.1014ri,i- A EMIT' At/ eginAtiabtfec :) Pgtriessn 7aIWrv02S" Dlent &eras►) SAL #CJ*:12N cow AiAf•iolbii5narr- /A) 71Wr &fats 771ION7E32.S I Z, 3 � y , S R 4er 1 LDAQY ASIA 1doeF FtrAss AAM- C.. OFGiaai lrierstT ¢:adrA /2000 if grim► . . . :r/ J • - - .L -IA /. AU fJ FifrDi oatirIefler SraM►rsfab 7Nt wiPCS cep • ��w a!1 MI] fl A SAL "or' &) drogue P A4)r fir sAirAplEs • limo owiedi Adair" TUC' lJ' awe/l,- 111010rir11S I) 3 S / t 9. 5.410201A3 liJu>FaN6 APArs•AFAMED t!! nafriic: . 5 1 D6 4',,J6. Or P11n2oP'/ P2440111114- f4JAS AN P.eortelS• To the best of my knowledge, the ab Superintendent/Representative: Technician: 4231 Foster Ave. Bakersfield, CA 93308 (805) 633 -2200 254 74th Ave. S Kent, WA 98032 (253) 854.1330 215 West Dakota Avenue Clovis, Ca 93612 (209) 348-2200 FILE COPY DSA FIIe&Art OSHPD No, Permit No. 9r 'Mg CONTRACTOR: . 444/16 U /'aau<T I.O.R.: .1iPMe2) £hogs PRESENT AT SITE: COPIES TO: WEATHER: pf - ly WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. P .w..r‘rorrr-r 550 Parrott St. #1 San Jose, CA 95112 (408) 271 -2200 TEMP: 123 Commerce Circle Sacramento, CA 9581: (916) 564 -2200 f �.razan & Ac °clot's, Inc. DATE: 7 /414 y PROJECT II: a!: - 446/7q PROJECT: 44r GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION LOCATION: mono .S. cemaga pkwy KRAZAN PROJECT MANAGER: S ® STRUCTURAL STEEL SHOP WELDING ❑ V.T. ❑ MATERIAL ID ❑ U.T. M.T. ❑ P.T. Itemis) inspected: G T�A1!7l�FD Gs4T /.�1LS �JCt �•7fd /L � Sy�1 . ARRiti JRfl /H7 /A.1 LIAr _ QD /,T D6r6 - orisrvimieft -. TXriesAIP"Ct Location: $E ddt4UElt or & O"' COOIP? /N4 4,UD A mti oa 4T Nf L,,Q DLICet477014122 14 SPa77O J Due rD PAM) . KJ Welder qualification /certification verified for: PlfGUOL.C/ • Il elei ' • Position: Process: Weld Type: FILLET ❑ Weld Size: • Codes: 4231 Foster Ave. Bakersfield, CA 93308 (805) 633 -2200 3/16" Superintendent /Representative: VERTICAL FCAW Y." AISC ❑ NOTES DISCREPANCIES 7ZIP F/.M•yGE 42, SE URNS 'dwj j t'.fON 25418 74th Ave. $ Kent, WA 98032 (253) 854 -1330 OSA F( Ipl. No. OSHPO No. Pllm* No. 92 -60/ CONTRACTOR: /204,4 eam., Comm./ I.O.R.: S A) R Wal PRESENT AT SITE: X y Eie - &inflow PAZ. COPIES TO: WEATHER: ,2A/A) TEMP: HORIZONTAL OVERHEAD X Filler Metal: P 70/$r GMAW SAW ❑ Other: P.P. PLUG ❑ Other: 5/16" 3 /e" ❑ Other: TITLE 21 TITLE 24 UBC ASME ❑ % COMPLETE To the best of my knowledge, the above WAS / WAS NOT performed In accordance with the approved plans, specifications, and regulatory requirements. Technician: 215 West Dakota Avenue Clovis, CA 93612 (209) 348-2200 FILE COPY ctjsdrt % "Lek . 550 Parrott St. #1 San Jose, CA 95112 (408) 271 -2200 123 Commerce Circle Sacramento, CA 95815 (916) 564 -2200 Krazai:i& ASSOCIATES, INC. May 17, 1999 Dear Mr. Huish, - 1-Atvx FBA/sm Enclosures GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING ,& INSPECTION Mr. John Huish FAMILY FUN CENTERS 29111 SW Town Center Loop W. Wilsonville, OR 97070 RE: Compressive Strength Test Results Family Fun Plex Tukwila, Washington Enclosed are copies of the compressive strength test results regarding the above referenced project. If . you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Frank B. Adams Project Manager Pacific Northwest Division Respectfully submitted, KRAZAN & ASSOCIATES, INC. cc: MULVANNY PARTNERSHIP, Chandler Stever ENGINEERS NW, Dan Lake CITY OF TUKWILA, Building Dept. RECEIVED MAY 1 9 1999 Gam sM [N-e - Ty DEVELOPME Offices Serving The Western United States 25418.74th Avenue South • Kent, Washington 98032 • (253) 8544330 • Fax: (253) 854.1757 Project No. 066 -99031 - .razan b ASSOCIIISS, Inc Project No. 066 -99031 Cyl. Code 634 Pour Date Weather clear Jurisdiction City of Tukwila Project Family Fun Center Location 2300 Fun Center Way - Tukwila, WA Client Family Fun Centers Field Data Supplier Stoneway Concrete Concrete X Mortar Prisms Grouted Time Truck 0 Ticket d 0730 348 700416 Placement Area Footings Slab/Deck Grids Go cart PIT Shelter Remarks Reinforcment steel placed in conformance, concrete placed by pump and hand consolidated, contractor added curb dowels. Inspector S. Hyatt Laboratory Data Cyl. Code 634 -1 634 -2 634 -3 634-4 634 -5 634 -6 634 -7 634 -8 Walls Slab X Test Field Date Cure Age Dim. 4/21/99 7 6x12 5/12/99 28 6x12 5/12/99 28 6x12 Remarks Results Reviewed Byy Codes for Break Types: 1. Cone Grout Ungrouted % Air Slump -- 5" Columns Pilings Reviewed By ('J Wt. Area Lbs. 28.30 28.30 28.30 Design Strength 3000 2. Cone & Split Plant No. Flex Beams Other Conc. Air Temp. Temp. (F) (F) 58 39 Max. Load 75500 129000 128000 25418 74th Avenue South, Kent, WA 98032, (253) 854 -1330 Grade Beams Comp. Str. (psi) 2,670 4,560 4,520 4 -'t,. 99 Report No. Permit No. D98 -0382 Engineer Engineers NW Architect Mulvanny Partnership Contractor SD Deacon Site Mix Unit Wt. Other Mix No. Cem. lbs. F. Ash lbs. C. agg. lbs. C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. Water Admixture Air Ent. (oz/cwt) Date Specimens Rec'd. 4 -16 -99 Tested Break Seto By Type BS 1 BS 1 BS 2 Date Reviewed 5 (I -/? 3. Cone & Shear Reported Batch Data Cement Type type I Design 4352 Actual Other 4. Shear 4352 400 70 1941 7/8" COM Water Added on Job (gals.) Test Method Other 0 dale MOM 1429 250 4 oz WRDA 64 WIN Items Inspected X Conforming Non - Conforming ASTM C39 C -1231 X Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Split) I(naz an & ASSOCIATES:INC. April26, 1999 Mr. John Huish FAMILY FUN CENTERS 29111 SW Town Center Loop W. Wilsonville, OR 97070 RE: Compressive Strength Test Results Family Fun Plex Tukwila, Washington Dear Mr. Huish, Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Frank B. Adams Project Manager Pacific Northwest Division FBA/sm Enclosures cc: MULVANNY PARTNERSHIP, Chandler Stever ENGINEERS NW, Dan Lake CITY OF TUKWILA, Building Dept. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING _& INSPECTION 0 7799 ? 1f,t N r ; * !`. iEVELOPlML.IV 8 . • Project No 066 -99031 Permit No. D98 -0343 Offices Serving The Western United States 25418.74th Avenue South • Kent, Washington 98032 • (253) 854.1330 • Fax: (253) 854.1757 A ra xa n b Associates, Inc 25418 74th Avenue South, Kent, WA 98032, (253) 854 -133U r Project No. 066 -99031 cyi. Code 523 Pour Date Weather Partly Cloudy Jurisdiction City of Tukwila Project Family Fun Plex Location 2300 Funcenter Way Client Family Fun Center Field Data Supplier Stoneway Concrete X Mortar Prisms Grouted Conc. Air Temp. Temp. Unit Time Truck # Ticket # % Air Slump (F) (F) Wt. 11:00 338 697066 -- 5 70 46 Placement Area Footings SlablDeck Laboratory Data Cyl. Test Field Code Date Cure 523 -1 4/1/99 523 -2 4/22/99 523 -3 4/22/99 523 -4 523 -5 523 -6 523 -7 523 -8 Remarks Results Reviewed Codes for Break Types: Walls Slab X Age Dim. 7 4x8 28 4 x 8 28 4 x 8 Grout Ungrouted Columns Pilings Inspector H. Vong Reviewed By 1. Cone E 2. Cone & Split Site Mix Plant No. Flex Beams Other Grids Amusement bldg, west triangle section of slab on grade from line 1 to 3 and Y.4 -Y.10, X.1 -X.7 3/L 99 Report No. Permit No. D98 -0382 Engineer NW Engineers Architect Mulvanny Partnership Contractor S.D. Deacon Corp. Grade Beams Other Remarks Resteel and wire mesh found in accordance with the approved plans. Concrete was placed by pump. Design Strength 3000 Wt. Max. Comp. Tested Area Lbs. Load Str. (psi) Set 0 By 12.68 34000 2,680 2 BS 3 12.58 58500 4,650 2 BS 1 12.58 58500 4,650 2 BS 1 rg (r' '" 07 1 Date Reviewed C. (- 2Y (� 3. Cone & Shear Reported Batch Data Cement Type Type I Design X Actual Mix No. Cem. lbs. F. Ash lbs. C. agg. lbs. C. agg. lbs. 2 C. agg. lbs. 3 - Sand lbs. 1423 Water 230 Admixture 21.2 OZ Other 5.3 oz 5.3 oz Air Ent. (ozJcwt) Water Added on Job (gals.) 4. Shear 4852 450 80 -- 1928 7/8" Items Inspected X Conforming Non - Conforming Date Specimens Rec'd. 3 -26 -99 Break I Test Method Type 10 IOW WRDA 64 cwt/RHEO Polarset ASTM C39 C -1231 X Other c -1231 Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Split) c• FBA/sm giiiIKraz(- ASSOCIATES; INC.R April 29, 1999 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION r r D,:' `.OPME c1„ Mr. John Huish FAMILY FUN CENTERS 29111 SW Town Center Loop W. Wilsonville, OR 97070 RE: Compressive Strength Test Results Family Fun Plex Tukwila, Washington Dear Mr. Huish, ER Project No. 066 -99031 C .. Permit No. D98 -0343 Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. �►C Frank :. Adams Project Manager Pacific Northwest Division Enclosures cc: MULVANNY PARTNERSHIP, Chandler Stever ENGINEERS NW, Dan Lake CITY OF TUKWILA, Building Dept. Offices Serving The Western United States 25418.74th Avenue South • Kent, Washington 98032 • (253) 854.1330 • Fax: (253) 854-1757 m r a z a n 6 Associates, Inc 25418 74th Avenue South, Kent, WA 98032, (253) 854 -1330 Project No. 066 -99031 co. Code 522 Pour Date 3-, )9 Report No. Weather partly cloudy, Jurisdiction City of Tukwila Permit No. D98 -0382 Project lnAil Fun Center Engineer Engineers NW Location 2300 Fun Center Way - Tukwila, WA Architect Mulvanny Partnership Client Family Fun Centers Contractor SD Deacon Field Data Sit. Mix Supplier Stoneway Concrete Plant No. 4 Concrete X Mortar Grout Flex Beams Prisms Grouted Ungrouted Other Conc. Air Temp. Temp. Unit Time Truck s Ticket 0 % Air Slump (F) (F) Wt. 9:45 359 696576 -- 5 1/2" 79 54 -- Placement Area Footings Walls Columns Grade Beams SIablDeck Slab X Pilings Other Grids Amusement bldg slab on grade sampled at X.7 -Y.15. Remarks Concrete placed via pump and screeded. Inspector R. Ruch Reviewed Laboratory Data Design Strength 3000 3 -25 -99 Date Specimens Recd. Cyl. Test Field Wt. Max. Comp. Tested Break Code Date Cure Age Dim. Area Lbs. Load Str. (psi) Set * By Type 522 -1 3/30/99 7 4x8 12.68 22000 1,740 2 BS 1 522-2 4/20/99 28 4x8 12.68 31000 2,440 2 BS 2 522 -3 4/20/99 28 4x8 12.68 31500 2,480 2 BS 3 Other 522 -4 522 -5 522 -6 522 -7 522 -8 Remarks Results Reviewed By Codes for Break Types: 1. Cone 2. Cone & Split ze, », J:...... J Date Reviewed 3. Cone & Shear 07199 Reported Batch Data Cement Type type I Design 3000 Actual Mix No. 4852 Cem. lbs. 450 -- F. Ash lbs. 80 -- C. agg. lbs. 1957 7/8" C. egg. lbs. 2 C. egg. lbs. 3 Sand lbs. 1412 Water 230 Admixture 4 oz WRDA 64 Other 6oz RHEO Air Ent. (oz/cwt) 5.3cwt Polarset Water Added on Job (gals.) 4. Shear Items Inspected X Conforming Non - Conforming Test Results Conforming X Non - Conforming OHM Test Method 0 IMMO MOM ASTM C39 C -1231 X Compressive X Flexural 5. Columnar (Split) nrazan b A$5OCtit;es, Inc Project No. 066 -99031 Cyl. Code 521 Pour Date Weather partly cloudy Junsdictlon City of Tukwila Project Family Fun Center . Location 2300 Fun Center Way - Tukwila, WA client Family Fun Centers Field Data Supplier Stoneway Concrete Plant No. 4 Concrete X Mortar Grout Flex Beams Prisms Grouted Ungrouted Other Conc. Air Temp. Temp. Unit Time Truck C Ticket d X Air Slump (F) (F) Wt. 8:00 365 696528 -- 5" 76 50 -- ! Placement Area Footings Walls Columns Grade Beams Slab /Deck Slab X Pilings Other Grids Amusement building slab on grade, sampled at X.95 -Y.3. Remarks Concrete placed via pump and hand screeded. Inspector R. Ruch Reviewed By Codes for Break Types: 1. Cone 2. Cone & Split 25418 74th Avenue South, Kent, WA 98032, (253) 854 -1330 3 4, )9 Report No. Permit No. D98 -0382 Engineer Engineers NW Architect Mulvanny Partnership Contractor SD Deacon Site Mix Reported Batch Data Cement Type type I Design 3000 Actual Mix No. 4852 Cem. lbs. 450 F. Ash lbs. 80 C. egg. lbs. 1957 7/8" C. egg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1412 Water 230 Admixture 4 WRDA 64 Other 6 oz Rhedmix 7 Air Ent. (oz/cwt) -- -- Water Added on Job (gals.) Laboratory Data Design Strength 3000 3 -25 -99 Date Specimens Recd. Cyl. Test Field Wt. Max. Comp. Tested Break Code Date Cure Age Dim. Area Lbs. Load Str. (psi) Set C By Type 521-1 3/30/99 7 4x8 12.68 33000 2,600 1 BS 1 521 -2 4/20/99 28 4x8 12.68 44000 3,470 1 BS 1 521-3 4/20/99 28 4x8 12.68 44500 3,510 1 BS 2 Other 521 -4 521 -5 �w• r. n V P r"'" 521 -6 521 -7 Y;i' 0/ rr`J 4 521 -8 Remarks Results Reviewed By Date Reviewed (- /` Z 3 91 3. Cone & Shear 4. Shear MOM =MO Test Method 20 Items Inspected X Conforming Non - Conforming ASTM C39 C -1231 X Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Split) 1Kraz ASSOCIATE S ", April 29, 1999 Dear Mr. Huish, FBA/sm Enclosures GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Mr. John Huish FAMILY FUN CENTERS 29111 SW Town Center Loop W. Wilsonville, OR 97070 RE: Compressive Strength Test Results Family Fun Plex Tukwila, Washington Respectfully submitted, KRAZAN & ASSOCIATES, INC. Frank :. Adams Project Manager Pacific Northwest Division cc: MULVANNY PARTNERSHIP, Chandler Stever ENGINEERS NW, Dan Lake CITY OF TUKWILA, Building Dept. trtiFa Y. 0 5 1999: �s i7' OPME . Project No. 066 -99031 Permit No.'D98 -0343 Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Offices Serving The Western United States 25418.74th Avenue South • Kent, Washington 98032 • (253) 854 -1330 • Fax: (253) 854-1757 n M razan or Associates, Inc 25418 74th Avenue South, Kent, WA 98032, (253) 854 -1330 Project No. 066 -99031 Cyl. Cod 540 Pour Oats 3-( 99 Report No. Weather overcast Jurisdiction City of Tukwila Permit No. D98 -0382 Protect Family Fun Center Engineer Engineers NW Location 2300 Fun Center Way - Tukwila, WA Architect Mulvanny Partnership Client Family Fun Centers Contractor SD Deacon Field Data Site Mix Supplier Stoneway Concrete Plant No. Concrete X Mortar Grout Flex Beams Prisms Grouted Ungrouted Other Conc. Air Temp. Temp. Unit Time Truck 0 Ticket 0 % Air Slump (F) (F) Wt. 0745 400 697810 -- 5" 70 41 -- Placement Area Footings Walls Columns SlablDeck Slab X Pilings Grids S.O.G. for maintenance building. Remarks Reinforcement and W.W.M. placed in conformance, concrete placed by pump and hand consolidated. Inspector S. Hyatt Reviewed By Laboratory Data Date Specimens Rec'd. Cyl. Test Field Wt. Max. Comp. Tested Break Code Date Cure Age Dim. Area Lbs. Load Str. (psi) Set * By Type 540 -1 4/7/99 7 6x12 28.29 88500 3,130 BS 1 540 -2 4/28/99 28 6x12 28.30 134000 4,730 BS 1 540 -3 4/28/99 28 6x12 28.30 135500 4,790 BS 2 Other 540 -4 540 -5 540 -6 540 -7 540 -8 Remarks Results Reviewed By Date Reviewed Codes for Break Types: 1. Cone E 2. Cone & Split Grade Beams Design Strength 3000 Other 3. Cone & Shear Reported Batch Data Cement Type type I Design 4852 Actual Mix No. 4852 Cam. lbs. 450 F. Ash lbs. 80 C. egg. lbs. 1957 7/8" C. agg. lbs. 2 -- C. agg. lbs. 3 -- -- Sand lbs. 1412 Water 230 Admixture 5.3 cwt Rheomix Other 5.3 cwt Polarset Air Ent. (oz/cwt) 4 OZ WRDA Water Added on Job 10 4. Shear (gals.) Items Inspected X Conforming Non - Conforming Test Method 4 -1 -99 ASTM C39 C -1231 X Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Split) April 14, 1999 Mr. John Huish FAMILY FUN CENTERS 29111 SW Town Center Loop W. Wilsonville, OR 97070 RE: Compressive Strength Test Results Family Fun Plea Tukwila, Washington Dear Mr. Huish, Respectfully submitted, KRAZAN & ASSOCIATES, INC. Fr. B. Adams Project Manager Pacific Northwest Division FBA/sm Enclosures cc: MULVANNY PARTNERSHIP, Chandler Stever ENGINEERS NW, Dan Lake CITY OF TUKWILA, Building Dept. dialkrazan& ASSOCIATES GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Project No. 066 - 99031 Permit No. D9 8-0343 Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Offices Serving The Western United States 25418.74th Avenue South • Kent, Wuhington 98032 • (253) 854-1330 • Fax; (253) 854.1757 99031 bads n ra z a n Oa Associates, Inc 25418 74th Avenue South, Kent, WA 98032, (253) 854 -1330 Project No. 066 -99031 co. Code( 0430 Pour Date 3- . 99 Report No. Weather Clear 50's Jurisdiction City of Tukwila Permit No. D98 -0343 Project Family Fun Plex - Maintenance Bldg. Engineer NW Engr. Location 2300 Funcenter Way Architect Mulvanny Client Family Fun Center Contractor S.D. Deacon Corp. Field Data Site Mix Supplier Stoneway Plant No. Concrete X Mortar Grout Flex Beams Prisms Grouted Ungrouted Other Conc. Air Temp. Temp. Unit Time Truck 0 Ticket s % Air Slump (F) (F) Wt. 12:50 305 694345 - 4 68 51 - Placement Area Footings Walls X Columns Grade Beams Slab /Deck Slab Pilings Other Grids Maintenance Bldg. stem walls all around. Resteel reviewed to be in accordance with the approved plans. Remarks Verified that the #4 hook bars @ 30 "% for slab /wall dowels were in place accordingly prior concrete. Inspector Ham Vong Laboratory Data Design Strength Cyl. Test Field Wt. Max. Comp. Tested Break Code Date Cu Dim. Area Lbs. Load Str. (psi) Set 0 By Type 0430 -1 3/17/99 6 x 12 28.31 82000 2,900 1 BS 2 0430 -2 4/7/99 28 6 x 12 0430 -3 4/7/99 28 6 x 12 0430 -4 0430 -5 0430 -6 0430 -7 0430 -8 Remarks Results Reviewed By Codes for Break Types: 1. Cone E 2. Cone 8 Split 1 1 Date Reviewed 3. Cone & Shear Reported Batch Data Cement Type 1 Design X Actual Mix No. 4150 Cem. lbs. 385 F. Ash lbs. 105 C. agg. lbs. 1987 7/8" C. agg. lbs. 2 - C. agg. lbs. 3 - Sand lbs. 1365 Water 250 Admixture 4 oz. WRDA Air Ent. (oz/cwt) Other Water Added on Job (gals.) 4. Shear Test Method 15 Items Inspected X Conforming Non - Conforming Date Specimens Recd. 3/13 ASTM C39 C -1231 Other c -1231 Compressive X Flexural 5. Columnar (Split) C Krazan & Associates, Inc 25418 74th Avenue South, Kent, WA 98032, (253) 854 -1330 0418 Pour Date 3/1b/99 Report No. Weather Clear Jurisdiction City of Tukwila Permit No. D99 -0037 Project Family Fun Center - Batting Cages Engineer Engineers NW Location 2300 Fun Center Way - Tukwila, WA Architect Mulvanny Partnership Client Family Fun Centers Contractor SD Deacon Project No. 066 -99031 Cyl. Code Field Data Supplier Corlis / American Concrete Concrete X Mortar Prisms Grouted Time Truck S 3:50 17 Placement Area Footings X Slab/Deck Remarks nspector Ham Vong Laboratory Data Cyl. Code 0418 -1 Test Date 3/17/99 0418 -2 4/7/99 0418 -3 4/7/99 0418 -4 0418 -5 0418 -6 0418 -7 0418 -8 Remarks Ticket S % Alr 27118 Walls Slab Field Cure Age Dim. 7 6x12 28 6x12 28 6x12 Results Reviewed By Codes for Break Types: 1. Cone Grout Ungrouted Slump 4.5 Columns Pilings Reviewed By Design Strength 3000 Wt. Max. Area Lbs. Load 28.31 105500 28.29 128500 28.29 133000 2. Cone & Spilt Site Mix Plant No. Flex Beams Other Conc. Air Temp. Temp. Unit (F) (F) Wt. 69 53 Grade Beams Other Grids Batting cages footings, all resteel for the center main pole base is in conformance with the approved plans. Comp. Str. (psi) 3,730 4,540 4,700 Date Reviewed 3. Cone & Shear Reported Batch Data Cement Type I Design X Mix No. Cem. lbs. F. Ash lbs. C. egg. lbs. C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. Water Admixture Other Air Ent. (oz/cwt) 4. Shear 470 1815 7/8" IMOD 1370 220 47 oz Polyheed OMB OHM Water Added on Job (gals.) Items Inspected X Conforming Non - Conforming Date Specimens Rec'd. Tested Break Set S By Type 2 BS 3 2 BS 2 2 BS 1 Test Method ASTM C39 C -1231 X Other Actual 9 3/13/99 Test Results X Conforming Non - Conforming Compressive X Flexural 5. Columnar (Split) Type of inspection Performed Type of Structure Inspected Reinforcing Steel Reinforced Concrete Reinforced Masonry Shotcrete Structural Steel Fabrication Structural Steel Erection Expansion Bolts Fire - proofing Footings Pilings Grade Beams Walls Columns I Slab -on -Grade Structural Slab Post - tensioned Slab I )( [ n Other (specify) Other (specify) Specific Location(s) Grids Remarks /PGYI v e e tN ,eb l ?7r vat l' 'vs -" /kid" 64fkiyie Qb Cewrfips 1./4s / 6Ge'c& 2 *7 "b'e- �ti� - ~ Vt r1� 7hik /iG $rs zx W�f !nj >� " .-1 �¢ 0100C—• �7 s Concrete Supplier ay f a / Mix No.1 .p45 lime ,g,es Cyl. Code Slump (in.) I No. of Samples /3 Design Strength Air Temp. ,r/ f Air Content Total Cubic Yards Placed 19- Conc Temp. (F) 111MM .._._ Grout Supplier lime Cyl. Code Slump (in.) No. of Samples �/ /I/ Design StrengthigeW Air Temp. Total Cu YiPlaced Grout Temp. (F) Mortar Type of Mortar lime Cyl. Code No. of Samples esign Strength Air Temp. Slump (in.) Total Cubic Yards Placed `. Mortar Temp. (F) Krazan & Associates, Inc. Material Field Report Project Weather Project Location Client Report Date Jurisdiction eer y Q f reittte/ i / 4- /- ,,mac *4x. Fug c yr IA/AY Fey' iuv 4e Report No. En Arc Cont 25414 74th Avenue South, Kent, WA 94032 (253) 154.1330 Permit No. ineer hitect actor Page No. Items Inspected Explain: Conforming Non - conforming Krazan & Associates, Inc Project No. 066 -99031 Cyl. Code Weather Cloudy /Showers Jurisdiction City of Tukwila Project Family Fun Center - Maintenance Bldg Location 2300 Fun Center Way - Tukwila, WA Client Family Fun Centers Field Data Supplier Stoneway Concrete Concrete X Mortar Prisms Grouted Inspector Roy Ruch Laboratory Data Cyl. Test Field Code Date Cure Age Dim. Area 0382 -1 3/10/99 7 6x12 0382 -2 3/31/99 28 6x12 0382 -3 3/31/99 28 6x12 0382 -4 0382 -5 0382 -6 0382 -7 0382 -8 Remarks Results Reviewed By Codes for Break Types: Grout Ungrouted Reviewed Bye 1. Cone E 2. Cone & Split 0382 Pour Date Conc. Air Temp. Temp. Time Truck itt Ticket * % Air Slump (F) (F) 12:30 305 693216 -- 3.75 59 49 Placement Area Footings X Walls Columns Grade Beams SlablDeck Slab Pilings Other Grids Maintenance building footings sampled at grid B.5 @ line 1 Site Mix Plant No. 2 Flex Beams Other Remarks Concrete placed via pump and mechanically consolidated Design Strength 3000 Wt. Max. Lbs. Load 28.31 98000 28.29 155500 28.29 154000 25418 74th Avenue South, Kent, WA 98032, (253) 854 -1330 3/3/99 Report No. Permit No. D98 -0343 Engineer Engineers NW Architect Mulvanny Partnership Contractor SD Deacon Unit Wt. WOO Date Specimens Rec'd. Comp. Tested Break Str. (psi) Set I By Type 3,460 BS 1 5,500 BS 1 5,440 BS 1 Other Date Reviewed 3. Cone & Shear Reported Batch Data Cement Type I Design X Mix No. Cem. lbs. F. Ash lbs. C. egg. lbs. C. egg. lbs. 2 C. egg. lbs. 3 Sand lbs. Water Admixture Other Air Ent. (oz/cwt) Water Added on Job (gals.) 4. Shear Actual 4150 385 108 1987 7/8" 1365 250 4 oz WRDA 64 Items Inspected X Conforming Non - Conforming Test Method 10 3/4/99 ASTM C39 C -1231 X Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Spilt) amolimma ,nrazan b AssOClates, Inc 25418 74th Avenue South, Kent, WA 98032, (253) 854 -1330 Project No. 066 -99031 Cyl. Code 373 Pour Oat ate 2-1-99 Report No. Weather Overcast Jurisdiction City of Tukwila Permit No. D98 -0382 Project Family Fun Center Engineer Engineers NW Location 2300 Fun Center Way - Tukwila, WA Architect Mulvanny Partnership Client Family Fun Centers Contractor SD Deacon Field Data Site Mix Supplier Stoneway Concrete Plant No. Concrete X Mortar Grout Flex Beams Prisms Grouted Ungrouted Other Conc. Air Temp. Temp. Unit Time Truck 0 Ticket 0 % Air Slump (F) (F) Wt. 3:30 358 692746 -- 2.0 60 52 -- Placement Area SlablDeck 373-4 373 -5 373 -6 373 -7 373 -8 Footings X Walls X Columns Slab Pilings Grids Spread footing @ D & 3 Elevator pit walls Inspector F. Adams Reviewed By Codes for Break Types: 1. Cone 2. Cone & Split Grade Beams Remarks Results Reviewed By Date Reviewed Other Remarks Reinforcing at above listed areas, was in compliance to approved plans. Pier areas not placed this date. 3. Cone & Shear Reported Batch Data Cement Type Type I -I I Design X Actual Mix No. 4150 Cem. lbs. 385 F. Ash lbs. 105 C. agg. lbs. 1987 C. agg. lbs. 2 C. agg. lbs. 3 — Sand lbs. 1365 Water 250 Admixture WRDA 64 4 oz CW7 Other -- Air Ent. (ozlcwt) -- Laboratory Data Design Strength 3000 2 -27 -99 Date Specimens Recd. Cyl. Test Field Wt. Max. Comp. Tested Break Code Date Cure Age Dim. Area Lbs. Load Str. (psi) Set 0 By Type 373 -1 3/5/99 7 6x12 28.30 112500 3,980 BS 1 373 -2 3/26/99 28 6x12 28.30 164000 5,800 BS 2 373 -3 3/26/99 28 6x12 28.30 139000 4,910 BS 1 Other Water Added on Job (gals.) 4. Shear 0 Items Inspected X Conforming Non - Conforming Test Method ASTM C39 C -1231 X Compressive X Flexural Test Results X Conforming Non - Conforming 5, Columnar (Split) Krazan & Associates, Inc Project No. 066 -99031 co. Code Weather Rain Project Family Fun Plex Location 2300 Funcenter Way Client Family Fun Center j Field Data Supplier Stoneway Concrete X Mortar Prisms Grouted Time Truck # Ticket p % Air 11:45 365 692290 - Jurisdiction City of Tukwila Grout Ungrouted Slump 4 Site Mix Plant No. 2 Flex Beams Other Conc. Air Temp. Temp. Unit (F) (F) Wt. 65 48 - Placement Area Footings X Walls SlablDeck Slab Grids Amusement building footings, sampled at A-4 Remarks Concrete placed via pump and mechanically consolidated Inspector Ham Vong Laboratory Data Cyl. Test Field Code Date Cure Age Dim. 0352 -1 3/3/99 7 6 x 12 0352 -2 3/24/99 28 6 x 12 0352 -3 3/24/99 28 6 x 12 0352 -4 0352 -5 0352 -6 0352 -7 0352 -8 Remarks Results Reviewed By Codes for Break Types: 1. Cone 25418 74th Avenue South, Kent, WA 98032, (253) 854 - 1330 0352 Pour oats 2/24/99 Report No. Permit No. D98 -0382 Engineer NW Engineers Architect Mulvanny Partnership Contractor S.D. Deacon Corp. Columns Pilings Reviewed By Grade Beams Design Strength 3000 Wt. Area Lbs. 28.29 28.31 28.31 2, Cone & Split Other Date Reviewed 3 / 1 -c 49 3. Cone & Shear Reported Batch Data Cement Type I Design X Actual Mix No. 4150 Cern. lbs. 385 F. Ash lbs. 105 C. agg. lbs. 1987 C. egg. lbs. 2 - C. egg. lbs. 3 Sand lbs. 1365 Water 250 Admixture 4 oz. WRDA Air Ent. (oz/cwt) Date Specimens Rec'd. Max. Comp. Tested Break Load Str. (psi) Set tY By Type 75500 2,670 BS 2 134500 4,750 BS 1 134500 4,750 BS 1 Other Water Added on Job (gals.) 4. Shear Test Method 0 Items Inspected x Conforming Non - Conforming 3/4/99 ASTM C39 C -1231 X Other c -1231 Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Split) I(razan.& ASSOCIATES, INC. April 16, 1999 Mr. John Huish FAMILY FUN CENTERS 29111 SW Town Center Loop W. Wilsonville, OR 97070 RE: Compressive Strength Test Results . Family Fun Plex Tukwila, Washington Dear Mr. Huish, Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Frank B. Adams Project Manager Pacific Northwest Division FBA/sm Enclosures GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENG CONSTRUCTION TESTING & INSPECTION cc: MULVANNY PARTNERSHIP, Chandler Stever ENGINEERS NW, Dan Lake CITY OF TUKWILA, Building Dept. Offices Serving The Western United States 25418 - 74th Avenue South • Kent, Washington 98032 • (253) 854-1330 • Fax: (253) 854.1757 INEERING ,� APR !t 99 Project No. 066 -99031 F{razin & Associates, Inc r - 25418 74th Avenue South Kent, WA 98032, (253) 854-1330 Project No. 066 -99031 co. Code 316 Pour Date 2 -17 -99 Report No. Weather Cloudy Jurisdiction City of Tukwila Permit No. D98 -0382 Project Family Fun Center Engineer Engineers NW Location 2300 Fun Center Way - Tukwila, WA Architect Mulvanny Partnership Client Family Fun Centers Contractor SD Deacon Field Data Supplier Stoneway Concrete Concrete X Mortar Grout Prisms Grouted Ungrouted Time Truck S Ticket S % Air Slump 11:00 361 691132 — 3.75 Placement Area Footings X Walls Columns Grade Beams SlablDeck Slab Pilings Other Grids Amusement building footings, sampled at interior column footing C -3 Remarks Concrete placed via pump and mechanically consolidated. nspector R. Ruch Reviewed By U Laboratory Data Design Strength 3000 2 -18-99 Date Specimens Recd. Cyl. Test Field Wt. Max. Comp. Tested Break Code Date Cure Age Dim. Area Lbs. Load Str. (psi) Set S By Type 316 -1 2/24/99 7 6x12 28.32 59750 2,110 RF 3 316 -2 3/17/99 28 6x12 28.31 118000 4,170 BS 1 316 -3 3/17/99 28 6x12 28.31 117000 4,130 BS 2 Other 316 -4 316 -5 316 -6 316 -7 316 -8 Remarks No batch weights provided. Results Reviewed By Codes for Break Types: 1. Cone 2. Cone & Split Site Mix Plant No. 4 Flex Beams Other Conc. Air Temp. Temp. Unit (F) (F) Wt. 60 45 -- Date Reviewed 4 .-( -Z I - "V`\ 3. Cone & Shear Reported Batch Data Cement Type Ashgrove I Design 3000 Actual 4000 Mix No. 4150 Cem. lbs. 385 F. Ash lbs. 105 C. egg. lbs. 1365 C. egg. lbs. 2 C. egg. lbs. 3 Sand lbs. 1987 Water 250 Admixture 4 Other -- Air Ent. (oz/cwt) OD OM Water Added on Job (gals.) 4. Shear Items Inspected X Conforming Non - Conforming Test Method 0 ASTM C39 C -1231 X Compressive X Flexural Test Results X Conforming Non - Conforming 5. Columnar (Split) 1 FAMILY FUN CENTER NEW MAINTENANCE BUILDING Grady Way and Interurban Avenue Tukwila, WA STRUCTURAL CALCULATIONS October 7, 1998 ENW Job No. 98088 Mulvanny Job No. 97 -112A CODE: 1997 UBC WIND: 80 MPH, "C" SEISMIC: Zone 3 MULVANNY PARTNERSHIP, ARCHITECTS, P.S. 11820 Northup Way, #E300, Bellevue, WA 98005 (425)822 -0444 FAX (425)822 -4129 F• b%-of3 ENGINEERS NORTHWEST, INC. P.S. - STRUCTURAL ENGINEERS RECEIVED 6869 WOODLAWN AVE. N.E., SEATTLE, WA 98115 (206)525 -7560 FAX (206)522-6698 CITY OF TUIKWII-A OCT 0 81998 RECEIVED OCREr R ti SITE CONDITIONS BUILDING INFORMATION ENGINEERS NORTHWEST., INC. P.S. SHEET OF 6869.WOODLAWN AVE, N.E. (SUITE 205) SEATTLE, WA. 98115 • WIND LOADS PER UNIFORM BUILDING CODE 199S EDITION EXCEL(UBCWIND) • (400.ft.. NOTE . - INPUT INit_ ^__ WIND LOADS - SECTION 2316 JOB NUMBER: PROJECT NAME: `- Fairiiil eu ri'ee�iPERIMETERl= " �"- y rLa,;i�.., ...� DESIGN BY. = - _ ='" DATE: 10/7198 SITE LOCATION / NOTES:. - BUILDING DIMENSIONS: BUILDING WIDTH, W = 60 ft. BUILDING LENGTH, L= 60_: : ft BLDG. EAVE HEIGHT, he = • ' 13 ; : - ft. (w/ wall parapets use top of parapet height) BLDG. RIDGE HEIGHT, hr -, r24 .... ft. (use.top of parapet ht. unless ridge is higher) ROOF SLOPE, s 6 ' in. /12" MEAN ROOF HT., mrh = 18.5 ft. BUILDING TYPE ENCLOSED (DEFINE AS "ENCLOSED" OR "PARTIALLY ENCLOSED ") WIND VELOCITY, v = 80 mph SITE EXPOSURE = C IMPORTANCE FACTOR, Iw= 1.00 WIND FORMULA, P = Ce Cq qs Iw psf TABLE NO. 23 -F WIND STAGNATION PRESSURE, qs qs = 16.4 psf TABLE NO. 23-G COMBINED HEIGHT EXPOSURE AND GUST FACTOR COEFFICIENT, Ce HEIGHT ABOVE GROUND (ft.) Ce 15 1.06 Ce(max)= 1.11 18.5 1.11 Page 1 OF 4 10/7/95 UBCWIND.XLS TABLE NO. 23 -H PRESSURE COEFFICIENTS, Cq 1. PRIMARY FRAMES AND SYSTEMS METHOD 1.a. WALLS: 1.b. ROOFS: 1.b.1. WIND PERPENDICULAR TO RIDGE, LEEWARD OR FLAT ROOF 0.7 1.b.2. WIND PERPENDICULAR TO RIDGE, WINDWARD ROOF ROOF SLOPE ENGINEERS NORTHWEST, INC. P.S. SHEET OF 6869 WOODLAWN AVE, N.E. (SUITE 205) SEATTLE, WA. 98115 WINDWARD 0.8 LEEWARD 0.5 0.9 0.3 6 in. /12" 1.b.3. WIND PARALLEL TO RIDGE & FLAT ROOFS 0.7 OUTWARD WIND PRESSURES - PRIMARY FRAMES AND SYSTEMS qs = 16.40 psf (NORMAL FORCE METHOD) INWARD OUTWARD OUTWARD OUTWARD INWARD 1.a. WALLS WINDWARD LEEWARD ( @mrh) HEIGHT ABOVE GROUND (ft.) P P 15 13.91 psf 9.09 psf 18.5 14.55 psf 9.09 psf 1.b. ROOF 1.b.1. WIND PERPENDICULAR TO RIDGE, LEEWARD OR FLAT ROOF Pfr = 12.73 psf OUTWARD 1.b.2. WIND PERPENDICULAR TO RIDGE, WINDWARD ROOF Pwr = 16.37 psf OUTWARD Pwr = 5.46 psf INWARD 1.b.3. WIND PARALLEL WIRIDGE Pwpr = 12.73 psf OUTWARD Page 2 OF 4 10/7/98 UBCWIND.XLS ENGINEERS NORTHWEST, .INC_.R.S. SHEET OF 6869 WOODLAWN AVE, N.E. (SUITE 205) SEATTLE, WA. 98115 2. ELEMENTS AND COMPONENTS NOT IN AREAS OF DISCONTINUITY NOTE: - .(Interpolation may be used for tributary areas between 10 and 100 square feet) 2.a.1. WALL ELEMENTS - ALL STRUCTURES Cqto = 1.2 Cg100 = 0.9 INWARD HEIGHT ABOVE GROUND (ft.) Pio (psf) Popp (psf) 15 20.86 15.65 INWARD . 18.5 21.83 16.37 INWARD 2.a.2. WALL ELEMENTS - ENCLOSED AND UNENCLOSED STRUCTURES Cg10 = 1.2 OUTWARD P10 = 21.83 psf OUTWARD - Cg100 = 0.9 OUTWARD Plop = 16.37 psf OUTWARD 2.a.3. WALL ELEMENTS - PARTIALLY ENCLOSED STRUCTURES Cg10 = 1.6 OUTWARD P10 = 29.10 psf OUTWARD C9100 = 1.3 OUTWARD P100 = 23.64 psf OUTWARD 2.a.4. WALL ELEMENTS - PARAPET WALLS Cgt0 = 1.3 INWARD or OUTWARD P10 = 23.64 psf INWARD or OUTWARD Cg10o = 1. INWARD or OUTWARD Plop = 18.19 psf INWARD or OUTWARD 2.b. ROOF ELEMENTS ROOF SLOPE 6 in. /12" (IF ROOF SLOPE IS GREATER THAN 12 :12 USE WALL ELEMENT VALUES) 2.b.1. ROOF ELEMENTS - ENCLOSED AND UNENCLOSED STRUCTURES C4to = 1.3 OUTWARD P10 = 23.64 psf OUTWARD C910o = 1.0 OUTWARD P100 = 18.19 psf OUTWARD Page 3 OF 4 WALL 5 S 10/7/98 UBCWIND.XLS ENGINEERS NORTHWEST, INC. P.S. SHEET OF 6869 WOODLAWN AVE, N.E. (SUITE 205) SEATTLE, WA. 98115 2. ELEMENTS AND COMPONENTS NOT IN AREAS OF DISCONTINUITY (cont) 2.b.2. ROOF ELEMENTS- PARTIALLY.ENCLOSED STRUCTURES Cg10 = 1.6 OUTWARD Cg10= 0.8 INWARD 2:12 to 7:12 P10 = 29.10 OUTWARD P10 = 14.55 INWARD 2:12 to 7:12 Cg100 = 1.3 OUTWARD Cg100= 0.5 INWARD 2:12 to 7:12 P100 = 23.64 OUTWARD P100= 9.09 INWARD 2:12 to 7:12 3. ELEMENTS AND COMPONENTS IN AREAS OF DISCONTINUITY NOTE: - Discontinuity extent = 10 feet or 0.1 times the least width of the structure, whichever is smaller. Discontinuity width = 6 ft. 3.a. WALL CORNERS Cg10 = 1.5 Pio (psf) Page 4 OF 4 Cg1oo = 1.2 Pico (Psf) 27.28 21.83 OUTWARD Cg10 = 1 . 2 Cgioo = 0.9 HEIGHT ABOVE GROUND (ft.) P10 (psf) P100 (psf) 15 20.86 15.65 INWARD 18.5 21.83 16.37 INWARD 3.b. ROOF EAVES, RAKES OR RIDGES WITHOUT OVERHANGS ROOF SLOPE 6 in. /12 Cg10 = 2.6 OUTWARD Pi0 = 47.29 psf OUTWARD Cg100 = 1.8 OUTWARD P10o = 32.74 psf OUTWARD OUTWARD 3.c. OVERHANGS AT ROOF EAVES, RAKES OR RIDGES AND CANOPIES NOT APPLICABLE - ROOF SLOPE 2:12 or GREATER \ALL • INWARD S A S 10/7/98 UBCWJND.XLS ENGINEERS—NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB No JOB NAME FQYht FNA*1 CB411 - DATE /46(I6 SUBJECT S1 1 LA-C @ i t-(3K- A4s!!DN C. t.P_ Ccw.tG. SHEET Vs 51 - r-re% lN-9 - By pI T,l i2 V . 22 b MAX 7t] lifir)I .2 CAF 4" sTU o s - 16''< Wrign PRCsstmze 2183 PsF 1112 0 alc� 1 <�F 1' 2)(21•65 Pte) = 24-0 • PLF 1 \1 ° 1\r ? - `• 1 . 4 (44)( t ) .G� (12. ) 6054 jc 12(2•�') - ocz x 5. xi?. ` .13 2 Iv' Z � FT `rEt -tStoH F2o(\ o<•1't.4 1Nc:. wAtf 24 .' 2 = ) I , 48 K I.7S 4 1 @ 3z 't ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE, N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6698 JOB No JOB NAME FMA C2i - DATE SUBJECT SHEET OF BY ZT . F. S. FI{-II S)-1 PE(z. ci4- avFe. 5 /8 1 ' G YPft tI 4?P OH Exr102 PA 57,'J q- "xlcenc, t v rRAcGC 1 -rt.P of C.I.P.. CtNc . (. fv_k_ v4/ Z 1. c is r3oLrt @ S2 16 t- 2 @ - MP or ci 5 ‘/2 " 1- 1 414 ca. , /6" ibiv' --/ ( I- b'') 1 , I11{II It \a I ' . .. 1 • t - _ Y 3" Ct_2 . 3 " 4 "x1s /x /61,c STUr S @ l Co 1 o c IIm111 - 1117:111Eillih O • 415 @ /LD 8 2- 6; 4 5 CAt.P.C1 . 2 TbP 2 3oT 5" SLtt �t•.I G�•11� =i ter/ 2-9)(2.7 /6Y( w.�. Engineers Northwest 6869 Woodlawn AVE NE Seattle, WA 98115 206 525 7560 Member: C4- 158 -16 Manufacturer: Generic Yield = 40.0 KSI Configuration: Single Dimensions Gross Properties Loadings Depth = 4.0000 in Area = 0.44 in2 P = 0.00 KIPS Flange = 1.6250 in Ix = 1.10 in4 Mx = . 1.44 K-in Lip = 0.5000 in ly = 0.16 in4 KxLx = 240.00 in Bend = 0.0849 in Rx = 1.57 in KyLy = 48.00 in t = 0.0566 in Ry = 0.60 in KtLt = 48.00 in Punch = 1.5000 in Cw = 0.55 in6 KLx = 240.00 in WI = 0.3585 in J = 0.47 in4 KLy = 48.00. in Wf = 1.3420 in Xo = -1.27 in KLt = 48.00 in Ww = 3.7170 in Ro = 2.11 in4 Beta = 0.64 'J = Jx10E3 BENDING ANALYSIS Eq. C3.12 -9 Sigt = (GJ + Pi^2ECw /Lt ^2) /ARo ^2 = 38.01 KSI Eq. C3.1.2 -8 Sigy = Pi^2E/(Ly/Ry) ^2 = 45.45 KSI Eq. C3.1.2 -5 Me = RoA(Sigt *Sigy) ^.5 = 38.83 K -in Eq. C3.1.2 -3 My = Sf Fy = 21.96 K -in Me > 0.5My Therefore, Mc = My(1 - My /4Me) = 18.853 K -in Find effective section at stress f, f =Mc /Sf = 34.34 KSI eFlange = 1.342 inches eLip = 0.359 inches eWeb = 2.217 inches Sc = 0.533 inches Eq. C3.1.2 -1 Mn = ScMc /Sf = 18.30 K -in Eq. C3.1 -1 Ma = Mn /1.67 = 10.96 K -in. With 1/3 increase Ma 4 "x I s x !(�a Cx W a1( STuD s ENGINEERS — NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 - 6698 Jos No. JOB NAME SUBJECT Scerza. S 1 2 -#io @ " (Igo X /•33')- 2 g I2.43 #/S c ram.) M P:2AL 5 (ow cm-1 , H-A-1 C r.c..S QN /c; G.t-' -Q. PQ A2.0+ -4 1JC x/ q,, (::, ru/Ds @ I (0"q /? P LF 4- - - RAC-4. �LociC IN(- (uNpuf,, c ir- ) AT Z\i+ErzY oTNi - (L �"t'lco S rAGC. • SEC— SEc7cw r z DE -TAIL 0 Frc r Z D of M.rs,s, r --,AMC Cep G 12T 13 try r� . R,. Suers @ f: t o A DATE SHEET BY r1lT1L r r 1 ? r').43. s . OF I I I 1 j AISI SPECIFICATION PROVISIONS for SCREW CONNECTIONS I NOTATION SCREW PROPERTIES GAUGE METAL THICKNESS I Number Nominal Gauge Thickness d = nominal screw diameter Designation Dia., d, in. (in. ) dw = the larger of the screw head or washer # 2 0.0860 25 ga. 0.0188 diameter, but not larger than 12 "(5/16 "MIN.) # 3 . 0.0990 • 22 ga. • 0.0283 FS = factor of safety = 3.0 I # 4 0.1120 20 ga. 0.0346 Pas = allowable shear force per screw # 5 0.1250 18 ga. 0.0451 Pns= nominal shear strength per screw # 6 0.1380 16 ga. 0.0566 Pat = allowable tension force per screw # 7 0.1510 14 ga. 0.0713 Pm= nominal tension strength per screw # 8 0.1640 12 ga. 0.1017 Ppot = pull -out force per screw # 10 0.1900 Fu =45ksi min. Pow= pull -over force per screw .# 12 02160 I t, = thickness of member in contact 1/4" 0.2500 with the screw head Screw sizes smaller than # 2 or larger than 1/4" t2 = thickness of member not in contact are not to be used I with the screw head Fu, = tensile strength of member in contact I with the screw head Fu2 = tensile strength of member not in contact with the screw head I I I I E4.3 Shear J I E4.4 Tension L Pas = P ns/3 Pas = P ns/3 I For t2/t, < =1.0 Pas shall be taken as the smaller of I 1 T Pas shall be taken as the smaller of Pull - Out Pas = 1.4 (t2 d� Pas = 0.9 ti d Fu, I I I Pas = 0.283 t2 d Fu2 Pas = 0.9 t2 d Fu2 I I Pull - over! I I I Pas = 0.5 ti dw Fu, I For t2/t, > =2.5 Pas shall be taken as the smaller of Pas = 0.9 tidFu, I ± i Pas = 0.9 t2d Fu2 I 1 i i For 1.0< t2/t, <2.5 Pas shall be determined by the linear interpolation between the above two cases (ALLOWABLE LOADS SCREW SIZE GAUGE #12 d = 0.216 #10 d = 0.190 #8 d = 0.164 #6 d = 0.138 SHEAR PULL-OUT SHEAR PULL-OUT SHEAR PULL -OUT SHEAR PULL -OUT 25 75 52 71 46 66 39 60 33 22 139 78 131 69 121 59 111 50 20 188 95 177 84 164 72 151 61 18 280 124 . 263 109 244 94 .224 79 16 394 156 (370 137 344 118 N/A N/A 14 557 196 523 173 NIA NIA NIA NIA 12 890 280 N/A WA NIA N/A NIA NIA Min. Edge Dist. and do Spacing 11/16" 9/16" 112" 1/2" SCREWS TO HAVE 5/16" MINIMUM HEAD DIAMETER I ENGINEERS - NORTHWEST, INC. P.S. 6869 WOODLAWN AVE. N. E. (SUITE 205) SEATTLE. WA. 98115 Page 1 SHEET OF 10/7/98 . SCREWSXLS ,10/01/98 12:12 '8`2098584041 By PJP BASIC LOADS Roof Live Load 1 4 CBC STEEL BLBGS DES x GtV G'ARAMETERS Date 09 -11 -1998 Cust FAMILY FUN CENTER STRUCTURE DESCRIPTION Building Width (span) . 20 ft. Eave Height /7..Z ft. Bay Space (trib) 30 ft. Roof Slope 6 in. /ft. �5 psf Frame Live Load (UBC) 25 psf Wind Load (/997 UBC) : Speed a0 mph Exposure C Bui?ding•Dead Load .. psf COLLATERAL LOADS 10 PSF. FUTURE MEZZANINE DL = 55 PSF LL = 125 PSF //-am4"414 4 / -' 0j, (r//o -/•le) Job 0 18397 10/01/98 11:13 TX /11K NO.1450 P.002 *• ** This structure is designed in compliance with CBC specifications and standards utilizing the pertinent provisions and recommendations of the American Institute of Steel Construction (AISC), International Conference of Building Officials (UBC), American Iron and Steel Institute (AISI), the Metal Building Manufacturers Association (MBMA) and their publications. ** ' , 10/01/98 12:13 02098584041 By P.M Date 9 -11 -1998 3.4 k � 68.., k 5&". DL + L L F' R t=t N*E REACT T CI S Cust FAMILY FUN CENTER 1 68. k CRC STEEL BLDGS Z4 4 - 6.3 k /2- k C & ?/4, Job # 18397 et T � f /.7 (Pt0 ( ANCHOR BOLTS (4) 3/4 in. dia. 16 in. tang, ASTM A36, 3 in. hook with Bearing Angle L 3 x x 3/16 x 6 in. ASTM A36. . ( A/.1 *IP/ / 9,b//r 446v ?ezefritpl- Sheet A-- 2 10/01/98 11:13 TX /RX NO.1450 P.003 lJ003/005 A 7 3.� k ,10/01/98 12:13 02098584041 By PJP Date 09 -11 -1998 Cust FAMILY FUN CENTER b$/ Cif 7 D L + L. L / 0 k J2 /L F R AM E Fe PI 1 DNS 1' 8.7 I � I I 47 15.2 k CBC STEEL BLUGS � A H frr rr-! - , " A - 2 ` yP Le-4,v -T ANCHOR BOLTS (4) 3/4 in. dia. x 16 in. long, ASTM A36, ?, in. hook with Baring Angle L 3 x 3 x 3/16 x 6 in., ASTM A36. _ /�ve.)/rURG . 4 4 14G1[ f�e.fyoc 'T° f oe/ T1lL A//e4.0 t D L + W L k Sheet A— 7 f Job # 18397 10/01/98 11:13 TX /RX NO.1450 P.004 @10 /0 05 4. 1 i 5 • ,10/01/98 12:13 By PJF Date 09 -11 -1998 ci T '$2098584041 !t l Cust FAMILY FUN CENTER I \` CSC STEEL BLDGS J 005 /OO5 V X E W *Di / /i5 Eb' .4. G4/ , *- A4 , t%(h / le 1 Ar 1 14/4'. (Iffo6 ' A7 Ar Gloi.* 4c,1 D 1 _ ..•r ": /6 )*'54it'..i/() J2 y f .I An Job # 18397 i7- ' ;V4:4 ` Sheet p- . • 'L ; „ .,3V. ; % -D 4fl f I x-/ry . / Z _/ E1,1- H et/4406z ace47 . /U4 T - t,7° 10/01/98 11:13 TX /RX NO.1450 .1 P.005 ENGINEERS— NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E.- SUITE 205 - SEATTLE, WA 98115 - (206)525-7560 - FAX # (206) 522 -6698 JOB No. SUBJECT IM TL C - OZ 4\114 SHEET OF BY �' 3 JOB NAME Fr Cpl s f1 ( , •v _ � L. i C ) 12,532 # 12 .01-7 : 1.7= 7370# ss ' o.'7 58 = I " /tBzz.? - 1.7 - 11.2 S CA' (7 t s o� COLU P (Jo" ipr. MA1. Ln'L= I5. ..s S RC gt- // a f or' Pr6 .. Pre SCffi -c ., t,C. NAx. UPLir --r= /0-2Y 1 fzEi s 77\N cc.-- lc (SE F7r UPUF S S1+cm) MAx Z U Dot4� � J b 4 �' "?.O I l 2 .'7 K Au. S 8 11.4 "ft4-4 ! pN a 1-d 4 u 1=r� C epcE DATE /q. fp 2 -a - - 414 mrS@ /No ` G ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. - SUITE 205 - SEATTLE, WA 98115 - (206)525 -7560 - FAX # (206) 522 -6698 JOB No. JOB NAME H — I '��ll��`J DATE SUBJECT SHEET OF BY t11 S I LL PEg S C. !cM A -z F INIj}\ (aQAD7= P A1ZCI4 --1 0 . v`�t�' • FTC: R it e- - M2.A CsouwM1 -+ r I " / - 0 • e -3 + FTh. DlZT AtL • 12. M' % @ MInxE F- R. ZEE. r cjT)NS u--( L,1r l ( Ir I II °111=111 =ii tJ • 1 L ' 1 5 r COLD J t \j M -8.S. ADD 2#5 F- 15.3 "klcK - our" r-Ro, FR#A»mr S" 13)3/5" P -J- 4- CT2 r-o o ,•"‘ •9 •1 � � 2#S 8 4 55 h HOOK ND Pc/DC- T?1. T zfllzt I 2 O ti Fo , IGI CK • our " D B tf tS Pftg. Psoil Pslab Ptotal qu Mu As in ft. ft. in. kips kips kips up kips up ksf ftg. kft/ft ftg. in. /ftg. 12 ° 3.5 1.00 5 1.84 0.86 1.05 3.75 0.40 0.61 0.08 12 4 1.00 5 2.40 1.10 1.32 4.82 0.39 0.78 0.11 12 4.5 1.00 5 3.04 1.36 1.62 6.02 0.39 0.98 0.15 12 5 1.00 5 3.75 1.66 1.94 7.36 0.38 1.20 0.20 12 5.5 1.00 5 4.54 1.99 2.30 8.83 0.38 1.43 0.27 12 6 1.17 5 6.32 2.34 2.69 11.35 0.41 1.84 0.30 12 6.5 1.25 5 7.92 2.73 3.11 13.76 0.42 2.24 0.37 12 7 1.25 . 5 9.19 3.14 3.56 15.89 0.42 2.58 0.45 12 7.5 0.50 . 5 4.22 3.58 4.04 11.84 0.27 1.92 1.13 12 8 : 0.50 , 5 4.80 4.05 4.55 13.40 0.27 2.18 1.37 12 8.5 : 0.50 . 5 5.42 4.56 5.08 15.06 0.27 2.45 1.65 12 9 0.50 : 5 6.08 5,09 5.65 16.81 0.27 2.73 1.97 12 9.5 : 0.50 5 6.77 5.64 6.25 18.67 0.27 . 3.03 2.32 ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 JOB NO.:- '._98088 _r _ JOB NAME Farni lww.vMw.w.w..n0 INPUT -f` SUBJECT : INTERIOR FOOTING UPLIFT DESIGN FOOTING UPLIFT "with no rebar or neglecting rebar in slab on grade ". Soil taken © 30 degrees out from top of ftg. Pc 47'3000 psi Fy = - 60000. ;psi slab weight = 0:145' footing wt. = : 0.150 : kcf soil weight = -� 0.100 ikcf Page 1 DEFINITIONS : - D = DISTANCE FROM TOP OF SLAB TO TOP OF FOOTING B'= FTG. WIDTH & LENGTH tf = THICKNESS OF FTG. is = THICKNESS OF SLAB qu = ULT. LOAD/FT. ON TOP OF FTG. As = REQUIRED TOP REINF.USING d tf - 3 ".'UBC sec 1923.10.3 s tf A SHEET OF D 10/6/98 FTGUPI .XLS Project Name :Family Fun Center Run description:Column reactions from MBS frame STARTING SQUARE FOOTING SIZE.(F?)..4 ENDING SQUARE FOOTING SIZE...(F ?)..8 FOOTING SIZE INCREMENTS (T1-1 M I OWARI F SOIl PRFSSIIRF..(KSF)).....9.5 MIN FOOTING DEPTH (IN) 11 DIST. FROM BOT OF FOOTING TO CG OF REBAR..(IN)..4 FIG F4 F5 F6 n F8 PALL(k) 37.8 58.8 83.7 112.7 145.6 FOOTING SCHEDULE D(in) 4'x4'x 11.0" 5'x5'x12.0" 6'x6'x14.0" 7'x7'x 16.0" 8'x8'x 18.0" CONCRETE F'c..(KSI)..3 STEEL Fy...(KSI) 60 . MIN REBAR SIZE .:(1).4 MAX RFRAR 517F ((jj))..11 MIN REBAR SPACING..(IN)..10 ASx(in2) ASy(in2) Reinf X Reinf Y .95 .95 4/ /S 415 1.30 1.30 5 //5 515 1.81 1.81 6 //5 6 //5 2.42 2.42 6//6 6f6. 3.12 3.12 8fl6 8 //6 ULTIMATE FACTOR. 1.6 FOOTING DEPTH INCREMENTS..(IN)..1 COLUMN DIMENSION ' -X AXIS-41N).9 .9 COI UMN IMFNSION —Y AXIS— ..(IN).9 Engineers Northwest 6869 Woodlawn AVE NE Seattle, WA 98115 206 525 7560 Member: C358- 138 -20 Man Dimensions sTK -om r e k WALL. S 3 I 20xc ufacturer: Generic Yield = 33.0 KSI Configuration: Single Gross Properties Loadings Depth = 3.6250 in Area = 0.24 in2 P = 0.35 KIPS Flange = 1.3750 in Ix = 0.48 in4 Mx = 0.12 K -in Lip = 0.3750 in ly = 0.06 in4 KxLx = 144.00 in Bend = 0.0519 in Rx = 1.43 in KyLy = 48.00 in t = 0.0346 in Ry = 0.50 in KtLt = 48.00 in Punch = 1.5000 in Cw = 0.16 in6 KLx = 144.00 in WI = 0.2885 in J = 0.09 in4 KLy = 48.00 in Wf = 1.2020 in Xo = -1.02 in KLt = 48.00 in Ww = 3.4520 in Ro = 1.83 in4 Beta = 0.69 *J = Jx10E3 AXIAL ANALYSIS Eq. C4.1 -1 Fex = Pi ^2E/(KLx/Rx) ^2 = 28.60 KSI Eq. C4.1 -1 Fey = PiA2E/(KLy/Ry)A2 = 32.01 KSI Eq. C3.1.2 -9 Sigt = (GJ + Pi^2ECw/KLt^2) /ARo ^2 = 27.31 KSI Eq. C4.2.1 Fet = (Sigt + Fex - ((Sigt + Fex) ^2 - 4Beta *Sigt *Fex) ^.5 /2Beta = 17.91 KSI Fe = 17.91 KSI Fe > Fy/2. Therefore Fn = Fy(1 - Fy /4Fe), Fn = 17.80 KSI Find Ae at stress Fn eFlange = 1.202 inches eLip = 0.289 inches eWeb = 1.408 inches Ae = 0.167 inches Eq. C4-2 Pn = AeFn = 2.97 KIPS Eq. C4 -1 Pa = Pn /1.92 = 1.55 KIPS With 1/3 increase Pa = 2.06 KIPS BENDING ANALYSIS Eq. C3.1.2 -9 Sigt = (GJ + Pi^2ECw /Lt ^2) /ARo ^2 = 27.31 KSI Eq. C3.1.2 -8 Sigy = Pi ^2E /(Ly/Ry) ^2 = 32.01 KSI Eq. C3.1.2 -5 Me = RoA(Sigt *Sigy) ^.5 = 12.83 K -in Eq. C3.1.2 -3 My = Sf Fy = 8.81 K -in Me > 0.5My Therefore, Mc = My(1 - My /4Me) = 7.298 K -in Find effective section at stress f, f =Mc /Sf = 27.33 KSI eFlange = 1.202 inches eLip = 0.286 inches eWeb = 1.952 inches Sc = 0.256 inches Eq. C3.1.2 -1 Mn = ScMc /Sf = 7.00 K -in Eq. C3.1 -1 Ma = Mn /1.67 = 4.19 K -in. With 1/3 increase Ma = 5.59 K -in INTERACTION COMBINED AXIAL AND BENDING Eq. C5 -5 Pcr = Pi^2EIx/Lx ^2 = 6.80 KIPS With 1/3 increase = 9.06 KIPS Eq. C5-4 Omegax = 1 - 1.92P/Pcr = 0.901 With 1/3 increase = 0.926 Eq. C5 -1 P/Pa + Mx/MaOmegax = 0.258 With 1/3 increase = 0.193 Eq. C5 -2 P /Pao + Mx/Ma = 0.151 With 1/3 increase = 0.113 Engineers Northwest 6869 Woodlawn AVE NE Seattle, WA 98115 206 525 7560 Member: C8- 158 -16 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loadings Depth = 8.0000 in Area = 0.67 in2 P = 0.00 KIPS Flange = 1.6250 in lx = 5.74 in4 Mx = 27.08 K -in Up = 0.5000 in ly = 0.19 in4 KxLx = 48.00 in Bend = 0.0849 in Rx = 2.93 in KyLy = 48.00 in t = 0.0566 in Ry = 0.54 in KtLt = 48.00 in Punch = 1.5000 in Cw = 2.51 in6 KLx = 48.00 in WI = 0.3585 in J 0.71 in4 KLy = 48.00 in Wf = 1.3420 in Xo = -0.93 in KLt = 48.00 in Ww = 7.7170 in Ro = 3.12 in4 Beta = 0.91 *J = Jx10E3 BENDING ANALYSIS Eq. C3.1.2 -9 Sigt = (GJ + Pi^2ECw/Lt ^2) /ARo ^2 = 49.92 KSI Eq. C3.1.2 -8 Sigy = Pi ^2E/(Ly/Ry) ^2 = 36.70 KSI Eq. C3.1.2 -5 Me = RoA(Sigt *Sigy) ^.5 = 89.38 K -in Eq. C3.1.2 -3 My = Sf Fy = 71.71 K -in Me > 0.5My Therefore, Mc = My(1 - My /4Me) = 57.330 K -in Find effective section at stress f, f=Mc /Sf = 39.97 KSI eFlange = 1.342 inches eLip = 0.359 inches eWeb = 6.217 inches Sc = 1.426 inches Eq. C3.1.2 -1 Mn = ScMc /Sf = 56.99 K -in Eq. C3.1 -1 Ma = Mn /1.67 = 34.13 K -in. With 1/3 increase Ma = 45.50 gES'l -oo rn Cz L Sa-Pilver 4t c,'X 1 5 /i'x e 4 I .- a `c- EACti ePsp Span I Length (ft) Load (PLF) Moment (K -in) ; Location (ft) I Deltall (in) Location (ft) 1 1 19.00 50.0 27.0751 9.501 - 4.9699 9.50 Support I Location (ft) Moment (K -in) Reaction (Ibs) 1 2 0.00 19.00 0.0001 475.000 0.000 475.000 Engineers Northwest 6869 Woodlawn AVE NE Seattle, WA 98115 206 525 7560 Overall Length of Beam: 19 ft. Mx (Max) Vx (Max) I Required Magnitude 27.075 K -in 0.475 KIPS 5.2314 inA4 Location 9.50 ft 0.00 ft 9.50 ft gas-rim CoL/.G Jo Axial Load: 0 KIPS. Deflection Limit: 240.0 50 • 1 3 QUESTIONS & ANSWERS PARTS CLEANI I'd like to reduce the amount of hazardous waste I generate and manifest off site. How can I do this and be in compliance with EPA regulations? One easysolution is to use ZEP DYNA 143° or ZEP DYNA 170° d egreaser in your parts washing system. Either satisfies EPA requirements as a non - hazardous waste, and in most areas it can be disposed of as such through licensed fuel blending, waste oil orsolvent reclamation companies. DYNA 143° or DYNA 170° used with the ZEP MODEL 5100 FILTRATION SYSTEM and one or more of the ZEP DYNA RECLAIM, DYNA TRAP OR DYNA COMBO FILTERS. gives you clean, effective solvent for a fraction of monthly rental fees. • Why would I want to bother filtering solvent when a rental company is willing to replace it every month? Because it will save a great deal of money and allow you to actively participateiin WASTE MINIMIZATION. Remember, all solvents associated with most rental companies are HAZARDOUS WASTES! This means strict standards for generators such as yourself, transporters and disposal facilities. Everyone is responsible for Cradle to Grave liability for solvent wastes manifested off-site. Since the ZEP MODEL 5100 FILTER in conjunction with the DYNA RECLAIM, DYNA TRAP and/or DYNA COMBO FILTER allows you to use DYNA 143 or DYNA 170° over and over again and results In the generation of NO'HAZARDOUS WASTES (under normal use conditions), the hassles and liabilities of frequent solvent "pick- ups" will 'be eliminated. This means no more hazardous solvents manifested off -site. Are there any solvents, oils or other liquids that would contaminate DYNA 143° or DYNA 170° and cause it to become hazardous at the time of disposal? Yes. Contamination of ZEP DYNA 143° or ZEP DYNA 170° with solvents havin lower flash points may reduce the Bash point of the cleaning mixture: and, if the Bash point drops below 140°F, the mixture will become a 'hazardous" waste when spent. Should chlorinated solvents contaminate DYNA 143° or DYNA 170°, the used solvent can become a hazardous waste. Be sure to keep solvents with a lower Bash point and chlorinated solvents away from the ZEP DYNA CLEAN unit or the parts about to be cleaned in it. Even the best filtration system will not remove these contaminates. Be careful to drain gas, transmission fluid', anti - freeze, and crank case oil from parts prior to cleaning R ECEIVED P � �ITY OF TUKWIW O PERMIT CENTER 14643543 ' 03/01/96 09:48 ''404 350 6218 4 6 7 8 from entering the solvent. ATL R &D LAB J.. PORTLAND 386 cb 003/0 When is the best time to use the ZEP DYNA RECLAIM SYSTEM, *the ZEP COMBO FILTER, and ZEP DYNA TRAP FILTER BAGS? What do these filters do? The media in these filters is designed to selectively remove oils, greases. heavy weight �. hydrocarbons and particulates from DYNA 143° and DYNA 170° parts washing solvents. These filters should be used to maintain parts washing solvent. Depending on the source of contamination, each filter will selectively adsorb approximately 112 to 1 -112 quarts of used ,' motor oil. These filters work best as a preventative maintenance too! when reasonable amounts of contamination are introduced in the parts washer during the cleaning process. These filters will not restore badly contaminated solvent. Also, they cannot tolerate indiscriminate dumping of liquid waste from other areas of the shop. Won't the solvent eventually become too weak to clean effectively? If I use ZEP DYNA 143° or ZEP DYNA 170 °, can I expect that my waste oil reclaimer will want tb; or be able to, pick it up along with other waste oil? If the filtration system we recommend is properly utilized, and your employees are instructed in system use, the solvent will never become too weak to clean. Since used degreasing solvents are a major source of hazardous waste for many facilities, the DYNA CLEAN SYSTEM is an excellent way to minimize your generation of hazardous waste. In fact, many DYNA CLEAN users never dispose of used solvent. Instead they simply replace solvent lost to - drag out" Should you elect to replace your solvent a some point. neither DYNA 143° or DYNA 170° will contribute hazardous characteristics if combined with used oil. ' The final decision will be with the reclaimer who knows the ultimate use for the oil and/or solvent being picked -up. In some areas, the state may restrict this form of disposal. By providing the reclaimer with a copy of the MATERIAL SAFETY DATA SHEET you received from ZEE, they can quickly make a decision. Is burning used DYNA 143° or DYNA 170° considered a legal method of disposal? In many instances the answer is yes. However, only industrial and utility boilers can be fed with on -site waste solvent. Unless your boiler Is licensed or permitted to burn waste oil and oil -laden solvents, the used DYNA 143° or DYNA 170° will have to • be handled as mentioned in Question 5. What should I do with the waste that is filtered out of my solvent? Independent test results indicate that used DYNA CLEAN filters are typically non- hazardous. Under most normal use conditions, you can use our data (available upon request) and generator knowledge of in -house parts washer usage as the basis of a regulatory hazard determination for used DYNA CLEAN filters. Non - hazardous filters can be landfilled at an industrial solid waste facility (where applicable) or thermally}recycled in an industrial furnace. (For the specifics on thermal recycling, see your ZEP Rep.) If I use your MODEL 5100 FILTER, can I dispense with the use of the MODEL R FILTER every week? Since our newMODEL 5100 FILTER is constantly filtering your solvent prior to use, the need for the MODEL R FILTER will certainly be reduced In some situations, depending on oil load, it is possible that it could be eliminated. However, the MODEL R FILTER canister should be retained as a catching point for small screws and other large debris to keep them i 4 zat z..r4 ATLANTA, GEORGIA 30301 • FAMILY FUN CENTERS (366) 29111 SW TOWN CENTER LOOP W WILSONVILLE, OR 97070 • 0. >::>:>;< >:: <::: >:; >:;:; < : >< <:AutD<Pfllith n :Cnei . ;: »: ' g Pad SECTION I - EMERGENCY CONTACTS TELEPHONE: (404) 352 -1680 BETWEEN 8:00 AM - 5:00 PM (EST) MEDICAL EMERGENCY: 404 435-2973 NON - OFFICE HOURS, WEEKENDS 404 432-2873 AND HOLIDAYS. PLEASE CALL YOUR aoa 424-4789 LOCAL POISON CONTROL 404) 392 -1480 404)455.8160 404) 552.8836 TRANSPORTATION EMERGENCY: (404) 922 -0923 CHEMTREC: 1. 800.424.9300 TOLL -FREE • ALL CALLS RECORDED DISTRICT OF COLUMBIA: (202) 483 -7616 ALL CALLS RECORDED SEC . ;. ! II - HAZARDOUS INGREDIENTS TLV FFFFr`TS •.. IN DESIGNATIONS (PPM) (SEE REVERSE) PROD. - ALIPHATIC NAPHTHA ' ligroin: CAS M 8052-41-3; RTECS N WJ8952000: OSHA PEL - 100 ppm 100 . CNS CBL 20-30 - HYDRATED ALUMINUM SILICATE - kaolin; china clay; CAS ,Y 1332-58-7; RTECS# NONE; OSHA PEL -10 mg/m3 ND IRR 5 -10 (nuisence dust). . SECTION III • HEALTH HAZARD DATA Special Note: MSDS data pertains to the product as dispensed from the container. Adverse health effects would not be expected under recommended conditions of use (diluted) so long as prescribed safety precautions are practiced. Acute Effects of Overexposure: Overexposure to the vapors from this product may produce mucous membrane irritation, particularly of the eye and respiratory tract. Overexposure to vapors may also produce mild central nervous system depression characterized by headache, dizziness, nausea, and stupor, leading to unconsciousness in extreme cases. Introduction of solvents, as in aspiration of vomitus fluid, may produce chemical pneumonia. Existing respiratory disorders and lung diseases may be aggravated by inhalation of vapors. Ingredients in this product may aggravate existing skin, eye, or respiratory disorders. Chronic Effects of Overexposure: Repeated or prolonged inhalation exposure may produce reversible lung damage. Skin which is repeatedly defatted by contact with solvents may be more susceptible to irritation, infection, and dermatitis. None of the ingredients are listed as carcinogens by IARC, NTP, or OSHA. Est'd PEL/TLV: Not established Primary Routes of Entry: Intl, Skin. HMIS Codes: HEALTH 1;FLAM. 3;REACT. o;PERS. PROTECT. B ;CHRONIC HAZ. YES FIRST AID PROCEDURES: Skin: Wash contaminated skin thoroughly with soap or a mild detergent. Apply a skin cream with lanolin. Get medical attention if irritation persists. Eyes: Immediately flush eyes with plenty of water for at least 15 minutes. occasionally lifting upper and lower lids. Get medical attention at once. Inhale: Move exposed person to fresh air. If irritation persists, get medical attention promptly. Ingest: jf swallowed, do not induce vomiting. If vomiting occurs, keep head below hip level. Get emergency medical attention immediately. SECTION IV • SPECIAL PROTECTION INFORMATION Protective Clothing: Wear neoprene, nitrite, or natural rubber gloves or gloves with proven resistance to the ingredients listed. Eye Protection: Wear tight - fitting splash -proof safety glasses especially if contact lenses are worn. Respiratory Protection: Use NIOSH - approved dust mask if dust is present. Ventilation: Ventilation should be equivalent to outdoors. Use exhaust fans and open windows in enclosed spaces. SECTION V • PHYSICAL DATA Boiling Point (•F): 220 Initial Specific Gravity: 0.98 Vapor Pressure (mmHg): N/D Percent Volatile by Volume ( %): 87 Vapor Density (air =1): NID Evaporation Rate (WATER =1): >1.0 Solubility it Water ELI' ll SIFIES pw lronrpnlr, tel: 9.0 -9.5 pH (1144 rillrttinn of )• NIA Appearance and Odor. A WHITE, THICK, CREAMY LIQUID WITH :.,( It vI NT ODOR. SECTION vl FIRE AND EXPLOSION DATA Flash Point (•F) (method used): 98 (TCC ) Flammable Limits: LEL 1.0% UEL 7.0% Extinguishing Media: Carbon dioxide, dry chemical, ;brit . oi r lug Special Fire Fighting: Wear self-contained positive ow.; v t '. ,rrnnq apparatus Unusual Fire Hazards: Concentrated vapor may ignite it r •,....it to spark CLEAN ACROSS AMERICA AND THROUGHOUT THE WORLDTM ZEP MANUFACTURING COMPANY 2250 MATERIAL SAFETY DATA SHEET AND SAFE HANDLING AND DISPOSAL INFORMATION 11/11/95 ISSUE DATE: 02/14%90 SUPERSEDES: 08/16/89 Z ZEP:MANUFACT.URI N COMPANY:: < '<> <<: < >': > ' MATERIAL SAFETY DATA SHEET:<:::: :;' SECTION VII • REACTIVITY DATA Stability: Incompatibility (avoid): Polymerization: Hazardous Decomposition: Stable Heat, open flame, spark, and oxidizing agents. Will not occur. Carbon dioxide. carbon monoxide, and other unidentified organic compounds. SECTION VIII • SPILL AND DISPOSAL PROCEDURES Steps to be Taken in Case Material Is Released or Spilled: Immediately eliminate all flame, ignition and high -heat sources. Observe safety precautions in sections 4 & 9 during clean-up. Absorb spill on inert absorbent material leg Zep-O-Zorb). Pick up and place residue in a suitable waste container or, if permitted. Hush to sewer. Thoroughly (lush area with water. Waste Disposal Method: Liquids cannot be sent to landfills unless solidified. Unusable product and some collected, spent use - dilutions may require disposal as a hazardous waste at a permitted treatment/storage /disposal facility. In most states hazardous wastes in total amounts of 220 lbs. Or less per month may be disposed of in a chemical or industrial waste landfill. If company effluent is ultimately treated by a publicly owned treatment works, neutralization of spent tank - solutions with subsequent discharge to the sewer may be possible. Consult local, state and federal agencies for proper disposal method in your area. RCRA Hazardous Waste Numbers: 0001 SECTION IX • SPECIAL PRECAUTIONS Precautions to be Taken When Handling and Storing: Flammable! Store and use away from heat, sparks, open flame, and any source of ignition. Store tightly closed container in a dry area at temps. between 40.120 degrees F. Keep product away from skin and eyes. Do not breathe spray mists or vapors. Clothing or shoes which become contaminated with substance should be removed promptly and not reworn until thoroughly cleaned. Vapors are heavier than air and will accumulate at low points. Ventilation should include floor level exhausting. SECTION X • TRANSPORTATION DATA DOT PROPER SHIPPING NAME Small sizes one gallon or less may be shipped as ORM -D: NONE DOT Hazard Class: N/A DOT I.D. Number: N/A DOT Label /Placard: NONE EPA TSCA Chemical Inventory: ALL INGREDIENTS ARE LISTED EPA CWA 40CFR Part 117 substance (RD in a single container) : NONE Thank you for your Interest in, and use ol, Zep products. Zep Manufacturing Co. Is pleased to be of service to you by supplying this Material Safety Data Sheet for your files. Zep Manufacturing is concerned for your health and safety. Zep products can be used solely with proper protective equip- ment and proper handling practices consistent with label instructions and the MSDS. Before using any Zep product, be sure to read the complete label and the Material Safety Data Sheet. As a further word of caution, Zep wishes to advise that serious accidents have resulted from the misuse of "emptied" containers. "Empty" containers retain residue (liquid and/or vapor) and can be dangerous. DO NOT pres• surize, cut, weld, braze, solder, drill, grind or expose such containers to heat, flame, or other sources of ignition; they may explode or develop harmful vapors and possibly cause injury or death. Clean empty containers by triple rinsing with water or an appropriate solvent. Empty containers must be sent to a drum reconditioner before reuse. TERMS AND ABBREVIATIONS USED IN THE M$0$: BY SECTION ALPHABETICALLY: SECTION II: HAZARDOUS INGREDIENTS CAR: Carcinogen • A chemical listed by the National Toxicol- ogy Program (NTP), the International Agency for Research on Cancer (IARC) or OSHA as a definite or possible human cancer causing agent. CAS 0: Chemical Abstract Services Registry Number • A universally accepted numbering system for chemical sub- stances. CBL• Combustible • At temperatures between 100•F and 200 chemical gives off enough vapor to ignite it a source ol ignition is present as tested with a closed cup tester. CNS: Central Nervous System depressant reduces the activ- ty of the brain and spinal cord. COP: Corrosive • Causes irreversible alterations In living tissue (e.g. burns). DESIGNATIONS: Chemical and common names of hazardous ingredients. era d Cu..." re• o. aif.ra reuJmii„y wlJwr inflammation of eye tissues. EXPOSURE LIMITS: The time weighted average (TWA) air- borne concentration at which most workers can be exposed without any expected adverse effects. Primary sources in• clude ACGIH TLV's, and OSHA PEL's (TWA, STEL and ceiling limits). ACGIH: American Conference of Governmental Industrial Hygienists. CEILING. The concentration that should not be exceeded in the workplace during any part of the working exposure. OSHA: Occupational Safety and Health Administration PEL Permissible Exposure Limit. A set ol lime weighted average exposure values, established by OSHA, for a normal 8-hour day and a 40•hour work week. PPM: Parts per million • unit o1 measure for exposure limits. (SI SKIN: Skin contact with substance can contribute to overall exposure. STEL Short Term Exposure Limit• Maximum concentration (Notice Revised 8 NOTICE for a continuous 15•rninule exposure period. TLV: Threshold Limit Value - A set of time weighted aver- age exposure lumts, established by the ACGIH, for a normal 8-hour day arid a 40-hour work week. FBL• Flammable • At temperatures under 100•F, chemical gives oft enough vapor to ignite it a source of ignition is present as tested with a closed cup tester. HAZARDOUS INGREDIENTS: Chemical substances deter- mined to be potential health or physical hazards by the criteria established in the OSHA Hazard Communication Standard • 29 CFR 1910.1200 HT'X: Highly toxic • the probable lethal dose for 70 kg (150 lb.) man and may be approximated as less than 6 teaspoons (2 tablespoons). IRR: Irritant • Causes reversible effects in living tissues (e.g. inflammation) • primarily skin and eyes. NIA Not Applicable - Category is not appropriate for this product. NID: Not Determined • Insullicient information for a deter- mination for this item. RTECSI: Registry of Toxic Effects of Chemical Substances • an unreviewed listing of published toxicology data on chemical substances. SARA Superlund Amendments and Reauthorization Act • Section 313 designates chemicals for possible reporting for the Toxics Release Inventory. SEN: Sensitizer • Causes allergic reaction alter repeated exposure. TOX: Toxic • The probable lethal dose for a 70 kg (150 lb.) man is one ounce (2 tablespoons) or more. SECTION III: HEALTH HAZARD DATA ACUTE EFFECT: An adverse effect on the human body from a single exposure with symptoms developing almost imme- diately alter exposure or within a relatively short time. CHRONIC EFFECT Adverse enacts that are most likely to occur from repealed exposure over a long period of time. ESTD PELTLV this estimated, time weighted average, ex- posure limit, iir'si'i, tied by using a formula provided by the ACGIH, pert,rrri•. r , .rrr borne concentrations from the prod- uct aS a wu „r,• , v,uue shouw serve as gutoe for provid- ing sale wort' i,. ...anions to nearly all workers. HMIS CODES ui r 0-Ines Material Identification System • a rating systi•ii• r• .• ord by the National Paint and Coating Association r.•, •..durg the hazard potential of a chem. cal under inn n . , s 'dace conditions. These risk estimates are indicah••1 r , ....moat rating given In each of three hazard area, r• , i I Lumnabrlily :Reactivity) ranging from a low of :w•r r ••dr of 4 A chronic hazard Is indicted with a yes. C. • . r r•au$ training guides for Personal Pro- tection letter • . which indicate necessary protective equipment PRIMARY ROW,- •'I LNTRY The way one or more haz- ardous ingredrin,t, ,r•.r , enter the body and cause a general - ized•systemic or ,t•••• ,t toxic effect. ING; Ingestion • a 'urinary route 01 exposure through Swallowing of aratnrr,d INN: Inhalation • A primary route of exposure through breathing of vapor, SKIN: A primary mule of exposure through contact with the skin. SECTION IV: SPECIAL PROTECTION INFORMATION Where respiratory protection is recommended, use only MSHA and NIOSH approved respirators and dust masks. MSHA Mine Safety and Health Administration NIOSH: National Institute for Occupational Safety and Health. SECTION V: PHYSICAL DATA EVAPORATION RATE: it refers to the rate of change from the liquid state to the vapor state at ambient temperature and pressure in comparison to a given substance (e.g. water). pH: A value representing the acidity or alkalinity of an aqueous solution (Acidic pH = 1; Neutral pH = 7; Alkaline pH= 14) PERCENT VOLATILE:: The percentage of the product (liquid or solid) that will evaporate at 212•F and ambient pressure. SOLUBILITY IN WATER: A description of the ability of the product to dissolve in water. SECTION VII: REACTIVITY DATA HAZARDOUS DECOMPOSmON: Breakdown products expect- ed to be produced upon product decomposition or fire. INCOMPATIBILITY: Material contact and conditions to avoid to prevent hazardous reactions. POLYMERIZATION: Indicates the tendency of the product's molecules to combine in a chemical reaction releasing ex- cess pressure and heat. STABIUTY: Indicates the susceptibility of the product to spontaneously ano dangerously decompose. SECTION VIII: SPILL AND DISPOSAL PROCEDURES RCRA WASTE NOS: RCRA (Resource Conservation and Re• covery Act) waste codes (40 CFR 261) applicable to the disposal of spilled or unusable product from the original container. SECTION X: TRANSPORTATION DATA CWA Clean Water Act PO: Reportable Cuanlily • The amount of the specific ingre• ;mm ,nut, wnsrr souieg to me grouna anu can enter a storm sewer or natural watershed, must be reported to the National Response Center, and other regulatory agencies. TSCA Toxic Substances Control Act • a federal law requir- ing all commercial chemical substances to appear on an inventory maintained by the EPA. DISCLAIMER All statements, technical information and recommendations contained herein are based on available scientific tests or data which we `relieve to be reliable. The accuracy and completeness of such data are not warranted or guaran- teed. We cannot anticipate all conditions under wnich this information and our products, or the products of other manufacturers in combination with our products. may be used. Zep assumes no liability or responsibility for loss or damage resulting from the improper use or handling of our products, from incompatible product combinations, or from the failure to lollcw instructions. warnings, and advisories in Me product's label and Malarial Safety Data Sheet. P.O. BOX 2015 Ip f tO DCI'kF : ; , ATLANTA, GEORGIA 30301 FAMILY FUN CENTERS 366 29111 SW TOWN CENTER LOOP W WILSONVILLE, OR 97070 � 7i•Z4r a•.r,. ? •i <. ; . 4o -• { o:{{ :. : •.... i .... ; { .....:::::::*::::::::::ft ; •::.,.: :::: ..; yi..•. <.!i:: ?•:: :. Y.: �: { •ii: "4i i: : 2 ss >� ;i;i: > : •i:•:•: 5 <.v ^ ::...00 ....iv.i:•.i ::.•r . :....... :z. 2z' <> > •`::.'•.''•. `' :.>:> :0: :::.: :::• : ::s >: i:: »:: s >::::: : t€ .:.... .: "::::..; :... : ..::::: :,<.:: { >::<:. :.:,::::..i :.< :. : b :......:.::...,.....:: TELEPHONE: MEDICAL TRANSPORTATION CHEMTREC: DISTRICT SECTION I - EMERGENCY CONTACTS (404) "352.1680 BETWEEN 8:00 AM - 5:00 PM (EST) EMERGENCY: 770 439-4200 NON- OFFICE HOURS, WEEKENDS 770 432 - 2873 AND HOLIDAYS. PLEASE CALL YOUR 770 424.4789 LOCAL POISON CONTROL 770 392 -1480 ) 455-8160 770) 552.8836 EMERGENCY: 770) 922 1-800-424-9300 TOLL -FREE - ALL CALLS RECORDED OF COLUMBIA: (202) 483 -7616 ALL CALLS RECORDED SECTION II - HAZARDOUS INGREDIENTS TLV EFFECTS % IN DESIGNATIONS (PPM) (SEE REVERSE) PROD. ' ISOPARAFFINIC` SOLVENT (BOILING RANGE 199 -254C) ' hydrotreated light distillate (petroleum); CAS# 300 CBL CNS 20 -30 - 84742.47 -8; RTECS # - NONE • ' SODIUM LAURYL SULFATE' CAS# 151 -21.3; RTECS# WT1050000; OSHA PEL -N/D WD EIR 5 -15 ' SULFATED CASTOR OIL'; CAS# 8002-33-3; RTECS# NONE; OSHA PEL NONE N/D EIR 515 SECTION III - HEALTH HAZARD DATA Special Note: MSDS data pertains to the product as dispensed from the container. Adverse health effects would not be expected under recommended conditions of use (diluted) so long as prescribed safety precautions are practiced. Acute Effects of Overexposure: This product in concentrated form may be an eye irritant. Inflammation of eye tissue is characterized by redness, watering, and/or itching. Chronic Effects of Overexposure: Prolonged skin contact (4.8 hrs.), Without rinsing, may result in irritation characterized by itching or reddening of the skin. None of the ingredients are listed as carcinogens by IARC, NW, or OSHA. Est'd PEL/TLV: Not established Primary Routes of Entry: N/A HMIS Codes: HEALTH 1;FLAM. 0;REACT. o;PERS. PROTECT. N/A;CHRONIC HAZ. NO FIRST AID PROCEDURES: Skin: This product is formulated for use on the skin, but it should be rinsed off with water. Eyes: Immediately flush eyes with plenty of water for at least 15 minutes, occasionally lifting upper and lower lids. Get medical attention at once. Inhale: This route of exposure is not likely due to product nature. Ingest If this product is swallowed, do not induce vomiting. If victim is conscious give plenty of water to drink. Get medical attention at once. SECTION IV - SPECIAL PROTECTION INFORMATION Protective Clothing: No special measures are required. Eye Protection: No special measures are required. Respiratory Protection: No special measures are required. Ventilation: No special measures are required. SECTION V - PHYSICAL DATA Boiling Point (•F): 220 Specific Gravity: 0.945 Vapor Pressure (mmHg): N/D Percent Volatile by Volume (•): 60 Vapor Density (air =1): N/D Evaporation Rate (WATER =1): 1.0 " Solubility in Water: 84% pH (concentrate): 6.5 pH (use dilution of ): N/A Appearance and Odor. A TAN. GRITTY PASTE WITH A PLEASANT FRAGRANCE SECTION VI • FIRE AND EXPLOSION DATA Flash Point ( "F) (method used): Nate (TCC ) Flammable Limits: LEL N/A UEL N/A Extinguishing Media: Noncombustible. Special Fire Fighting: None Unusual Fire Hazards: None • CLEAN ACROSS AMERICA AND THROUGHOUT THE WORLD"' ZEP MANUFACTURING U ACTURING COMPANY 40413 MATERIAL SAFETY DATA SHEET AND SAFE HANDLING AND DISPOSAL INFORMATION 06/08/96 ISSUE DATE: 11/12/91 SUPERSEDES: ZEF :MA NUFACTURt Stability: Incompatibility (avoid): Polymerization: Hazardous Decomposition: IA TE R I AL sA SECTION VII - REACTIVITY DATA Stable Strong oxidizing agents. Will not occur. Carbon dioxide, carbon monoxide. and other unidentified organic compounds. SECTION VIII - SPILL AND DISPOSAL PROCEDURES Steps to be Taken in Case Material Is Released or Spilled: Observe safety procedures in section 4 & 9 during clean-up. Absorb spill on inert absorbent material (eg Zep-O-Zorb). Pick up and place residue in a suitable waste container or, it permitted, flush to sewer. Thoroughly rinse spill area with water. Waste Disposal Method: Liquid wastes are not permitted in landfills. This product is not considered a hazardous waste under RCRA. Unusable liquid may be absorbed on an inert absorbent material (eg Zep-O-Zorb), drummed, and taken to a chemical or industrial landfill. In some areas disposal by flushing into a sanitary sewer with plenty of water may be permissible. Consult local, state, and lederal agencies for proper disposal method in your area. RCRA Hazardous Waste Numbers: NIA SECTION IX - SPECIAL PRECAUTIONS Precautions to be Taken When Handling and Storing: Store tightly closed container in a dry area at temps. between 40 -120 degrees F. Keep product out of eyes. Avoid prolonged contact with skin. Keep out of the reach of children SECTION X - TRANSPORTATION DATA DOT PROPER SHIPPING NAME Small sizes one gallon or Tess may be shipped as ORM -D: NONE DOT Hazard Class: N/A DOT I.D. Number: N/A EPA TSCA Chemical Inventory: ALL INGREDIENTS ARE LISTED EPA CWA 40CFR Part 117 substance (RO in a single container) : NONE DOT Label/Placard: NONE Th „r.k you for your interest in, and use cl, Zep products. Zep Manulacturing Co. is pleased to be of service to you by supplying this Material Salety Data Sheet for your files. Zep Manufacturing is concerned for your health and safety. Zep products can be used safely with proper protective equip- ment and proper handling practices consistent with label instructions and the MSDS. Before using any Zep product, be sure to read the complete label and the Material Safety Data Sheet. As a further word of caution, Zep wishes to advise that serious accidents have resulted from the misuse of `emptied” containers. "Empty" containers retain residue (liquid and /or vapor) and can be dangerous. DO NOT pres- surize, cut, weld, braze, solder, drill, grind or expose such containers to heat, flame, or other sources of ignition; they may explode or develop harmful vapors and possibly cause injury or death. Clean empty containers by triple rinsing with water or an appropriate solvent. Empty containers must be sent to a drum reconditioner belore reuse. TERMS AND ABBREVIATIONS USED IN THE MSDS: BY SECTION ALPHABETICALLY: SECTION II: HAZARDOUS INGREDIENTS CAR Carcinogen • A chemical listed by the National Toxicol- ogy Program (NTP), the International Agency for Research on Cancer (IARC) or OSHA as a definite or possible human cancer causing agent. CAS *; Chemical Abstract Services Registry Number • A universally accepted numbering system for chemical sub- stances. CBL• Combustible • At temperatures between 100•F and 200•F chemical gives off enough vapor to ignite if a source of ignition is present as tested with a closed cup tester. CNS; Central Nervous System depressant reduces the acti• ity of the brain and spinal cord. COR; Corrosive • Causes irreversible alterations in living tissue (e.g. burns). DESIGNATIONS; Chemical and common names of hazardous ingredients. E/R Eye Irritant Only • Causes reversible reddening and/or inflammation ol eye tissues. t-7fPOSURE UMFTS: The time weighted average (TWA) air- borne concentration at which most workers can be exposed without any expected adverse. eflecls. Primary sources in. clude ACGIH TLV's, and OSHA PEL's (TWA, STEL and ceiling limits). ACGIH; American Conference ol Governmental Industrial Hygienists. CEIUNG; The concentration that should not be exceeded in the workplace during any part of the working exposure. OSHA. Occupational Salety and Health Administration PEL; Permissible Exposure Limit• A set of lime weighted average exposure values, established by OSHA, for a normal 8•hour day and a 40 -hour work week. PPM; Parts per million • unit of measure for exposure limits. (S) SKIN; Skin contact with substance can contribute to overall exposure. STEL; Short Term Exposure Limit- Maximum concentration (Notice Revised 8.91) NOTICE for a continuous 15-minute exposure period. TLV; Threshold Limit Value • A set oI time weighted aver• age exposure limits, established by the ACGIH, lor a normal 8 -hour day and a 40 -hour work week. FBI: Flammable • At temperatures under 100•F, chemical gives oft enough vapor to ignite II a source of ignition is present as tested with a closed cup tester. HAZARDOUS INGREDIENTS; Chemical substances deter- mined to be potential health or physical hazards by the criteria established in the OSHA Hazard Communication Standard • 29 CFR 1910.1200 HTX; Highly toxic • the probable lethal dose for 70 kg (150 lb.) man and may be approximated as less than 6 teaspoons (2 tablespoons). IRR; Irritant • Causes reversible effects In living tissues (e.g. inflammation) • primarily skin and eyes. N /A; Not Applicable • Category is not appropriate for this product. N/D; Not Determined • Insufficient Information lor a deter• mination for this item. ATECSP; Registry of Toxic Effects of Chemical Substances - an unreviewed listing of published toxicology data on chemical substances. SARA; Superfund Amendments and Reauthorization Act • Section 313 designates chemicals for possible reporting for the Toxics Release Inventory. SEN; Sensitizer • Causes allergic reaction after repeated exposure. TOX; Toxic • The probable lethal dose for a 70 kg (150 Ib.) man is one ounce (2 tablespoons) or more. SECTION III: HEALTH HAZARD DATA ACUTE EFFECT; An adverse ellecl on the human body from a single exposure with symptoms developing almost imme- diately after exposure or within a relatively short time. CHRONIC EFFECT, Adverse effects that are most likely to occur from repeated exposure over a long period of lime. ESTD PELITLV; This estimated, time - weighted average, ex- posure limit, developed by using a formula provided by the ACGIH, pertains to airborne concentrations from the prod- uct as a whole. This value should serve as guide for provid• ing safe workplace conditions to nearly all workers, HMIS CODES; Hazardous Material Identification System • a rating system developed by the National Paint and Coaling Association for estimating the hazard potential of a chemi- cal under normal workplace conditions. These risk estimates are indicated by a numerical rating given in each of three hazard areas (Health /Flammability /Reactivity) ranging from a low of zero to a high o1 4. A chronic hazard is indicted with a yes. Consult HMIS training guides lor Personal Pro- tection letter codes which Indicate necessary protective equipment. PRIMARY ROUTE OF ENTRY; The way one or more haz- ardous ingredients may enter the body and cause a general- ized-systemic or specilic•organ toxic ellecl. ING: Ingestion • A primary route oI exposure Through swallowing oI material. INH; Inhalation • A primary route of exposure through breathing ol vapors. SKIN; A primary route of exposure through contact with the skin. SECTION IV: SPECIAL PROTECTION INFORMATION Where respiratory protection is recommended, use only MSHA and NIOSH approved respirators and dust masks. MSHA; Mine Salety and Health Administration NIOSH; National Institute for Occupational Salety and Health. SECTION V: PHYSICAL DATA EVAPORATION RATE; It relers to the rate of change from the liquid slate to the vapor state at ambient temperature and pressure in comparison to a given substance (e.g. water). pH; A value representing the acidity or alkalinity of an aqueous solution (Acidic pH = 1; Neutral pH = 7; Alkaline pH = 14 ) PERCENT VOLATILE; The percentage of the product (liquid or solid) that will evaporate at 212•F and ambient pressure. SOLUBIUTY IN WATER; A description of the ability of the product to dissolve in water. SECTION VII: REACTIVITY DATA HAZARDOUS DECOMPOSITION; Breakdown products expect- ed to be produced upon product decomposition or fire. INCOMPATIBILITY; Material contact and conditions to avoid to prevent hazardous reactions. POLYMERIZATION; Indicates the tendency of the product's molecules to combine in a chemical reaction releasing ex- cess pressure and heal. STABILRY; Indicates the susceptibility of the product to' spontaneously and dangerously decompose. SECTION VIII: SPILL AND DISPOSAL PROCEDURES RCRA WASTE NOS; RCRA (Resource Conservation and Re•. covery Act) waste codes (40 CFR 261) applicable to the. disposal ol spilled or unusable product from the original. container. SECTION X: TRANSPORTATION DATA CWA; Clean Water Act R0; Reportable Quantity - The amount of the specific ingre- dient Thal, when spilled Id the ground and can enter ai storm sewer or natural watershed, must be reported 10 the. National Response Center, and other regulatory agencies. TSCA Toxic Substances Control Act • a lederal law requir• ing all commercial chemical substances to appear on an inventory maintained by the EPA. DISCLAIMER All statements, technical information and recommendations contained herein are based on available scientific tests or data which we believe to be reliable. The accuracy anc completeness of such data are not warranted or guaran- teed. We cannot anticipate all conditions under which this information and our products, or the products of other manufacturers in combination with our products, may be used. Zep assumes no liability or responsibility for loss or damage resulting from the improper use or handling of our products, from incompatible product combinations, or from the failure to follow instructions, warnings, and advisories ir the product's label and Material Salety Data Sheet. r.u. DVJC LU I0 ATLANTA, GEORGIA 30301 FAMILY FUN CENTERS (366) 29111 SW TOWN CENTER LOOP W WILSONVILLE. OR 97070 _;:.;:. PRODUCT.:WE: :...; ......" - :.• : �A Caf�etc> rCteaiier : .. :;;:; erasol :Cho� >a�d; : SECTION I • EMERGENCY CONTACTS TELEPHONE: (404) 352.1680 BETWEEN 8:00 AM • 5:00 PM (EST) MEDICAL EMERGENCY: (404) 435-2973 NON - OFFICE HOURS. WEEKENDS ( 4 24.4789 LOCAL CONTROL CALL YOUR (404) 392-1480 • (404) 455-8160 552-8836 36 TRANSPORTATION EMERGENCY: (404) 922-0923 CHEMTREC: 1-800-424-9300 TOLL -FREE - ALL CALLS RECORDED DISTRICT OF COLUMBIA: (202) 483 -7616 ALL CALLS RECORDED SECTION II - HAZARDOUS INGREDIENTS TLV FFFFCTS •: IN DESIGNATIONS (PPM) (SEE REVERSE) PROD. @ - TOLUENE - phenyl methane; methyl benzene; toluol; CAS # 108.88 -3; RTECS # XS5250000; OSHA PEL-100 PPM; 50 FBL CNS IRR 30 -40 OSHAAACGIH STEL -150 PPM @ - METHANOL - methyl alcohol: wood alcohol; columbia spirits; CAS# 67 -56 -1; RTECS0 PC1-100000; OSHA PEL-200 200 TOX FBL IRR 10.20 PPM; OSHA,ACGIH STEL -250 PPM . ' DIACETONE ALCOHOL - 4•hydroxy- 4- methyl -2 pentanone); 2- methyl- 2•pentanol- 4-one: CAS # 123.42 -2; RTECS # 50 IRR CBL 10-20 SA9100000. OSHA PEL- 50 ppm @ ' XYLENE - dimethyl benzene; xylol; CAS # 1330 -20 -7; RTECS # ZE2100000; OSHA PEL -100 PPM; OSHA,ACGIH 100 FBL CNS IRR 10-20 STEL -150 PPM @ Identifies chemicals listed under SARA- Section 313 for release reporting SECTION III - HEALTH HAZARD DATA Special Note: MSOS data pertains to the product as dispensed from the container. Adverse health effects would not be expected under recommended conditions of use (diluted) so long as prescribed safety precautions are practiced. Acute Effects of Overexposure: This product is toxic by inhalation, absorption, or ingestion. Poisoning occurs by central nervous system depression ICNS). Symptoms of CNS depression include: stupor, drunkenness. headache and ultimately respiratory arrest and unconsciousness. Temporary of permanent blindness may follow in 2.6 days. Toxic concentrations may accumulate without warning. This product may irritate eyes and skin upon contact. Inflammation of the eye is characterized by redness. watering. and itching Skin inflammation is characterized by itching, scaling, reddening, or, occasionally, blistering. Inhalation may produce upper respiratory irritation characterized by sore throat or difficulty in breathing. Chronic Effects of Overexposure: Chronic and subacute exposure to this material predominantly affects the central nervous system. Symptoms observed may be the same as those for acute overexposure. and may include: visual disturbances, ataxia, staggering gait, weakness, tremors, vertigo, drowsiness, contusion, personality cnanges. difficulty in speech. and blurred vision progressing to complete blindness. These symptoms may be delayed in onset and may continue for some time alter exposure has stopped. Some ingredients in this product can accumulate in body tissues resulting in the same affects as overexposure when a toxic level is reached. None of the hazardous ingredients are listed as carcinogens by IARC, NTP, 8 OSHA Est'd PELJTLV: Not established Primary Routes of Entry: Inh, Skin, Ing. • HMIS Codes: HEALTH 2;FLAM. 4 :REACT. 0 :PERS. PROTECT. B ;CHRONIC HAZ. YES FIRST AID PROCEDURES: Skin: Immediately flush contaminated skin with plenty of water for at least 15 minutes. Get medical attention if irritation develops. Eyes: Immediately (lush eyes with plenty of water for at least 15 minutes, occasionally lifting upper and lower lids. Get medical attention at once. Inhale: Move exposed person to fresh air at once. If breathing has stopped, perform artificial respiration Get medical attention immediately Ingest: If swallowed, induce vomiting by giving 2 glasses water. putting finger down throat. Keep head below hips. Get medical help immediately SECTION IV • SPECIAL PROTECTION INFORMATION Protective Clothing: Wear viton gloves or use gloves with demonstrated resistance to the ingredients in this product. Eye Protection: Use tightfitting salety glasses. Contact lenses should not be worn when working with this material. Respiratory Protection: When exposure levels exceed PELTLV (likely in confined areas) use an organic vaoor respirator leg Zep 2211) Ventilation: Provide local exhaust.ventilation as needed to keep concentration of vaoors below exposure limits iPELTLVI. SECTION V - PHYSICAL DATA Boiling Point (•F): 147-342 Specific Gravity: 0 849 Vapor Pressure (mmHg): - 73 Percent Volatile by Volume (•a): 100 Vapor Density (air =1): N.A Evaporation Rate (BUTYL ACETATE =1): 3 5 Solubility in Water: 40% pH (concentrate): N.A pH (use dilution of ): N A Appearance and Odor: A CLEAR, LIGHT YELLOW LIQUID WITH A STRONG SOLVENT ODOR. SECTION VI • FIRE AND EXPLOSION DATA Flash Point ('F) (method used): Extremely Flammable 4CSMA) Flammable Limits: LEL NID UEL NiD Extinguishing Media: Carbon dioxide, dry chemical and foam, Special Fire Fighting: Wear sell - contained positive pees. breathing apparatus Unusual Fire Hazards: Direct water onto intact containers to prevent bursting ....... ......._............. .... .._....,.,,...- ..«----- - . CLEAN ACROSS AMERICA AND THROUGHOUT THE WORLD"' ZEP MANUFACTURING COMPANY MATERIAL SAFETY DATA SHEET AND SAFE HANDLING AND DISPOSAL INFORMATION 11:29/95 ISSUE DATE: 06 30'93 SUPERSEDES: 1217 ZEPCAAS :I ' ::::> ZEP MANUFACTURING COMPANY MATERIAL SAFETY DATA SHEET PAGE 2 SECTION VII • REACTIVITY DATA Stability: Incompatibility (avoid): Polymerization: Hazardous Decomposition: Stable Heat, open flame. spark. and oxidizing agents. Will not occur Carbon dioxide. carbon monoxide. and other unidentified organic compounds SECTION VIII • SPILL AND DISPOSAL PROCEDURES Steps to be Taken in Case Material is Released or Spilled: Observe safety precautions in sections 4 & 9 during spill clean-up. Large spills are unlikely due to packaging. Spill may be absorbed on an inert Zep•O•Zorb), and placed in a suitable container for disposal. Wash area thoroughly with a detergent solution and rinse well with water. Waste Disposal Method: Product is consumed in use. Do not crush. puncture or incinerate spent containers Large numbers of aerosol containers may require handling as in most states total hazardous waste quantities less than 220 Ibs per month may allow disposal in a chemical or industrial waste landfill Consult agencies for the proper disposal method in your area. RCRA Hazardous Waste Numbers: 0001 absorbent material leg a hazardous waste. but local• state and lederal SECTION IX • SPECIAL PRECAUTIONS Precautions to be Taken When Handling and Storing: Chronic and subacute exposure to this material predominantly affects the central nervous system. Symptoms may be the same as those for acute overexposure Chronic inhalation or ingestion can lead to fiver, kidney. and:or red blood cell damage. Flammable: Store and use away from heat. sparks. open flame, and any source 01 ignition 0o not breathe soray mists or vapors Keep product away from skin and eyes. 00 NOT PUNCTURE OR INCINERATE AEROSOL CANS. Keep out of the reach of children. SECTION X • TRANSPORTATION DATA DOT PROPER SHIPPING NAME Small sizes one gallon or less may be shipped as ORM -D: CONSUMER COMMODITY, DOT Hazard Class: ORM•0 DOT I.D. Number: N/A DOT Label /Placard: ORM•0 EPA TSCA Chemical Inventory: ALL INGREDIENTS ARE LISTED EPA CWA 40CFR Part 117 substance (RO in a single container) : TOLUENE-4i 1000. XYLENE• 0 1000 Tha,Ik you fur your interest m, and use of, Zep products. Zep Manufacturing Co is pleased to be of service to you by supplying this Material Safety Data Sheet for your hies. Zep Manufacturing is concerned lor your health and safely. Zep products can be used safely with proper protective equip• ment and proper handling practices consistent with label instructions and the MSDS. Belore using any Zep product, be sure to read the complete label and the Material Salely Data Sheet. As a further word of caution, Zep wishes to advise that serious accidents have resulted from the misuse of 'emptied containers. Empty' containers retain residue Illquid and,or vapor) and can be dangerous. DO NOT Ares• surize, cut, weld, braze, solder, drill, grind or expose such containers to heat. (lame, or other sources ol ignition; They may explode or develop harmful vapors and possibly cause injury or death. Clean empty containers by triple rinsing with water or an appropriate solvent. Empty containers must be sent to a drum reconditioner before reuse. TERMS AND ABBREVIATIONS USED IN THE MSDS' BY SECTION ALPHABETICALLY: SECTION 11: HAZARDOUS INGREDIENTS CAR: Carcinogen • A chemical listed by the National Toxicol• ogy Program INTP), the International Agency for Research on Cancer (IAP.C) or OSHA as a definite or possible human cancer causing agent. CAS +r: Chemical Abstract Services Registry Number • A universally'' accepted numbering system for chemical sub• stances. CBU Combustible • Al temperatures between 100•F and 200 chemical gives oil enough vapor to ignite it a source of ignition is present as tested with a closed cup tester. CNS: Central Nervous System depressant reduces the activ ity of the brain and spinal cord. COR. Corrosive • Causes irreversible alterations in living tissue (e.g. burns). DESIGNATIONS. Chemical and common names o1 hazardous ingredients. EIR: Eye Irritant Only • Causes reversible reddening and•'or mllammation of eye tissues. EXPOSURE UMITS: The time weighted average (TWA) air• borne concentration at wnicn rnost workers can be exposea without any expected adverse ellects. Primary sources in• clude ACGIH TLV's, and OSHA PEL's (TWA. STEL and ceiling limits). ACGIH: American Conference of Governmental Industrial Hygienists. CEILING. The concentration That should not be exceeded in the workplace during any part 01 the working exposure. OSHA: Occupational Safely and Health Administration PEL Permissible Exposure limit• A set of time weighted average exposure values, established by OSHA, for a normal 8•hour day and a 40•hour work week. PPM: Parts per million • unit of measure for exposure limits. IS) MN Skin contact with substance can contribute to overall exposure. STEL Short Term Exposure Limit• Maximum concentration (Notice Revised 8 91) NOTICE for a continuous 15•minute exposure period. TLV: Threshold Limit Value • A sel of time weighted aver. age exposure limits. established by the ACGIH. for a normal 8•hour day and a 40•hour work week. FBL Flammable • At temperatures under 100'F, chemical gives oil enough vapor to ignite if a source of ignition is present as tested with a closed cup tester. HAZARDOUS INGREDIENTS: Chemical substances deter• mined to be potential health or physical hazards by the criteria established in the OSHA Hazard Communication Standard • 29 CFR 1910.1200 HTX: Highly toxic • the probable lethal dose for 70 kg (150 Ib.) man and may be approximated as less than 6 teaspoons (2 tablespoons). IAA: Irritant • Causes reversible ellects in living tissues (e.g. inflammation) • primarily skin and eyes. N.'A: Not Applicable • Category is not appropriate for this product. N'D: Not Determined • Insufficient inlormalion for a deter• mination for this item. RTECSR: Registry of Toxic Effects of Chemical Substances • an unreviewed listing ol published toxicology data on chemical substances. SARA' Supertund Amendments and Reauthorization Aet • Section 313 designates chemicals for possible reporting for the Toxics Release Inventory. SEN: Sensitizer • Causes allergic reaction alter repeated exposure. TOX: Toxic • The•probable lethal dose for a 70 kg (150 Ib.) man is one ounce (2 tablespoons) or more. SECTION III: HEALTH HAZARD DATA ACUTE EFFECT: An adverse effect on the human body from a single exposure with symptoms developing almost imme- diately alter exposure or within a relatively short time. CHRONIC EFFECT: Adverse ellects that are most likely to occur Irom repealed exposure over a long period of time. ESTD PELTLV: This estimated, time•weighted average, ex• posure limit, developed by using a formula provided by the ACGIH, pertains to airborne concentrations from the prod• uct as a whole. This value should serve as guide for proved• mg sate workplace conditions to nearly all workers. HMIS CODES: Hazardous Material Identification System • a rating system developed by the National Faint ano Coating Association for estimating the hazard potential of a cnamt. cal under normal workplace conditions. These risk estimates are indicated by a numerical rating given in each o) three hazard areas ( Health/Flammability:Reactivity) ranging tram a low of zero to a high of 4 A chronic hazard is indicted with a yes. Consul) HMIS (raining guides lor Personal Pro. Motion letter codes which indicate necessary protective equipment. PRIMARY ROUTE OF ENTRY: The way one or more haz• ardour ingredients may enter the body and cause a general• ized•systemic or specilic•organ toxic allect. ING: Ingestion • A primary route of exposure through swallowing of material. INH: Inhalation • A primary route ol exposure through breathing of vapors. SKIN: A primary route of exposure through contact with the Skin SECTION IV: SPECIAL PROTECTION INFORMATION Where respiratory protection is recommended. use only MSHA and NIOSH approved respirators and dust masks. MSHA: Mine Safely and Health Administration • NIOSH: National Institute for Occupational Safety ono Health. SECTION V: PHYSICAL DATA EVAPORATION RATE: it refers t0 the rate of change Irom the liquid state to the vapor state at ambient temperature and pressure in comparison to a given substance le g. water). pH: A value representing the acidity or alkalinity of an aqueous solution (Acidic pH = 1; Neutral pH = .7, Alkaline pH =141 PERCENT VOLATILE: The percentage of the product (liquid or solid) that will evaporate at 212 and ambient pressure. SOLUBIUTY III WATER: A description of the ability of the product to dissolve In water. SECTION VII: REACTIVITY DATA HAZARDOUS DECOMPOSITION: Breakdown products expect• ed to be produced upon product decomposition or lire. INCOMPATIBIUTY: Material contact and conditions to avoid to prevent hazardous reactions. POLYMERIZATION: Indicates the tendency o) the product's molecules to combine in a chemical reaction releasing ex. cess pressure and heat. STABILITY: Indicates the susceptibility of the product to spontaneously and dangerously decompose. SECTION VIII: SPILL AND DISPOSAL PROCEDURES RCRA WASTE NOS: RCRA (Resource Conservation and Re• covery Act) waste codes ( CFR 2611 applicable to the disposal of spilled or unusable product Irom the original container. SECTION X: TRANSPORTATION DATA CWA Clean Water Act AO: Reportable Quantity • The amount ol the specific ingre• dient that when to the ground and can enter a storm sewer or natural watershed, must be reported to the National Response Center. and other regulatory agencies. TSCA Tuxec Substances Control Act • a lederal law reywr• mg all commercial chemical substances to appear on an inventory maintained by the EPA. DISCLAIMER All statements, technical information and recommendations contained herein are based on available scientific tests or data which we believe to be reliable. The accuracy and completeness of such data are not warranted or guaran. teed. We cannot anticipate all Conditions under which this information ano our products, or the products of other manutaclurers in combination with our products. may be used. Zep assumes no liability or responsioility for toss or damage resulting Irom the improper use or handling of our products, Irom Incompatible product comomations, or from the failure to follow instructions, warnings, and advisories in the product's taoel and Material Safely Data Sheet ATLANTA, GEORGIA 30301 FAMILY FUN CENTERS (366) 29111 SW TOWN CENTER LOOP W WILSONVILLE, OR 97070 arosol P.0601214 Spray SECTION I - EMERGENCY CONTACTS TELEPHONE: (404) 352-1680 BETWEEN 8:00 AM - 5:00 PM (EST) MEDICAL EMERGENCY: (404) 435-2973 NON - OFFICE HOURS. WEEKENDS AND (404) 424.4789 LOCA CONTROL YOUR (404) 392.1480 (404) 552.8836 TRANSPORTATION EMERGENCY: (404) 922-0923 CHEMTREC: 1-800-424-9300 TOLL -FREE - ALL CALLS RECORDED DISTRICT OF COLUMBIA: (202) 483-7616 ALL CALLS RECORDED SECTION II - HAZARDOUS INGREDIENTS TLV EFFECTS !:IN DESIGNATIONS (PPM) (SEE REVERSE) PROD. — ALIPHATIC NAPHTHA - ligroin; CAS* 8052.41.3: RTECS* WJ8952000: OSHA PEL - 100 ppm 100 CNS CBL 10-20 ' LIGHT AROMATIC NAPHTHA ' aromatic hydrocarbon solvent: solvent naphtha(petroleum); CAS* 64742-95-6; NiD CBL CNS IRR 10-20 RTECS* NONE; OSHA PEL-N - MINERAL SEAL OIL - (mineral oil); petrolatum; CAS* 64741-44-2; RTECS* PY8030000; ACGIH'OSHA OIL MIST NIA IRR . 10 -20 LIMIT= 5mg ;M3 - ETHANOL ' ethyl alcohol; grain alcohol; CAS * 64.17.5; RTECS # K06300000: OSHA PEL -1000 ppm 1000 IRR FBL 5.15 - PARAFFIN OIL - blend of heavy and light naphthenic petroleum distilllate, CAS* 64742.52.5; and CAS* 64742.53.6, NOD IRR 5-15 RTECS* NONE; OSHA PEL -NOD; ACGIH OIL MIST LIMIT= 5mg.'m3 ' 2 -ETHYL HEXYL ALCOHOL - 2-ethyl-1-hexanol; ethylhexanol; CAS* 104.76.7: RTECS * MP0350000; OSHA PEL NOD N ;D IRR CBL 5-15 - PROPRIETARY BLENDED SALTS OF OXYGENATED AND SULFONATED HYDROCARBONS ' CAS # PROPRIETARY; Na) IRR 5 -15 RTECS# -NONE: OSHA/ACGIH OIL MIST LIMIT = 5 mg :m3 SECTION III - HEALTH HAZARD DATA Special Note: MSDS data pertains to the product as dispensed from the container. Adverse health effects would not be expected under recommended conditions of use (diluted) so long as prescribed safety precautions are practiced. Acute Effects of Overexposure: Exposure by inhalation may produce eye, nose. and throat irritation. Inhalation of harmful amounts of vapor may produce mild central nervous system depression, characterized by headache, nausea. vertigo and stupor. If vomiting occurs, aspiration of the solvent into the lungs can cause chemical pneumonia. Existing resoiratory disorders or skin diseases may be aggravated by exposure. Chronic Effects of Overexposure: Repeated or prolonged, skin contact may produce mild central nervous system depression. characterized by headache. nausea. stupor. and coma. Skin which is defatted by repeated exposure to hydrocarbon solvents is more susceptible to irritation, infection, and dermatitis. Animal studies of the effects of prolonged inhalation indicated a potential for lung damage and blood production abnormalities. some of which were fatal. Relevance of these studies to human health and the levels of exposure which might produce these results, has not been established. None of the ingredients are listed as carcinogens by IARC, NTP. or OSHA Est'd PELfTLV: Not established Primary Routes of Entry: Inh. Skin, HMIS Codes: HEALTH 2:FLAM. 2:REACT. 0:PERS. PROTECT. G .CHRONIC HAZ. YES FIRST AID PROCEDURES: Skin: Wash contaminated skin thoroughly With soap or a mild detergent. Apply a skin cream with lanolin. Get medical attention if irritation persists Eyes: Immediately flush eyes with plenty of water for at least 15 minutes, occasionally lilting upper and lower lids. Get medicai attention at once. Inhale: Move exposed person to fresh air. If irritation persists, get medical attention promptly. Ingest: If swallowed, do not induce vomiting, If vomiting occurs. keep head below hip level. Get emergency medical attention immediately SECTION IV - SPECIAL PROTECTION INFORMATION Protective Clothing: Wear neoorene. nitrile. or natural rubber gloves or gloves with proven resistance to the ingredients tis:ed. Eye Protection: Use of tignt- fitting safety glasses or goggles is strongly recommended. especially when wearing contact lenses. Respiratory Protection: When exposure levels exceed PEL 'TLV (likely in confined areas) use an organic vapor respirator (eg Zep 2211) Ventilation: Provide local exhaust.ventilation as needed to keep concentration of vapors below exposure limits (PE•TLV). SECTION V - PHYSICAL DATA Boiling Point ( °F): Nr0 Specific Gravity: 0.854 Vapor Pressure (mmHg): N 0 Percent Volatile by Volume ( %): 55-60 Vapor Density (air =1): N 0 Evaporation Rate (WO =1): N.0 Solubility in Water: INSOLUBLE pH (concentrate): N A pH (use dilution of ): N A Appearance and Odor: An amber liauid with a solvent odor. SECTION VI - FIRE AND EXPLOSION DATA Flash Point (•F) (method used): Flammable (CSMA) Flammable Limits: LEL N/0 UEL NiO Extinguishing Media: Carbon dioxide, dry chemical and loam. Special Fire Fighting: Wear sell- contained positive pres. breathing apparatus. Unusual Fire Hazards: Direct water onto intact containers to prevent bursting CLEAN ACROSS AMERICA AND THROUGHOUT THE WORLD"' ZEP MANUFACTURING COMPANY MATERIAL SAFETY DATA SHEET AND SAFE HANDLING AND DISPOSAL INFORMATION 11;29/95 ISSUE DATE: 04 27.93 SUPERSEDES: ZEPRESE ZEP MANUFACTURING COMPANY MATERIAL SAFETY DATA SHEET PAGE 2 SECTION VII • REACTIVITY DATA Stability: Incompatibility (avoid): Polymerization: Hazardous Decomposition: Steps to be Taken in Case Material is Released or Spilled: Observe safety precautions in sections a & 9 during spill clean -up. Large spills are unlikely due to packaging. Spill may be aosorbed on an Inert Zep•O•Zorb), and placed in a suitable container for disposal. Wash area thoroughly with a detergent solution and rinse well with water Waste Disposal Method: Product is consumed in use. Do not crush. puncture or Incinerate soent containers Large numbers of aerosol containers may reouire handling as in most states total hazardous waste quantities less than 220 lbs per month may allow disposal in a chemical or Industrial waste landfill Consult agencies for the proper disposal method in your area RCRA Hazardous Waste Numbers: N.A Precautions to be Taken When Handling and Storing: Flammable' Store and use away from heat. sparks. open (lame. and any source of ignition Keep product away from skin and eyes. 00 not breathe soray mists or vapors Clothing or shoes which become contaminated with substance should be removed promptly and not reworn until thoroughly cleaned. Vapors are heavier than air and wilt accumulate at low points Ventilation should include floor level exhausting. Keep out 01 the reach of children. SECTION X - TRANSPORTATION DATA DOT PROPER SHIPPING NAME Small sizes one gallon or Tess may be shipped as ORM -D: CONSUMER COMMODITY. DOT Hazard Class: ORM•D DOT I.D. Number: N,A DOT Label /Placard: ORM -0 EPA TSCA Chemical Inventory: ALL INGREDIENTS ARE LISTED EPA CWA 40CFR Part 117 substance (RO In a single container) : NONE Thank yuu tor yuur interest in, sail... use uf, Zeo produCis• Zep Manufacturing Cods pleased to be of service to you by supplying this Material Safely Data Sheet for your Isles. Zep Manufacturing is concerned for your health and solely. Zeo products can be used safely with proper protective equip• rnenl and proper handling practices consistent with label instructions and the MSDS. Before using any Zeo product. be sure to read the complete label and the Material Solely Data Sheet. As a lurlher word of caution. Zep wisnes to advise that serious accidents have resulted Irom the misuse of "emptied containers. Empty• containers retain residue (liquid andor vapor) and can be dangerous. DO NOT pres- surize, cut, weld, braze. solder, droll, grind or expose such containers to heal. flame. or other sources ol ignition; they may explode or develop harmful vapors and possibly cause •n)ury or death. Clean empty containers by triple rinsing with water or an appropriate solvent. Empty containers must be sent to a drum reconditioner before reuse. TERMS AND ABBREVIATIONS USED IN THE MSDS • BY SECTION ALPHABETICALLY SECTION II: HAZARDOUS INGREDIENTS CAR: Carcinogen • A chemical listed by the National Toxrcol• ogy Program INTP), the International Agency lor Research on Cancer (1ARC) or OSHA as a delinile or possible human cancer causing agent. CAS •: Chemical Abstract Services Registry Number • A universally accepted numbering system for chemical sub. stances. CBL Combustible • At temperatures between 100•F and 200'F chemical gives off enough vapor to ignite it a source of ignition is present as tested with a closed cup tester. CtIS: Central Nervous System depressant reduces the actin rty of the brain and spinal cord. COP: Corrosive • Causes irreversible alterations in living tissue (e.g. burns,. DESIGNATIONS. Chemical and common names of hazardous ingredients. EIR: Eye Irritant Only • Causes reversible reddening and/or inflammation of eye tissues. EXPOSURE LIMITS. The time weighted average ITWA) air• borne concentration at which most workers can be exposed without any expected adverse effects. Primary sources in• elude ACGIH TLV's, and OSHA PEL's (TWA. STEL and ceiling limits). ACGIH: American Conference of Governmental Industrial hygienists. CEILING: The concentration that should not be exceeded in the workplace during any part of the working exposure. OSHA: Occupational Salely and Health Administration REL Permissible Exposure Limit. A set of time weighted average exposure values, established by OSHA, for a normal 8•hour day and a 40•hour work week. PPM: Parts per million • unit ol measure lor exposure limits. (5) SKIN: Skin contact with substance can contribute to overall exposure, STEL Short Term Exposure Limit. Maximum concentration (Notice Revised 8 91) Stable Heat. open (lame. spark. and oxidizing agents Will not occur. Carbon dioxide. carbon monoxide. and other unidentified organic compounds. SECTION VIII • SPILL AND DISPOSAL PROCEDURES SECTION IX • SPECIAL PRECAUTIONS NOTICE fc: a continuous 15•mir.,:1e exposure period. TLV: Threshold Limit Value • A set of time weighted aver• age exposure limits, established by the ACG(H, lor a normal 8•hour day and a 40-hour work week. FBI.: Flammable • At temperatures under 100'F, chemical gives oil enough vapor to ignite if a source of ignition is present as tested with a closed cup tester. HAZARDOUS INGREDIENTS: Chemical substances deter• mined to be potential health or physical hazards by the criteria established in the OSHA Hazard Communication Standard • 29 CFR 1910 1200 HTX: Highly toxic • the probable lethal dose for 70 kg (150 lb.) man and may be approximated as less than 6 teaspoons 12 tablespoons). IRR: Irritant • Causes reversible elects in living tissues (e.g. inflammation) • primarily skin and eyes. N(A: Not Applicable • Category is not appropriate lot this oroduct. ND: Not Determined • Insufficient information for a deter• mrnatton lor this item. RTECS >: Registry of Toxic Effects of Chemical Substances • an unreviewed listing of published toxicology data on chemical substances. SARA: Superfund Amendments and Reauthorization Act • Section 313 designates chemicals for possible reporting for the Toxics Release Inventory. SEN: Sensitizer • Causes allergic reaction alter repeated exposure. TOX: Toxic • The probable lethal dose lor a 70 kg (150 Ib.) man is one ounce (2 tablespoons) Or more. SECTION 111: HEALTH HAZARD DATA ACUTE EFFECT: An adverse effect on the human body Irom a single exposure with symptoms developing almost imme• diately alter exposure or within a relatively short time. CHRONIC EFFECT: Adverse ellecls That are most Likely to occur Irom repeated exposure over a long period of time. osro PELTLV: This estimated, lrme•weighted average, ex• posure limit, developed by using a formula provided by the ACGIH, pertains to airborne concentrations from the prod- uct as a whole. This value should serve as guide for provid• ing sale workplace conditions to nearly all workers HMIS CODES: Hazardous Material Ider.tilication System • a rating system developed by the National Paint and Coating Association lor estimating the hazard potential of a chemi- cal under normal workplace conditions. These risk estimates are indicated by a numerical rating given in each of three hazard areas (Health/Flammability/Reactivity) ranging from a low of zero to a high of 4 A chronic hazard is indicted with a yes. Consult HMIS training guides for Personal Pro• faction letter codes which indicate necessary protective equipment. PRIMARY ROUTE OF ENTRY: The way one or more haz- ardous ingredients may enter the body and cause a general• ized•systemic or spenlic•organ toxic ellect ING. Ingestion • A primary route of exposure through swallowing of material. INH: Inhalation • A primary route of exposure through breathing 01 vapors. SKIN. A primary route of exposure through contact with absorbent material leg a hazardous waste, but local. state and federal the s!:in SECTION IV: SPECIAL PROTECTION INFORMATION Where respiratory protection is recommended. use pith MSHA and NIOSH approved respirators and dust masks. MSHA Mine Safety and Health Administration NIOSH: National Institute for Occupational Satety and Health. SECTION V: PHYSICAL DATA EVAPORATION RATE: it refers 10 the rate of change from the liquid state to the vapor stale al ambient temperature and pressure in comparison to a given substance leg water,. pH: A value representing the acidity or alkalinity of an aqueous solution (Acidic pH = 1; Neutral pH = 7. Alkaline pH = 14) PERCENT VOLATILE: The percentage of the product (liquwa or solid) that will evaporate at 212'F and ambient pressure. SOLUBILITY IN WATER: A description of the aoility of the product 10 dissolve in water. SECTION VII: REACTIVITY DATA HAZARDOUS DECOMPOSITION: Breakdown products expect• ed to be proeuced upon product decomposition or lire. INCOMPATIBILITY: Material contact and conditions to avoi0 to prevent hazardous reactions. POLYMERIZATION: Indicates the tendency of the product's molecules to combine in a chemical reaction releasing ex. cess pressure and heat. STABILITY: Indicates the susceptibility of the product to spontaneously and dangerously decompose. SECTION VIII: SPILL AND DISPOSAL PROCEDURES RCRA WASTE NOS: RCRA (Resource Conservation and Re- covery Act) waste codes (40 CFR 2611 applicable to the disposal of spilled or unusable product from the origina container. SECTION X: TRANSPORTATION DATA CWA' Clean Water Act R0: Reportable Quantity • The amount of the specific ingre• dient that, wnen spilled to the ground and can enter a storm sewer or natural watershed. must be reported to the National Response Center. and other regulatory agencies. TSCA: Toxic Substances Control Act • a federal taw requir• ing all commercial chemical substances to appear on an inventory maintained by the EPA DISCLAIMER All statements. techhrcal information and recommendations contained herein are based on available scientific tests or data which we believe to be reliable. The accuracy and completeness 01 such data are not warranted or guaran- teed. We cannot anticipate all Conditions under which this information and our products. or the products of other rnanulacturers in combination with our products. may be used. Zep assumes no liability or responsibility for loss or damage resulting Irom the improper use or handling of our products, from incompatible product combinations. or Irom the (allure to tallow Instructions, warnings, and advisories in the product's /opal and Material Safety Data Sheet CLEAN ACROSS AMERICA AND THROUGHOUT THE WORLD'" ZEP MANUFACTURING COMPANY P.O. BOX 2015 ATLANTA, GEORGIA 30301 SECTION II - HAZARDOUS INGREDIENTS DESIGNATIONS ** LIGHT ALIPHATIC NAPHTHA ** solvent naphtha (petroleum). medium aliphatics; CAS# 64742-88-7; RTECS# NONE: SUPPLIER SUGGESTED TLV - 100 ppm ISSUE DATE: 07/01/97 SUPERSEDES: 02/26/96 ZEP DYNA 143 Product No: 0366 Parts Cleaner SECTION III - HEALTH HAZARD DATA SPECIAL NOTE: MSDS data pertains to the product as dispensed from the container. Adverse health effects Would not be expected under recommended conditions of use (diluted) so long as prescribed safety precautions are practiced. ACUTE EFFECTS OF OVEREXPOSURE: Overexposure to the vapors from this product may produce mucous membrane irritation, particularly of the eye and respiratory tract. Overexposure to vapors may also produce mild central nervous system depression characterized by headache. dizziness. nausea, and stupor, leading to unconsciousness in extreme cases. Introduction of solvents, as in aspiration of vomitus fluid, may produce chemical pneumonia. Existing respiratory disorders and lung. diseases may be aggravated by inhalation of vapors. CHRONIC EFFECTS OF OVEREXPOSURE: Skin which is repeatedly defatted by contact with this product may be more susceptible to irritation, infection, or dermatitis. None of the hazardous ingredients are listed as carcinogens by 'ARC, NTP, OSHA EST'D PEL/TLV: Not established PRIMARY ROUTES OF ENTRY: Inh, Skin. HMIS CODES: HEALTH 1: FLAM. 2: REACT. 0: PERS. PROTECT. B ; CHRONIC HAZ. YES SECTION I - EMERGENCY CONTACTS TELE 0' 1.404) BETWEEN 3:OOAM- S :00Atf(EST) MEDICAL EMERGENCY: (7701439 -4200 NON OFFICE HOURS. WEEKENDS 1770143_ 2873 AND 11OLID,41S. PLEASE CALL IO(. (7701455 -8160 LOCAL POISON CONTROL 17701552 -5836 (770) 424-2048 (770)4_4 -4759 TRANSPORTATION EMERGENCY: 17701922 -0933 CHEMTREC: (800) 411 - 9300 TOLL FREE - ALL CALLS RECORDED DISTRICT OF COLUMBIA: (202) 483.7616 ALL CALLS RECORDED FIRST AID PROCEDURES: SKIN: Wash contaminated skin thoroughly with soap or a mild detergent. Apply a skin cream with lanolin. Get medical attention if irritation persists. EYES: Immediately flush eyes with plenty of water for at least 15 minutes, occasionally lifting upper and lower lids. Get medical attention at once. INHALE: Move exposed person to fresh air. If irritation persists, get medical attention promptly. INGEST: If swallowed, do not induce vomiting. If vomiting occurs, keep head below hip level. Get emergency medical attention immediately. SECTION IV - SPECIAL PROTECTION INFORMATION PROTECTIVE CLOTHING: Wear neoprene, nitride, or natural rubber gloves or gloves with proven resistance to the ingredients listed. EYE PROTECTION: Wear tight- fitting splash -proof safety glasses especially if contact lenses are worn. RESPIRATORY PROTECTION: When exposure levels exceed PELITLV (likely in confined areas) use an organic vapor respirator (eg Zep 2211). VENTILATION: Provide local exhaust/ventilation as needed to keep concentration of vapors below exposure limits (PEL/TLV ). EFFECTS (PPM) (SEE NOTICE) 100 IRR CBL Date printed: 10/05/98 SECTION V - PHYSICAL DATA BOILING POINT (F): 368 INITIAL SPECIFIC GRAVITY: 0.79 VAPOR PRESSURE(mmlig): < 1.0 a 68F EVAPORATION RATE (BUTYL ACETATE =1): 0.14 VAPOR DENSITY(AIR =1): 5.3 pH( CONCENTRATE): N/A SOLUBILITY IN WATER: LNSOLUBLE pH(USE DILUTION OF ): N/A VOC CONTENT (CONCENTRATE): 100.0% 6.59 lb/g1 APPEARANCE AND ODOR: A CLEAR, WATER -WHITE LIQUID WITH A MILD ODOR. (Continued on Page: 21 �%e1\ PROD. > 90 ZFP r1 1'VIIEACTURING COMP1i<l' Y; >: ' MATERIA Product No: 0366 SECTION VI - FIRE AND EXPLOSION DATA (continued) FLASH POINT(F) (METHOD USED): 143 FLAMMABLE LIMITS: LEL: 1% UEL: 7% EXTINGUISHING MEDIA: Carbon dioxide, dry chemical, water fog, foam. SPECIAL FIRE FIGHTING: Wear self - contained positive pres. breathing apparatus. UNUSUAL FIRE HAZARDS: Direct water onto intact containers to prevent bursting. (PMCC) SECTION VII - REACTIVITY DATA STABILITY: Stable INCOMPATIBLII.ITY(AVOID): Heat, open flame. spark. and oxidizing agents. POLYMERIZATION: Will not occur. HAZARDOUS DECOMPOSITION: Carbon dioxide, carbon monoxide, and other unidentified organic compounds. SECTION VIII - SPILL AND DISPOSAL PROCEDURES STEPS TO BE TAKEN IN CASE MATERIAL IS RELEASED OR SPILLED: Immediately eliminate all flame. ignition and high -heat sources. Absorb spill on inert absorbent material (e.g. Zep- O- Zorb). Pickup and place residue in a clean, D.O.T. specification container for disposal. Wash arca thoroughly with a detergent solution and rinse well with water. WASTE DISPOSAL METHOD: Liquid wastes are not permitted in landfills. Product is not considered a hazardous waste under RCRA. Unusable liquid may be absorbed on an inert absorbent material (eg Zep- O- Zorb), drummed, and taken to a chemical or industrial landfill. Pretreatment may be required before landfilling. Consult local, state, or federal agencies for proper disposal in your area. RCRA HAZ. WASTE NOS.: N/A SECTION IX - SPECIAL PRECAUTIONS PRECAUTIONS TO BE TAKEN WHEN HANDLING AND STORING: Combustible! Store and use away from heat, sparks, open flame, or any source of ignition. Post No Smoking" signs according, to local regulations for combustible liquids. Keep product away from skin and eyes. Do not breathe spray mists or vapors. Clothing or shoes which become contaminated with substance should be removed promptly and not reworn until thoroughly cleaned. Store tightly closed container in a dry area at temps. between 40 -120 degrees F. Keep out of the reach of children. SECTION X - REGULATORY INFORvIATION DOT PROPER SHIPPING NAME: INDUSTRIAL CLEANERS N.O.L.LIQUID KEEP FROM FREEZING NOTE: DOT information applies to larger package sizes of affected products. For some products, DOT may require alternate names and labeling in accordance with packaging group requirements. DOT HAZARD CLASS: DOT PACKING GROUP: DOrI.D. NUMBER: DOT LABEL /PLACARD: EPA TSCA CHEMICAL INVENTORY - ALL INGREDIENTS ARE LISTED EPA CWA 40CFR PART 117 SUBSTANCE(RQ INA SINGLE CONTAINER): N/A (Continued On Page 31 .., :.......:..., .......... ,..... ,., ::.:. ,....,,...:......, ,:..,:.: :ZEP:.irlAMiF'A rrURING >COMP NY< > isi >:: MATERIALISAF .ETYDATA:SHEET•.;s::;:: i:;.i:i: NOTICE Thank you for your interest in. and use of. Zep products. Zep Manufacturing Co. is pleased to be of service to you by supplying this Material Safety Data Sheet for your files. Zep Manufacturing is concerned for your health and safety. Zep products can be used safely with proper protective equipment and proper handling practices consistent with label instructions and the MSDS. Before using any Zep product, be sure to read the complete label and the Matenal Safety Data Sheet. As a further word of caution, Zep wishes to advise that serious accidents have resulted from the misuse of "emptied" containers. "Empty" containers retain residue (liquid and /or vapor) and can be dangerous. DO NOT pressurize. cut, weld. braze, solder. drill. grind or expose such containers to heat. flame, or other sources of ignition: they may explode or develop harmful vapors and possibly cause Injury• or death. Clean empty containers by triple rinsing with water or an appropriate solvent. Empty containers must be sent to a drum reconditioner before reuse. TERMS AND ABBREVIATIONS LISTED ALPHABETICALLY BY SECTION SECTION II: HAZARDOUS INGREDIENTS CAR: Carcinogen - A chemical listed by the Nadonal Toxicology Program (NTP), the International Agency for Research on Cancer (IA C) or OSHA as a definite or possible human cancer causing agent. CAS #: Chemical Abstract Services Registry Number - A univers- ally accepted numbering system for chemical substances. CBL: Combustible - At temperatures between 100F and 200F chemical fives off enough vapor to ignite if a source of ignition is present as tested with a closed cup tester. CNS: Central Nervous System depressant which reduces the activity of the brain and spinal cord. COR: Corrosive - Causes irreversible injury to living tissue (c.g. bums). DESIGNATIONS: Chemical and common names of hazardous ingredients. EIR: Eye Irritant Only - Causes reversible reddening and/or inflammation of eve tissues. EXPOSURE LIMITS: The time weighted average (TWA) airborne concentration at which most workers can be exposed without any expected adverse effects. Primary sources include ACGIH TLVs. and OSHA PELs (TWA, STEL and ceiling limits). ACGIH: American Conference of Governmental Industrial Hygienists. CEILING: The concentration that should not be exceeded in the workplace during any part of the working exposure. OSHA: Occupational Safety and Health Administration PEL: Permissible Exposure Limit - A set of time weighted average exposure values, established by OSHA, for a normal 8 -hour day and a 40 -hour work weeL PPM: Parts per million - unit of measure for exposure limits. (S') SKIN: Skin contact with substance can contribute to overall exposure. STEL: Short Term Exposure Limit - Maximum concentration for a continuous 15- nunute exposure period. TLV: Threshold Limit Value - A set of time weighted average exposure limits, established by the ACGTH, for a normal 8 -hour day and a 40 -hour work week. FBL: Flammable - At temperatures under 100F, chemical gives off enough vapor to ignite if a source of ignition is present as tested with a closed cup tester. HAZARDOUS INGREDIENTS: Chemical substances determined to be potential health or physical hazards based on the criteria established in the OSHA Hazard Communication Standard - 29 CFR 1910.1200 HTX: Highly toxic - the probable lethal dose for a 70kg (150 lb.) man and may be approximated as less than 6 teaspoons (2 tablespoons). IRR: Irritant - Causes reversible effects in living tissues (e.g. inflammation) - primarily skin and eyes. N /A: Not Applicable - Category is not appropriate for this product. N/D: Not Determined - Insufficient information to make a determination for this item. RTECS #: Registry of Toxic Effects of Chemical Substances - an unreviewed listing of published toxicology data on chemical substances. SARA: Superfund .Amendment and Reauthorization Act - Section 313 designates chemicals for possible reporting for the Toxics Release Inventory SEN: Sensitizer - Causes allergic reaction after repeated exposure. TOX: Toxic • The probable lethal dose for a 70 kg (150 Ib.) man is one ounce (2 tablespoons) or more. (rev. 1/98) SECTION HE HEALTH HAZARD DATA ACUTE EFFECT: An adverse effect on the human body from a single exposure with symptoms developing almost immediately after exposure or within a relatively short time. CHRONIC EFFECT: Adverse effects that are most likely to occur from repeated exposure over a long period of time. EST D PEL/TLV: This estimated, time - weighted average. exposure limit. developed by using a formula provided by the ACGIH. pertains to airborne concentrations from the product as a whole. This ialue should serve as guide for providing safe workplace conditions to nearly all workers. HMS CODES: Hazardous Material Identification System - a rating system developed by the National Paint and Coating Association for estimating the h:+7:trd potential of a chemical under normal workplace conditions. These risk estimates are indicated by a numerical rating Oven in each of three haitrd areas (Health/Flammability/Reactivity) ranging from a low of zero to a high of 4. The presence of a chronic hazard is indicated with a yes. Consult HMIS training guides for Personal Protection letter codes which indicate necessarryy protective equipment. PRINARY ROUTE OF ENTRY: The way one or more hazardous ingredients may enter the body and cause a generalized - systemic or specific -organ toxic effect. ING: Ingestion - A primary route of exposure through swallowing of material INH: Inhalation - A primary route of exposure through breathing of vapors. SKIN: A primary route of exposure through contact with the skin. SECTION IV: SPECIAL PROTECTION INFORMATION Where respiratory protection is recommended, use only MSHA and NIOSH approved. respirators and dust masks. MSHA: Mine Safety and Health Administration NIOSH: National Institute for Occupational Safety and Health SECTION V: PHYSICAL DATA EVAPORATION RATE: Refers to the rate of change from the liquid scare to the vapor scare at ambient temperature and pressure in comparison to a given substance (e.g. water). pH; A value representing the acidity or alkalinity of an aqueous solution (Acidic pH = 1: Neutral pH = 7: - Alkaline pH = 14) VOW CONTENT: The percentage or amount in pounds per gallon of the product that is regulated as a Volatile Organic ompound under the Clean Air Act of 1990 and various state jurisdictions. SOLUBILITY IN WATER: A description of the ability of the product to dissolve in water. SECTION VII: REACTIVITY DATA HAZARDOUS DECOMPOSITION: Breakdown products expected to be pprroduced upon product decomposition by extreme heat or fire. LNCOMP ATIBILITY: Material contact by extreme heat and the conditions to avoid to prevent hazardous reactions. POLYMERIZATION: Indicates the tendency of the product's molecules to combine with themselves in a chemical reaction. releasing excess pressure and heat. STABILITY: Indicates the susceptibility of the product to spontaneously and dangerously decompose. SECTION VIII: SPILL AND DISPOSAL PROCEDURES RCRA WASTE NOS: RCRA (Resource Conservation and Recovery Act) waste codes (40 CFR 261) applicable to the disposal of spilled or unusable product from the original container. SECTION X: TRANSPORTATION DATA CWA: Clean Water Act- Federal Law which regulates chemical releases to bodies of water. RQ: Reportable Quantity - The amount of the specific ingredient that, when spilled to the ground and can enter a storm sewer or natural watershed- must be reported to the National Response Center, and other regulatory agencies. TSCA: Toxic Substances Control Act - a federal law requiring all commercial chemical substances to appear on an inventory maintained by the EPA. DISCLAIMER All statements, technical information and recommendations contained herein are based on available scientific tests or data which we believe to be reliable. The accuracy and completeness of such data are nor warranted or guaranteed. We cannot anticipate all conditions under which this information and our products, or the products of other manufacturers in combination with out products, may be used. Zep assumes no liability or responsibility for loss or damage resulting from the improper use or handling of our products, from incompatible product combinations, or from the failure to follow instructions, warnings, and advisories in the products label and Material Safety Data Sheet. ul. I - �JJ - 177d 1 cc omHruh<a rt i rULturl ru.. Texaco MSDS Page 1 of 10 Texaco Material Safety Data Sheets Date Issued: 1997 -11 -12 Supersedes: 1997 -09 -30 TEXACO 845/20 MATERIAL SAFETY DATA SHEET NOTE: Read and understand Material Safety Data Sheet before handling or disposing of product. N.D. - Not Determined N.A. - Not Applicable N.T. - Not Tested < - Less Than > - Greater Than 02191 HAVOLINE FORMULA 3 MOTOR OIL SAE 10W -40 1. CHEMICAL PRODUCT AND COMPANY IDENTIFICATION MATERIAL IDENTITY Product Code and Name: 02191 HAVOLINE FORMULA 3 MOTOR OIL SAE 10W -40 Chemical Name and /or Family or Description: Havoline Motor Oils Manufacturer's Name and Address: TEXACO LUBRICANTS COMPANY P.O. Box 4427 Houston, TX 77210 -4427 Telephone Numbers: Transportation Emergency- Company : (914) 831 -3400 CHEMTREC (USA): (800) 424 -9300 In Canada : (800) 567 -7455 Health Emergency - Company : (914) 831 -3400 General MSDS Assistance : (914) 838 -7204 Texaco FaxBack System : (713) 432 -3383 Technical Information -Fuels : (914) 838 -7336 - Lubricant /: (800) 782- 7852(Option 4) Antifreezes /Fuel Additives - Solvents /Chemicals : (800) 876 -3738 .ii32t11•4447 02191 HAVOLINE FORMULA 3 MOTOR OIL SAE 10W -40 2. COMPOSITION /INFORMATION ON INGREDIENTS THE CRITERIA FOR LISTING COMPONENTS IN THE COMPOSITION SECTION IS AS FOLLOWS: CARCINOGENS ARE LISTED WHEN PRESENT AT 0.1 % OR GREATER; COMPONENTS WHICH ARE OTHERWISE HAZARDOUS ACCORDING TO OSHA ARE LISTED WHEN PRESENT AT 1.0 % OR GREATER; NON - HAZARDOUS COMPONENTS ARE LISTED AT 3.0 % OR GREATER. THIS IS NOT INTENDED TO BE A COMPLETE COMPOSITIONAL DISCLOSURE. REFER TO SECTION 14 FOR APPLICABLE STATES' RIGHT TO KNOW AND OTHER REGULATORY INFORMATION. Product and /or Component(s) Carcinogenic According to: OSHA IARC NTP OTHER NONE X Composition: (Sequence Number and Chemical Name) Seq. Chemical Name CAS Number Range in 9 https: / /webtexOl. texaco .com /StarnetASP /msds/getresuh.asp 10/5/98 U�., I - UJ - 1 'z' la • cv ocrfrUr i rt I KULCUri rU„ Texaco MSDS 01 # Hydrotreated heavy paraffinic petroleum distillates 02 # Solvent - dewaxed heavy paraffinic petroleum distillates 03 * Zinc alkyl dithiophosphate 04 * Alkylbenzene sulfonate 01 5 mg /m3 TWA -OSHA (MINERAL OIL MIST) 01 5 mg /m3 TWA -ACGIH (MINERAL OIL MIST). 01 10 mg /m3 STEL ACGIH (MINERAL OIL MIST) 02 5 mg /m3 TWA -OSHA (MINERAL OIL MIST) 02 5 mg /m3 TWA -ACGIH (MINERAL OIL MIST) 02 10 mg /m3 STEL ACGIH (MINERAL OIL MIST) 02191 HAVOLINE FORMULA 3 MOTOR OIL SAE IOW -40 3. HAZARD IDENTIFICATION EMERGENCY OVERVIEW Appearance: Bright and clear liquid Odor: Additive odor POTENTIAL HEALTH EFFECTS WARNING STATEMENT EYE SKIN INHALATION INGESTION Primary Route of Exposure: X X X https://webtex01.texaco.com/StametASP/msds/getresultasp ::AJac614447 P.09 Page 2 of 10 64742 -54 -7 80.00 -94.99 64742 -65 -0 3.00 -9.99 68649 -42 -3 1.00 -2.99 1.00 -2.99 PRODUCT IS NON- HAZARDOUS ACCORDING TO OSHA (1910.1200). * COMPONENT IS HAZARDOUS ACCORDING TO OSHA. # COMPONENT, BY DEFINITION, IS CONSIDERED HAZARDOUS ACCORDING TO OSHA BECAUSE IT CARRIES THE PERMISSIBLE EXPOSURE LIMIT (PEL) FOR MINERAL OIL MIST. Exposure Limits referenced by Sequence Number in the Composition Section Seq. Limit WARNING : USED GASOLINE MOTOR OIL IS A POSSIBLE SKIN CANCER HAZARD BASED ON ANIMAL DATA HMIS NFPA Health: 0 Reactivity: 0 Health: 0 Reactivity.: 0 Flammability: 1 Special . - Flammability: 1 Special : - EFFECTS OF OVEREXPOSURE Acute: Eyes: May cause minimal irritation, experienced as temporary discomfort. Skin: Brief contact is not irritating. Prolonged contact, as with clothing wetted with material, may cause defatting of skin or irritation, seen as local redness with possible mild discomfort. Other than the potential skin irritation effects noted above, acute (short term) adverse effects are not expected from brief skin contact; see other effects, below, and Section 11 for information regarding potential long term effects. Inhalation: Vapors or mist, in excess of permissible concentrations, or in unusually high concentrations generated from spraying, heating the material or as 10/5/98 Texaco MSDS from exposure in poorly ventilated areas or confined spaces, may cause irritation of the nose and throat, headache, nausea, and drowsiness. Ingestion: if more than several mouthfuls are swallowed, abdominal discomfort, nausea, and diarrhea may occur. Sensitization Properties: Unknown. S EHPURF rt7RULtuH rf.) 503281444? P Chronic: No adverse effects have been documented in humans as a result of chronic exposure. Section 11 may contain applicable animal data. Medical Conditions Aggravated by Exposure: Because of its irritating properties, repeated skin contact may aggravate an existing dermatitis (skin condition). Other Remarks: When overheated, product may release hydrogen sulfide (H2S) gas. H2S concentrations above permissible concentrations can cause irritation of the eyes and respiratory tract, headache, dizziness, nausea, vomiting, diarrhea and pulmonary edema. At concentrations above 300 ppm, respiratory paralysis, causing unconsciousness and death, can occur. 02191 HAVOLINE FORMULA 3 MOTOR OIL SAE 10W -40 4. FIRST AID MEASURES Eyes: Flush eyes with plenty of water for several minutes. Get medical attention if eye irritation persists. Skin: Wash skin with plenty of soap and water for several minutes. Get medical attention if skin irritation develops or persists. Ingestion: If more than several mouthfuls of this material are swallowed, give two glasses of water (16 oz.). Get medical attention. Inhalation: If irritation, headache, nausea, or drowsiness occurs, remove to fresh air. Get medical attention if breathing becomes difficult or respiratory irritation persists. Other Instructions: Remove and dry -clean or launder clothing soaked or soiled with this material before reuse. Dry cleaning of contaminated clothing may be more effective than normal laundering. Inform individuals responsible for cleaning of potential hazards associated with handling contaminated clothing. 02191 HAVOLINE FORMULA 3 MOTOR OIL SAE 10W -40 5. FIRE- FIGHTING MEASURES Ignition Temperature - AZT (degrees F): Not determined. Flash Point (degrees F); > 400 (COC) Flammable Limits ( %): Lower: Not determined. Upper: Not determined. Recommended Fire Extinguishing Agents And Special Procedures: Page 3 of 10 https:// webtex01. txaco, com /StarnetASP /msds/getresult.asp 10/5/98 uk - 1 - JJ - vro lc cy bt1 iruh i rt i ruLcui l rL.; Texaco MSDS Page 4 of 10 Use water spray, dry chemical, foam, or carbon dioxide to extinguish flames. Use water spray to cool fire - exposed containers. Water or foam may cause frothing. Unusual or Explosive Hazards: Hydrogen sulfide (H2S) may be released if overheated. Extinguishing Media Which Must Not Be Used: Not determined. Special Protective Equipment for Firefighters: Other than normal protective fire - fighting equipment, no special equipment or procedures required. 02191 HAVOLINE FORMULA 3 MOTOR OIL SAE 10W -40 6. ACCIDENTAL RELEASE MEASURES (Transportation Spills: CHEMTREC (800)424 -9300) Procedures in Case of Accidental Release, Breakage or Leakage: Ventilate area. Avoid breathing vapor. Wear appropriate personal protective equipment, including appropriate respiratory protection. Contain spill if possible. Wipe up or absorb on suitable material and shovel up. Prevent entry into sewers and waterways. Avoid contact with skin, eyes or clothing. If more than 12,626,262 pounds of product is spilled, then report Spill according to SARA 304 and /or CERCLA 102(a) requirements, unless product qualifies for the petroleum exemption (CERCLA Section 101(14)). 02191 HAVOLINE FORMULA 3 MOTOR OIL SAE 10W -40 7. HANDLING AND STORAGE Precautions to be Taken in Handling: Minimum feasible handling temperatures should be maintained. Storage: Periods of exposure to high temperatures should be minimized. Water contamination should be avoided. "02191 HAVOLINE FORMULA 3 MOTOR OIL SAE 10W -40 8. EXPOSURE CONTROLS /PERSONAL PROTECTION Protective Equipment (Type) Eye /Face Protection: Safety glasses, chemical type goggles, or face shield recommended to prevent eye contact. r.A. i 444 i' ) Skin Protection: Workers should wash exposed skin several times daily with soap and water. Soiled work clothing should be laundered or dry - cleaned. Respiratory Protection: Airborne concentrations should be kept to lowest levels possible. If vapor, mist or dust is generated and the occupational exposure limit of the product, or any component of the product, is exceeded, use appropriate NIOSH or MSHA approved air purifying or air supplied respirator after determining the airborne concentration of the contaminant. Air supplied respirators should always be worn when airborne concentration of the contaminant or oxygen content is unknown. Ventilation: Adequate to meet component occupational exposure limits (see Section 2). Exposure Limit for Total Product: https://webtex01.texaco.com/StarnetASP/msds/getresultasp 10/5/98 uu r -1998 12:29 SE, POi r PETROLEUM' NDA Texaco MSDS None established for product; refer to Section 2 for component exposure limits. 02191 HAVOLINE FORMULA 3 MOTOR OIL SAE 10W -40 9. PHYSICAL AND CHEMICAL PROPERTIES Appearance: Bright and clear liquid Odor: Additive odor Boiling Point (degrees F): Not determined. Melting /Freezing point (degrees F): Not applicable. Specific Gravity (water =1): .8808 pH of undiluted product: Not applicable. Vapor Pressure: Not determined. Viscosity: 96.1 cSt at 40.0 C VOC Content: Not determined. Vapor Density (air =1): Not determined. Solubility in Water ( %): Not determined. Other: None 02191 HAVOLINE FORMULA 3 MOTOR OIL SAE 10W -40 10. STABILITY AND REACTIVITY This Material Reacts Violently With: (If Others is checked below, see comments for details) Air Water Heat Strong Oxidizers Others None of These x 5032814447 P.12 Page 5of10 Comments: • Under extreme temperatures or extended storage periods, hydrogen sulfide (f2S) gas may accumulate in the head -space of container. Products Evolved When Subjected to Heat or Combustion: Toxic levels of carbon monoxide, carbon dioxide, irritating aldehydes and ketones, and combustion products or compounds of sulfur (may include hydrogen sulfide), zinc, phosphorus. Hazardous Polymerizations: DO NOT OCCUR 02191 HAVOLINE FORMULA 3 MOTOR OIL SAE 10W -40 11. TOXICOLOGICAL INFORMATION TOXICOLOGICAL INFORMATION(ANIMAL TOXICITY DATA) Median Lethal Dose https: /lwebtex01, texaco. com /StatnetASP /msds/getresult.asp 10/5/98 u.. i - Ub -l SEHPIJR 1 PETROLEUM PDA • Texaco MSDS Page 6 of 10 Oral: LD50 Believed to be > 5.00 g /kg (rat) practically non -toxic Inhalation: Not determined. Dermal: LD50 Believed to be > 2.00 g /kg (rabbit) practically non -toxic Irritation Index, Estimation of Irritation (Species) Skin: (Draize) Believed to be < .50 /8,0 (rabbit) no appreciable effect Eyes: (Draize) Believed to be < 15.00 /110 (rabbit) no appreciable effect Sensitization: Not determined. Other: Used gasoline motor oils have been shown to cause skin cancer when repeatedly applied to mouse skin without any effort to remove the material, between applications, There is no evidence of a causal relationship between` skin cancer in humans and exposure to used motor oil. 02191 HAVOLINE FORMULA 3 MOTOR OIL SAE 10W -40 12. DISPOSAL CONSIDERATIONS Waste Disposal Methods This product has been evaluated for RCRA characteristics and does not meet . the criteria of a hazardous waste if discarded in its purchased form. Under RCRA, it is the responsibility of the user of the product to deter- mine at the time of disposal, whether the product meets RCRA criteria for hazardous waste. This is because product uses, transformations, mixtures, processes, etc. may render the resulting materials hazardous. Remarks None 0 1 HAVOLINE FORMULA 3 MOTOR OIL SAE 10W -40 13. TRANSPORT INFORMATION Transportation DOT: Proper Shipping Name: Not regulated IMDG: Proper Shipping Name; Not regulated ICAO: Proper Shipping Name: Not regulated TDG: Proper Shipping Name: Not regulated 02191 HAVOLINE FORMULA 3 MOTOR OIL SAE 10W -40 14. REGULATORY INFORMATION Federal Regulations: SARA Title III: Section 302/304 Extremely Hazardous Substances Seq, Chemical Name https://webtex01.texaco.com/StametASP/mscis/getresultasp 5u32814447 P.13 CAS Number Range in 10/5/98 Texaco MSDS None Other: None. None Section 302/304 Extremely Hazardous Substances Seq. TPQ RQ Section 311 Hazardous Categorization: Acute Chronic Fire Pressure Reactive N/A X 01+ 1000 None International Regulations: WHMIS Classification: Not controlled Canada Inventory Status: Not determined. EINECS Inventory Status: Not determined. Australia inventory Status: Not determined. Japan Inventory Status: Not determined. SEHPORT PETRuLEUM k) Section 313 Toxic Chemical Chemical Name CAS Number Concentration Zinc alkyl dithiophosphate 68649 -42 -3 1.00 -2.99 CERCLA 102(a) /DOT Hazardous Substances: (+ indicates DOT Hazardous Substance) Seq. Chemical Name CAS Number Range in Olt Styrene 100 -42 -5 0.00792 CERCLA /DOT Hazardous Substances (Sequence Numbers and RQ's): Seq., RQ TSCA Inventory Status: This product, or its components, are listed Toxic Substance Control Act (TSCA) Chemical State Regulations: California Proposition 65: The following detectable components or belong to classes of substances, to cause cancer and /or reproductive Chemical Name 2191 HAVOLINE FORMULA 3 MOTOR OIL SAE 15. ENVIRONMENTAL INFORMATION Aquatic Toxicity; Not determined. of this product are substances, known to the State of California toxicity. CAS Number 1OW -40 https://webtex01,texaco.com/StarnetASP/msds/getresult,asp (CONT) on or are exempt from the Substance Inventory. 5b3 P.14 Page 7 of 10 10/5/98 ocr - us -1998 12:31 SEAPORT PETROLEUM PDX Texaco MSDS Mobility: Not determined. Persistence and Biodegradability: Not determined. Potential to Bioaccumulate: Not determined. Remarks: None 02191 HAVOLINE FORMULA 3 MOTOR OIL SAE 10W -40 16. OTHER INFORMATION None 503281444? P.15 Page 8of10 02191 HAVOLINE FORMULA 3 MOTOR OIL SAE 10W -40 17. PRODUCT LABEL Label Date: 199" -11 -12 READ AND UNDERSTAND MATERIAL SAFETY DATA SHEET BEFORE HANDLING OR DISPOSING OF PRODUCT. THIS LABEL COMPLIES WITH THE REQUIREMENTS OF THE OSHA HAZARD COMMUNICATION STANDARD (29 CFR 1910.1200) FOR USE IN THE WORKPLACE. THIS LABEL IS NOT INTENDED TO BE USED WITH PACKAGING INTENDED FOR SALE TO CONSUMERS AND MAY NOT CONFORM WITH THE REQUIREMENTS OF THE CONSUMER PRODUCT SAFETY ACT OR OTHER RELATED REGULATORY REQUIREMENTS, 02191 HAVOLINE FORMULA 3 MOTOR OIL SAE 10W -40 WARNING STATEMENT WARNING ! USED GASOLINE MOTOR OIL IS A POSSIBLE SKIN CANCER HAZARD BASED ON ANIMAL DATA PRECAUTIONARY MEASURES - Continuous contact with used gasoline motor oils has caused skin cancer in laboratory animals. -Avoid contact with used motor oil. -Avoid prolonged breathing of vapor, mist, or gas. -Clean oil- soaked clothing before reuse. -Wash thoroughly after handling. FIRST AID Eye Contact: Flush eyes with plenty of water for several minutes. Get medical attention if eye irritation persists. Skin Contact: Wash skin with plenty of soap and water for several minutes. Get medical attention if skin irritation develops or persists. Ingestion: If more than several mouthfuls of this material are swallowed, give two glasses of water (16 oz.). Get medical attention. Inhalation: If irritation, headache, nausea, or drowsiness occurs, remove to fresh air. Get medical attention if breathing becomes difficult or respiratory irritation persists. Note to Physician: None FIRE In case of fire, use water spray, dry chemical, foam or carbon dioxide. Water may cause frothing. Use water spray to cool fire exposed containers. If more than 12,626,262 pounds of product is spilled, then report spill https: / /webtex01.texaco. corn /StarnetASP /msds /getresultasp 10/5/98 5032814447 P.16 Texaco MSDS Page 9 of 10 according to SARA 304 and /or CERCLA 102(a) requirements, unless product qualifies for the petroleum exemption (CERCLA Section' 101(14)). Chemical Name # Hydrotreated heavy paraffinic petroleum 64742 -54 -7 80.00 -94.99 distillates # Solvent- dewaxed heavy paraffinic petroleum 64742 -65 -0 3.00 -9.99 distillates Zinc alkyl dithiophosphate 68649 -42 -3 1.00 -2.99 Alkylbenzene sulfonate 1.00 -2.99 PRODUCT IS NON - HAZARDOUS ACCORDING TO OSHA (1910.1200). * COMPONENT IS HAZARDOUS ACCORDING TO OSHA. # COMPONENT, BY DEFINITION, IS CONSIDERED HAZARDOUS ACCORDING TO OSHA BECAUSE IT CARRIES THE PERMISSIBLE EXPOSURE LIMIT (PEL) FOR MINERAL OIL MIST. Pennsylvania Special Hazardous Substance(s) None Transportation DOT: Proper Shipping Name: Not regulated b e iPORT PETROLtu1.1 Hi,ti Manufacturer's Name and Address: TEXACO LUBRICANTS COMPANY P.O. Box 4427 Houston, TX 77210-4427 HMIS NFPA Health: 0 Reactivity: 0 Health: 0 Reactivity: 0 Flammability: 2 Special - Flammability: 1 Special : - CAUTION: Misuse of empty containers can be hazardous. Empty containers can be hazardous if used to store toxic, flammable, or reactive materials. Cutting or welding of empty containers might cause fire, explosion or toxic fumes from residues. Do not pressurize or expose to open flame or heat_ Keep container closed and drum bungs in place. TRANSPORTATION EMERGENCY Company: (914) 831 -3400 CHEMTREC: (800) 424 -9300 HEALTH EMERGENCY Company: (914) 831 -3400 THE INFORMATION CONTAINED HEREIN IS BELIEVED TO BE ACCURATE. IT IS PROVIDED INDEPENDENTLY OF ANY SALE OF THE PRODUCT FOR PURPOSE OF HAZARD COMMUNICATION AS PART OF TEXACO'S PRODUCT SAFETY PROGRAM. IT IS NOT INTENDED TO CONSTITUTE PERFORMANCE INFORMATION CONCERNING THE PRODUCT, NO EXPRESS WARRANTY, OR IMPLIED WARRANTY OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE IS MADE WITH RESPECT TO THE PRODUCT OR THE INFORMATION CONTAINED HEREIN. DATA SHEETS ARE AVAILABLE FoR ALL TEXACO PRODUCTS. YOU ARE URGED TO OBTAIN DATA SHEETS FOR ALL TEXACO PRODUCTS YOU BUY, PROCESS, USE OR DISTRIBUTE AND YOU ARE ENCOURAGED AND REQUESTED TO ADVISE THOSE WHO MAY COME IN CONTACT WITH SUCH PRODUCTS OF THE INFORMATION CONTAINED HEREIN. https: / /webtex01. texaco. com /StaruetASP/msds/getresult.asp 10/5/98 CAS Number Range in i CAS Number Range in °: uL f -ud -j9 6tHPORT PETROLEUM PLri Texaco MSDS TO DETERMINE APPLICABILITY OR EFFECT OF ANY LAW OR REGULATION WITH RESPECT TO THE PRODUCT, USER SHOULD CONSULT HIS LEGAL ADVISOR OR THE APPROPRIATE GOVERNMENT AGENCY. TEXACO DOES NOT UNDERTAKE TO FURNISH ADVICE ON SUCH MATTERS. Date: 1997 -11 -12 Inquiries regarding MSDS should . be directed to: Texaco Inc. Manager, Product Safety P.O, Box 509 Beacon, N.Y. 12508 https: / /webtex01. texaco. com /StarnetASP /msds/getresult.asp New X Revi§ed, Supersedes: 1997 -09 -30 S032814447 P.17 Page 10 of 10 This document was generatey Texaco Ines Active MSDS Retrieval via the Starnet Application. ;10%5/98 TOTAL P.17 va) INDEX H. A. DESIGN LOADS AND REACTIONS B . PLAN C. SHEETING DESIGN D . SECONDARY FRAMING DESIGN E . ENDWALL DESIGN F. RIGID FRAME DESIGN G. LONGITUDINAL BRACING SPECIAL FRAMING ICBOES FA-322 CITY OF SEATTLE CERTIFIED PLANT CITY OF LOS ANGELES - TYPE 1 FABRICATOR DESIGN STEEL BUILDINGS STRUCTURAL CALCULATIONS Plel-054 . .V.7„ .A1 • .1 1 - RECEIVED CBC STEEL BUILDINGS IS AN APPROVED FABRICATOR OF STEEL BUILDINGS: CIIY OF TUKWILA OCT 0 8 1998 PERMIT CENTER PO BOX 1009 LATHROP , CALIFORNIA 2093 993 - 0910 By E'JF' Date 09 -11 -1998 STRUCTURE DESCRIPTION Building Width, (span) . 20 ft. Eave Height Bay Space Roof Slope BASIC LOADS Roof Live Load 25 psf Frame Live Load (UBC) 25 psf Wind Load (/997 UBC) : Speed 80 mph. Exposure C Building Dead Load 4 psf COLLATERAL LOADS 10 PSF. FUTURE MEZZANINE DL = 55 PSF LL = 125 PSF 1DE5 I e 1'4 P 'fi FZfifrlETE R Gust FAMILY FUN CENTER Job # 18397. /lac ft. (trib) : 30 ft. 6 in. /ft. e4 ve /4 AO Ov, 0/ - / 76) Sheet A * ** This structure is designed in compliance with CRC specifications and standards utilizing the pertinent provisions and recommendations of the. American Institute of Steel Construction (RISC) International Conference: of Building Officials (UBC), American Iron and Steel Institute (AISI), the Metal Building Manufacturers Association (MBMA) and their publications. * *. By F'JP Date 09 -11 -1998 /q tht/C- 3 41 1 D L + L L PLtr'6i IL, *W4 GAME 4 k F RAPIE REACT I DNI8 Cust FAMILY FUN CENTER Job # 18397 O4N -T 4_2 1 88.E k 6.3 k /Z. S k s /- a p � w) I t 7¢ (P / - w) (;1 ANCHOR BOLTS (4) 3/4 in. dia. x 16 in. long, ASTM A36, 3 in hook with Bearing Angle L 3 x 3 x 3/16 x 6 in., ASTM A36, (2) Ab PA D L + W L Sheet A— .� D RETAKE OF PREVIOUS CUMENT By PJP IF' R AN1E REAGT I DNIB Date 09 -11 -1998 Cust FAMILY FUN CENTER 3 88.E k 1 88 , � k GIN T 41 _2;1.11._ 1 1.1 JD61- rfe3z G - f - W1 GA*‘ k 24i 6+0 v) (i)/-0 (DtL) ANCHOR BOLTS (4) 3/4 in. dia. x 16 in. long, ASTM A36, 3 in. hook with Bearing Angle L 3 x 3 x 3/16 x 6 in., ASTM A36. (2) / /A/ • D /A. ��lfl y / b, ra ilgit/G!. Sheet A- 2 Job # 18397 By PJP Date 09 -11 -1998 Cust FAMILY FUN CENTER ' % L/ 1 _J D L + L L 1 4 2,o P41 Wt- RAIv1E REACT I aNI 8.7 k 1 3J a k 15.3 k Cgs "32" c.2 /o, 2 k ANCHOR BOLTS (4) 3/4 in. dia. x 16 in. long, ASTM A36, 3 in. hook with Bearing Angle L 3 x 3 x 3/16 x 6 in., ASTM A36. ilyv /Nit - 04/444 4r07.4.,4 a 7 444)Ark- P c D L + W L Sheet A- ?f Job # 18397 N l "lay, - r° e /ON"2 Q / X le 4 // `1. 0'1 % 1 4 /116 4014410e i I ; A 1 1 4 4'.O k k 1 _ _ —,-,- — .... _/- : lh 0 \‘` /7-vii.-.....' __ , __:- --1-- -- , /z 6-4 4 By PJP Date 09-11-1998 \ \ 0 L. Pt IN.11 V 1E14 Cust FAMILY FUN CENTER A=0 ‘'0 4 I L rrptil 0/4. 1/ E . . • •. .. • gf- elL.KA) /4//,/ toe Ar ( 7 ? ) 4/44.. ave7 4 14 6 ; O 4 )4 ficrt /p6r4 .0q (fi4 frAir 4 itig)-13#) 4140- ,./q/605qft toyzef ,q 'Per'? Job # 18397 Sheet 8— / IQ/Pep /110 X-*/*/eD C- toip*ofr p *PP 94, ( Atr 49 el/Awe-4 ar fi,44.4 ee,tv-To • By PJP SHEET I NG, DESIGN' Date 09 -11 -1998 Cust FAMILY FUN CENTER- ROOF PANELS Span = 3 ft. Actual DL + LL = .92 + 25 = 25.92 psf * ** USE: Zf Ga Sh- - panel * ** Allowable DL + LL = 280 psf (See chart 'C') FASTENERS Purl i.n Space = 3 ft. Wind uplift = 24.09 psf Actual W = 24.09 x 3 = 72.27 lbs /ft. * ** USE: #12 -14 x 1 in. Self Drilling Screw at 12. in. Allowable W = 504 lbs. (Atlas Bolt& Screw Co.) Sheet C -. Job #,.18397 • . • ..P- • 4:.::; = .'. r-; , •: ' �: Load/S an Table P: '64•A ; • - • • Allowable Load 111e.4 :.. :-�: >. ti _, � :_" : ... Span r4�� 'f ,_., • 3 -0 ". . 3 ' -6" 4'-0" ; • 4 ' • 5 -0 5-6 6 -Ovi. .6% - AI ' •T-0 7-6 24 Gauge 1i/ f 360 264 202 1.24 160 129 107 90 77 66 58 11240 360 264 202 .2597 160 129 107 90 77 66 58 2- SAW _ f 240 177 135 107 86 71 60 51 44 38 L/240 240 177 135 107 86 71 60 51 44 38 1 yfgrl f 280 206 158 125 101 83 70 60 51 45 L/240 280 206 158 125 101 83 70 60 51 45 22 Gauge y� 5r �1 ` f 459 337 258 204 165 137 115 98 84 73 L/240 459 337 258 ' 204 165 137 115 98 84 73 2 yikti t 1 321 I 236 181 143 116 95 80 68 59 51 L/240 321 236 181 143 116 95 80 68 59 51 4- m1,1 f 374 275 211 166 135 111 94 80 69 60 L/240 374 275 211 166 135 111 94 80 69 60 Section Properties . Panel Top in Compression Panel Bottom in Compression Wt. I. S. Ma I. S. Ma Gauge (IbJft.z) (in.AIft.) (in. (in.-kip/ft.) (in' /ft.) (in. (In.-kip/ft.) 24 1.24 .4016 .1621 4.85 .1956 .1083 3.24 22 1.55 .5020 .2070 6.20 .2597 .1446 4.33 By PJP Sheet C- Z Date / o- o - Cust /A/ /tiN e," - Job # fgn, 4 -IFFY =NIB D9 I CN1 S. and Ma are for strength determination; 1, is for deflection determination. • By PJP Date 09 -11 -1998 PURLIN DESIGN Span = 30 ft. Tributary width = 3 ft. Fy = 50 ksi Actual w(d1 + cl + 11) = 3 x ( 2.05 + 10 + 25 ) = 111.15 lb /ft * ** USE: 8.5 in. ' Z' 14 Ga / 14 Ga Continuous at 3 Ft o. c. max * ** Allowable w(d1 + 11) = 111 lb /ft (chart 'D') >OR < Laps @ Frame Lines 4 / 4 CHECK UPLIFT ON PURLINS Net uplift = 22.2384 -( 2.05 + 10 ) = 10.19 psf Endbay moment = .07 x 10.19 x 3 x 29.17 • ^a = 1820 lb -ft Pending stress = 182! x 12 / 2.83 / 1.33 = 5788 psi * ** USE: ( 2 ) 16 Ga SAG 0 endbay * ** REF: AISI Chart V-3.3(B) Factor = SQR(( 13.58 x 12) ^2 x 2.83 /(1.75 x 8. 5 x 85 )) = 76 EAVE STRUT DESIGN SPAN = 30 ft. Tributary width = 1.4 ft. Actual w(d1 + cl + 11) = 1.4 ( 3.6E + 10 + 25 ) = 54.12 lb /ft * ** USE: 8.5 in x 8.5 in x 16 Ga siaple span Eave Strut * ** Allowable w(d1 + 11) = (20,000 * 2.47 / 30 ^2) = 54.89 lb /ft !>OW( SE COrvDR RY F err I»1 = hiC D►E = GI"J Sheet D- Cust FAMILY FUN CENTER Job # 18397 2 f 4/A) gi494 4Goui 4o�.i Member Size Lbs/ Ft Area in ^2 Sxx inA3 Syy in ^3 Rxx in. Ryy in. Q Purlins 8.5x2.75x16 ga 'Z' 0.89 1.23 6t-Sr and 8.5x2.75x14 ga 'Z' 1.11 1.24 Girts 8.5x2.75x16 ga 'D' .-4 6 • PI 0.89 CO •-4 CU co M 6 6 ro h7 1.01 8.5x2.75x14 ga 'D' 1.11 1.01 Eave 8.5x2.75x16 ga 3.78 1.11 2.47 2.47 3.50 1.54 .72 Struts 8.5x2.75x14 ga 4.72 1.39 2.98 2.98 3.50 1.55 .79 By PJP SE C0h.IL7A R'Y F Rl F 1 I IVG DEI Ghl Date 09 -11 -1998 Cust FAMILY FUN CENTER 2 SECTION PROPERTIES i4- -34- -X- CONTINUOUS PURLIN DESIGN CHART • Fy E0 ksi Sheet D- Job # i8397 3E- -34- -34- Fb = 30 ksi SIMPLE SPAN DESIGN No. Bays 3 4 Live Bay End Load Space Bay psf Ft. Gage 2 5 20 16 25 14 30 14 0 0 0 0 0 0 20 16 20 25 16 30 14 25 20 25 30 16 14 14 20 16 30 25 14 30 14 20 16 20 25 16 30 14 20 16 30 25 14 30 14 20 16 20 25 16 30 14 •5 20 16 25 14 30 14 20 16 30 25 14 30 14 Int Bay Gage 0 0 0 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 16 Laps Ft. /Ft. 0. 00/0.00 2.67/2.67 4.00/4.00 2.00/2.00 2.67/2.67 4.00/4.00 2.00/2.00 2.67/2.67 4.00/4.00 0.00/0.00 2. 67/2.67 4.00/2.67 0.96/0.96 2.67/2.00 4. 00/2.67 0. 96/0.96 4.00/2.67 4.00/2.67 0.00/0.00 2. 67/2.00 4.00/2.67 0.96/0.96 2.67/2.00 4.00/2.67 0.96/0.96 4.00/2.67 4.00/2.67 Allow Lbs/ Ft. 109 107 111 171 156 111 171 156 111 109 117 108 168 150 108 168 158 108 109 119 109 156 138 109 156 165 109 Bay Space 18 19 20 21 22 23 24 25 26 27 28 29 30 Gage 16 14 16 14 16 14 16 14 16 14 16 14 16 14 16 14 16 14 16 14 16 14 16 14 16 14 Allow Lbs/ Ft. 135 175 121 157 109 141 99 128 90 117 82 107 76 98 70 91 64 84 60 78 56 72 52 67 48 63 'CBC Steel Buildings Job 18397 -13 MBP Computer System — Rigid Frame Design, Copyright by ISE, Inc., 1991 MBP Data File Name: 18397- 13.MBP Run Title: RIGID FRAME AT LINES 1 AND 3 Customer: FAMILY FUN CENTER MBP File Creatn Date: 09/30/98 15:24:54 Analysis / Desg Date: 09/30/98 15:31:27 Prepared by : PJP Frame Type : CLEAR SPAN Bldg Width (ft) : 20.000 Eave Height (ft) : 17.250 Roof Pitch (in /ft) : 6.000 Bay Spacing (ft) : 30.000 Live Load (psf) : 25.000 Dead Load (psf) : 12.000 Wind Speed (mph) : 80.000 EXPOSURE : C Num of Nodes: 5 Num of Supports: 4 Num of Members: 4 Num of Member Types: 2 Num of Segs per Mem: 8 Num of Load Cases: 6 Num of Load Combs: 4 Node Coordinates Member Data Node X— Coordinate (ft) Y— Coordinate (ft) Support Locations Support At Node Direction F R A M E D E S C R I P T I O N ! Seq 2/6367 Date 09/30/98 15:32 Page F— 1 1 2 3 4 5 .. 1.208 1.550 10.000 18.450 18.792 .0000 16.395 20.620 16.395 .0000 1 '2 3 • 4 1 1 5 5 Horizontal Vertical • Horizontal Vertical Member .. 1 2 3 4 Node at the Start 1 2 4 5 Node at the End 2 3 3 4 Length of the Member (ft) 16.398 9.447 9.447 16.398 Member Kind BU/TD/EF/Op . BU/TD/EF/Op BU /TD /EF /Op BU /TD /EF /Op Normal /Opp State Normal Normal Opposite Opposite End — Release Code 00 00 00 00 Yield Stress Fy (ksi) 50.000 50.000 50.000 50.000 Modulus of Elast, E (ksi) 29000.000 29000.000 29000.000 29000.000 CBC Steel Buildi.nos LOAD CASES 1 : SELF WEIGHT 2 : Dead Load 3 : Live Load 4 : Wind Load 5 : ME2Ti4/v/NE Lop "Fii t/e0 6 : WIND LOAD CASE 2 Job 18397 -13 Seq 2/6367 1 LOADING! Date 09/30/98 15:32 Page F- LOAD COMBINATIONS 1 : DL +LL -2 : DL + WL - 3 : DL + MEZZ LL + WL - 4 : *DL + MEZZ LL + WL CASE 2 LOAD COMBINATION COMPOSITIONS (PERCENTS) Load Case 1 Load Case 2 Load Case 3 Load Case 4 Load Case 5 Load Case 6' 1 : 100.000 100.000 100.000 100.000 -2 : 100.000 50.000 100.000 - 3 : 100.000 100.000 100.000 100.000 -4 : 100.000 100.000 100.000 100.000 A negative sign in front of the load combination number indicates wind or seismic loading (allowable stresses may be increased 1/3). SELF WEIGHT loads are calculated by the program. Load Case 2 ) > > ) ) Member 1 ) Member 2 Member 3 Member 4 ) UNIF L Magni (kip /ft): -.3220 -.3220 From (ft) - 1.733 -1.733 To (ft) 9.447 9.447 Eccen (ft) .0000 .0000 Angle (degr) VER VER CONC L Magni (kips) - 16.500 -3.900 -1.600 -1.600 - 16.500 -3.900 At (ft) 10.002 11.002 -3.969 -3.969 10.002 11.002 Eccen (ft) -.7832 .7296 .0000 .0000 -.7832 .7296 Angle (degr) VER VER VER VER VER VER Load Case 3 ) ) > Member 1 Member 2 Member 3 Member 4 UNIF L Magni (kip /ft): -.6708 -.6708 From (ft) -1.733 -1.733 To (ft) 9.447 9.447 Eccen (ft) .0000 .0000 CONC Ancle (degr) VER VER Magni (kips) - 14.000 -3.000 -3.000 - 14.000 At (ft) 11.002 -3.969 -3.969 11.002 Eccen (ft) .7296 .0000 .0000 .7296 Angle (degr) VER VER VER VER Load Case 4 ) > ) Member 1 Member 2 Member 3 Member 4 UNIF L Magni (kip /ft) : -.4440 .4995 .3885 .2775 From (ft) .0000 -1.004 -1.004 .0000 To (ft) 17.254 9.447 9.447 17.254 Eccen (ft) .0000 .0000 .0000 .0000 CONC Ancle (degr) POU POU POU POU Magni (kips) 3.900 3.100 3.900 At (ft) 11.002 -3.969 11.002 Eccen (ft) .7296 .0000 .7296 Angle (degr) VER VER VER • CBC Steel Buildings Job 18397 -13 Seq 2/6367: Date 09/30/98 15:32 Page F --:3 Load Case 5 >. Member 1 Member ;4 CONC L Magni (kips) — 37.500 — 37.500 At (ft ) 10.002 10.002 Eccen. (ft) —.7832 —.7832 Angle (degr) VER VER Load Case 6 > > > Member 1 Member 2 Member 3 Member 4 UNIF L Magni (kip /ft):. 4439 —.1670 :3890 From (ft) . 0000 —1.004 —1.004 To (ft) 17.254 10.176 10.176 Eccen (ft) 1.388 1.458 1.458 Angle (degr) HOR POU POU CBC Steel Buildings Support Reactions Highest Combined Stress Ratios Highest Shear Stress Ratios Final Sections Job.18397 -13 Seq 2/6367 I RESULTS 1 kips for horizontal and vertical supports kip -ft for rotational supports DL + LL Sup: 1 2 3 4 AtNode: 1 1 • 5 , 5 Direc: Horizontal Vertical Horizontal Vertical Reac: 3.281 88.253 -3.281 88.253 DL + WL Sup: 1 .2 3 4 AtNode: 1 1 5 5 Direc: ' Horizontal Vertical Horizontal Vertical Reac: -6.298 -4.106 -5.631 11.810 DL + MEZZ LL + WL Sup: 1 2 3 4 AtNode: 1 1 5 5 Direc: Horizontal Vertical Horizontal Vertical Reac: -3.718 46.192 -8.212 62.110 DL + MEZZ LL + WL CASE 2 Sup: 1 2 3 4 AtNode: 1 1 5 5 Direc: Horizontal Vertical Horizontal Vertical Reac: -5.340 54.972 • -9.894 70.314 • f• H• ••• • • • Date 09/30/98.16:32 Page F- 4 Member 1 2 3 4 Comb Stress Ratio .8727 .7345 .8197 .8727 Final Lat Sup Sp Top (ft) 17.000 5.000 5.000 17.000 Final Lat Sup Sp Bot (ft) 17.000 5.000 5.000 17.000 Station (ft) 8.199 .5472 .5472 8.199 Load Comb 1 4 4 1 Member 1 2 3 4 Shear Stress Ratio .1207 .6709 .5523 .1569 Station (ft) .0000 9.447 .5472 . .0000 Load Comb 4 4 1' 4 Member 1 Member 2 Member 3 Member .4 Member Type 1 2 -2 -1 Final Flange Width (in) 8 5 8 Final Flange Thick (in) : 3/8 1/4 1/4 3/8 Final Web Thickness (in) 3/16 10 Ga 10 Ga 3/16 Final Depth at Start (in) 11.997 18.000 18.000 11.997 Final Depth at End (in) 20.209 18.000 18.000 20.209 Length of the Member (ft) 16.398 9.447 9.447 16.398 Weight of the Member (lbs) 496.310 156.286 156.286 496.310 Weight of the Frame (lbs) : 1305.193 = MBP System - COnnection Processor, Version 1.2 (4/91) MBP file name: 18397- 13.MBP Customer: FAMILY FUN CENTER Run title: RIGID FRAME AT LINES 1 AND 3 Frame analyzed /designed: 09/30/98 15:31:27 This report created: 09/30/98 15:31:33 C O N N E C T I'0 N D E F.I N I'T I O N S CONNECTION 1 On member 1, At 15.972 ft, Angle: HOR Min In -Plane Dim: 20.000 in, CONNECTION On member c , At 9.447 ft, Angle: VER CONNECTION 3 On member 4, At 15.972 ft, Angle: HOR Min In -Plane Dim: 20.000 in, Min Transversal Dim: '8.000 in Min In -Plane Dim: 20.125 in,. Min Transversal. Dim:. 5.000 in Min' Transversal Dim: 8.000 :in - F O R C E S S A T C O N N E C T I O N S . LIST OF LOAD COMBINATIONS CONNECTION 1 Load Axial Shear Comb . Force Force (kips) (kips) 1 - 15.869 -3.281 - 2 10.889 -.793 -3 8.291 -3.374 - 4 4.412 -1.750 CONNECTION ' 2 Load . Axial Shear Bending Comb Force Force Moment (kips) (kips) (kip -ft). 1 -3.281 000 '5.081 -2 . 972 -5. 889 -3. 408 -3 -1 . 608 . -5.891 -7. 975 -4 -3.100 - 10.342 -6.938 CONNECTION Load Axial Shear Bending Comb Force Force Moment (kips) (kips) (kip -ft). 1 - 15.869 -3.281 -2.423 -2 -5.027 -1.199 -43.530 -3 -7.627 -3.780 - 39.47.9 - 4 - 11.930 -5.455 - 66.930 1 : . DL + LL -2 : DL + WL -3 : DL + MEZZ LL + WL -4 : DL + MEZZ LL + WL CASE 3 Bending , (kip-ft) -2.423 45.410 53.467 79. 262 R I G I JD F RC4PIE GDIVNEGT I DN By PUP Date 09 -11 -1998 Crust FAMILY FUN CENTER USE : 3/4 in. ASTM (A325— N)• Strength Bolts 1' KNEE CONNECTION Plate size: 6 x .5 x 20 in. ( 50 ksi) Allow bolt tension w/ stiffener = 14.370 k /bolt Allow bolt tension w/o stiffener = 7.185 k /bolt Actual Dead + Wind moment = 6700 k -ft (Outside bolts in tension) Allow Dead + Wind moment = 101.93 k -ft w/ 2 rows of bolts,w/ 1 stiff 0 row of bolts outside flange Actual Dead + Wind moment = 80•OO k —ft (Inside bolts in tension) Allow Dead + Wind moment = 101.93 k —ft w/ 2 rows of bolts w/ 1 stiff RAFTER RIDGE CONNECTION Plate size: 6 x .5 x 24 in. ( 50 ksi) Allow bolt Allow bolt Actual Dead + Wind Allow Dead + Wind Actual Dead + Live Allow Dead + Live DESIGNS Sheet F— Job # 18397 tension w/ stiffener = 14.370 k /bolt tension w/o stiffener = 7.185 k /bolt moment = 8.00 k —ft (Upper bolts in tension) moment = 81.23 k —ft w/ c rows of bolts w/ 0 stiff: moment = 7.00 k —ft (Lower bolts in tension) moment = 95.80 k —ft w/ 2 rows of bolts w/ 0 stiff 1 row of bolts below flange COLUMN BASE PLATE Vertical load = 88.30 kips Column fig width = 8.00 in. * ** USE: BASE PLATE 8 x .375 x.13 in. ( 50 ksi) Min Req'd Thk : .8 x SQR C 88.3 / ( 8 x .13•x .25 x 50 ) J = .208 in (,,—...- •CBC Steel Buildings • Prepared by Frame .Type Bldg Width Eave Height Roof Pitch Bay Spacing Live Load Dead Load Wind Speed EXPOSURE Num of Nodes: 7 Num of Supports: 4 Num of Members: 6 Num of Member Types: 6 Num of Segs per Mem: 8 Num of Load Cases: 6 Num of Load Combs: 6 Node Coordinates Member Data : PJP : CLEAR SPAN (ft) : 40.000 (ft) : 17.250 (in /ft): 6.000 (ft) : 30.000 (psf) : 25.000 (psf) : 12.000 (mph) : 80.000 : C Node X- Coordinate (ft) Y- Coordinate (ft) Support Locations Support At Node Direction Member Node at the Start Node at the End Length of the Member (ft) Member Kind Normal /Opp State End- Release Code Yield Stress Fy (ksi) Modulus of Elast, E (ksi) Job 18397 -02 Seq 1/6368 MBP Data File Name: 18397- 02.MBP Run Title: RIGID FRAME AT LINE 2 Customer: FAMILY FUN CENTER MBP File Creatn Date: 10/01/98 07:34:29 Analysis / Desg Date: 10/01/98 07:39:08 1 1 Horizontal Date 10/01/98 07:46 MBP Computer System - Rigid Frame Design, Copyright by ISE, Inc., 1991 11 F R A M E D E S C R I P T I O N 1 2 3 4 5 6 7 . 9990 1.737 10.000 18.292 18.292 38.292 39.000 . 0000 16.200 20.465 16.185 10.446 9.613 .0000 2 1 7 Vertical .Horizontal Page F- 8 4 .7 Vertical 1 2 3 4 • 5 6 1 c 4 6 7 3 4 5 6 16.217 9.299 9.331 5.739 20.017 9.639 . B /T /E /O B /T /E /O B /T /E /O B /T /E /0 B /T /E /0 B /T /E /O Normal Normal Opposite Opposite Opposite Opposite 00 00 00 00 00 00 . 50.000 50.000 50.000 50.000 50.000 50.000 : 29000.000 29000.000 29000.000 29000.000 29000.000 29000.000 CBC Steil Buildings UNIF L Magni (kip /ft): From (ft) . To (ft) . Eccen (ft) . Angle (degr) . CONC L Magni (kips) - 16.500 At (ft) 10.012 Eccen (ft) -.8070 Angle (degr) VER UNIF L Magni (kip /ft): From (ft) To (ft) Eccen (ft) Angle (degr) Magni (kips) At (ft) • Eccen (ft) Angle (degr) . • • • UNIF L Magni (kip /ft): From (ft) To (ft) Eccen (ft) Angle (degr) : CONC L (k Mag (f r) Eccen (ft) Angle (degr) : Load Case 4 Member 1 Job 18397 -02 Seq 1/6368 LOAD CASES 1 : SELF WEIGHT 2 : Dead Load 3 : Live Load 4 : Wind Load 5 : Future Mezzanine Live Load 6 : Wind Load From Right LOAD COMBINATIONS 1 : DL +LL 2 : DL + MEZZ LL + LL -3 : DL + WL -4 : .DL + WL FROM RIGHT - 5 : DL + MEZZ LL + WL -6 : DL + MEZZ LL + WL FROM RIGHT LOAD COMBINATION COMPOSITIONS (PERCENTS) Load Case 1 Load Case 2 Load Case 3 Load Case 4 Load Case 5 Load Case 6 1 : 100.000 100.000 100.000 2 : 100.000 100.000 100.000 100.000 -3 : 100.000 50.000 100.000 -4 : 100.000 50.000 -5 : 100.000 100.000 100.000 100.000 - 6 : 100.000 100.000 100.000 A negative sign in front of the load combination number indicates wind or seismic loading (allowable stresses may be increased 1/3). SELF WEIGHT loads are calculated by the program. Load Case 2 ) Member 1 ) Load Case 3 Member 1 - 14.000 11.012 .7850 VER -.4440 . 0000 17. 269 . 0000 POU 11.012 . 7850 3. }�00 -4. X05 . 0000 VER VER LOAD I N G -3.900 11.012 . 7850 VER Member 2 -.6665 -1.954 9.299 . 0000 VER -3.000 -4.205 . 0000 VER . 4995 .3885 -1.084 -1.052 9.299 9.331 . 0000 .0000 POU POU 1 Member 2 -.3199 - 1.954 9.299 .0000 VER - 1.600 - 4.205 . 0000 VER Member 3 -.6665 -1.922 9.331 .0000 VER -3.000 -4. 173 . 0000 VER > > ) Member 2 Member 3 Member 4 Date 10/01/98 07:46 Page F - 9 ▪ 2775 1.708 6.804 . 0000 POU Member 3 -.3199 -1.922 9.331, . 0000 VER -1.600 -4. 173 . 0000 VER Member 5 -.7500 - 1.708 18.309 .0000 VER -7.800 14.822 . 0000 VER Member 5 3885 -1.708 18.309 . 0000 POU 100. 000 100.000 Member 5 - • •• -.3600 -1.708 18. 309 .0000 VER Member 6 .0000 11.250 0Pou ;CBC Steel Buildings Job 18397 -02 Load Case 5 Member 1 CONC L Magni (kips) At (ft) Eccen (ft) . Angle (degr) . UNIF L Magni From To Eccen Angle CONC L Magni At Eccen Angle (kip /ft): (ft) (ft) . (ft) (degr) (kips) (ft) (ft) (degr) - 37.500 10.012 -. 8070 VER Load Case 6 Member 1 .2775 ▪ 0000 17.269 . 0000 POU 3.900. 11. .7850 VER Member 2 ▪ 3885 -1.084 9.299 . 0000 POU Seq.1/6368 ) Member 3 4995 -1.052 9. 331 .0000 POU 3.100 -4.173 .0000 VER Date 10/01/98 07:46 Page F -10 Member 4 -.4440 1.708 6.804 0000 POU 3885 -1.708 . 18.309 ..0000 • POU -. 4440 . 0000 11.250 ▪ 0000 POU . CBC Steel Buildings 1 RESULTS' Support Reactions kips for horizontal and vertical supports kip -ft for rotational supports DL + LL Sup: 1 2 3 4 AtNode: 1 . .1 • 7 7 Direc: Horizontal Vertical. Horizontal Vertical Reac: 12.117 67.756 - 12.117 30.459 DL + MEZZ LL + LL Sup: 1 2 3 4 AtNode: 1 1 7 7 Direc: Horizontal Vertical Horizontal Vertical Reac: 13.998 104.011 - 13.998 31.705 DL + WL AtNode: 1 1 • 7 7 Direc: Horizontal Vertical Horizontal Vertical Reac: -6.022 -1.900 -5.989 .3242 DL + WL FROM RIGHT AtNode: 1 1 7 7 Direc: Horizontal Vertical Horizontal Vertical Reac: 2.534 5.108 8.675 -6.694 DL + MEZZ LL + WL Sup: 1 2 3 4 AtNode: 1 •1 • '7 7 Direc: Horizontal Vertical Horizontal Vertical Reac: -2.257 49.116 -9.753 5.810 DL + MEZZ LL + WL FROM RIGHT Sup: 1 2 3 4 AtNode: 1 1 7 7 Direc: Horizontal Vertical Horizontal Vertical Reac: 6.299 56.125 4.910 -1.208 Highest Combined Stress Ratios Highest Shear Stress Ratios Job 18397 -02 Seq 1/6368 Date 10/01/98 07:46 ' Page F -11 Member 1 2 3 4 5 6 Comb Stress Ratio : .9389 .8477 .7670 .8896 .9037 .8488 Final Lat Sup Sp Top (ft) 1.500 5.000 5.000 8.000 5.000 '3.500 Final Lat Sup Sp Bot (ft) 16.500 5.000 5.000 8.000 5.000 9.500 Station (ft) 8.108 .5770 .6090 .5000 19.517 9.139 Load Comb 2 1 1 2 2 2 2 Member 1 2 3 4 5 6 Shear Stress Ratio : .5221 .7080 .7583 .5752 . .4921 .4906 Station (ft) 15.642 .5770 9.331 .5000 5000 .5000 . 9.139 Load Comb 2 1 1 2 0 CBC Steel Buildings Job 18397 -02 • Final Sections Seq 1/6368 Date 10/01/98 07:46 Page F -12 Member 1 Member 2 Member 3 Member 4 Member 5 Member 6 Member Type 1 2 -3 -4 -5 -6 Final Flange Width (in) 10 8 6 8 8 8 Final Flange Thick (in) 3/8 3/8 1/4 '3/8 3/8 1/4 Final Web Thickness (in) 3/16 •3/16 3/3b.• 3/16 1/4 3/16 Final Depth at Start (in). 12.000 .24.180 24.180. 24.000 24.000 12.000 Final Depth at. End (in) 24.710 21.330 21.330 24.000 24.000 ' 24.710 Length of the Member (ft) 16.217 9.299 9.331 5.739 20.017 .9.639 Weight of the Member (lbs) 597.221 320.948 228.126 202.634 805.903 241.595 Weight of the Frame (lbs) : 2396.426 CONNECTION 2 On member 2, • • MBP System - COnnection Processor, Version 1.2 (4/91) MBP file name: 18397- 02.MBP Customer: FAMILY FUN CENTER Run title: RIGID FRAME AT LINE 2 Frame analyzed /designed: 10/01/98 07:39:08 This report created: 10/01/98. 07:39:14 C O N N E C T I O N D E F I N I T I O N S CONNECTION 1 On member 1, At 15.594 ft, Angle: 2.82 DEGREES Min In -Plane Dim: 24.251 in, Min Transversal Dim: 10.000 in At 9.299 ft, Angle: -27.30 DEGREES Min In -Plane Dim: 24.004 in, Min Transversal Dim: 8.000.in CONNECTION 3 On member 4, At 4.739 ft, Angle: HOR Min In -Plane Dim: 24.000 in, Min Transversal Dim: 8.000 in CONNECTION 4 On member 5, At 19.017 ft, Angle: VER Min In -Plane Dim: 24.021 in, Min Transversal Dim: 8.000 in' CONNECTION 5 On member 6, At 8.643 ft, Angle: HOR Min In -Plane Dim: 23.460 in, Min Transversal. Dim: 8.000 in or- 0 0 . r!i r a w Qa X•11D 1 •'•0 X -0 ;Y• u1 f J !}1 -- m I✓ to 1 1 1 1 '' (.11-`C•1ft) 1 1 1 1 '• -- (1roti ro r!iC•i.Otn.T1i - 01(J•a.0tb.1 ca 00 a Q a 1 1 - *•-4.11(1C•71-. 1 x•Ti0 o .1.p- GI N •a ; m 01' .3.1(1+-' to f3 al (JLn(.4 -- ' at ; 1 1 1 1 T Ln --c.Jr!i�- tiCJC•i 1 •1 C.J •1.! fli.10 j am 1 1 1 1 1 f , CA rly r CJ ra r.p T J.01�• 9T Cn T.1.Dr!idJ or 00 aW ETa z MD Y•0 X - 0 1 In W --m om 1 1 1 1 Tto• - C•1ro1••• 1 1 1 f-• r (A f! i 1'0 9T.D1-' .19r! fit •I) d � 00 a a 1 3 - 1 1 1 1 - 1 . - - 1 C4 '- x • • w0 7 04(J 13 ; m 11) -.1kD ut 0 W W1'0 .13 'm ; 1 1 1 1 a' Cn L` C•; ro r! 1 1 1 C•1 C•J x• -17D 4opµdl-'•r!i Y•O x •ti : Y• tntn.ld -- 1 N n W .DT9Td(1 —m,_. kDLR.PJ -P-r' :te 00 a o•a -- m :✓ v ti elc) rrrrrr + + + + ++ �- mazzar- - mmrrmr x'1D NN N O X N N "T'1 1-4 '13 Xi 069, rr0 r rr3 r + + + £ECG r rri r - • - 0' - 3 • 0 m (1) D O z z m —1 H O z (0 • .. —6 1. 496 1.073 —ALI. 073 24. 883 Ft I G I ID F FRAh11E CCM N hIECT I QN s DES I C N By PJP Sheet F- /7 Date 09 -11 -1998 Cust FAMILY FUN CENTER Job # 18397 USE : 3/4 in. ASTM (A325 -N) High Strength Bolts KNEE CONNECTION (CONNECTIONS 1,3,AND 5) Plate size: 6 x .5 x 28 in. ( 50 ksi) Allow bolt tension w/ stiffener = 14.370 k /bolt Allow bolt tension w/o stiffener = 7.185 k /bolt Actual Dead + Live moment = 150.00 k -ft (Outside bolts in tension) Allow Dead + Live moment = /0"2,pg k -ft w/ ¢ rows of bolts w/ / stiff p rbbw of bolts outside flange Actual Dead + Live moment = 134.00 k -ft (Inside bolts in tension) Allow Dead + Live moment = k -ft w/ p rows of bolts w/ O stiff RAFTER SPLICE CONNECTION (CONNECTION 4) / Av.) of /X�T. f �4.4 Plate size: 6 x .5 x 28 in. ( 50 ksi) _ // Allow bolt tension w/ stiffener = 14.370 k /bolt Allow bolt tension w/o stiffener = 7.185 k /bolt Actual Dead + Wind moment = 37.00 k -ft (Upper bolts in tension) Allow Dead + Wind moment = 100.34 k -ft w/ a rows of bolts w/ 0 stiff Actual Dead + Live moment = 204.00 k -ft (Lower bolts in tension) Allow Dead + Live moment = 217.35 k -ft w/ 5 rows of bolts w/ 1 stiff 1 row of bolts below flange RAFTER RIDGE CONNECTION Plate size: 6 x .5 x 28 in. ( 50 ksi) Allow bolt tension w/ stiffener = 14.370 k /bolt Allow bolt tension w/o stiffener = 7.185 k /bolt Actual Dead + Live moment = 57.00 k -ft (Upper bolts in tension) Allow Dead + Live moment = 75.44 k -ft w/ 2 rows of bolts w/ 0 stiff Actual Dead + Wind moment = 8.00 k -ft (Lower bolts in tension) Allow Dead + Wind moment = 152.90 k -ft w/ 2 rows of bolts w/ 0 stiff 1 row of bolts below flange RIGID F RAMEr. .GONNEGT I I3N DESIGN Sheet F By PJP Date 09 -11 -1998 Cust FAMILY FUN CENTER COLUMN BASE PLATE Vertical load = 104.00 kips Column flg width = 10.00 in. * ** USE BASE PLATE 10 x .375 x 13 in. ( 50 Min Req'd Thk : 1 x SUR C 104 / ( 10 x 13 .Job # '18397 ,25 25 x 50 ).:7 CPC Steel Buildings MBP Computer System - Rigid Frame Design, Copyright by ISE, Inc., 1991 u MBP Data File Name: 18397LT.MBP Run Title: LEAN -TO FRAME:AT•LINES 1,2,AND 3 Customer: FAMILY FUN CENTER MBP File Creatn Date: 10/01/98 07:56:27 Analysis / Desg Date: 10/01/98 07:57:26 Prepared by : PJP Frame Type : LEAN -TO Bldg Width (ft) : 20.000 Eave Height (ft) : 11.250 Roof Pitch (in /ft): .500 Bay Spacing (ft) : 30.000 Live Load (psf) : 25.000 Dead Load (psf) : 12.000 Wind Speed (mph) : 80.000 EXPOSURE : C Num of Nodes: Num of Supports: Num of Members: Num of Member. Types: Num of Segs per Men: Num of Load Cases: Num of Load Combs: Node Coordinates Member Data Node X- Coordinate (ft) Y- Coordinate (ft) Support Locations Support At Node Direction Job 18397LT Seq 2/6369 Date 10/01/98 07 :58 F R A M E D E S C R I P T I O N 1 1 2 3 1.063 1.062 20.000 .0000 9.960 10.749 1 2 3 4 1 1 3 3 Horizontal Vertical Horizontal Vertical 1 2 1 2 Member Node at the Start Node at the End 2 3 Length of the Member (ft) 9.960 18.954 Member Kind BU/TD/EF/Op BU /TD /EF /Op Normal /Opp State Normal Normal End - Release Code 01 00 Yield Stress Fy (ksi) 50.000 50.000 Modulus of Elast, E (ksi) 29000.000 29000.000 Page F -18 `CBC Steel Buildings LOAD CASES 1 : SELF WEIGHT 2 : Dead Load 3 : Live Load 4 : Wind Load LOAD 1 -2 LOAD 1 : -2 . COMBINATIONS : DL + LL : DL + WL COMBINATION COMPOSITIONS (PERCENTS) Load Case 1 Load Case 2 Load Case 3 Load Case 4 A negative sign wind or seismic SELF WEIGHT loads UNIF L Magni (kip /ft): From (ft) To (ft) . Eccen (ft) . Angle (degr) . UNIF L Magni From To Eccen Angle CONC L Magni At Eccen Angle (kip /ft): (ft) (ft) . (ft) . (degr) (kips) (ft) (ft) (degr) UNIF L Magni (kip /ft): From (ft) To (ft) Eccen (ft) Angle (degr) . 100. 000 100. 000 Job 18397LT -.3597 -1.063 19. 955 .0000 VER Load Case 3 Member 2 -.7493 -1.063 19.955 . 0000 VER -7. 800 15. 451 . 0000 VER Load Case 4 Member 1 -. 4440 ▪ 0000 11.250 . 0000 POU 100.000 50.000 Seq 2/6369 L O A D I N G ' Member 2 ▪ 3885 -1.008 20.010 . 0000 POU 100.000 100.000 in front of the load combination number indicates loading (allowable stresses may be increased 1/3). are calculated by the program. Load Case 2 Member 2 • Date 10 /01/98 07:58 Page F -19 CBC Steel Buildings Job 18397LT Seq 2/6369 1 RESULTS' Support Reactions kips for horizontal and vertical supports . kip -ft for rotational supports DL + LL Sup: 1 2 3 4 AtNode: 1 1 3 3 Direc: Horizontal Vertical Horizontal Vertical Reac: - .001344 13.450 .001340 18.169 DL + WL Sup: 1 2 3 4 AtNode: 1 1 3 Direc:' Horizontal Vertical Horizontal Vertical Reac: -2.211 -1.768 -2.444 . -2.101 Highest Combined Stress Ratios Member 1 2 Comb Stress Ratio .2389 .9143 Final Lat Sup Sp Top (ft) 9.600 5.000 Final Lat Sup Sp Loot (ft) 9.600 5.000 Station (ft) .0000 11.847. Load Comb 1 1 Highest Shear Stress Ratios Member 1 2 Shear Stress Ratio .08031. .8698 Station (ft) .0000 18.636 Load Comb 2 1 Final Sections Member 1 Member 2 Member Type 1 2 Final Flange Width (in) 5 6 Final Flange Thick (in) 1/4 3/8 Final Web Thickness (in) 10 Ga 10 Ga Final Depth at Start (in) 8.500 12.000 Final Depth at End (in) 8.500 12.000 Length of the Member (ft) 9.960 18.954 Weight of the Member (lbs) 121.394 388.457 Weight of the Frame (lbs) : 509.852 Date 10/01/98 07:58 Rage F -20 C r LEAN -TO FRAME AT LINES 1,2.AND 3 * 1 7✓ /v io -tb/7 4/, 2 '4 4ti /v g v /4) / 2 ` 6 o 014)/¢°?‘ i • 0- 'pp) fibsie Atari x 50 ) 1 ' = .238 R I G I D F RAIv1E DNNECT I By PJP Date 09 -11 -1998 Cust FAMILY FUN CENTER USE : .3/4 in. ASTM (11325 -N) High Strength' Bolts COLUMN BASE PLATE Vertical load = 13.50 kips Column flg width = 5.00 in.' * ** USE: BASE PLATE 8 x .375 x 9.5 in. ( 50 ksi) Min. Req' d Thk : ` x SOR C 13.5 / ( 8 x 9.5 x as DEP I C3N Sheet F— 22 Job # 18397 L.OfVG I TUD I NI Pi ]B FLf=1C I 1410 Max tension seismic Seismic Load / X— braces Sheet G— B y F'JF' Date 09 -11 -1998 Cust FAMILY FUN CENTER Job # .18397 BLDG DATA Bldg width = 20.00 ft Bldg length = 60.00 ft Bay space = •3121.00 ft Eave height = /7 Zrjo ft Ave EW height = ,87� 'ft LOADS Wind Pressure = 24.09 psf ',o ff Wind Load = 24.09 ( 20.00 x 9.879 ) / 1000 = 1147 kips 4 , Seismic Zone = 3 Car- o,/o Importance Factor = 1.00 = / � �) W = ( 4 + 10 ) x ( 20 x 60 ) + ( 20 ) x ( 20 _x 9.87 ) = Zo 750 1 bs � = 5• �o r= / 3 3 .no -1,Z Ca l 3s = S9 020 M l Seismic Load = Zip �< >( x w / 1 700 [%.5 R ° Gam `' - fl 4 = [ 0./49/ X Cj l oZo] / /noo /7, B/7 k i P s SIDEWALL BRACING USE ( 2 ) X— braces : 3/4 in dia ROD BRACING 1/N0j ul)« (see sheet B -1) COS 0 = 25 / SOR ( 29'2 + / /,Zy "2 ) = 0. f/2 Wind Load / X— braces Max tension wind = COS 0 = ( /o. 39 / 2 ) / 0.7/2 = 5.7o 'kips Allow tension wind = ( 1.3333 x 8.4 ) > = 11.20 kips >OK< cos 0 ( /. 84, / 2 ) / 0. 7/2 = A2,,547 kip s Allow tension seismic = ( 1.7 x 8.4 ) > = 14.28 kips >OK.< er 1 • Building Specifications GENERAL DESIGN: • Structure shall be designed in compliance with these CBC specifications and standards utilizing the pertinent provisions and .. recommendations of the American Institute of Steel Construction (AISC), International Conference of Building Officials (UBC), American Iron and Steel Institute (AISI), the Metal Building Manufacturers Association (MBMA) and their publications • Standard design loads: Live load, Wind load and Seismic per the Uniform Building Code, or as determined by the local building official. Primary Framing: • Rigid frames: Shall be either tapered or constant depth "I" beam sections fabricated by automatic welding. Rigid frames shall be bolted together where required with A325 -14 bolts: • Post and Beam End Frames: Shall be fabricated of tither cold formed sections or built -up sections, fabricated by welding, as dictated by design loads. • Anchorage: Shall be anchored to concrete foundations at the base of frame columns with anchor bolts cast in place. Column base reactions are indicated in the structural calculations for use in preparing foundation design by others. Secondary Framing: • Purlins and girts shall be fabricated of cold formed steel 8 1/2" deep with a 2 3/4 ". wide stiffened flange. Minimum thickness is 16 U S gage. Spacing and gage of these members shall be as determined by design and shown on the plans. Purlins and girts shall be attached to theprimary framing members with 1/2" diameter A -307 bolts. Primary and Secondary Framing Paint: • All frames, purlins and girts shall receive one (1) shop coat of rust inhibitive primer after being thoroughly cleaned of all loose mill and scale rust. Primary and Secondary framing Material Specifications • Plates and bars used fabricating automatically continuous welded beams and columns. Materials conform to the requirements of ASTM A -529, A -572 and A -570 (Minimum Yield Point = 50.0 ksi). • Structural Pipes: Materials conform to the requirements of ASTM A - 53 • Cold Formed Steel: Steel used to form purlins and girts shall be hot rolled steel. Materials conform to the requirements of ASTM A446. Roof and Wall Covering: • Roof and wall covering shall be formed from galvanized steel of minimum 26 U S gage with not less than 1.25 ounce per square foot (G 90) of zinc coating. • Materials all conform to the chemistry requirements of ASTM A446. • Roof and wall panels shall be fastened to framing members with #12 hex -head cadmium plated self - tapping, self- drilling screws. • Factory coated baked enamel colored roof and wall sheets will be provided optionally with colors to be selected from available colors. • High ribs of the panel shall be spaced at 12" on center. These ribs shall be 1 1/4" in depth. Roof and wall panels shall be made to overlap one rib. The panels shall provide a net coverage of 3' -0 ". • Fiberglass Reinforced Translucent Panels: Where translucent roof or sidewall panel are indicated, they shall have a profile matching the adjacent steel panels. Nominal weight of panels shall be 8 ounces per square foot and a nominal thickness of .060 inches. Walk Doors: • Standard walk door shall be 3' -0" x 7' -0" x 1 3/4 inch thick single swing flush type steel construction. Doors shall galvaniied and bonderized for maximum rust protection. Ridge Ventilators: • Where specified, ventilators shall be either continuous or circular ridge mounted. Circular vents may be either stationary or rotary type. Gutter, Trim and Downspouts: • Gable, corner, door, window, eave and gutter shall be of 26 U S gage galvanized steel. All gutter splices shall be field riveted and caulked to provide leakproof joints. Ridge Cap: • The standard formed ridge cap shall be formed to match the roof slope and shall be of the same materials, color and configuration as the roof panels. Sealants: • Closure Strips: Closures shall be constructed of semi -rigid polyethylene foam, • Tape Sealant: Ribbon mastic 1" x 3/32" shall be provided for side and end laps of roof panels. • Gutter Sealant: Acrylic base polymer applied with open barrel caulking gun. Geo Engineers Family Fun Centers 29111 SW Town Center Loop West Wilsonville, Oregon 97070 Attention: John Huish and Scott Huish GeoEngineers. Inc. 8410 154th Avenue N.E. Redmond, \VA 98052 Telephone (425) 861.6000 Fax (425) 861 -6050 www.geoengineers.com Printed on recycled paper November 4, 1998 Geotechnical Engineering Services Addendum to Soils Report Family Fun Center Site Tukwila, Washington File No. 5925 -003 -03 617-(12,05 Consulting Engineers and Geoscientists • Offices in Washington. Oregon. and Alaska 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 EngineF;rs Northwest, we understand that the interior column loads are estimated to be 350 kips. We understann 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 DEC (191998 Family Fun Centers November 4, 1998 Page 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. G e o E n g i n e e r s File No. 5925.03.03.1130 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. G e o E n g i n e e r s File No. 5925 -03- 03.1130 Family Fun Centers 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 '/ -inch 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'/ 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 G e o E n g i n e e r s File No. 5925 -03 -03 -1130 Family Fun Centers November 4, 1998 Paae 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. G e o E n g i n e e r s File No. 5925.03 -03- 1130 '; Family Fun Centers November 4, 1998 Page 6 It should be noted that the two mitigation techniques described above will not prevent lateral spreading from occurring. These two measures are intended only to reduce the magnitude of 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 construction 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 was prepared. No warranty or other conditions, express or implied, should be understood. l o► G o o E n g i n e e r$ File No. 5925. 03.03.1130 File No. 5925-03-03-1130 it Family Fun Centers November 4, 1998 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 Yours very truly, * C" 714 4N r , ; v r3 k�. 1E: .,r MWS:MSR:ja p:\ 592503 \03 \finals\addendumreport.doc GeoEngineers • GeoEngineers, Inca Matthew W. Smith, P.E. Project Engineer ,P Mary Mary S. Rutherford, P.E. Principal Report t `Geotechnicai Engineering . • Family"Fun Center '.Tukwila, : Washington_ June;30, 1997 :. is t,�: Geo a Engineers Family Fun Centers c/o Mulvanny Partnership Architects P.S. 11820 Northup Way, No. E300 Bellevue, Washington 98005 Attention: Chandler Stever 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 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. DJM:vvl Document ID: P:\5925001.R File No. 5925- 001 -37 -1130 GeoEngineers, Inc. 8410 154th Avenue N.E. Redmond, \1'A 98052 Telephone (425) 861-6000 Fax (425) 861-6050 Nvww.geoengineers.com Printed on recycled paper Yours very truly, GeoEngineers, Inc. ' 34 1 4? )1,, Mary S. Rutherford, P.E. Associate June 30, 1997 Consulting Engineers and Geoscientists Offices in Washington. Oregon, and Alaska CONTENTS Page No. INTRODUCTION 1 SCOPE OF GEOTECHNICAL SERVICES 2 PREVIOUS STUDIES . 3 SITE CONDITIONS 4 SURFACE CONDITIONS 4 Parcel 1 4 Parcel 2 4 Parcel 3 4 SUBSURFACE SOIL CONDITIONS 5 General 5 Stockpile Fill 5 Site Grade Fill 6 Slag . 6 Alluvial Deposits . 6 GROUND WATER CONDITIONS 6 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 All 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 G e o E n g i n e e r s 1 File No. 5925. 001.37 - 11301063097 CONTENTS (continued) FOUNDATION SUPPORT General Shallow Foundations General Overexcavation 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 Page 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 LIMITATIONS 27 FIGURES Figure No. Vicinity Map 1 Site Plan 2 Settlement Plate Detail 3 G e o E n g i n e e r s 11 File No. 5925-001.37.1130 /063097 A -1 A -2 A -3 ... A -4 A -5 ....A -10 :. A -11 A -12 A-13 APPENDICES Appendix A - Field Explorations and Geotechnical Laboratory Testing Field Exploration Geotechnical Laboratory Testing APPENDIX A FIGURES Soil Classification System Key to Boring Log Symbols Logs of Borings Logs of Test Pits Moisture Content Data Consolidation Test Results Summary of Soil Field Screening Appendix B - Logs of Borings and Test Pits by Geotech Consultants, Inc., and Applied Geotechnology, Inc. G e o E n g i n e r s CONTENTS (continued) 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 in e e r s 1 File No. 5925 - 001 -37. 1130/063097 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 depth of about 44 feet below the existing ground surface using truck- mounted, hollow -stem auger drilling equipment. 4. Explore shallow subsurface soil and ground water 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. 5. 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. 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. G e o E n g in e e r s 2 File No. 5925-001 -37- 1130/063097 8. 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 E n g i n e e r s 3 File No. 5925- 001 -37- 1130/063097 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:1V 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 an 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 g i n c e r s 5 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 o E n g i n e e r s 6 File No. 5925. 001 -37- 1130/063097 G e o E n g i n e e r s 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 1~amily 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. 7 Fie 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. Trafficability 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 in e e r s 8 File No. 5925. 001 -37- 1130/063097 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 File 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. G e o E n g i n e e r s 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 n g i n e 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 1 1H: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. G e o E n g i n e e r s 12 File No. 5925-001 -37. 1130/063097 Increase in Site Grade (feet) Estimated Settlement (inches) Parcel 1 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 1 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 n g in 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 21 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 n g in 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 recompacted 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 n g i n e e r s 15 File No, 5925-001 -37- 1130/063097 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 n g i n c e r s 16 File No. 5925-001-37-1130/063097 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. G e o E n g i n e e r s 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 G e o E n g i n e e r s 18 File No. 5925- 001 -37- 1130/063097 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 cap. 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 s 19 File No. 5925. 001 -37- 1130/063097 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. G e o E n g i n e e r s 20 File No. 5925-001 -37- 1130/063097 3 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 n g in e e r s 21 File No. 5925.001 -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 n g i n c e r s 22 File No. 5925-001 -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. Go o E n g i n c e r s 23 File No. 5925-001 -37- 11301063097 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 in e e r s 24 File No. 5925-001 -37- 1130/063097 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 in 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 G e o E n g i n e e r s 26 File No. 5925- 001 -37- 1130/063097 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 co E n g i n e e r s 27 File No. 5925-001 -37- 11301063097 during the work differ from those anticipated, and (3) evaluate whether or not earthwork and foundation installation activities comply with the contract plans and specifications. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood. • EXPIRES '7. (p . 17 1 DJM:MSR:vvl Document ID: P:15925001.R G e oE n g i n e e r s • O ■ We trust this provides the information you require at this time. We appreciate the opportunity to be of service to you on this project. Please contact us should you have any questions concerning our findings or recommendations, or should you require additional information. Respectfully submitted, GeoEngineers, Inc. Douglas J. Morgan Project Engineer 1 4:C.teeci :0 ' ✓� Mary S. Rutherford, P.E. Associate 28 Filo No, 5925.001-37-1130/063097 f 1341}, S• s S t�4 <f t •i i JCI i 2000 4000 SCALE IN FEET Reproduced 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 resale, without permission. VICINITY MAP FIGURE 1 EXPLANATION: GB -1 '4. BORING COMPLETED BY GEOENGINEERS (CURRENT STUDY) GT -1 fiJ TEST PIT COMPLETED BY GEOENGINEERS (CURRENT STUDY) GCB -18 + BORING COMPLETED BY GEOTECH CONSULTANTS (STUDY DATED JANUARY 24, 1997) GCW -14 o MONITORING WELL COMPLETED BY GEOTECH CONSULTANTS (STUDY DATED JANUARY 24, 1997) GCT -1 TEST PIT COMPLETED BY GEOTECH CONSULTANTS (STUDY DATED JANUARY 24, 1997) BORING COMPLETED BY APPLIED GEOTECHNOLOGY (STUDY DATED APRIL 26, 1989) AT -4 * TEST PIT COMPLETED 13Y APPLIED GEOTECHNOLOGY (STUDY DATED APRIL 26, 1989) ! / AB -2 4- 100 200 SCALE IN FEET Reference: Drawing entitled "Concept Site Plan / provided by Mulvonny Partnership Architects, f; dated June 17, 1997. MONSTER ROAD GREEN R1v PARCEL TWO PARCEL THREE Approxi of Soi — — Note: The locations of all featu Geo ( In l0 0 0 C °ER _. 2 PARCEL TWO G PARCEL THREE - Note: The locations of all features shown ar.s approximate. I \ Approximate Boundary. (" of Soil Stockpile --J) \ \% 1 GT -L0 / -O- GT -7 / GT -6 G T \ C,W -14 G SITE PLAN FIGURE 2 Existing Ground Surface Measurement Rod, 1/2 -inch- diameter Pipe or Rebar i• Sand Pad, if Necessary (Not to Scale) Casing, 2- inch - diameter Pipe (set on plate, not fastened) Coupling Welded to Plate Settlement Plate, 16" x 16" x 1/4" 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. Geo � Engineers SETTLEMENT PLATE DETAIL FIGURE 3 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. G e o E n g i n e e r s APPENDIX A A -1 File No. 5925-001 -37- 1130/063097 The results of the moisture content and dry density determinations performed on sample from the borings are presented on the boring logs. The results of the moisture content determinations performed on samples from the test pits are presented in Figure A -11. The consolidation test results are presented in Figure A -12. GeoEngineers A -2 File No. 5925-001.37.1130 /063097 SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED SOILS More Than 50% Retained on No. 200 Sieve GRAVEL More Than 50% of Coarse Fraction Retained on No. 4 Sieve CLEAN GRAVEL GW WELL - GRADED GRAVEL, FINE TO COARSE GRAVEL GP POORLY- GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND More Than 50% of Coarse Fraction Passes No. 4 Sieve CLEAN SAND SW WELL SAND, FINE TO COARSE SAND SP POORLY- GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE GRAINED SOILS More Than 50% Passes No. 200 Sieve SILT AND CLAY Liquid Limit Less Than 50 INORGANIC ML SILT • CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY Liquid Limit 50 or More INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. Field classification is based on visual examination of soil Dry - Absence of moisture, dusty, dry to the touch in general accordance with ASTM D2488 -90. Moist - Damp, but no visible water 2. Soil classification using laboratory tests is based on ASTM D2487 -90. Wet - Visible free water or saturated, usually soil is obtained from below water table 3. Descriptions of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, and /or test data. .4i10) Geo ‘ .0 Engineers SOIL CLASSIFICATION SYSTEM FIGURE A -1 LABORATORY TESTS AL Atterberg Limits CP Compaction CS Consolidation DS Direct shear GS Grain size %F Percent fines HA Hydrometer Analysis SK Permeability SM Moisture Content MD Moisture and density SP Swelling pressure TX Triaxial compression UC Unconfined compression CA 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. SOIL GRAPH: SM Soil Group Symbol (See Note 2) Distinct Contact Between Soil Strata Gradual or Approximate Location of Change Between Soil Strata Q Water Level Bottom of Boring Location of relatively undisturbed sample Location of disturbed sample Location of sampling attempt with no recovery 10 0 Location of sample obtained in general accordance with Standard Penetration Test (ASTM D -1586) procedures 26 m Location of SPT sampling attempt with no recovery 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. Geo O Engineers KEY TO BORING LOG SYMBOLS FIGURE A -2 w w LL z 2 H a p 20— Moisture Content Lab Tests (%) 0 5— 10— 15— 25— 30— 35— 40— TEST DATA BORING GB -1 MD 9 129 MD 15 83 MD 44 78 MD 37 83 MD, 44 78 CS MD 19 105 D ensity Blow Group (pcf) Count Samples Symbol 50/4* ■ 34 ■ 3 ■ 2 2 2 1 38 F'ioI,I1 N••N M •••• • GM SM Note: See Figure A -2 for explanation of symbols Geo %0 Engineers 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 LOG OF BORING FIGURE A -3 40 45 — 50— 55— 65— 70 — 75— BO— TEST DATA Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol 28 1 72 ■ Note: See Figure A -2 for explanation of symbols Geo Engineers BORING GB -1 (Continued) DESCRIPTION 40 ^ 45 Boring completed at 49.0 feet on 06/16/97 Perched ground water encountered at 2.0 feet during drilling — 50 Ground water encountered at 23.0 feet during drilling —55 — 60 — 65 - 70 ▪ • — 75 — 80 LOG OF BORING FIGURE A -3 Geo Engineers LOG OF BORING FIGURE A-4 ILl uJ u- Z ILl 20— — Lab Tests 5— 10— 1 5 — 25— 30— 35— 40— TEST DATA BORING GB-2 Moisture Dry Content Density Blow (91) (pcf) Count Samples MD 18 79 MD 8 87 MD 20 108 3 2 3 3 3 8 9 0 18 29 Group Symbol : . • • Note: See Figure A-2 for explanation of symbols Becomes wet Becomes loose Becomes medium dense DESCRIPTION Surface Elevation (ft.): 21.0 SP-SM Brown fine sand with silt (very loose, moist) (fill) SP Black fine to medium sand with a trace of silt (very loose, moist) 0 5 10 15 20 25 • 30 35 40 -- 40 45- 50— 55— w w LL z 2 F- a L.1.1 60— 65— TEST DATA Moisture Dry Content Density Blow Group Lab Tests (51) (pcf) Count Samples Symbol 13 ❑ BORING GB -2 (Continued) DESCRIPTION 40 Boring completed at 44.0 feet on 06/16/97 Ground water encountered at 16.5 feet during drilling 45 50 55 60 65: 70— (— 70 75 — I 75 80— '— 80 Note: See Figure A -2 for explanation of symbols Geo Engineers LOG OF BORING FIGURE A -4 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT GT -1 Approximate ground surface elevation: 22.0 feet 0.0 - 7.0 ML Brown silt with a trace of fine sand (soft, moist) (fill?) 7.0 - 8.5 ML Brown silt with sand (soft, moist) (fill ?) 8.5 - 11.5 SM Brown silty fine sand (loose, moist) (fill ?) 11.5 - 12.5 SP 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 -2 Approximate ground surface elevation: 20.0 feet 0.0 - 1.0 Sod and topsoil 1.0 - 2.0 SM Brown silty fine sand (loose, moist) (fill) 2.0 - 12.5 ML Brown silt with a trace of fine sand (soft, moist) (fill ?) 12.5 - 13.0 SP -SM Brown fine sand with silt (medium dense, wet) Test pit completed at 13.0 feet on 06/17/97 Slow ground water 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 MT FIGURE A -5 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT GT -3 Approximate ground surface elevation: 20.0 feet 0.0 - 3.0 ML Brown silt with sand (soft, moist) (fill) 3.0 - 8.0 SP Brown fine sand 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 stiff, wet) 10.0 - 13.5 SM Gray silty fine to coarse sand (loose, wet) Test pit completed 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 TEST PIT GT-4 Approximate ground surface elevation: 35.0 feet 0.0 - 5.0 GM 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) 5.0 - 8.0 SM 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) 8.0 - 13.0 ML Gray silt with fine to medium sand, occasional fine to coarse gravel, fine organic matter and occasional 12 -inch to 24 -inch concrete debris (stiff, 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 2.0, 5.0 and 8.0 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 „ Eng LOG OF TEST PIT FIGURE A -6 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT GT -5 Approximate ground surface elevation: 45.0 feet 0.0 - 0.5 SM Gray silty fine to coarse sand with gravel (dense, moist) (fill) 0.5 - 1.0 PT Brown fibrous wood matter (soft, moist) (fill) 1.0 - 4.0 GM Gray silty fine to coarse gravel with fine to coarse sand with abundant fine organic matter (dense, moist) (fill) 4.0 - 8.0 SM Brown silty fine to medium sand with gravel, coarse sand and fine organic matter (dense, moist) (fill) 8.0 - 11.0 ML Gray fine sandy silt with fine organic matter (very stiff, moist) (fill) 11.0 - 12.5 SM Gray silty fine to medium sand with abundant fine organic matter (medium dense, moist) (fill) Test pit completed at 12.5 feet on 06/16/97 No ground water seepage observed No caving observed Disturbed soil samples obtained at 1.0, 2.0, 4.0, 8.0 and 12.0 feet TEST PIT GT-6 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) (fill) 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) (fill) Grades to gray at 10.5 feet Grades to 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. Geo \� Engineers LOG OF TEST PIT FIGURE A -7 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT GT -7 Approximate ground surface elevation: 27.0 feet 0.0 - 2.0 Tree limbs, bricks, wire, concrete blocks, debris and boulders (loose, moist) (fill) 2.0 - 3.0 SM Brown silty fine to medium sand with occasional gravel and abundant fine organic matter (medium dense, moist) (fill) 3.0 - 5.0 ML Gray silt with fine to medium sand, occasional gravel and organic matter (soft, moist) (fill) 5.0 - 8.5 SM Brown silty fine to coarse sand with gravel and concrete debris (medium dense, moist) (fill) 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, 5.0 and 8.5 feet TEST PIT GT-8 Approximate ground surface elevation: 26.0 feet 0.0 - 2.5 GW -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 (bard, 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 Engineers LOG OF TEST PIT FIGURE A -8 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT GT -9 Approximate ground surface elevation: 51.0 feet 0.0 - 0.5 GP Brown coarse gravel (dense, moist) (fill) 0.5 - 3.0 GM Brown silty fine to coarse gravel with fine to coarse sand and occasional roots (dense, moist) (fill) 3.0 - 12.0 SM Black silty fine to medium sand with gravel and abundant organic matter (medium dense, moist) (fill) Becomes wet at 7.0 feet Test pit completed at 12.0 feet on 06/17/97 Slow ground water seepage observed at 7.0 feet No caving observed Disturbed soil samples obtained at 2.0 and 7.0 feet TEST PIT GT -10 Approximate ground surface elevation: 24.0 feet 0.0 - 0.5 Wood debris (fill) 0.5 - 1.5 ML Gray silt with fine sand, occasional gravel and fine organic matter (stiff, moist) (fill) 1.5 - 5.0 SM Brown silty fine to coarse sand with gravel (medium dense, moist) (fill) 4- foot - diameter concrete debris and wire encountered at 2.0 to 7.0 feet 5.0 - 6.0 SW -SM Gray fine to coarse sand with silt and occasional gravel (medium dense, moist) (fdl) 6.0 - 9.0 ML Gray silt with fine sand (medium stiff, moist) (fill) 9.0 - 12.0 SM Gray silty fine to medium sand (medium dense, moist) Test pit completed at 12.0 feet 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, Geo i Eng LOG OF TEST PIT FIGURE A -9 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT GT -11 Approximate ground surface elevation: 48.0 feet 0.0 - 1.0 SP -SM Brown fine to medium sand with silt and organic matter (loose, moist) (fill) 1.0 - 4.0 SM Brown silty fine to medium sand with occasional organic matter (loose. moist) (fill) 4.0 - 6.0 SP Brown fine to medium sand with a trace of silt. occasional gravel and occasional organic matter (medium dense, moist) (fill) 6.0 - 13.0 SM Gray silty fine to medium sand with gravel and occasional organic matter (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.G feet 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) (fill) 1.5 - 3.0 SM Brown silty fine sand with fine organic matter (medium dense, moist) (fill) 3.0 - 6.0 SM Brown silty fine sand (medium dense, moist) (fill) 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 PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. • Geo O Engineers LOG OF TEST PIT FIGURE A -10 Test Pit Number Depth of Sample (feet) Soil Classification Moisture Content ( %) 2 3.0 ML 20 3 2.0 ML 22 4 2.0 GM 10 4 5.0 SM 20 5 . 2.0 GM 11 5 4.0 SM 15 5 8.0 ML 22 6 1.0 GM 11 7 8.0 SM 18 9 7.0 SM 17 10 3.0 SM 10 11 1.0 SM 21 12 4.0 SM 23 12 6.0 ML 44 MOISTURE CONTENT DATA Geoff En ineers MOISTURE CONTENT DATA FIGURE A -11 KEY BORING NUMBER SAMPLE DEPTH (FEET) SOIL CLASSIFICATION INITIAL MOISTURE CONTENT INITIAL DRY DENSITY (LBS /FT • GB -1 28 Gray silt (ML) (very soft, wet) 44 78 — 1 f t { 1 i i j { • i f _ { e { 1 = ( I _ { I I { • _ I 1 S i i • , 4 { ■ _ i _ { .i { • . ! i 11 I! i i; 1 i i. I i ji 1 ;� ; i 1 f .` I I I i = f 1 i 3; I = I i 1 H I i r_ _, = _ J z 0 0.00 0.01 0.02 0.03 0.04 0.05 c 0. 06 U O 0.07 0 N 0.08 0.09 0.10 0.11 0.12 0.13 0.14 0.1 0.2 0.5 1 2 5 PRESSURE (Ibs/ft 10 10 20 50 Geo \� En ' Engineers CONSOLIDATION TEST RESULTS FIGURE A -12 5925-001-37-1130 DJM:MSR:vvl 06/23/97 (CONSOL1.PRE) Exploration Number' Depth of Sample (feet) Field Screening Results Headspace 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 SUMMARY OF SOIL FIELD SCREENING Notes: 'Approximate exploration locations are shown on Figure 2. ppm = part per million Geo Engineers SUMMARY OF SOIL FIELD SCREENING FIGURE A -13 s 10 is 20 35 30 35 40 2 BORING 14 ND ND ND GEOTECH CONSULTANTS, INC. Description Gray to gray/brown SILT non - plastic & very fine - grained SAND in layers, moist, loose ND Dark gray/black, fine - gained 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. TEST BORING LOG NIELSON PROPERTY TUKWILA, WA Job No: 94158E Date: 994 rogg ed by :' Plate: 6 5 10 15 20 m 15 15 30 50 39 • • • • SP • • • • .• BORING B- 16/MW -16 Pasture, grass, and bare soil - 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. * 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. Description Comments No hydrocarbon odor detected. No hydrocarbon odor detected throughout boring. BORING LOG B- 16/MW -16 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON !Job No: f : Loud by: Plate: 96387E 1 DEC 1996 TAJ 4 1 y 1 15 20 1 ; E , • � t` V \Co • ` ti p A CC ` ,c• L NG ^Q �< �? /..3 • S` 1` y�y %.) MEM ammamIll 33 14 30 r 2 I 3 r 7i; • SMl •I• • i I • I BORING B- 17/MW -17 I . , • Description Pasture, grass, concrete rubble, and bare soil - Dark brown, silty SANT, fine- to medium- grained, with slag and gravel, moist, dense. (FILL) - Grayish brown, silty SAND, fine-grained, with gravel and organics, moist, very loose. (FILL) - Dark gray to black SAND, fine- to medium - grained, 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. J GEOTECH CONSULTANTS Comments No hvdracarlx-in odor Bete: ted. No hydrocarbon odor detected throughout boring. BORING LOG B- 17/MW -17 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON lob No: I Dater Lolled by: !Plate: 96387E DEC 1996 I TAJ 6 '-' �. > 50 >50 45 22 20 > so 35 >50 _ 1 2 ! ..... 3 r 5 j 6 j 71 8 : . ' H . ' ; ' i : ! i i Bare soil - No sample - rock in auger with grave moist, vet SAND, medium-grained, ense. (FILL) - With wood fragments, moist, dense. (FILL) - I less silty. (FILL) - Upper 4'; Dark brown, silty SAND, fine- to medium - grained, - Lower 8 "; Greenish gray, SILT, with organics, moist, very stiff. - Dark gray to black SAND, medium - to coarse-gained, w ith gravel, moist, very dense. - Dark gray SILT, with sand, moist, hard. - No sample recovered. ISMI r 1 I ; • , 1 i I i • 1I ' j ML ( ' FF7t III ML ii 10 20 30 40 BORING B -18 Description Comments * 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. No hydrocarbon odor detected throughout boring. BORING LOG 8-18 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON Job No: mire: Logged ay: Plate: 86387E DEC 1886 I TAJ [ 6 1 ( TEST PIT 1 Death (feet) 0.0 - 5.0 5.0 -15.0 15.0 -15.0 TEST PIT 2 Depth (feet) 0.0 - 5.0 - Brown, silty SAND, medium- to coarse - grained, with cobbles, rubber, sheet meal, and pipe fragments, most (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 3 Depth (feet) Observations Observations Observations GEOTECH CONSULTANTS TEST PIT LOGS - 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, bricks, ceramic tile, black plastic fragments at 9 feet, wire fragments at 13 feet, moisL (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) - Test Pit terminated at 15 feet on 11/12/96. Groundwater noted at 13 feet, caving at 14 feet. 0.0 - 8.0 - Brown, 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 N � : i I Logged 1 Plate; 7 1 TEST PIT 4 Depth (feet) 9.0-10.0 10.0-14.0 14.0 -15.0 TEST PIT 5 Depth (feet) .TEST PIT 6 Depth (feet) 0.0 -7.0 7.0 -13.0 13.0 -17.0 Observations Observations Observations TEST PIT LOGS - 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 - grained, 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. 0.0 - 3.0 - Grayish brown SAND, medium - grained with silt, moist. (FILL) 3.0- 6.0 - Gray, silty SAND, fine- to medium - grained, with gravel, moist. (FILL) 6.0- 7.0 - Brown layer of chipped bark, moist. (FILL) 7.0 -11.0 - 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 - grained, 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 - grained, with cobbles and gravel, some bricks, asphalt, moist (FILL) - Test Pit terminated at 17 feet on 11/12/96. No groundwater noted, no caving. TEST PIT LOGS NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON ' Job No: Date: Lolled br: Plate: 8687E I DEC 1996 I TAJ 8 i Laboratory Tests SA 5 DS o a) 0. • ^ • p �^ . Equipment Mobile B -61 Q. m MU 0 � a u) Elevation Not measured Date 3/31/R9 14 14.7 82 3 31.3 72 8 25.1 0 5— 107 5 38.1 76 15 — 95 20 • i 25 — • 30 • • 35 — 40 — Sod. BROWN SAND (SP) very loose to loose, moist; fine to medium grained. Becomes wet, fine grained, with trace silt. With some silt.. Becomes saturated. Becomes medium to coarse grained.'' Groundwater encountered at approx= imately 12 -foot depth during drilling. JOB NUMBER 15.339.002.01 Applied Geotechnok gy Inc. Il ii; Geotechnicel Engineering Geology & Hydrogeology DRAWN ECR Log of Boring B -2 Hillman Properties NW Tukwila Development APPROVE DATE REVISED DATE 12 A• 89 PLATE Laboratory Tests JOB NUMBER 15.339.002.01 o R a o T_ • c >. d U�nn 8 o 00 a . c 6 7 35.9 74 10 23.7 102 18 25.8 96 7 36.1 80 6 15 7 26.6 87 9 26.6 97 25 — 16 1 8 33 25.1 101 Applied Geotechnology Inc. Geotechnical Engineering Geology & Hydrogeology DRAWN ECR 0 ON 10 20— 30— 35 — 40 • rt: - • Log of Boring B -3 (0 -40') Hillman Properties NW Tukwila Development APPROVED 6 Equipment Mobile B -61 Elevation Not measured Date 3/31/8q 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, saturated; fine to medium grained, with occasional silt interlayering. Becomes dark gray. Becomes medium dense. DATE REVISED PATE 12 April 89 PLATE 5 _I, gr Appll.d Geolechnoioyy Inc. Geotechnical Engineering Geology & Hydrogeology 408 NUMBER DRAWN 15,339.002.01 ECR Laboratory Tests 23 17 1 40 38 50 60 O U a o - m_ c �. L m M U 0O 0 37 16.2 113 40 70— a Equipment Mobile 8-61 co U, Elevation Not measured Date 3 / 31 / 8 9 With some organics, trace fine gravel. LIGHT BROWN SANDY SILT (ML) hard, moist; very fine to fine grained, with trace to some clay (Weathered Si1tstone ?). Groundwater encountered at approxi- rnatel.y' -foot depth during drilling. Log of Boring B -3 (40 -74') Hillman Properties NW Tukwila Development . APPROVED DATE REVISED DATE 12 April 89 /LATE Laboratory Tests 0 14 9.9 118 5 22.3 98 7 30.8 90 0 .7 0 0 7 65.3 60 36 Zi m m o U) 0 10 15— 20— 25— 30— ela 35 — * % Lower explosive limit, measured: using MSA 361 Explosimeter. 40 — • • r�L Equipment Mobile B -G1 Elevation Not measur Date 3/31/89 MOTTLED GRAY AND BROWN SILTY SAND (St1) loose to medium dense, moist; fine to medium grained, with some gravel and trace burned wood chips (Fill). GRAY AND BROWN MOTTLED SANDY SILT OBI medium stiff, wet; with trace organics (Fill). With some organics. GRAY SILT (ML) 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. Appil.d Goot.chnoiogy Inc. Geotechnical Engineering Geology & Hydrogeology JOB NUMBER DRAWN 15,339.002.01 ECR Log of Boring B -4 Hillman Properties NW Tukwila Development APPROVED DATE 12 A• 89 REVISED DATE PLATE 7 li iiii Geotechnical Engineering JOB NUMBER VmVIN 15.339.002.01 ECR APPROVED - `- Laboratory Tests e 0 5 ^~ cu Equipment Mobile B-61 o v cu Elevation Not measured Date 3/30/89 7 3 7 3 51.2 72 0 ~ ---- - ~-- --\ Sod. BROWN SANDY SILT (ML) medium stiff, wet; with some silty sand layers (Fill?). Becomes soft, wet to saturated, some organics. GRAY-BROWN SILT (ML) very soft, \ saturated. � GRAY SAND (SP) loose, fine to medium grained. GRAY AND BROWN SILT (ML) soft, saturated. DARK GRAY SAND (Sp) medium dense, saturated; fine to medium grained. With trace fine gravel. Becomes fine grained. Log of Boring U� � (0-401 �� " ~°��"�� °~~� Properties W Tukwila Development DATE REVISED DATE 12 Apd| 89 PLATE Becomes medium dense to dense, medium to coarse grained, with some gravel. Becomes fine to coarse grained, with some gravel. .With occasional, shell fragments. Becomes fine grained. Groundwater encountered atapproxi- mately' j -'foot depth during drilling. *Blow counts may not be representative due to sand heave in auger. JOB NUMBER 15,339.002.01 Applied Geotechnology Inc. Geotechnical Engineering Geology & Hydrogeology DRAWN EC R Log of Boring B -5 (40-74') Hillman Properties NW Tukwila Development APPROVED, .G DATE REVISED DATE 12 April 89 PLATE 9 TEST PIT 4 Depth (Feet) Classification Description 0 to 5 ML 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). 5 to 9 SM /SP Gray Silty Sand (SM); interlayered with Dark Brown Sand (SP); loose, wet; fine to medium - grained. • 9 to 11 TEST PIT 5 0 to 5 SM /ML Brown and Gray Sandy Silt and Silty Sand (SM /ML); soft, loose, wet; fine - grained, with trace gravel, concrete and slag to 6 -inch diameter (Fill). 5 to 9 SM Brown Silty Sand (SM); loose, saturated, fine to coarse - grained, with some gravel (Fill). 9 to 11 LOG OF TEST PITS (Continued) SP 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. SM 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. JOB NUMBER 15,339.002 iii;) Applied Geotechnology Inc. Geological Engineering Geology & Hydrogeology DRAWN Test Pits 4 -5 Hillman Properties NW Tukwila Development APPROVED Se DATE 4/25/89 REVISED DATE PLATE 4.5 to 9 SM 9 to 14 SP TEST PIT 7 0 to 4.5 SM 4.5 to 8 SP TEST PIT 8 0 to 4.5 ML 4.5 to 7 SM 7 to 9 SP JOB NUMBER 15,339.002 TEST PIT 6 LOG OF TEST PITS (Continued) Depth (Feet) Classification Description 0 to 4.5 SM Brown Silty Sand (SM); loose, moist to wet; fine to medium- grained, with some gravel, railroad ties, slag, and concrete (Fill). Iii;) Applied Geotechnology Inc. Geological Engineering Geology & Hydrogeology DRAWN 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. 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 511 DATE REVISED DATE 4/25/89 PLATE 12 (.(insulting Engineers and Gcuscientist.. Report Geotechnical Engineering Services Family Fun Center Tukwila, Washington. • Geotechnical Engineering Services Family Fun Center. Tukwila, Washington' { Family Fun Centers OeoE'n'gineers -- • �,� Geo Engineers Family Fun Centers c/o Mulvanny Partnership Architects P.S. 11820 Northup Way, No. E300 Bellevue, Washington 98005 Attention: Chandler Stever June 30, 1997 Consulting Engineers and Geoscientists Offices in Washington, Oregon, and Alaska 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 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. DJM:vvl Document ID: P: \5925001.R File No. 5925- 001 -37 -1130 Ceolingineers, Inc. 8410 154th Avenue N.E. Redmond, WA 98052 Telephone (425) 861 -6000 Fax (425) 861.61050 www.geoengineers.com Yours very truly, GeoEngineers, Inc. Mary S. Rutherford, P.E. Associate CONTENTS Page No. INTRODUCTION 1 SCOPE OF.GEOTECHNICAL SERVICES 2 PREVIOUS STUDIES 3 SITE CONDITIONS 4 SURFACE CONDITIONS 4 Parcel 1 4 Parcel 2 4 Parcel 3 4 SUBSURFACE SOIL CONDITIONS 5 General 5 Stockpile Fill 5 Site Grade Fill 6 Slag 6 Alluvial Deposits 6 GROUND WATER CONDITIONS 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 G e o E n g i n e e r s f 6 File No. 5925. 001 - 37.1130/063097 CONTENTS (continued) FOUNDATION SUPPORT General Shallow Foundations General Overexcavation 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 Page 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 LIMITATIONS 27 FIGURES Figure No, Vicinity Map 1 Site Plan 2 Settlement Plate Detail 3 G e o E n g i n e e r s it File No. 5925. 001.37- 1130/063097 A 1 A -2. A -3 ... A =4 .. A -5 ... A -10 A -11 A -12 A -13 APPENDICES Appendix A - Field Explorations and Geotechnical Laboratory Testing A -1 Field Exploration A -1 Geotechnical Laboratory Testing A -1 APPENDIX A FIGURES Soil Classification System Key to Boring Log Symbols Logs of Borings Logs of Test Pits Moisture Conterrt Data Consolidation Test Results Summary of Soil Field Screening CONTENTS (continued) Appendix B - Logs of Borings and Test Pits by Geotech Consultants, Inc., and Applied Geotechnology, Inc. G e o E n g i n e e r s iii Page No. 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 Engineers REPORT GEOTECHNICAL ENGINEERING SERVICES FAMILY FUN CENTER TUKWILA, WASHINGTON FOR FAMILY FUN CENTERS 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 depth of about 44 feet below the existing ground surface using truck- mounted, hollow -stem auger drilling equipment. 4. Explore shallow subsurface soil and ground water 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. 5. 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 n g i n e e r s 2 File No. 5925.001- 37.1130/063097 8. 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 E n g i n e e r s 3 File No. 5925-001.37. 1130/063097 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 211:1V. 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 En g in 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 an 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 c o E n g i n e e r s 5 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 o E n g in 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 Pamily 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. G e o E n g in e e r s 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. Trafficability 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 - 37.1130/063097 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 13 n g i n e e r s 9 File 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. G e o E n g i n e e r s 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 G n g i n e c 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 1' H: IV 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. G e o Engineer s 12 File No. 5925.001 -37. 1130/063097 Increase in Site Grade (feet) Estimated Settlement (inches) Parcel 1 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 1 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 (pst) 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 n 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 21/2 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 C e o E n 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 recompacted 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 13 n g i n e e r s 15 File No. 5925-001 -37. 1130/063097 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 n g i n e e r s 16 File No. 5925. 001 -37. 1130/063097 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. G e o E n g in e e r s 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 (pct) 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 G e o E n g i n e e r s 18 File No. 5925. 001 -37- 1130/063097 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 cap. 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 Toads are applied. Postconstruction differential settlement between adjacent pile - supported colutnns is expected to be less than 1/2 inch. G e o G n g i n e e r s 19 File No. 5925-001-37-1130/063097 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. G e o E n g i n c c r s 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 n g i n e c r s 21 File No. 5925-001 -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 n g i n e e r s 22 File No. 5925 - 001.37.1 130/063097 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 n g in e e r s 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 En g i n e e r s 24 File No. 5925- 001 -37- 1130/063097 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 13 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 G e o E n g in e e r s 26 File No. 5925 - 001 -37. 1130/063097 accumulation of methane gas should be evaluated further during the Phase 1I 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 during the work differ from those anticipated, and (3) evaluate whether or not earthwork and foundation installation activities comply with the contract plans and specifications. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood. We trust this provides the information you require at this time. We appreciate the opportunity to be of service to you on this project. Please contact us should you have any questions concerning our findings or recommendations, or should you require additional information. EXPIRES '7..2 ' DJM:MSR:vvl Document ID: P:15925001.R • 0 ► Respectfully submitted, GeoEngineers, Inc. T Douglas J. Morgan Project Engineer 1 - J Mary S. Rutherford, P.E. Associate b () G e o E n g i n e e r s 28 File No, 5925 - 001.37.1130/063097 � �v1 - . `, � • -, e4, I ,H,s\ S& S '°l / LU STON P F � � LI , E � 4 MN � � __ \\ ` �� T S � 132,.., St S 173RD N _ ► RI ot mai 2ND s 1131 F /, � 4', R � , 1 r I N G S T qk ST I aua1 •► • \' V ti v � ,4). " ( 4 4 / j sr, 210 St • 4 s s ,\ F,Q GOLF �- -- 138tH Y ST , ,;,.. G �, , 9 COME , s R, T U ' ) , i 9 00 i 2\o P RD 1111 r -� �}f f C iN 5�5 \\ sv \\ �, � � � s to St 0,, 3Ra ST' . '� N . �^ � 14 . r, !VAUNT Si: . . \ \\ r e .. II LIB . '�;;i +; r:R'� \' ' J 1121 S 4j1.' ? ii • as .,.• \\ 44 ST 52ND .... N VIII S ST X 0 . 6 , a ' C • • ' .. P 144TH ; P AiOC . NTON S 14911 0 S : ; Vi a' . .. 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It is unlawful to copy or reproduce all or any port thereof, whether for personal use or resale, without permission. Geo%0Eng ineers VICINITY MAP FIGURE 1 EXPLANATION: GB -1 4 BORING COMPLETED BY GEOENGINEERS (CURRENT STUDY) GT -1 elJ TEST PIT COMPLETED BY GEOENGINEERS (CURRENT STUDY) GCB -18 + BORING COMPLETED BY GEOTECH CONSULTANTS (STUDY DATED JANUARY 24, 1997) GCW -14 O MONITORING WELL COMPLETED BY GEOTECH CONSULTANTS (STUDY DATED JANUARY 24, 1997) GCT -1 - 41 - TEST PIT COMPLETED BY GEOTECH CONSULTANTS (STUDY DATED JANUARY 24, 1997) AB -2 4- BORING COMPLETED BY APPLIED GEOTECHNOLOGY (STUDY DATED APRIL 26, 1989) AT -4 -ii- TEST PIT COMPLETED BY APPLIED GEOTECHNOLOGY (STUDY DATED APRIL 26, 1989) 100 200 SCALE IN FEET Reference: Drawing entitled "Concept Site Plan" / provided by Mulvanny Partnership Architects, dated June 17, 1997. j MONSTER ROAD GREEN R1vER PARCEL THREE Approx of S rn N LO O z GREEN V°° PARCEL TWO PARCEL THREE C,W -14 O Note: The locations of all features shown arcs approximate. SITE PLAN FIGURE 2 Existing Ground Surface OW ' \ ' \.\ ; \ . Measurement Rod, 1/2 -inch- diameter Pipe or Rebar , f / /ff/ \,\.,•,,,,,. „ (Not to Scale) Sand Pad, if Necessary Casing, 2- inch - diameter Pipe (set on plate, not fastened) Coupling Welded to Plate ,!. \\, ...I!, t•& i, .J. Settlement Plate, 16” x 16" x 1/4" • 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 the 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. Geo 1O Engineers SETTLEMENT PLATE DETAIL FIGURE 3 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. G e o Engineer s APPENDIX A A - 1 File No. 5925. 001 -37- 1130/063097 The results of the moisture content and dry density determinations performed on sample from the borings are presented on the boring logs. The results of the moisture content determinations performed on samples from the test pits are presented in Figure A -11. The consolidation test results are presented in Figure A -12. G e o E n g i n e e r s A -2 File No, 5925. 001 -37- 1130/063097 SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED SOILS More Than 50% Retained on No. 200 Sieve GRAVEL More Than 50% of Coarse Fraction Retained on No. 4 Sieve CLEAN GRAVEL GW WELL - GRADED GRAVEL, FINE TO COARSE GRAVEL GP • POORLY- GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND More Than 50% of Coarse Fraction Passes No. 4 Sieve CLEAN SAND SW WELL - GRADED SAND, FINE TO COARSE SAND SP POORLY- GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE GRAINED SOILS More Than 50% Passes No. 200 Sieve SILT AND CLAY Liquid Limit Less Than 50 INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY Liquid Limit 50 or More INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT • NOTES: SOIL MOISTURE MODIFIERS: 1. Field classification is based on visual examination of soil Dry - Absence of moisture, dusty, dry to the touch in general accordance with ASTM D2488 -90. Moist - Damp, but no visible water 2. Soil classification using laboratory tests is based on ASTM D2487 -90. Wet - Visible free water or saturated, usually soil is obtained from below water table 3. Descriptions of soil density or consistency are based on interpretation of blow count data, visual appearance of • a. soils, and /or test data. -.� Geo k O Engineers 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. SOIL GRAPH: SM Soil Group Symbol (See Note 2) Distinct Contact Between Soil Strata Gradual or Approximate Location of Change Between Soil Strata Q Water Level Bottom of Boring Location of relatively undisturbed sample Location of disturbed sample Location of sampling attempt with no recovery Location of sample obtained in general accordance with Standard Penetration Test (ASTM D -1586) procedures Location of SPT sampling attempt with no recovery 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. Geo eEngineers KEY TO BORING LOG SYMBOLS FIGURE A -2 1 0— 15— w w p 20— 25— 30— 35— 40— TEST DATA BORING GB -1 Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol MD 9 129 MD 15 83 MD 44 78 MD 37 83 MD, 44 78 CS MD 19 105 50/4" ■ 34 ■ 3 ■ 2 2 1 9 38 e0 L GM J XX ° GM ) CJC SM SP -SM r Note: See Figure A -2 for explanation of symbols 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) Brown fine to mediutn 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 —5 —10 -15 — 20 —25 —30 —35. — 40 Geo JO Engineers LOG OF BORING FIGURE A -3 • • ••• ••."•• •• • • Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol 40 — 45 7-- 50— w u . z a. uJ 60— 65 — 70 — 75 — 80 — TEST DATA 28 72 I Note: See Figure A-2 for explanation of symbols BORING GB-1 (Continued) DESCRIPTION 40 — 45 Boring completed at 49.0 feet on 06/16/97 Perched ground water encountered at 2.0 feet during drilling — 50 Ground water encountered at 23.0 feet during drilling 55— —55 — 60 — 65 — 70 —75 —80 K eigib Geo WO Engineers LOG OF BORING FIGURE A-3 Geo wo Engineers LOG OF BORING FIGURE A -4 5— 10— 15— w w LL a. z_. w p 20 ^ Moisture Dry Content Density Blow Group 0-- Lab Tests ( %) (pct) Count Samples Symbol 25— 30— 35— 40 — TEST DATA MD 18 79 MD 8 87 MD 20 108 3 ■ 2 ■ 3 ■ 3 8 9 18 ■ 29 ■ SP Note: See Figure A -2 for explanation of symbols BORING GB -2 DESCRIPTION Surface Elevation (ft.): 21.0 SP -SM Brown fine sand with silt (very loose, moist) (fill) Black fine to medium sand with a trace of silt (very loose, moist) Becomes wet Becomes loose Becomes medium dense 5 10 - 15 20 25 30 35 40 40— 45 — 50— 55— F- w w LL LU p 60— 80 — TEST DATA Moisture Dry Content Density Blow Group Lab Tests (%) (pcf) Count Samples Symbol 13 Note: See Figure A -2 for explanation of symbols BORING GB -2 (Continued) DESCRIPTION Boring completed at 44.0 feet on 06/16/97 Ground water encountered at 16.5 feet during drilling — 40 —45 — 50 -55 — 60 65— —65 70— —70 75— -75 — 80 Geo titO Engineers LOG OF BORING FIGURE A -4 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL 0.0 - 1.0 1.0 - 2.0 2.0 - 12,5 12.5 - 13.0 SM ML SP -SM LOG OF TEST PIT DESCRIPTION TEST PIT GT -1 Approximate ground surface elevation: 22.0 feet 0.0 - 7.0 ML Brown silt with a trace of fine sand (soft, moist) (fill ?) 7.0 - 8.5 ML Brown silt with sand (soft, moist) (fill ?) 8.5 - 11.5 SM Brown silty fine sand (loose, moist) (fill ?) 11.5 - 12.5 SP 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 -2 Approximate ground surface elevation: 20.0 feet Sod and topsoil Brown silty fine sand (loose, moist) (fill) Brown 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 water 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 ito , Engineers i LOG OF TEST PIT FIGURE A -5 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT TEST PIT GT-4 DESCRIPTION TEST PIT GT -3 Approximate ground surface elevation: 20.0 feet 0.0 - 3.0 ML Brown silt with sand (soft, moist) (fill) 3.0 - 8.0 SP Brown fine sand 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 stiff, wet) 10.0 - 13.5 SM Gray silty fine to coarse sand (loose, wet) Test pit completed 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 feet 0.0 - 5.0 GM 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) 5.0 - 8.0 SM 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) 8.0 - 13.0 ML Gray silt with fine to medium sand, occasional fine to coarse gravel, fine organic matter and occasional 12 -inch to 24 -inch concrete debris (stiff, 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 2.0, 5.0 and 8.0 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 O 11'. Engineers LOG OF TEST PIT FIGURE A -6 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL TEST PIT GT -5 Approximate ground surface elevation: 45.0 feet 0.0 - 0.5 SM Gray silty fine to coarse sand with gravel (dense, moist) (fill) 0.5 - 1.0 PT Brown fibrous wood matter (soft, moist) (fill) 1.0 - 4.0 GM Gray silty fine to coarse gravel with fine to coarse sand with abundant fine organic matter (dense, moist) (fill) 4.0 - 8.0 SM Brown silty fine to medium sand with gravel, coarse sand and fine organic matter (dense, moist) (fill) 8.0 - 11.0 ML Gray fine sandy silt with fine organic matter (very stiff, moist) (fill) 11.0 - 12.5 SM Gray silty fine to medium sand with abundant fine organic matter (medium dense, moist) (fill) TEST PIT GT-6 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) (fill) 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) (fd1) 9.0 - 12.5 SM LOG OF TEST PIT DESCRIPTION Test pit completed at 12.5 feet on 06/16/97 No ground water seepage observed No caving observed Disturbed soil samples obtained at 1.0, 2.0, 4.0, 8.0 and 12.0 feet Brown silty fine to coarse sand with occasional gravel, cobbles and organic matter (dense, moist) (fill) Grades to gray at 10.5 feet Grades to 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. Geo Eng LOG OF TEST PIT FIGURE A -7 1A DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT GT -7 Approximate ground surface elevation: 27.0 feet 0.0 - 2.0 Tree limbs, bricks, wire, concrete blocks, debris and boulders (loose, moist) (fill) 2.0 - 3.0 SM Brown silty fine to medium sand with occasional gravel and abundant fine organic matter (medium dense, moist) (fill) 3.0 - 5.0 ML Gray silt with fine to medium sand, occasional gravel and organic matter (soft, moist) (fdl) 5.0 - 8.5 SM Brown silty fine to coarse sand with gravel and concrete debris (medium dense, moist) (fill) 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, 5.0 and 8.5 feet TEST PIT GT -8 Approximate ground surface elevation: 26.0 feet 0.0 - 2.5 GW -GM Brown fine to coarse gravel with silt and sand (dense, moist) (fill) 2.5 - 3.0 PT Fibrous wood debris (soft, moist) (fdl) 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 \ Engineers LOG OF TEST PIT FIGURE A -8 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT GT -9 Approximate ground surface elevation: 51.0 feet 0.0 - 0.5 GP Brown coarse gravel (dense, moist) (fill) 0.5 - 3.0 GM Brown silty fine to coarse gravel with fine to coarse sand and occasional roots (dense, moist) (fill) 3.0 - 12.0 SM Black silty fine to medium sand with gravel and abundant organic matter (medium dense, moist) (fill) Becomes wet at 7.0 feet Test pit completed at 12.0 feet on 06/17/97 Slow ground water seepage observed at 7.0 feet No caving observed Disturbed soil samples obtained at 2.0 and 7.0 feet TEST PIT GT -10 Approximate ground surface elevation: 24.0 feet 0.0 - 0.5 Wood debris (fill) 0.5 - 1.5 ML Gray silt with fine sand, occasional gravel and fine organic matter (stiff, moist) (fill) 1.5 - 5.0 SM Brown silty fine to coarse sand with gravel (medium dense, moist) (fill) 4- foot - diameter concrete debris and wire encountered at 2.0 to 7.0 feet 5.0 - 6.0 SW -SM Gray fine to coarse sand with silt and occasional gravel (medium dense, moist) (fill) 6.0 - 9.0 ML Gray silt with fine sand (medium stiff, moist) (fill) 9.0 - 12.0 SM Gray silty fine to medium sand (medium dense, moist) Test pit completed at 12.0 feet 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. Geo % Eng LOG OF TEST PIT FIGURE A -9 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT GT -11 Approximate ground surface elevation: 48.0 feet 0.0 - 1.0 SP -SM Brown fine to medium sand with silt and organic matter (loose, moist) (fill) 1.0 - 4.0 SM Brown silty fine to medium sand with occasional organic matter (loose, moist) (fill) 4.0 - 6.0 SP Brown fine to medium sand with a trace of silt, occasional gravel and occasional organic matter (medium dense, moist) (fill) 6.0 - 13.0 SM Gray silty fine to medium sand with gravel and occasional organic matter (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 TEST NT 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) (fill) 1.5 - 3.0 SM Brown silty fine sand with fine organic matter (medium dense, moist) (fill) 3.0 - 6.0 SM Brown silty fine sand (medium dense, moist) (fill) Becomes wet at 5.5 feet 6.0 - 12.0 ML Gray sit (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 NT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. Geo i Engineers LOG OF TEST PIT FIGURE A -10 Test Pit Number Depth of Sample (feet) Soil Classification Moisture Content (%) 2 3.0 ML 20 3 2.0 ML 22 4 2.0 GM 10 4 5.0 SM 20 5 2.0 GM 11 5 4.0 SM 15 5 8.0 ML 22 6 1.0 GM 11 7 8.0 SM 18. 9 7.0 SM 17 10 3.0 SM 10 11 1.0 SM 21 12 4.0 SM 23 12 6.0 ML 44' MOISTURE CONTENT DATA Geo Engineers i MOISTURE CONTENT DATA FIGURE A -11 KEY BORING NUMBER SAMPLE DEPTH (FEET) SOIL CLASSIFICATION INITIAL MOISTURE CONTENT INITIAL DRY DENSITY (LBS /FT • GB -1 28 Gray silt (ML) (very soft, wet) 44 78 0.0' 0.0 0.04 0.05 0.06 0.07 0.08 0.09 0.10 0.11 0.12 0.13 0.14 0.1 0.2 0.5 1 2 5 PRESSURE (Ibslft 10 10 20 50 ,p• Geo Engineers CONSOLIDATION TEST RESULTS FIGURE A -12 5925-001-37-1130 DJM:MSR:w1 06/23/97 (CONSOL1.PRE) CONSOLIDATION (inches/inch) _ _ . . . _ 1 . _ ■ I 4-t — — ---t--T- -- - - 1 -- — — - - 1 ,,, r 0.0' 0.0 0.04 0.05 0.06 0.07 0.08 0.09 0.10 0.11 0.12 0.13 0.14 0.1 0.2 0.5 1 2 5 PRESSURE (Ibslft 10 10 20 50 ,p• Geo Engineers CONSOLIDATION TEST RESULTS FIGURE A -12 5925-001-37-1130 DJM:MSR:w1 06/23/97 (CONSOL1.PRE) CONSOLIDATION (inches/inch) Exploration Number' Depth of Sample (feet) Field Screening Results Headspace 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 SUMMARY OF SOIL FIELD SCREENING Notes: 'Approximate exploration locations are shown on Figure 2. ppm = part per million Geo �j Engineers SUMMARY OF SOIL FIELD SCREENING FIGURE A -13 s 10 15 20 33 30 35 40 2 1 1 uses .1.1.,. I SP BORING 14 ND ND ND CONSULTANT INC. • Job No: 94158E Description Gray to gray/brown SILT non - plastic & very fine-grained SAND in layers, moist, loose 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. TEST BORING LOG NIELSON PROPERTY TUKWILA, WA Date: JUNE 1994 Logged by: FC Plate: 6 1 0 15 20 - s. E' r e OOMI 33 14 30 P • • • • • • • GEOTECH CONSULTANTS BORING B- 17/MW -17 Pasture, grass, concrete rubble, and bare soil - Dark brown, silty SAND, fine- to medium- grained, Ns'ith slag and gravel, moist, dense. (FILL) - Grayish brown silty SAND, fine - grained, with gravel and organics, moist, very loose. (FILL) - Dark gray to black SAND, fine - to medium- grained, with silt, wet, medium dense. Description Comments - 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. No hydrocarbon odor detc: lod. No hydrocarbon odor detected throughout boring. BORING LOG B- 17/MW -17 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON I Job No: Late: Logged bp 'Male: 96387E ' I DEC 1996 I TAJ 6 TEST PIT 1 Depth (feet) 5.0-15.0 15.0-18.0 TEST PIT 2 . Depth (feet) TEST PIT 3 Depth (feet) Observations TEST PIT LOGS - 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, bricks, ceramic tile, black plastic fragments at 9 feet, wire fragments at 13 feet, moist. (TILL) - 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) Observations 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 Observations 0.0- 8.0 - Brown, 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 1 Job No: Dale: Logged by: 9687E �I DEC 1996 I TAJ 11421e: 7 TEST PIT 1 Depth (feet) 5.0-15.0 15.0 -18.0 TEST PIT 2 . Depth (feet) .TEST PIT 3 Depth (feet) Observations - 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, bricks, 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) Observations 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. Observations 0.0 - 8.0 - Brown, 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. GEOTECH CONSULTANTS TEST PIT LOGS TEST PIT LOGS NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON IJob No: ,t Dale: r Logged by: 'Plate: 96987E ! DEC 1996 1 TAJ 7 i • Laboratory Tests _ o R �� • Q, o 00 m MU 1 a 3 >. Z' a) 00 0 0 SA 5 4 14.7 82 3 31.3 72 9 DS 5 38.1 76 8 25.1 95 5- 10 - 15 - 207 25- 30 - 40 - • Equipment . M o b i l e B -61 E Elevation Not measured Date 3/31/89 Sod . BROWN SAND (SP) very loose to loose, moist; firie to medium grained. Becomes wet, fine grained, with trace. silt. With some silt. Becomes saturated. Becomes medium to coarse grained.. Groundwater encountered at approx= imately 12- foot,depth dui - ing drilling. Applied Geotechnology Inc. Il ii - N; Geotechnicel Engineering Geology & Hydrogeology JOB NUMBER DRAWN 15,339.002.01 ECR Log of Boring B -2 Hillman Properties NW Tukwila Development APPROVE GATE REVISED DATE 12 April 89 PATE 4 • Laboratory Tests O o o o a z...- g — C ? v CD Equipment Mobile B -61 �'c c a E m MO 0 0 c o Elevation Not measured Date 3/31/89 50 60 With some organics, trace fine gravel. LIGHT BROWN SANDY SILT (ML) hard, moist; very fine to fine grained, . with trace to some clay (Weathered Si1tstone ?). Groundwater encountered at approxi- mately 18 -foot depth during drilling. 408 NUMBER 15,339.002.01 il; Applled Geotechnology Inc. Geotechnical Engineering Geology & Hydrogeology DRAWN EC R Log of Boring B -3 (40 -74') Hillman Properties NW Tukwila Development . APPROVED DATE REVISED DATE 12 April 89 PLATE 6 t Laboratory Tests o a) . " N C o 00 M U 7 7 0 0. y 3 51.2 72 18 31.6 95 50/6' 21 C. U 0 0 Becomes soft, wet to saturated, some organics GRAY -BROWN SILT (ML) very soft, 10 saturated. 15 20 25 30 35 40 Equipment Mobile B -61 E Ia to Elevation Not measured Date 3/3O/89 Sod. BROWN SANDY SILT (ML) medium stiff, wet; with some silty sand layers (Fill ?). GRAY SAND (SP) loose, fine to medium grained. GRAY AND BROWN SILT (ML) soft, saturated. DARK GRAY SAND (SP) medium dense, saturated; fine to medium grained. With trace fine gravel. 26 Becomes fine grained. JOB NUMBER 15,339.002.01 Applied Geotechnology Inc. iiii; Geotechnical Engineering Geology & Hydrogeology DRAWN ECR Log of Boring B -5 (0 -40') human Properties NW Tukwila Development AP DATE 12 April 89 REVISED DATE PLATE 8 • 9 to 11 TEST PIT 5 0 to 5 9 to 11 SM /ML LOG OF TEST PITS (Continued) TEST PIT 4 Depth (Feet) Classification Description 0 to 5 ML 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). 5 to 9 SM /SP Gray Silty Sand (SM); interlayered with Dark Brown Sand (SP); loose, wet; fine to medium- grained. • SP 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 (SM /ML); soft, loose, wet; fine - grained, with trace gravel, concrete and slag to 6 -inch diameter (Fill). 5 to 9 SM Brown Silty Sand (SM); loose, saturated, fine to coarse - grained, with some gravel (Fill). SM 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. . . , . . JOB NUMBER 15,339.002 i ii; ) Applied Geotechnology Inc. Geological Engineering Geology & Hydrogeology DRAWN Test Pits 4 -5 Hillman Properties NW Tukwila Development APPROVED 5 b•( DATE 4/25/89 REVISED DATE PLATE 11 • .. • ICBO Evaluati Service 'Inc. 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601 -2299 A subsidiary corporation of the International Conference of EVALUATION REPORT Copyright © 1996 ICBO Evaluation Service, Inc. Filing Category: EXTERIOR COATINGS (060) FUL IDF EXTERIOR INSULATION AND FINISH SYSTEM TEC INCORPORATED 315 SOUTH HICKS ROAD PALATINE, ILLINOIS 60067 -6972 I. Subject: Ful -O -Mite IDF Exterior Insulation and Finish System. II. Description: A. General: The exterior insulation and finish system is a four- component system that is applied to exterior concrete walls, con- crete masonry walls or water- resistant core gypsum sheathing, comply- ing with ASTM C 79 -92. attached to minimum No. 20 gage (0.0359 inch thick) steel studs. The system is also permitted to be applied to unpainted exterior grade plywood or Exposure 1 grade oriented strand board installed over wood studs. The four components consist of an adhesive, expanded polystyrene insulation board, woven glass reinforcing and a synthetic finish coat. B. Materials: 1. Adhesives /Base Coat: Ful -O -Mite IDF BC -370 binder/ primer compound is a modified hydraulic cement that is combined with portland cement. 2. Insulation Board: The rigid expanded - polystyrene board has a nom- inal density of 1 pound per cubic foot, a flame- spread rating of 25 or less and a smoke - density rating of 450 or less. The thickness of the insulation board is from 3 /4 inch to 4 inches. 3. Reinforcing Fabric: The reinforcing fabric is a 4 -ounce gage bal- anced open -weave alkali- resistant glass -fiber mesh. 4. Finish Coat: Ful -O -Mite IDF BC -371 finishing compound is a propri- etary mixture of polymers and minerals. C. Application: The substrates listed in Section II A are structurally sound, clean, dry and smooth with all dust and deleterious materials removed. Surface irregularities are limited to approximately 1 /4 inch. Water- resistant core gypsum sheathing, complying with ASTM C 79, is attached to steel studs with 1- inch -long S -12 drywall, self - drilling bugle - head screws spaced 6 inches on center at all studs and tracks. Exterior grade plywood or Exposure 1 grade oriented strand board is attached to wood framing, which is spaced maximum 16 inches on center, in accord- ance with the code. Alternatively, Exposure 1 grade oriented strand board recognized in a current ICBO ES or NES evaluation report is attached in accordance with the evaluation report to wood studs spaced maximum 16 inches on center. The Ful -O -Mite IDF BC -370 binder /primer compound is mixed with Type I portland cement at a ratio of 44 pounds of cement to 60 pounds of BC -370. Up to 8 ounces of water may be added to adjust workability. The mixture is applied to precut sheets of insulation board with a 3 /16 - inch square- notched trowel over the entire back surface. Within 10 to 15 min- utes atter applying the binder /primer compound, the insulation board is placed in position on the substrate with a sliding motion and uniform pressure is applied over the entire board. Dg‘g—b ie 1- -0.5` Building Officials ER -4565 Reissued October 1, 1996 Horizontal control joints are required at each floor level in wood -frame construction. The joints must be installed as specified by the architect, designer, builder, or exterior coating manufacturer, in that order. All joints are butted tightly and vertical joints staggered. The final sur- face of the insulation board is uniform along the exposed plane. Any irreg- ularity 1/16 inch or greater is filled or planed smooth. At edges of boards where the system terminates or abuts dissimilar surfaces, a minimum 1 /2-inch clearance between the foam board and such surfaces is covered with a sealant. Moisture intrusion is prevented at these locations with a low- modulus type sealant complying with ASTM C 920, such as Tremco Dymeric" and Dymeric Plus or Pecora Dynatrol II. A mixture of the BC -370 binder /primer compound and portland cement is applied uniformly over the board at a rate of 220 square feet per unit. One unit is a mixture of 60 pounds of BC -370 and 44 pounds of portland cement. Reinforcing fabric is placed against the wet surface mixture by trowelling and is overlapped at least 2 inches at joints and corners. The fabric is fully embedded and all corners and edges have double reinforce- ment. The Ful -O -Mite BC -371 finish coat is trowel applied to the hardened base coat to a thickness of approximately 1/16 inch. See Figures 1 through 12 for typical installation details. D. Allowable Wind Pressure: The exterior insulation and finish system supported by minimum 1 /2- inch -thick water-resistant core gypsum sheathing applied to steel studs, spaced maximum of 16 inches on center. is limited to a maximum (positive or negative) wind pressure of 30 psi. Adequacy of the steel- framing system to resist applied loads must be investigated. The allowable negative wind pressure for the wall and insula- tion system applied to substrates of concrete and masonry is 35 pounds per square foot. E. Noncombustible Construction: The Ful -O -Mite IDF Exterior Insula- tion and Finish System is permitted to be used where noncombustible construction is required when, provided the exterior wall assembly con- sists of the following components: 1. Interior Surface: One layer of 5 /8-inch-thick, Type X gypsum wall- board. Attachment is in accordance with Section 254 of the code. 2. Steel Studs: Minimum No. 18 gage (0.0478 inch thick), 3 deep C- shaped steel studs spaced 16 inches on center without insulation in the stud cavity. 3. Exterior Finish: One layer of 5 /8-inch-thick, Type X gypsum sheath- ing, complying with ASTM C 79 -92 is attached to steel studs as set forth in Section II C of this report. The insulation board, reinforcing fabric, prim- er /adhesive and wall finish are installed in accordance with Section II C of this report. Maximum insulation thickness is 4 inches and density of 1.0 pounds per cubic foot. F. One - Hour Fire - resistive Construction: The following assembly has a one -hour fire - resistive rating: 1. Exterior Side: One layer of 5 /8 -thick Firestop, Type X gypsum board, manufactured by Georgia- Pacific, is applied parallel to 3 -inch deep, No. 18 gage (0.0478 inch thick) metal studs, which are spaced max- imum 16 inches on center, with No. 6 by 1 inch self - drilling. corro- Evaluation reports of ICB0 Evaluation Service, Inc., are issued solely to provide information to Class A members of ICBO, utili :ing the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommen- dation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant. The ICBO Evaluation Service, Inc., technical staff has reviewed the test results and/or other data, but does not possess test facilities to make an independent verification. There is no warranty by ICBO Evaluation Service, Inc., express or implied, as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, hut is not limited to, merchantability. Page 1 of 7 • • Page 7 Df 8 Address of Structure: Completion Date: 3 r ` I 'yEs CONFORMS A. • Substrate Type and Tolerance 1-4.1Ry C. EIFS 1. Adhesive and/or Fasteners 2. Insulation 3. Reinforcing Fabric • 4. - Base Coat • 5. _. Finish ..._ _._..... 5 • - -- - B. -- Weather- resistive Barrier (where applicable) -• - --- (EIFS CONTRACTOR NAME) — THEEXTERIORINSUtATIONAND FINISH SYSTEM (EIFS) INSTALLED ON THE STRUCTURE LOCATED ATTHEADDRESS INDICATED BELOW:" TO (EIFS MANUFACTURER NAME) RECOMMENDED INSTALLATION PRACTICES AND SECTION (S) f t . OF ICBO ES, INC., EVALUATION REPORT 4' G . ' INSTALLATION CONFORMS Product Component Names: Adhesive(s) 'UC' 3 70 B l n ;4h /P/'r �;r..ti Fasteners Lair ti d/,rdk Base Coat Ili i 1 ,.- Reinforcmg Fabric �i' c _ Finish'Coat (s) ' - WC. 3 2 7d fin/ ix 0 - 1 ER -4565 =.= D. The information entered above is offered in testimony that the EIFS installation conforms with the EIFS manufacturer's installation methods and procedures, and the EIFS manufacturer's ES report. NOTE: An installation card shall be received from the Sealant Installer indicating that the sealant installation conforms with the EIFS evaluation report and sealant manufacturer's installation methods and procedures must accompany this declaration. EIFS Contractor Company Name and Address: `G'•�.YMJ P4htsirfrV /uc i 1 J Cr 7 !a 0- A-.r-E a< r r V,4 TL4 u 1'n - ;? i 1 Z Signature of responsible Officer. l : %?�' /'� ✓ /�--- Type Name and Title of Officer '""A Al h1 C G (V v .tit • G *i Telephone Number: (2 em) 3 2' . 2 cc: Original: Copy: Building Department (Must be submitted with sealant EIFS Manufacturer installer declaration.) FIGURE 22— INSTALLATION CARD ••• ag8�f8i • z: • • Completion Date: - Address of Structure: -INSTALLATiON THE SEALANT INSTALLED IN CONJUNCTION WITH AN EXTERIOR INSULATION AND FINISH SYSTEM (EIFS) INSTALLED ON THE STRUCTURE • LOCATED AT THE ADDRESS INDICATED BELOW: • . _ _ _ CONFORMS . . TO (EiFS 'MANUFACTURER NAME) AND (SEALANT MANUFACTURER'S NAME) RECOMMEIVED INSTALLATION PRACTICES AD SEC- TION(S) 2.3 OF ICBO ES, INC., EVALUATION REPORT . '9 ri-cobim/4 run A. Designer's requirements, details and instructions B. Sealant manufacturer's details and requirements C. Exterior insulation manufacturer's requirements . , D. The informatiori entered above is offered in testimony that the Sealant installation conforms with the sealant manufacturer's Installation methods and procedures, and the EIFS manufacturer's evaluation report. . , t. • 'r Sealant IffigllifiCompany Kerne and Address: enekirpmfl ' (.4 • • 6 $ 64-2 Signature of responsible-Officer: Type Name and litleotptficer: Telephone Number. (44.. )5 4k_ cc: Original: Building Department Copies: - - •• • EIFS Manufacturer EIFS Contractor Sealant Manufacturer (SEALANT INSTALLER NAME) CONFORMS alb 7 _ . • :: • ' • • — • • Product Component Names: Primer(s) •4/14 Sealers Bond Breakers 471 • •_ •••• Sealant Materialsig" • • • • • • • ,A41M101-- ; (Must be submitted with EIFS - .contractor declaration.) ' "••• • • - -. Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R- values Roofs Over Attic T X 1 00 = Concrete/Masonry Option ❑ Check here if using this option and if project meets all requirements for the ConcretelMasonry Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly in the table below. All Other Roofs Applicant Name: -=- Opaque Walls / r 0 n( y� d 4 7 / T � /' • % 6 -/ #.300 i 7-5) Azz - ol old/ Below Grade Walls ---- Floors Over Unconditioned Space Slabs -on- Grade --- Radiant Floors -- Maximum U- factors Opaque Doors Vertical Glazing --- Overhead Glazing Maximum SHGC (or SC) Vertical/Overhead Glazing I Space Heat Type Cl Electric resistance other (see over for definitions) Glazing Area Calculation Note: Below grade walls may be included in the Gross Exterior Wall Area if they are insulated to the level required for opaque walls. Total Area (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Glazing T X 1 00 = Concrete/Masonry Option ❑ Check here if using this option and if project meets all requirements for the ConcretelMasonry Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly in the table below. Project Info Project Address fL /t) /? � 4(fr--F-C-: + Date /44/5/46 For Building Department Use /, - 6 ) /r p /i 4 € C� l ‘0 1413 70/ ) / e i ! Q 0 -4 Applicant Name: c /ASc3A1 � i E12.6.z,ia Applicant Address: / r 0 n( y� d 4 7 / T � /' • % 6 -/ #.300 Applicant Phone: 7-5) Azz - ol old/ 1994 Washin ton State Nonresidential Ener Code FM a fiance Form • Envelope Summary _ Climate Zone ENV -SUM 1994 Washington Sbte Nonresidents! Energy Code Compliance Forms Aped 1994 Project Description New Building' ❑ Addition J Alteration ❑ Change of Use Compliance Option X Prescnptive ❑ Component Performance (See Decision Flowchart (over) for qualifications) ❑ ENVSTD ❑ Systems Analysis Semi- heated space" Minimum Insulation R- values Roofs Over Semi-Heated Spaces' Notes: 'Refer to Section 1310 for qualifications and requi ements Opaque Concrete/Masonry Wall Requirements Insulation on interior - maximum U- factor is 0.19 Insulation on exterior or integral - maximum U- factor is 0.25 If project qualifies for Concrete/Masonry Option, list walls with HC z 9.0 Btu/11 -'F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Tab a 20-5b in the Code. Wall Description (including insulation R -value & position) U4actor ?e1 tfa D16•0343 CITY OFT UEKWILA OCT 081998 PERMIT CENTER H -7 Alt insulation installed/ Opaque Walls Masonry walls (mt) Masonry walls (other) R.11 U-0 19 U-0 25 Below grade walls (eat) R.10 Below grade walls (obit) R.11 Roofs over attics R -30 All other roofs R.21 Floors over uncond sp R.19 Slabs-on-grade R.10 Radiant floors R.10 Opaque doors U-0 60 Glazing Cntena Met/ Glazing Vert OH 1 00-20% 040 080 Area % U U SHGC 00-15% 090 1.45 100 15.20% 0.75 140 100 20-30% 0.60 130 065 30-40% 050 1 25 015 All Insulation Installed/ 7 Opaque Walls R.19 Below grad* watts (*at) R -10 Below grade walls (otter) R -19 Roofs over attics R.38 All other roofs R-30 Floors ov*r uncond R.30 Slabson-grade R -10 Radiant floors R -10 Opaque doors U -0.60 Glazing Criteria Mel/ Glazing Vert 04-1 Area % U U SHGC 1 00-20% 040 080 100 Envelope Summary sack) Climate Zo 1 ENV -SUM 1991 Washington State Nonresidential Energy Code Compliance Forms Decision Flowchart for Prescriptive Option 1302 Space Hest Type: For the purpose of determining building envelope requirements. the tollow,ng two categones comprise all space heating types Other All other space heating systems including gas, solid luel, oil. and propane space heating systems and those systems listed in the exception to elec4K resistance (conbnued at right) no Au Masonry . walls R -11 ✓1Arall Cntena OK/ •gtsulatron/ no (below) yes yes <40% • •. Glazing/ 'no y '( All Insulation Installed/ (Opaque Walls R.11 1 Below grade walls (est) R.10 Below grade watts (otter) R•11 'Roofs over alb= R.30 .Alt other rods R -21 'Floors over uncond so R -19 Slabs -on -grade R -10 ;Radiant floors R.10 Opaque doors U-0 60 f (, Glazing Cntena Met/ • Glazing Vert. 04-1 Area % U U SHGC 00.15% 090 1 45 1.00 15.20% 0 75 140 100 20.30% 060 130 0 65 30.40% 050 125 045 1994 Washin . fon State Nonresidential Ener Co Com • Iiance Form no • r I Use this flowchart to determine it protect qualifies for the optional Prescriptive Option. If not, either the Component Performance or Systems Analysis Options must be used. no <25% • . no 'Glazing? (Y•s Elecb,c Resistance no Hear Presenolrv, Path Mooed Component Performance or 1• Systems Analysis Requited a r yyy{t * Totals r .; �; P• � Y kii f ' Area•wr� ed r Hc: divide total of (HC x area) by Total Area - T , Apnl. 1994 Electric Resistant.. Space neabng systems winch use etectnc resistance elements as the pnmary heating system including baseboard, radiant. and forced alt units where the total vectric resistance heat capacity exceeds 1 0 WAY of Me gross Conditioned floor area ExcepOon: Neat pumps and terminal electric resistance heating in varlet,* air volume distribution systems Yes '-Glazing?, no 1 .i . . All Insulation Ins Opaque Walls R -19 Masonry walls (int) U-0 19 Masonry walls (ou*'i U-0 25 Below grade welts ter.) R -10 Below grade walls i=n) R.19 Roofs over atom R -38 u411 other roofs R -30 Floors over unconc R.30 Slabs•n - grade R•10 Radiant floors R.10 Opaque doors U-0 60 Glazing Cntena Wet/ Glazing Wit. OH Area % U U SHGC 00.20% 040 0 By 100 m � ne r l Masonry - �Yvalt Cntena Yes • . (below) no ' 'no > * Concrete/Masonry Option* Assembly Description Wall Heat Capacity (HC) Assy.Tag 'fly �� C1 f HC' Area (sf) HC x Area walls R -19 oisutabon? • tes <20% • no Claxmg? :, � ,1 Yes CIO f 'If the area weighted heat capacity (HC) of the total above grade wall is a minimum of 9.0, the Concrete Masonry Option may be used. "For framed walls, assume NCO .0 unless calculations are provided; for all other walls, use Section 2009. Project Info P PreOct Address .. D Dale —, ` .i S'�S( • '� l . F For 9u11o�ng Department Use ,1 kr J k LA , Li,. ''?R ( ( - 1 App(oaM Name: pflt►JT -4y CAS. . 1 1 LL '4r • • Applicant Address; Applicant Phone. • 3 6 �. - r 82_G Location Number of wars, w4 — • (floor /room no.) Fixture Description • • ' FuRUree • Fixture Propew1 j et-A14 4 7`. 4' �. r_,, . c.�e, sl-:t.(. l . Z-3 . .64- Z __• • F Maximum Allowed Lighting Wattage (Exterior) ({ Allowed Wars Arta rn r t .uo.•r� veer Location _ Description per fez or per If (or If le( perimeter) � r ft !or . x . '21 Coverey Puriring 0.2 Witty 1 _. Open PaAing 0.2 WM' Outdoor Areas . ' 0.2 W/ to -�-- . fi Stay. (by (4C.1341) 0.25 VJ/R' _ -- Bldg. (by psrim) 1,5 W/If . . ��• r •• • . Man • • Number 01 , Watts/ s location . Fixture Description' • . ' . FMures Endure Proposed . RE -- . • , ' ' 7140446t._ 8. 7938 Vial Pros` Wens may not exceed Total Allowed Watts for Exte _ ` lo',�I Proposed Wa6F irr ,._. _ •, I Ft ,/. I' ,DEACON. :425 - 454-4 ;..82 .• En 'd Itildl <la� W siwwpw itiu w..wr.w ( i.Mgr are Caraparw fe1MS ' t t t . Project Description Compliance Option Alteration Exceptions (check; appropriate box) Jew Building 0 Addition Maximum Allowed Lightin Watta e ‘ -- teri .(MOP) 10. ;.s' 98 7:•.3�:T.. 7:Ir3 rya. '42... is 0 Alteration A. Q Presoriptive . Ughting Pewee Allowanee 0 System ; s Ana'r;. (See Qualification G heckfist (over), Indicate Prescriptive & LPA spaces dearly on plans Q No chanty; are being made to the fighting . less than 60 % of the rotates are , _ . end instilled lighting wattage is not being e:teased "F rom T able ( IS t (over) _ document a0 exceptions taken from footnotes T oil Allowed watt = Plop os ed Lighting Wattag Interior) ( May nnot coteed Total Allowed Watts for Interior) ctal Proposed Watts may not exceed Total Alrowed Watts for Interior • e: for building exterior, choose either the facade area or the perimeter method. but not both) Proposed Min g Wattafze ( Exterior) ( May not exeNC Total Allowed Watts for Exterior) Total Proposed Wars Tot.I AtfflE4 Warts ER yet IP Location Number of wars, w4 — • (floor /room no.) Fixture Description • • ' FuRUree • Fixture Propew1 j et-A14 4 7`. 4' �. r_,, . c.�e, sl-:t.(. l . Z-3 . .64- Z __• • F Maximum Allowed Lighting Wattage (Exterior) ({ Allowed Wars Arta rn r t .uo.•r� veer Location _ Description per fez or per If (or If le( perimeter) � r ft !or . x . '21 Coverey Puriring 0.2 Witty 1 _. Open PaAing 0.2 WM' Outdoor Areas . ' 0.2 W/ to -�-- . fi Stay. (by (4C.1341) 0.25 VJ/R' _ -- Bldg. (by psrim) 1,5 W/If . . ��• r •• • . Man • • Number 01 , Watts/ s location . Fixture Description' • . ' . FMures Endure Proposed . RE -- . • , ' ' 7140446t._ 8. 7938 Vial Pros` Wens may not exceed Total Allowed Watts for Exte _ ` lo',�I Proposed Wa6F irr ,._. _ •, I Ft ,/. I' ,DEACON. :425 - 454-4 ;..82 .• En 'd Itildl <la� W siwwpw itiu w..wr.w ( i.Mgr are Caraparw fe1MS ' t t t . Project Description Compliance Option Alteration Exceptions (check; appropriate box) Jew Building 0 Addition Maximum Allowed Lightin Watta e ‘ -- teri .(MOP) 10. ;.s' 98 7:•.3�:T.. 7:Ir3 rya. '42... is 0 Alteration A. Q Presoriptive . Ughting Pewee Allowanee 0 System ; s Ana'r;. (See Qualification G heckfist (over), Indicate Prescriptive & LPA spaces dearly on plans Q No chanty; are being made to the fighting . less than 60 % of the rotates are , _ . end instilled lighting wattage is not being e:teased "F rom T able ( IS t (over) _ document a0 exceptions taken from footnotes T oil Allowed watt = Plop os ed Lighting Wattag Interior) ( May nnot coteed Total Allowed Watts for Interior) ctal Proposed Watts may not exceed Total Alrowed Watts for Interior • e: for building exterior, choose either the facade area or the perimeter method. but not both) Proposed Min g Wattafze ( Exterior) ( May not exeNC Total Allowed Watts for Exterior) Total Proposed Wars Tot.I AtfflE4 Warts ER yet IP F Maximum Allowed Lighting Wattage (Exterior) ({ Allowed Wars Arta rn r t .uo.•r� veer Location _ Description per fez or per If (or If le( perimeter) � r ft !or . x . '21 Coverey Puriring 0.2 Witty 1 _. Open PaAing 0.2 WM' Outdoor Areas . ' 0.2 W/ to -�-- . fi Stay. (by (4C.1341) 0.25 VJ/R' _ -- Bldg. (by psrim) 1,5 W/If . . ��• r •• • . Man • • Number 01 , Watts/ s location . Fixture Description' • . ' . FMures Endure Proposed . RE -- . • , ' ' 7140446t._ 8. 7938 Vial Pros` Wens may not exceed Total Allowed Watts for Exte _ ` lo',�I Proposed Wa6F irr ,._. _ •, I Ft ,/. I' ,DEACON. :425 - 454-4 ;..82 .• En 'd Itildl <la� W siwwpw itiu w..wr.w ( i.Mgr are Caraparw fe1MS ' t t t . Project Description Compliance Option Alteration Exceptions (check; appropriate box) Jew Building 0 Addition Maximum Allowed Lightin Watta e ‘ -- teri .(MOP) 10. ;.s' 98 7:•.3�:T.. 7:Ir3 rya. '42... is 0 Alteration A. Q Presoriptive . Ughting Pewee Allowanee 0 System ; s Ana'r;. (See Qualification G heckfist (over), Indicate Prescriptive & LPA spaces dearly on plans Q No chanty; are being made to the fighting . less than 60 % of the rotates are , _ . end instilled lighting wattage is not being e:teased "F rom T able ( IS t (over) _ document a0 exceptions taken from footnotes T oil Allowed watt = Plop os ed Lighting Wattag Interior) ( May nnot coteed Total Allowed Watts for Interior) ctal Proposed Watts may not exceed Total Alrowed Watts for Interior • e: for building exterior, choose either the facade area or the perimeter method. but not both) Proposed Min g Wattafze ( Exterior) ( May not exeNC Total Allowed Watts for Exterior) Total Proposed Wars Tot.I AtfflE4 Warts ER yet IP . . ��• r •• • . Man • • Number 01 , Watts/ s location . Fixture Description' • . ' . FMures Endure Proposed . RE -- . • , ' ' 7140446t._ 8. 7938 Vial Pros` Wens may not exceed Total Allowed Watts for Exte _ ` lo',�I Proposed Wa6F irr ,._. _ •, I Ft ,/. I' ,DEACON. :425 - 454-4 ;..82 .• En 'd Itildl <la� W siwwpw itiu w..wr.w ( i.Mgr are Caraparw fe1MS ' t t t . Project Description Compliance Option Alteration Exceptions (check; appropriate box) Jew Building 0 Addition Maximum Allowed Lightin Watta e ‘ -- teri .(MOP) 10. ;.s' 98 7:•.3�:T.. 7:Ir3 rya. '42... is 0 Alteration A. Q Presoriptive . Ughting Pewee Allowanee 0 System ; s Ana'r;. (See Qualification G heckfist (over), Indicate Prescriptive & LPA spaces dearly on plans Q No chanty; are being made to the fighting . less than 60 % of the rotates are , _ . end instilled lighting wattage is not being e:teased "F rom T able ( IS t (over) _ document a0 exceptions taken from footnotes T oil Allowed watt = Plop os ed Lighting Wattag Interior) ( May nnot coteed Total Allowed Watts for Interior) ctal Proposed Watts may not exceed Total Alrowed Watts for Interior • e: for building exterior, choose either the facade area or the perimeter method. but not both) Proposed Min g Wattafze ( Exterior) ( May not exeNC Total Allowed Watts for Exterior) Total Proposed Wars Tot.I AtfflE4 Warts ER yet IP •, I Ft ,/. I' ,DEACON. :425 - 454-4 ;..82 .• En 'd Itildl <la� W siwwpw itiu w..wr.w ( i.Mgr are Caraparw fe1MS ' t t t . Project Description Compliance Option Alteration Exceptions (check; appropriate box) Jew Building 0 Addition Maximum Allowed Lightin Watta e ‘ -- teri .(MOP) 10. ;.s' 98 7:•.3�:T.. 7:Ir3 rya. '42... is 0 Alteration A. Q Presoriptive . Ughting Pewee Allowanee 0 System ; s Ana'r;. (See Qualification G heckfist (over), Indicate Prescriptive & LPA spaces dearly on plans Q No chanty; are being made to the fighting . less than 60 % of the rotates are , _ . end instilled lighting wattage is not being e:teased "F rom T able ( IS t (over) _ document a0 exceptions taken from footnotes T oil Allowed watt = Plop os ed Lighting Wattag Interior) ( May nnot coteed Total Allowed Watts for Interior) ctal Proposed Watts may not exceed Total Alrowed Watts for Interior • e: for building exterior, choose either the facade area or the perimeter method. but not both) Proposed Min g Wattafze ( Exterior) ( May not exeNC Total Allowed Watts for Exterior) Total Proposed Wars Tot.I AtfflE4 Warts ER yet IP Project Info . Prciect Address .r.„ 4.t...14 / ..... \... ..1 .... Dale i _ 7..... N .1 .t...1.A.`e'.vS, For Bung O•partmen Use , t=.1.-( 0-4, , Lik_ 4 Nams: ittj Applicant Address: • Applicant Phone. Location Olcortroom no.) ,-- - • , Occupanc-y Description • Alloind wans per 1t" Area in Ii2 Mowed r Area . 1■1 : 61 . 1 . .±e5_ ..... j5ia. ri,L.--t5.--- -z. =, "3 • 3 G .c......‹., 147 _ 0.2 wire Open Partin . ' • 0.2 Me ...... .. . . . . , - . 1 . • ' " • 0.25 Wire . LC4.11 bon (Iloor/room no.) . . . . . ' Fixture 0 — . Numb,/ of . • Fuetvres Waits/ Fixture — Weit.. Prof:1MM . Area In It' (or if for perimeter) 1 • 7.- • .6 147 _ 0.2 wire Open Partin . ' • 0.2 Me ...... .. . 0.2 Wire . - . 614161. (by facade) . • ' " • 0.25 Wire . 814g. (by poem) - . . . .... . . 7.5 WM - 1 _ Location ar..—_--v..._----.6.., Description • Allowed Walls per re or per It . Area In It' (or if for perimeter) 1 AilowL-d Wait r ft" tor y :It Coigns Parking 0.2 wire Open Partin . ' • 0.2 Me ...... Outdoor Areas 0.2 Wire . - . 614161. (by facade) . • ' " • 0.25 Wire . 814g. (by poem) - . . . .... . . 7.5 WM - 1 F Fa4.. 1201 1r1 a amps* *Ma Mormisraa1 thery?54/0 C Fi Project Description Compliance Option Alteration Exceptions (check appropriate boll Proposed Li htin Watta Location • MOW 10. ; 5' 98 7: 13T. 7: I 4.1 L" .2% • Building 0 AddrSon 0 Alierat‘ort 0 Prescriptive SLL)gliting Power eillereeenee Systems Analr (See QU3KIC.ItiOrt Checklist (avert IndiCate Prescriptive LPA spaces clearly pla1s anges 0 No ch arebeing made to the righting "Lesi than 60 % of the to:tures are new. and installed lighting we nage is not being increased Maximum Allowed Li htin Wa cen I bJt (eer) - Occumerx sD exceptions taken from footnotes Tom! Aimeep W31t5( Pop Proposed Li htin Watta e (1nterior ( May net tot ted Total Allowed Wetti for Interior p roposed Wens may not exceed Total Allo wed Watts for Interior • Maximum Allowed Li htin W Total Prped W aisj 1 • o i r bUiiUg tnor. choose t er he facade area Or the perimeter mewl, but not Number of Fbliures' Total Al W arts Watts Proposed R ECEIV TotO1Propostd YlaT-CENTCR Total Pro Wens may not etc • Total Al s (or edde(40 Wst1S/ Future Space Heat Type ❑ Electric resistance - other (see over for definitions) Glazing Area Calculation Note: Below grade walls may be included in the Gross Exterior Wall Area if they are insulated to the level required for opaque walls. Total'Glazing Area (rough opening) Gross Exterior (vertical 8 overhd) divided by Wall Area times 100 equals % Glazing — X 1 00 = Concrete/Masonry Option ❑ Check here if using this option and if project meets all requirements for the Concrete/Masonry Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly in the table below. Project Info Project Address rAC� : /0 C.4 Ili Date - © -� / JQ3 6 R 1i) 5, For Building Department Use i e 1 n Applicant Name: ry \ J 3 QG Applicant Address: 1 /! 6 ` g7 /l44. 17 " h� /lf / (. 4-500 Applicant Phone: Z- 02 Z — ('1117/ Semi- heated space' Roofs Over Semi - Heated Spaces' 1994 Washin ton State Nonresidential Ener Code Com • Iiance Form Envelope Summary Climate Zone ENV -SUM 1991 Washington State Nonies denhal Energy Code Compliance Fortes Project Description X New Building ' ❑ Addition ❑ Alteration ❑ Change of Use Compliance Option X Prescnptive ❑ Component Performance (See Decision Flowchart (over) for qualifications) ❑ ENVSTD Systems Analysis Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum lnsulabon R- values Roofs Over Attic All Other Roofs Opaque Walls Below Grade Walls Floors Over Unconditioned Space Slabs -on -Grade Radiant Floors Opaque Doors Vertical Glazing Overhead Glazing Maximum U- factors Maximum SHGC (or SC) VerticaUOverhead Glazing Minimum Insulation R- values 'Refer to Section 1310 for qualifications and requilements Notes: Opaque Concrete/Masonry Wall Requirements Insulation on interior - maximum U- factor is 0.19 Insulation on exterior or integral - maximum U- factor is 0.25 0 project qualifies for Concrete/Masonry Option, list walls with HC 2 9.0 BtWR . F below (other walls must meet Opaque WaU requirements). Use descriptions and values from Table 20-5b in the Code. Wall Description (including insulation R -value & position) U4actor 1 031 P'1ed' 6 ApM, 1994 RECEIVED CITY OF TUKWILA OCT 0 8 1998 PERMIT CENTER H -1 Envelope Summary, sack) Climate Zor '1 1 ENV -SUM 1994 Washington State Nonresidential Energy Code Compliance Forms Decision Flowchart for Prescriptive Option 1302 Space Heat Type: For the purpose of determining budding snvelope requirements, the following two categones comprise all space hearing types Other. All other space heating systems including gas, solid fuel, oil. and propane space heating systems and those Systems listed in Me exception to eIectTic resistance (continued at right) no 1 All walls R - • insulation? Yes �. • •.. Glazing? 'no yes All Insulation Installed? (Opaque Walls R.11 !Below grade walls (ext) R -10 Below grade walls (otter) R.11 i Roofs over attics R.30 All other rods R-21 Floors over uncond.sp. R -19 :Slabson•grade R.10. (Radiant Moors R.10 I Opaque doors U -0 60 Glazing Cntena Met? Glazing Vert. OH Area % U U SHGC 00.15% 090 1 45 1.00 15.20% 0 75 140 100 1 20.30% 060 130 065 30-40% 050 125 0 45 1994 Washin 'on State Nonresidential Ener• Co 'Com Iiance Form l yes • Masonry •—t -'Wall Cntena OK n0 (below) yes no Y Use this flowchart to determine if proiect qualifies for the optional Prescriptive Option. If not, either the Component Performance or Systems Analysis Options must be used. Y <25% no 'Glazing? • yes r All insulation installed? Opaque Walls R -11 Masonry walls (mt) U-0 19 Masonry walls (other) U-0 25 Below grade walls (ext) R.10 Below grade walls (otter) R -11 Roofs over attics R•30 All oMer roofs R.21 Floors over uncond sp R•19 Slabs- on-grade R.10 Radiant floors R•10 Opaque doors U-0 60 4 4 Area we i• .p ord Gluing Criteria Met' Gluing Vert OH Area % U U SHGC 00.15% 090 1.45 100 15.2014 0.75 140 100 20.3014 0.60 130 065 30-4014 050 1 25 0 45 no 1 H 1 y ti Start , Electric Resistance no Heat? yes 302 Prescriptive . Path Allowed Component Performance or Systems Analysis Required t Electric Resistance: Space heating systems wtKh use electric resistance elements as the primary heating system including baseboard, radiant. and forced au units where the total electric resistance heat capacity exceeds 1 0 WM: of the gross conditioned Moor area Exception: Heat pumps and terminal electric resistance heating in varrab a air volume distnbubon systems All insulation InstaINd? Opaque Walls R•19 Masonry walls (Int) U -019 Masonry walls (MO U-0 25 Below grade walls (ext) R•10 Below grade walls (ow) R.19 Rods over attics R -38 Al l other roofs R -30 Floors over uncond R -30 Stabs•n •grade R -10 Radiant floors R.10 Opaque doors U-0 60 Glazing Cntena Met? Gluing Vert. OH Area % U U SHGC 00.2016 040 080 100 r Masonry �Vml Cntena OK — •• yes (below) no Concrete/Masonry Option* Assembly Description ♦- Wall Heat Capacity (HC) Assy.Tag HC Area (st) tr Totals C: divide total of (HC x area) by Total Area HC x Area All walls R -19 inSula?on • <20% ''Cluing? • All Insulation Installed? Opaque Walls R -19 Below grade walls (ext) R -10 Below grade walls (ow) R•19 Roofs over attics R -38 All other rods R -30 Floors over uncond. R•30 Stabs-on-grade R•10 Radiant Moors R•10 Opaque doors U -0.60 Glazing Critena Met'r Glazing Vert OH Area % U U SHGC 00.2014 0 40 080 100 Yes 110 Apn1, 1994 'If the area weighted heat capacity (HC) 0f the total above grade wall is a minimum of 9.0, the Concrete Masonry option may be used. ••For framed walls, assume HC =1.0 unless calculations are provided; for ail other wails, use Section 2009. i FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE AND INSTRUCTIONS RECEIVED NOV 1 6 1998 TUKWILA PUBLIC WORKS 1. COMMUNITY NUMBER 2. PANEL NUMBER 3. SUFFIX 4. DATE OF FIRM INDEX 5. FIRM ZONE 6. BASE FL000 ELEVATION On AO Zones, use depth) 53033C 0978 F 5/16/95 AE • 21.9 (. r ELEVATION CERTIFICATE FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ATTENTION: Use of this certificate does not provide a waiver of the flood insurance purchase requirement. This form is used only to provide elevation information necessary to ensure compliance with applicable community floodplain management ordinances, to determine the proper insurance premium rate, and /or to support a request for a Letter of Map Amendment or Revision (LOMA or LOMR). Instructions for completing this form can be found on the following pages. BUILDING OWNER'S NAME Family Fun Center STREET ADDRESS (Including Apt., Unit, Suite and /or Bldg. Number) OR P.O. ROUTE AND BOX NUMBER 7300 Fun Center Way OTHER DESCRIPTION (Lot and Block Numbers, etc.) CITY Tukwila SECTION A PROPERTY INFORMATION Provide the following from the proper FIRM (See Instructions): FEMA Forrn 81-31, MAY 93 STATE WA SECTION B FLOOD INSURANCE RATE MAP (FIRM) INFORMATION SECTION C BUILDING ELEVATION INFORMATION SECTION D COMMUNITY INFORMATION O.M.B. NO. 3067.0077 Expires May 31, 1996 FOR INSURANCE COMPANY USE POLICY NUMBER COMPANY NAIC NUMBER ZIP CODE 98188 7. Indicate the elevation datum system used on the FIRM for Base Flood Elevations (BFE): J NGVD '29 ❑ Other (describe on back) 8. For Zones A or V, where no BFE is provided on the FIRM, and the community has established a BFE for this building site, indicate the community's BFE: 1 I 1 I 1 1 U feet NGVD (or other FIRM datum -see Section B, Item 7), 1. Using the Elevation Certificate Instructions, indicate the diagram number from the diagrams found on Pages 5 and 6 that best describes the subject building's reference level 1 2(a). FIRM Zones Al -A30, AE, AH, and A (with BFE). The top of the reference level floor from the selected diagram is at an elevation of I 1 I 1 2 191 L feet NGVD (or other FIRM datum —see Section B, Item 7). (b). FIRM Zones V1 -V30, VE, and V (with BFE). The bottom of the lowest horizontal structural member of the reference level from the selected diagram, is at an elevation of 1 I I I 1 1 LJ feet NGVD (or other FIRM datum —see Section B, Item 7). (c). FIRM Zone A (without BF•y). The floor used as the reference level from the selected diagram is 1 I 1 U feet above ❑ or below LJ (check one) the highest grade adjacent to the building. (d). FIRM Zone AO. The floor used as the reference level from the selected diagram is W LJ feet above ❑ or below ❑ (check one) the highest grade adjacent to the building. If no flood depth number is available, is the building's lowest floor (reference level) elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown 3. Indicate the elevation datum system used in determining the above reference level elevations: ® NGVD '29 ❑ Other (describe under Comments on Page 2). (NOTE: If the elevation datum used in measuring the elevations is different than that used on the FIRM [see Section B, Item 7), then convert the elevations to the datum system used on the FIRM and show the conversion equation under Comments on Page 2.) 4. Elevation reference mark used appears on FIRM: Eil Yes ❑ No (See Instructions on Page 4) 5. The reference level elevation is based on: ❑ actual construction E construction drawings (NOTE: Use of construction drawings is only valid if the building does not yet have the reference level floor in place, in which case this certificate will only be valid for the building during the course of construction. A post - construction Elevation Certificate will be required once construction is complete.) 6. The elevation of the lowest grade immediately adjacent to the building is:1 X2 1 Li .feet NGVD (or other FIRM datum -see Section B, Item 7). 1. If the community official responsible for verifying building elevations specifies that the reference level indicated in Section C, Item 1 is not the "lowest floor" as defined in the community's floodplain management ordinance, the elevation of the building's "lowest floor" as defined by the ordinance is' ' ' ; ' feet NGVD (or other FIRM datum —see Section B, Item 7). 2. Date of the start of construction or substantial improvement 10/98 REPLACES ALL PREVIOUS EDITIONS SEE REVERSE SIDE FOR CONTINUATION SECTION E CERTIFICATION This certification is to be signed by a and surveyor, engineer, or architect who is authorized by state or local law to certify elevation information when the elevation information for Zones A1—A30, AE, AH, A (with BFE),V1— V30,VE, and V (with BFE) is required. Community officials who are authorized by local law or ordinance to provide floodplain management information, may also sign the certification. In the case of Zones AO and A (without a FEMA or community issued BFE), a building official, a property owner, or an owner's representative may also sign the certification. Reference level diagrams 6, 7 and 8 - Distinguishing Features —If the certifier is unable to certify to breakaway /non- breakaway wall, enclosure size, location of servicing equipment, area use, wall openings, or unfinished area Feature(s), then list the Feature(s) not included in the certification under Comments below. The diagram number, Section C, Item 1, must still be entered. I certify that the information in Sections B and C on this certificate represents my best efforts to interpret the data available. 1 u • and that any f e stateme may • �•unish • fine or imprisonment under 18 U.S. Code, Section 1001. j L • A L .� -1 • _ A S % /L/ CERTIFIER'S NAME LICENSE NUMBER (or Affix Seal) Daniel K. Balmelli, P.E. 25672 TITLE COMPANY NAME Executive Vice President Barghausen Consulting Engineers ADDRESS CITY STATE ZIP 18215 72nd Avenue South Kent WA 98032 SIGNATURE DATE PHONE 11/12/98 (425) 251 -6222 Copies should be made of this Certificate for: 1) community official, 2) Insurance agent/company, and 3) building owner. COMMENTS. BASE FLOOD ELEVATION A ZONES ON SLAB V ZONES iYit, 1.. "salt: ADJACENT GRADE ADJACENT :'t•: GRADE • WITH BASEMENT A Page 2 BASE FLOOD ELEVATION ON PILES, PIERS, OR COLUMNS A V ZONES ZONES ZONES REFERENCE LEVEL REFERENCE LEVEL The diagrams above illustrate the points at which the elevations should be measured in A Zones and V Zones. Elevations for all A Zones should be measured at the top of the reference level floor. Elevations for all V Zones should be measured at the bottom of the lowest horizontal structural member. BASE FLOOD ELEVATION ADJACENT .$. GRADE !• THE NATIONAL FLOOD INSURANCE PiOGRAM ELEVATION CERTIFICATE PURPOSE OF THE ELEVATION CERTIFICATE The Elevation Certificate is an important administrative tool of the National Flood Insurance Program (NFIP). As part of the agreement for making flood insurance available in a community, the NFIP requires the community to adopt a floodplain management ordinance containing certain minimum requirements intended to reduce future flood losses. One such requirement is that the community "obtain the elevation of the lowest floor (including basement) of all new and substantially improved structures, and maintain a record of all such information." The Elevation Certificate is one way for a community to comply with this requirement. The Elevation Certificate is also required to properly rate post -FIRM structures, which are buildings constructed after publication of the Flood Insurance Rate Map (FIRM), for flood insurance in FIRM Zones A1-A30, AE, AO, AH, A (with Base Flood Elevations ( BFE's)). V1 -V30, VE, and V (with BFE's). In addition, the Elevation Certificate is also needed for pre -FIRM structures being rated under post -FIRM flood insurance rules. Use of this certificate does not in any way alter the flood insurance purchase requirement. The Elevation Certificate is only used to provide information necessary to ensure compliance with applicable community floodplain management ordinances, to determine the proper flood insurance premium rate, and /or to support a request for a Letter of Map Amendment or Revision (LOMA or LOMR). Only a LOMA or LOMR from the Federal Emergency Management Agency (FEMA) can amend the FIRM and remove the Federal requirement for a lending institution to require the purchase of flood insurance. Note that the lending institution may still require flood insurance. This certificate is only used to certify the elevation of the reference level of a building. If a non - residential building is being floodproofed, then a Floodproofing Certificate must be completed in addition to certifying the building's elevation. Floodproofing of a residential building does not alter a community's floodplain management elevation requirements or affect the insurance rating unless the community has been issued an exception by FEMA to allow floodproofed residential basements. INSTRUCTIONS FOR COMPLETING THE ELEVATION CERTIFICATE The Elevation Certificate is to be completed by a land surveyor, engineer, or architect who is authorized by state or local law to certify elevation information when the elevation information for Zones A1-A30, AE, AH, A (with BFE's), V1 -V30, VE, and V (with BFE's) is required. Community officials who are authorized by local law or ordinance to provide floodplain management information may also complete this form. For Zones AO and A (without BFE's), a building official, a property owner, or an owner's representative may also provide the information on this certification. SECTION A Property Information The Elevation Certificate identifies the building, its owner and its location. Provide the building owner's name(s), the building's complete street address, and lot and block number. If the property address is a rural route or PO box number, provide a legal description or an abbreviated location description based on distance from a reference point. SECTION B Flood Insurance Rate Map Information In order to properly complete the Elevation Certificate, it is necessary to locate the building on the appropriate FIRM, and record the appropriate information. To obtain a FIRM, contact the community or call 1- 800 - 333 -1363. The Elevation Certificate may be completed based on either the FIRM in effect at the time of the certification or the FIRM in effect when construction of the building was started. Items 1 - 6. Using the FIRM Index and the appropriate FIRM panel for the community, record the community number, panel (or page) number, suffix, and Index date. From the appropriate FIRM panel, locate the property and record the zone and the BFE (or flood depth number) at the building site. BFE's are shown on a FIRM for Zones Al -A30, AE, AH, V1 -V30, and VE; flood depth numbers are shown for Zone AO. Item 7. Record the vertical datum system to which the elevations on the applicable FIRM are referenced. The datum is specified in the upper right corner of the title block of the FIRM. Item 8. In A or V Zones where BFE's are not provided on the FIRM, the community may have established BFE's based on data from other sources. For subdivisions and other development greater than 50 lots or 5 acres, establishment of BFE's is required by community floodplain management ordinance. When this is the case, complete this item. Page 3 SECTION C Building Elevation Information Item 1. The Elevation Certificate uses a building's reference level as the point for measuring its elevation. Pages 5 and 6 of this Elevation Certificate package contain a series of eight diagrams of various building types that are to be used to help determine the reference level. Choose the diagram that best represents this building, record the diagram number, and use the indicated reference level to measure the elevation as requested in Items 2a -d. Item 2. Depending on the property location's FIRM Zone, complete Item 2a, 2b, 2c, or 2d. Use the reference level shown in the appropriate building diagram as the point of measurement. As shown in the diagram on the back of the Certificate, for all A Zones, the elevation should be measured at the top of the reference level floor. For all V Zones, the elevation should be measured at the bottom of the lowest horizontal structural member of the reference level floor. Reporting of elevations in Items 2a and 2b should be to the nearest tenth of a foot, or alternatively, unless prohibited by state or local ordinance, the reference level elevation may be "rounded down" to the nearest whole foot ( "rounding up" is prohibited). Item 2(a). For structures located in FIRM Zones A1-A30, AE, AH, and A (with BFE's), record the elevation (to the 0,earest tenth of a foot) of the top of the floor identified as the reference level in the applicable diagram. Item 2(b). For structures located in FIRM Zones V1 -V30, VE, and V (with BFE's), record the elevation (to the nearest tenth of a foot) of the bottom of the lowest horizontal structural member of the floor identified as the reference level in the applicable diagram . Item 2(c). For structures located in FIRM Zone A (without BFE's), record the height (to the nearest tenth of a foot) of the top of the floor indicated as the reference level (from the applicable diagram) above or below the highest adjacent grade immediately next to the building. Item 2(d). For structures located in FIRM Zone AO, the FIRM will show the base flood depth. For locations in FIRM Zone AO record the height (to the nearest tenth of a foot) of the top of the floor identified as the reference level (from the applicable diagram) above or below the highest adjacent grade immediately next to the building. For post -FIRM buildings, the community's floodplain management ordinance requires that this value equal or exceed the base flood depth provided on the FIRM. For those few communities where this base flood depth is not available, the community will need to determine if the lowest floor is elevated in accordance with their floodplain management ordinance. Item 3. Record the vertical datum system used in identifying the reference level elevations for all buildings. If the datum used in measuring the elevations is different than that used on the FIRM, then convert the elevations in Items 2a -d to the datum used on the FIRM, and show the conversion equation under the Comments section on Page 2. Item 4. Indicate if the elevation reference mark used appears on the FIRM. Reference marks other than those shown on the FIRM may be used for elevation determinations. In areas experiencing ground subsidence, the most recently adjusted reference mark elevations must be used for reference level elevation determinations. Item 5. Indicate if the reference level used in making the elevation measurement is based on actual construction or construction drawings. Construction drawings should only be used if the building does not yet have the reference level floor in place, in which case the Elevation Certificate will only be valid for the building during the course of construction. A post- construction Elevation Certificate will be needed once construction is complete. Item 6. Record the elevation measurement of the lowest grade adjacent to the building (to the nearest tenth of a foot). Adjacent grade is defined as the elevation of the ground, sidewalk, patio, deck support, or basement entryway immediately next to the structure. This measurement should be to the nearest tenth of a foot if this Certificate is being used to support a request for a LOMA/LOMR. Completion of this section may be required by the community in order to meet the minimum floodplain management requirements of the NFIP. Otherwise, completion of this section is not required. Item 1. The community's floodplain management ordinance requires elevation of the building's "lowest floor" above the BFE. For the vast majority of building types, the reference level and the lowest floor will be the same. If the community determines that there is a discrepancy, record the elevation of the lowest floor. Item 2. Enter date. These terms are defined by local ordinance. SECTION D Community Information SECTION E Certification Complete as indicated. The Elevation Certificate may only be signed by a land surveyor, engineer, or architect who is authorized by state or local law to certify elevation information when the elevation information for Zones Al -A30, AE, AH, A (with BFE's), V1 -V30, VE, and V (with BFE's) is required. Community officials who are authorized by local law or ordinance to provide floodplain management information may also sign this certification. In the case of Zones AO and A (without BFE's), a building official, a property owner, or an owner's representative may sign this certification. Certification is normally to the information provided in Sections B and C. If the certifier is unable to certify to the selection of reference level diagram 6, 7 or 8 (Section C. Item 1). e.g., because of difficulty In obtaining construction or building use information needed to determine the Distinguishing Feature ' the ^.r rtitior mu st list the Feature(s) excluded from the certification under Comments on Page 2. The diagram number used for the Reference level must still be entered in Section C, Item 1. Page 4 • The following 8 diagrams contain descriptions of various types of buildings. Compare the features of your building with those shown in the diagrams and select the diagram most applicable. Indicate the diagram number on the Elevation Certificate (Section C, Item 1) and complete the Certificate. The reference level floor is that level of the building used for underwriting purposes. NOTE: In all A Zones, the reference level is the top of the lowest floor; in V Zones the reference level is the bottom of the lowest horizontal structural member (see diagram on page 2). Agents should refer to the Flood Insurance Manual for instruction on lowest floor definition. DIAGRAM NUMBER 1 ALL SINGLE AND MULTIPLE FLOOR BUILDINGS (OTHER THAN SPLIT LEVEL), INCLUDING MANUFACTURED (MOBILE) HOUSING AND HIGH RISE BUILDINGS, EITHER DETACHED OR ROW TYPE (E.G., TOWNHOUSE, ETC.); WITH OR WITHOUT ATTACHED GARAGE. Distinguishing Feature - The first floor is not below ground level (grade) on all sides'. This includes "walkout" basements, where at least one side is at or above grade. (Not illustrated) HIGHER FLOORS (IF ANY) DIAGRAM NUMBER 3 ALL SPLIT LEVEL BUILDINGS, EITHER DETACHED OR ROW TYPE (E.G., TOWNHOUSES, ETC.); WITH OR WITHOUT ATTACHED GARAGE. Distinguishing Feature • The lower level is not below ground level (grade) on all sides'. This includes "walkout" basements, where at least one side is at or above grade. UPPER LEVEL LOWER LEVEL REFERENCE LEVEL TOP OF FLOOR INTERMEDIATE LEVEL HIGHER FLOORS HIGHER FLOORS (IF ANY) (IF ANY) INSTRUCTIONS DIAGRAM NUMBER 2 ALL SINGLE AND MULTIPLE FLOOR BUILDINGS (OTHER THAN SPLIT LEVEL), INCLUDING MANUFACTURED (MOBILE) HOUSING AND HIGH RISE BUILDINGS, EITHER DETACHED OR ROW TYPE (E.G., TOWNHOUSES, ETC.); WITH OR WITHOUT ATTACHED GARAGE. Distinguishing Feature • The first floor or basement (including an underground garage') is below ground level (grade) on all sides'. HIGHER FLOORS (IF ANY) BASEMENT (INCLUDING UNDERGROUND GARAGE) REFERENCE LEVEL (TOP OF BASEMENT FLOOR') GRADE DIAGRAM NUMBER 4 ALL SPLIT LEVEL BUILDINGS, EITHER DETACHED OR ROW TYPE (E.G., TOWNHOUSES, ETC.); WITH OR WITHOUT ATTACHED GARAGE. Distinguishing Feature - The lower level (or intermediate level) is below ground level (grade) on asides'. Page 5 GRADE HIGHER FLOORS (IF ANY) (IF ANY) HIGHER FLOORS UPPER LEVEL LOWER LEVEL REFERENCE LEVEL (TOP OF BASEMENT FLOOR') INTERMEDIATE LEVEL ' Under the National Flood Insurance Program's risk classification and insurance coverage, a floor that is below ground level (grade) on all sides is considered a basement even though the floor is used for living purposes, or as an office, garage, workshop, etc. GRADE Note: In all A Zones, the reference Ie ( the top of the lowest floor; In V Zones the refers( level is the bottom of the lowest horizontal structural member (see dfagI em on page 2). Agents should refer to the Flood Insurance Manual for instruction on lowest floor definition. DIAGRAM NUMBER 5 ALL BUILDINGS, INCLUDING MANUFACTURED (MOBILE) HOMES ELEVATED ON PIERS, POSTS, COLUMNS, SHEAR WALLS, WITH OR WITHOUT PARKING AREA BELOW ELEVATED FLOOR. Distinguishing Feature - For all zones. the area below the elevated floor is open, with no obstruction to the flow of flood waters (open wood lattice work or readily removable insect screening is permissible). HIGHER FLOORS (IF ANY) DIAGRAM NUMBER 7 ALL BUILDINGS, INCLUDING MANUFACTURED (MOBILE) HOMES ELEVATED ON PIERS, POSTS, COLUMNS, SHEAR WALLS, SOLID NON - BREAKAWAY WALLS, WITH OR WITHOUT PARKING AREA BELOW ELEVATED FLOOR. Distinguishing Feature - For all zones, the area below the elevated floor is enclosed, either partially or fully, by solid no-breakaway walls, or contains equipment servicing the building. For V Zones only, the area is enclosed, either partially or fully, by solid breakaway walls" having an enclosed area greater than 300 square feet. For A Zones only, with an area enclosed by solid walls having proper openings,"' and used only for parking, building access, or limited storage, use Diagram Number 8 to determine the reference level. HIGHER FLOORS (IF ANY) ENCLOSED AREA • Under the National Flood Insurance Program's risk classification and insurance coverage, a floor that is below ground level (grade) on all sides is considered a basement even though the floor is used for living purposes, or as an office, garage, workshop, etc. " Solid breakaway walls are walls that are not an integral part of the structural support of a building and are intended through their design and construction to collapse under specific lateral loading forces, without causing damage to the elevated portion of the building or supporting foundation. An area so enclosed is not secure against forceable entry. If the area below the lowest floor is fully enclosed, then a minimum of two openings are required with a total net area of at least one square inch for every square loot of area enclosed with the bottom of the openings no more than one foot above grade. Alternatively, certification may be provided by a registered professional engineer or architect that the design will allow equalization of hydrostatic flood forces on exterior walls. If neither of these criteria are met, then the reference level is the lowest grade adjacent to the structure. Page 6 DIAGRAM NUMBER 6 ALL BUILDINGS, INCLUDING MANUFACTURED (MOBILE) HOMES ELEVATED ON PIERS, POSTS, COLUMNS, SHEAR WALLS, WITH OR WITHOUT PARKING AREA BELOW ELEVATED FLOOR. Distinguishing Feature - For V Zones only, the area below the elevated floor is enclosed, either partially or fully, by solid breakaway walls." When enclosed area is greater than 300 square feet or contains equipment servicing the building, use Diagram Number 7; this will result in a higher insurance rate. The enclosed area can be used for parking, building access or limited storage. HIGHER FLOORS (IF ANY) ENCLOSED AREA DIAGRAM NUMBER 8 ALL BUILDINGS CONSTRUCTED ABOVE AN UNFINISHED SPACE, INCLUDING CRAWL SPACE. Distinguishing Feature - For A Zones only, the area below the first floor is enclosed by solid or partial perimeter walls, is unfinished, and contains no equipment servicing the structure. The area can be used for parking, building access, or limited storage. HIGHER FLOORS (IF ANY) GRADE CRAWL SPACE 'U.8.Oowrnm.nt Printing OIAca: 1993 — 722.693/80420 593.1178 (5/93) C CITY OF TUKWILA Id: ACTP125. Keyword: @ACTM User: 1672 10/08/98 Activity Table Processing DEVELOPMENT PERMIT Permit No: EST98 -01 Status: PENDING Type: DEVPERM Vers: 9801 Screen: 06 Building and Demolition Permit Fees Only Temporary Bldg Fee(Y /N)..:N .00 Building Fee (Y /N) •Y 1',525.75 Other Bldg Fee (enter $): .00 Rack Storage Fee • .00 Plan Review Fee (Y /N) •Y. 991.74 Total Building Fees: Other Plan Rev (enter $): .00 $ 2,521.99 Building Surcharge (Y /N).:Y 4.50 Demolition Fee (Y /N) :N . .00 Other Demo Fee (enter$): .00 Work w/o a Permit (Y /N)..:N .00 Inspect After Hrs (hrs)..: .00 Reinspections (hrs) • .00 Other Inspections (hrs) .00 Add'l Plan Review (hrs)..: .00 F7= Update F2= Previous Line, F1= Screen Index, ESC = Cancel Update. Planning Commission Work Session October 8, 1998 (See TMC 21.08.) 18 22.070 Des • n revie Design review is equired for all commercial and for all multi -f structures. (See the Board rchitectural Review chapter of this title.) (Ord. 1758 18.22.080 Basic development standards. Development within the Neighborhood Commercial conform to . e following listed and referenced standards There are . nditi . n when the e asic tandards ma - I d landscaping may be waived b e Direct of Comunity n}'ent as a type 2 decision when applicant c demonstrate arkin is provided. Setbacks Develop that share p lhwy994icc- bv.doc TUKWILA ZONING CODE CITATION (Ord. 1758 § I (part), 199 ct shall Jf a projet requires a type 4 a• .rov 1 process, the set.acks and landscaping may be waive .. y the Bard of Archite ' tural Review ehn an applicant can demon ate that the umber of d • eways is reduced, efficiency of the site ' increased, joint . se of par: ng facilities is allowed, pedes an oriented space is pr. .. See the Pacific HighwaylDesi a Manual for more detailed directions. Page 8 of 10 This ne , language is propose to alert the reader that th a are rcumst. ces under which s. me of the required standar s may be waived a d refers the reader too the Pacific Highway Design N anual for a more de aid discussion. his same text is proposed td be i nserted in the MUO • d 1t isctricts . s they are also affected by the recommen• ation ofihe,Pac . lc Highway Revitalization Plan to provide the BAR with thi flexibi ATTACHMENT D -1 DISCUSSION DRAFT 9/30/98 CITY OF TUKWILA Id: ACTP130 Keyword: @ACTM User: 1672 10/08/98 Activity Maintenance - Valuation Calculator DEVELOPMENT PERMIT Permit No: EST98 -01 Status: PENDING Valuation Summary Occupancy Service Stations C Type Type V 1 -Hour Date of Table used: 04/01/1998 Factor Sq. Feet Valuation 54.10 3,600. 194,760.00 Subtotal: 3,600 Multiplier 1.00: Addl Fixed Amount Total Valuation: Enter factors or F2= Select Occupancy ESC =Exit Val Calc 194,760.00. 194,760.00 .00 194 7.60..00. ► n' o Tu!cw OCTO 8 1998 p CENTER Aug -05 -99 08:54A C il1Krazan & ASSOCIATES, INC. August 5, 1999 Dear Mr. 1lutsh: GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Mr. John Huish FAMILY FUN CENTERS 291 I 1 SW Town Center Loop W. Wilsonville, OR 97070 RE: Final Letter Regarding Family Fun Plex 2300 Fun Center Way Tukwila. Washington In accordance with your request and authorization, we have performed special testing and inspection services for the projects referenced below: • Amusement Building — Permit >ra3 rt Maintenance:Building : Permit l P- 0343 -. Pit Shelter — Permit D99 -0036 Ple • Bumper Boat Kiosk — Permit D99 -0040 The special inspections for this project were: • Reinforced Concrete • Bolting • Welding To the best of our knowledge, all work and noted deficiencies have been tested and /or inspected and have been found to be in accordance with the approved plans and specifications, and Chapter 17 of the 1994 Uniform Building Code. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office at(253)854 -1330. Respectfully submitted, ICRAZAN & ASSO INC. ki 441 " -- ) 12 ar-- Frank B. Adams Project Manager Pacific Northwest Region FA1DA1ch cc: Mulvanny Partnership SD Deacon City of Tukwila Engineers Northwest Dean Alexander Principal Engineer R.P.E. #30508 20 854 1757 Witb Ten Of'f'ices Serving The Western United States Project No. 066 -99031 25418 - 74th Avenue South • Kent, WA 98032 • (253) 854-1330 • Fax: (253) 854 -1757 99031.doc P.02 JJS /jjs City of Tukwila Department of Public Works NOTIFICATION OF UTILITY PERMIT ACTION TO: Permit Center FROM: Public Works Engineering DATE: January 21, 1999 SUBJECT: Family Fun Center - Maintenance Bldg 7300 Fun Center Way Project Number: PRE96 -037 Permit Number: D98 -0343 Contact Person: Chandler Stever Phone: (425) 822 -0444 THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON January 21, 1999: Flood Control Zone Two copies of the confirmed Utility Permit Application and plans are attached for inclusion in the permit file. CF: Development File (with copy of application and plans) PW Utilities Inspector (with copy of application and plans) PERMIT FEE $ 50.00 TOTAL: $ 50.00 John W. Rants, Mayor Ross A. Eamst, P. E., Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433-0179 • Fax (206) 431-3665 Reid iddleton December 21, 1998 File No. 24 -98- 022 - 019 -02 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submittal Family Fun Center Amusement Bldg. (D98 -0382) Dear Mr. Griffin: We reviewed the resubmittal information for the proposed project based on our previous plan review letter, dated December 2, and it appears the applicant has responded successfully to our comments. Enclosed are the drawings, structural calculations, geotechnical report, and correspondence from the engineer for your records. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. \ (. 11 \ I t ( Dav d B. Swa son, P.E. Wade A. Dame vlf\ wt\planrevw\tukwila\98\t019r2.doc \wad Enclosures cc: Chandler Stever, Mulvanny Partnership Project Manager Plan Review Engineer Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425 741.3800 Fax: 425 741 -3900 Reid iddieton Dear Mr. Griffin: Sincerely, Reid Middleton, Inc. December 21, 1998 File No. 24-98-022-018-02 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submittal Family Fun Center Maintenance Bldg. (D98-0343) We reviewed the resubmittal information for the proposed project based on our previous plan review letter, dated November18, and it appears the applicant has responded successfully to our comments. Enclosed are the drawings, structural calculations, geotechnical report, and correspondence from the engineer for your records. If you have any questions or require any additional clarification, please call. vlAwf\planrevw\tukwila\98\t01812.doc\wad Enclosures cc: Chandler Stever, Mulvanny Partnership Dav4d B. Swa son, P.E. Wade A Eianiy Proj ct Manager Plan Review Engineer • Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425 741-3800 Fax 425 741.3900 MULVftflflY PftRTflER$HIP A R C H I T E C T S P. S. December 8, 1998 Mr. David B. Swanson, P.E. Project Manager Reid Middleton, Inc. 728 134 Street SW Suite 200 Everett, WA 98204 Re: Family Fun Center Maintenance Building 7300 Fun Center Way Tukwila, WA 98188 MPA# 97 -112 Plan Check #D98 -0343 File # 24 -98- 022 - 018 -01 Dear Mr. Swanson: Please see the attached response letters from the structural engineers for this project. Engineers Northwest letter responds to comments 1 through 8 while Steelcraft, the metal building manufacturer, responds to .. . comments 9 through 15 which deal with the metal building and calculations. Should you require any additional information regarding this matter, please contact our office at (425) 822 -0444. Thank you. Sincerely, MU LVllfY PRRTfI ERSH 1 P ARCHITECTS P.S. Jason B. Breyer Sr. Project Manager JBB /jbb Enclosure cc: Duane Griffin, City of Tukwila Scott Huish, Family Fun Centers \\ bls s \projcc \ famfun \97.112 \corresp \c't am -bid -bldg nse. c Jerry L ee • Quinn �►i(l Mitchell Z. Smith RECEIVED DEC 0 g 1998 • Ronald • L. Maddox • 11820 Northup Way, #E 300 • Bellevue, WA 98005 • (425) 822 -0444 • FAX: (425) 822 -4129 GENERAL CONSTRUCTION December 8, 1998 Mulvanny Partnership 11820 Northrup Way Bellevue, Wa. 98005 Attn; Jason Breyer Re; Response to Plan review (Maint. Building) Items listed in Reid Middleton letter dated11 /18/98 # 9. The CBC structure is designed for substantially more conservative conditions than the stipulations of the 1997 UBC appendix 1643. See clarifying notes listed on CBC structural calculations sheet A -1.1. #10 The 1997 UBC seismic design criteria has been used per the stipulation of sections 1629. 8,2, 2. & 1630.2 , 3.2, which is more conservative. #11. The bracing between high and low roofs is shown on CBC sheet 1, (frame lines B & C. # 12 and 15. The entire structure design is based on exposure B, added to calculation sheet A -1.1. # 13. Calculation sheet A -3 was modified to show 4 — anchor bolts, design by others. # 14. The term UBC was omitted from sheet A -1. Please call if you have questions. Jo n Terrell ELCRAFT CONSTRUCTION. P.O. Box 751 • Woodinville WA 98072 -6427 • (425) 488 -9249 FAX (425) 486 -2344 DEC ` �► 9 1998 )ORTHWEST December 4, 1998 City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 ATTN: Duane Griffin RE: Building Permit Plan Review - First Submittal Family Fun Center (D98 -0343) File No. 24 -98- 022 - 018 -01 Duane: Og—%- 02c:1—o lir- 001 The following is a response to comments made by Reid Middleton, Inc. in the plan review dated November 18, 1998. General 1. Sheet S3, the General Notes, now reference the 1997 Uniform Building Code. 2. The General Notes, "Reinforcing Steel Welding" and "Structural Steel" both require that welders be WABO certified. 3. Inspections are called out under the heading "Inspections" on Sheet S3. 4. The addendum regarding the liquefaction of the site will be submitted by the architect. 5. The Grid that was incorrectly labeled "A" has been changed to 3. 6. The joist drawings and corresponding calculations produced by the MBS will be forwarded to the architect where they will be reviewed for general conformance to architectural drawings. The architect will then forward these drawings and calculations to ENW for a more thorough review (very similar to the review given to shop drawings) for conformance to local structural requirements. This review by ENW is for coordination efforts and will include bracing and main frames as well as the joists. A note is now included in the General Notes that states that these joists and calculations should be submitted for a review. ENGINEERS NORTHWEST, INC. P.S. - STRUCTURAL ENGINEERS 6869 W0o01.AWH AVENUE H. E. SEATTLE, WA 98115 (206) 525.7560 FAX (206) 522.6698 RECEIVED DEC 0 91998 December 4, 1998 City of Tukwila Family Fun Center Page 2 of 2 Foundation 7. Please refer to the calculations for the footings which are submitted for your review. 8. The footing schedule on Sheet S3 calls for 8 #5 each way not 6 #4. Eight #5 have 2.48 square inches which is greater than 1.3 square inches. Vertical 9. by MBS Lateral 10. per MBS 11. per MBS 12. Wind Exposure for the site should be B. Metal Building 13. MBS 14. MBS 15. MBS If you have any other questions which deal specifically with the structural portions of this project, please call. Sincerely, Engine s Northwest, Inc. Phillip 0. Van Heyningen, P.E. Project Engineer ENGINEERS NORTHWEST, INC. P.S. - CONSULTING ENGINEERS 6869 WOODLAWN AVENUE N.E. SEATTLE, WA 98115 (2061525.7560 FAX (2061 522-6698 Project Name :family Fun Canter Run description:colurnn footings STARTING SQUARE FOOTING SIZE.(F ?)..5 ENDING SQUARE FOOTING SIZC...(F ?)..7 FOOTING SIZE INCREMENTS 01).1 ALLOWABLE SOIL PRESSURE..(KSF)..2.5 MIN FOOTING DEPTH (IN)..11 01ST. FROM BOT OF FOOTING TO CG OF REBAR..(IN)..4 A ND 2_ vAditw FOOTING SCHEDULE CONCRETE F'c..(KSI)..3 STEEL Fy...(KSI) 60 MIN REBAR SIZE .411).4 MAX REBAR SIZE (//)..11 MIN REBAR SPACING..(IN)..10 rIO PALL(k) D(in) Vuy(k) Vuy(k) Vn(k) Vutw(k) Vnlw(k) Mux(k -f) Muy(k -f) ASx(in2) ASy(in2) F5 . 58.8 12.0 34.3 34.3 46.0 101.7 119.2 42.4 42.4 1.30 1.30 F6 83.7 14.0 54.5 54.5 55.2 146.6 166.5 76.9 76.9 1.81 1.81 F7 112.7 16.0 73.2 73.2 82.8 198.9 220.8 125.8 125.8 2.42 2.42 ULTIMATE FACTOR 1.6 FOOTING DEPTH INCREMENIS..(IN)..1 COLUMN DIMENSION -X AXIS -.. IN .9 COLUMN DIMENSION -Y AXIS- ..(IN).9 ax). 2 each Flood Elevation Certificates <ry .G 010%0 TO: Joanna Spencer City of Tukwila Public Works Department 6200 Southcenter Boulevard Tukwila, WA 98188 RE: Family Fun Center ' CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES LETTER OF TRANSMITTAL RECEIVED NOV 16 1998 TUKWILA PUBLIC WORKS DATE: November 12, 1998 SENT VIA: Mail OUR JOB NO: 6125 Enclosed are Flood Elevation Certificates completed for both the Family Fun building and the maintenance building. Please feel free to contact me if you need any additional information. Thank you. RECEIVED NOV 1 6 1998 TUKWILA cc: John Huish, Family Fun Center (w /enc) Signed: air Scott Huish, Family Fun Center (w /enc) Daniel K. Balmelli, P.E. Gary Barnett, City of Tukwila Public Works Executive Vice President 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251 -8222 (425) 251 -8782 FA�iZ5t.048(DKB1bsd) October 26, 1998 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Family Fun Center - Maintenance Building (D98-0343) Sincerely, Brenda Holt Permit Technician encl xc: D98-0343 ' • • Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code. If you should have any questions, please feel free to contact me at 206-431-3671. City of Tukwila John W Rants, Mayor Department of Community Development Steve Lancaster, Director • 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 f Fax (206) 431-3665 .•. October 26, 1998 Chandler Stever Mulvanny Partnership 11820 Northup Wy, #E-300 Bellevue, WA 98005 Dear Mr. Stever: Sincerely, File: D98-0343 City of Tukwila -.• • , • • " • , ,..•• .• • • •, • . • . , . • ..••• • John W. Rants, Mayor Department of Community Development Steve Lancaster, Director SUBJECT: LETTER OF COMPLETE APPLICATION Development Permit Application Number D98-0343 Family Fun Center - Maintenance Building 7300 Fun Center Way This letter is to inform you that your permit application received at the City of Tukwila Permit Center on October 8, 1998, was reviewed at the October 22, 1998, plan review meeting. Your application has now been determined to be complete. Your permit has begun the plan review process, you will be notified of any required corrections or when your plan is approved. If you have any concerns or questions please contact me at the City of Tukwila Permit Center at (206) 431-3671. • Abk--, hIiL Brenda Holt Permit Technician H. • 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431•670 • Fax: (206) 4313665 October 16, 1998 Chandler Stever Mulvanny Partnership 11820 Northup Wy, #E-300 Bellevue, WA 98005 Dear Mr. Stever: Sincerely, Brenda Holt Permit Technician encl File: D98-0343 City of Tukwila Department of Community Development SUBJECT: LETTER OF INCOMPLETE APPLICATION Development Permit Application Number D98-0343 Family Fun Center - Maintenance Building 7300 Fun Center Wy John W. Rants, Mayor Steve Lancaster, Director The City requires that five (5) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation please submit five (5) copies of each document. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431-3671. This letter is to inform you that your permit application received at the City of Tukwila Permit Center on October 8, 1998, was determined to be incomplete. Before your permit application can begin the plan review process the following items need to be addressed. Public Works Department: Contact Joanna Spencer, Associate Engineer, at (206)433-0179 if you have any questions regarding the attached items. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have. enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax. (206) 431-3665 DATE: PROJECT NAME: PERMIT NUMBER: PLAN REVIEWER: City of Tukwila Department of Public Works PUBLIC WORKS DEPARTMENT COMMENTS October 13, 1998 Family Fun Center - Maintenance Bldg. D98 -0343 1. Metro Non - Residential Sewer Use Certification 2. Where does the new water from the gutter down spouts conveyed to? 3. Final Floor Elevation in NGVD datum. John W. Rants, Mayor Ross A. Eamst, P. E., Director Contact Joanna Spencer at (206) 433 -0179 if you have any questions regarding the following comments. The Public Works Dept. has determined that this application is incomplete, please provide us with the following information: 4. Attach a site plan with proposed and existing elevations. Finish grades on approved grading plan prepared by Barghousen are different from what's in the field, they claim they are raising the site by 2 feet, please coordinate and verify in the field. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 4313665 C IT`( o>= TuicW144 • TO: Dm* op. Gommuotry Pe.v. DATE: IO ATTENTION: tNee, 13'i tsmr2lG'riVic.GWEpi1V IROJECTNO: °17_lr2... Soo AN _ PROJECT: RE: M PFtRTthRSHIP A R C H I T E C T S P. S. 1rvk.L.3 [La. , ',,� 6 1 SIP BY: (SIGNATURE) ❑ Information and use ▪ As indicated Privileged and Confidential Information: wrongful review, dissemination, distribution notify us at once. 'Thic.Lou.S , He. BY: C-14 Nl2LaIZ siv-u s4 Au- Nc,2,12 M oN 8y FAHILY ff'oN . seztr . Huts COPY TO: • MEMO X MEMO ❑ Fax # / # pages ❑ F.O.D. # For your: Action required: ❑ Review and comment ❑ As requested ❑ Returned for corrections ❑ For signature and return REMARKS: M U LVANNY- ..'l SH I,. AF?ow l.'j" S riav_I C- G'r...A}?CK.ITIEeT ._.- T CAANv STEVE, _ HAVE N - ey !ME._ rp4m -y FuN . / Sc-611" Hutst{ . ,.. T° . AeT. • 2. THE. iecr-. C irtec•ro*z y 041:' . r%I t- . e-a rraer G- ry .. o Tuicwt t.A . owNF.g_ — RECEIVED CITY OF TUKWILA OCT 0 8 1998 PERMIT CENTER The information in this facsimile Is intended only for use of the recipient above named. Any or copying of thls communication Is strictly prohibited. If errors occur in transmission, kindly 11820 Northup Way, #E 300 • Bellevue, WA 98005 • (425) 822 -0444 • FAX: (425) 822 -4129 MULVfthnY c< PftRTr1ERSHIP DATE: (o "els PROJECT NO.: ( 474( RE: /L. Fuk � Ft FROM: r 'fPpctfr (PRINT FULL NAME) TO: ATTENTION: 12 P of ervumor,nry Oa/ (O 30o �ocy >3U/0' - TUKw t L4 1 LuA. c 0 0191, WE ARE SENDING YOU THE FOLLOWING ITEMS: 0 Express Delivery ❑ Prints ❑ Originals ❑ Disk COPIES DATE NUMBER DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval O For your use ❑ As requested 0 For review and comment REMARKS: BY: ❑ Submittals ❑ Copy of Letter 0 Field Order ❑ Reviewed as submitted ❑ Reviewed as noted ❑ Returned for correction TRANSMITTAL D Attached D Under separate cover via 0 Mail 0 Courier 0 Shop Drawings ❑ Preliminary 0 Specifications ❑ Change Order 0 Field Report ❑ Const. Drawings ❑ Signed Contract O ❑ Resubmit copies for review ❑ Return copies for distribution ❑ Return corrected submittals O CIT OF TV Ot 0 8 1998 PERMIT CENTER 11820 Norfhup Way, #E 300 • Bellevue, WA 98005 • (425) 822 -0444 • FAX: (425) 822 -4129 COPY TO If enclosures are not as noted, kindly notify us at once. ACTIVITY NUMBER: D98 -0343 DATE: 10 -20 -98 PROJECT NAME: FAMILY FUN CENTER —r MAINTENANCE BUILDING Original. Plan Submittal Response to Correction Letter# XX Response to Incomplete Letter Revision # After Permit Is Issued D uil ing Divisi n 11-1661(.6 orks 1-aiM Complete ".4/ 1 Incomplete Comments: Approved \PR•ROUTE.DOC 6/98 TUES /THURS ROUTING: Waif &WA Opt PLAN REvIEWROU IING SLIP CORRECTION DETERMINATION: Fi Structural R-kr n-RA-9 DETERMINATION OF COMPLETENESS: (Tues, Thurs) (AT Of eafttle- Please Route C Routed by Staff n (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved ❑ Approved with Conditions E REVIEWERS INITIALS: Approved with Conditions Plann ng Division 10-(3. Permit Coordinator DUE DATE: 10 - 22 - 98 Not Applicable Vic / o zz No further Review Required DATE: DUE DATE: 11 - 19 - 98 Not Approved (attach comments) n DATE: DUE DATE: Not Approved (attach comments) REVIEWERS INITIALS: DATE: DEPARTMENTS: Building Division Public Works 6 distad V'RROUTE.DOC 6/98 f: C. PLAN R EVIEW/R O SLIP Original Plan Submittal Response. to. Correction Letter: PROJECT NAME: ' FAMILY ' FUN ` CENTER "- MAINTENANCE B LDG Response to Incomplete Letter Revision it r � After Is Issued F're Prevention w et 10-6-16 ovi tructural DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete Incomplete 2 (1 ) _ Comments: 1 4/ 1 d 1bi& L kvt d'4 to � !(o �� 6_4 TUES /THURS ROUTING: Please Route 4!1 Routed by Staff El (if routed by staff, make copy to master file and enter into Sierra) Planning sivision Permit Coordinator • DUE DATE: 10 - 13 - 98 Not Applicable U No further Review Required a REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 11 - 10 - 98 Approved Approved with Conditions ❑ Not Approved (attach comments) El REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved El Approved with Conditions 0 Not Approved (attach comments) REVIEWERS INITIALS: DATE: CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, .,Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: /O,/2a/f8 PLAN CHECK/PERMIT NUMBER: P8 ^ 4 "S/.3 PROJECT NAME: F fIt//c Si Ai/A/ r rzn /,/nzi'vcLr 1 PROJECT ADDRESS: .7300 Aim/ ( 7a G✓A/ A1.9/c/r /GO /A/r CONTACT PERSON: Cf,0,voc/n( ,c7 PHONE: 6/Z5) &z - ()VW REVISION SUMMARY: ME77e/, i(/o .€c /O /27. -L 55 G/J6 Ce-A97 'c#7 / / e 09n/S fh`oi./ #o LJ.✓i or./7 5»CXir� - S EZ c- y..9-77.0A s erS/' c ,i/G ✓O, /,2f AI .414v A /A//.P/ Ak-cee e7:er/A- 7 RECEIVED CITY OF TUKWILA SHEET NUMBER(S) 2, 3 .o ccr - rry,itr•r - 7 ' " u C i 2 6 1998 "Cloud" or highlight all areas of revisions and date revisions. Bldg: PERMIT CENTER A Planning CITY USE ONLY Fire Public - Works 3/19/96 City of Tukwila Fire Department Fire Department Review Control #D98 -0343 (512) Dear Sir: October 15, 1998 Re: Family Fun Center (maintenance building) - 7300 Fun Center Way 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. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for. each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC Standard 10 -1) Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575.4439 City of Tukwila Fire Department Page number 2 John W. Rants, Mayor Thomas P. Keefe, Flue Chief Maintain fire extinguisher coverage throughout. 2. 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) Obstructions, including storage, shall not be placed in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be obstructed in any manner and shall remain free of any material or matter where its presence would obstruct or render the exit hazardous. (UFC 1203) 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) Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207 -1212) Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) Combustible material shall not be stored in exits or exit enclosures. (UFC 1103.3.2.3) 3. A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #1742. Maintain square foot coverage of detectors per manufacturers specifications in all areas including: closets, elevator shafts, top of stairwells, etc. (NFPA 72, 5- 1.4.2) Headquarters Station: 444 Andover Part East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206)575.4439 City of Tukwila Fire Department Page number 3 Thomas P. Keefe, Fire Chief Local U.L. central station supervision is required. (City Ordinance #1742) All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #1742) (UFC 1001.3) Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #1742) When the control panel is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Fire Alarm" or "Fire Alarm Control ". (City Ordinance #1742) Call the Tukwila Fire Department at 575 -4407 for approval of any system shut down. Have job site address, name and the Tukwila Fire Department Job Number available to confirm shut down approval. (City Ordinance #1742) Key box - When access to or within a structure or an area is unduly difficult because of secured openings or where immediate access is necessary for life- saving or fire - fighting purposes, the Chief may require a key box to be installed in an accessible location. The key box shall be a type approved by the Chief and shall contain keys to gain necessary access as required by the Chief. (UFC 902.4) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 4. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phones (206) 57S•4404 • Fax (206) VS-4439 City of Tukwila Fire Department Page number 4 5. 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) Thomas P. Keefe, Fire Chief Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided with an approved turn - around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #1846) All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (UFC 901.3) Tukwila City Ordinance #1846 provides that the required width of any fire apparatus road (fire lane) shall not be obstructed in any manner, including the parking of vehicles. Minimum required widths and clearances shall be maintained at all times. An approved water supply capable of supplying the required fire flow for fire protection shall be provided to all premises upon which facilities, buildings or portions of buildings are hereafter constructed or moved into or within the jurisdiction. When any portion of the facility or building protected is in excess of 150 feet (45,720 mm) from a water supply on a public street, as measured by an approved route around the exterior of the facility or building, on -site fire hydrants and mains capable of supplying the required fire flow shall be provided when required by the chief. (UFC 903.2) John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206 ) 575-4404 • Fax (206) 575-4439 City of Tukwila John W. Rants, Mayor Fire Department Thomas P. Keefe, Fine Chief This review limited to speculative tenant space only special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Yours truly, cc: TFD file ncd The Tukwila Fire Prevention Bureau Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575 -44139 Kind of Fixture Fixture Units No. of Fixtures Total Fixture Units Public Private Public Private Bathtubs and/or shower 4 2 Dental units or lavatory 1 1 Dishwasher 4 2 Drinking fountain (each head) 1 1 2 2 Hose bibb or sill cock 5 3 / . Laundry tub or clotheswasher 4 2 Sink, bar or lavatory 2 1 41 8 Sink, clinic, flushing 10 10 Sink, kitchen 4 2 Sink, other 4 2 / "Z Sink wash, circle spray 4 4 Urinal, flush tank 3 3 Urinal, pedestal 10 10 Urinal, wall or stall 5 5 / S Water closet tank 5 3 Water closet, flush valve 10 6 3 30 Non - Residential Sewer Use Certification (To be completed for all new sewer connections, reconnections or change of use of existing connections. This form does not apply to repairs or replacements of existing sewer connections.) Pursuant to King County Ordinance No. 11034, all sewer customers who establish a new service which uses metropolitan sewage facilities after February 1, 1990 shall be subject to a capacity charge. The amount of the charge is established annually by the King County Council but is limited by state law to $10.50 per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. The charge is collected semi-annually. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County's Wastewater Treatment Division at 684 -1740. (Please print or type) KING COUNTY Owners Name f aN /L y (171' , /71 J,cSN SCDTT Property (Last, First, Middle Initial) roperty Legal Address: �30o Fu.✓ cp,./77z iih1'y Subdivision Name Lot # Subdiv. # Block # Property Street Pc/A/ CCNT G, Address 730C) City, State, Zip 7 //0J /LA / 144 Owner's Phone Number ( 5'O3 ) 685 - 50c0 Owner's Mailing Address: (if different from above) 29/// S r' 7 whiceiirtie La" A) LSo /wed. 1 O.2 7 b A. Fixture Units Fixture Units x Number of Fixtures = Total Fixture Total Fixture Units 9 Residential Customer Equivalents (RCE) 20 fixture units equal 1.0 RCE Total No. of Fixture Units 1058 (flay. 11/98) 20 2.5 RCE White — King County or Property Tax ID # 2 f /Z 301 — 9'06 3 Building Name (if applicable) _/44/A/T /s}r' _,1'U /e/1j Party to be Billed (if different from owner) Party's Mailing Address: (if different from property address) Property Contact Phone # ( ) City or Sewer District Date of Connection Side Sewer Permit # B. Other Wastewater Flow (in addition to Fixture Units identified in Section A) Type of Facility /Process: Estimated Wastewater Discharge: Gallons /day Residential Customer Equivalents (RCE): 187 gallons per day equals 1.0 RCE Total Discharge (gaVday) A B 187 C. Total Residential Customer Equivalents: (add A & B) d RCE I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corrected data for determination of a revised capacity charge. Signature of Owne Representative Print Name of Owner/ �/ / Representative ,OK/h"�/ 5/-//77/ Date /D /7 - Yellow — Local Sewer Agency Pink — Sewer Customer RCE ot • 4 1 DEPARTMENT PO BOX 44450 OLYMPIA WA 98504-4450 ■ •■■•••■,■••••••••■■•..... For your convenience, L&1 address w the left will :low through a window PTh LAr LAr • •• /'� PvRUrI / [ / (/ i A E / CJFKU Uot.t. <' � t. + NANAr-HCJL a aiGR 1 ` .ilz[- NoL.. L it 1=- ---. - -�'1 �• D”' T DUI LT -UP o2 —+ ODL - GCL - FL.../St DM H : o G CD..-DAD V4/. WAl1 PAnr�S R-... RA•P1&JL OM . Ii 1 1 P a ■ • IIA. I I I . ,4 .t i I • I Art • 2 P- P, Arty. H�7GLF• 2RJU •zptyd (2)�.+ MOy N / .I N aCR -n oi[A maze. Lint a .. d 1 n Z .41 EA. Flown _ --- ... 1Y s N ......H. 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NO MOVEABLE PANEL CLIPS REQUIRED AT EAVE STRUTS WALL CONSTRUCTION NOT BY 'CSC' NOTE: I. FASTEN EAVE PANEL W/(5)1/4 1 1/4' TEK/2 S.D.B. • 3 "o.c. FIRST FASTENER 3 3/8'4 FROM EDGE OF STARTING HIGH RIB. 2. NO MOVEABLE PANEL CLIPS REQUIRED AT EAVE STRUTS edsoim 3211/213131d dwew / EA '/E 1 = .4SC /,4 DE Tx4 /L 2 4 E Er'' 1 x4SC D L E TA /.4\ E - E 4SC DE 7,4, 1 i- E.4 \- .4 SC/.4 DET,4 /L E F [ Cl STEEL BUILDINGS A Oir®n q AI®aooBkd 6ic g Ware he PA. BOX 1009, LATHROP, CA 95330 OFRCEE4PLAN91700 E LA(LEE AVE (209) 9e3b910 FAX: O2O9) 853-2354 l2 " t o 4 " INSL/L,4 T /01\1 ) l4 " t o (o " INSL/LA T/O J) 3 (2 " t o 4 " INSUL,4 T /Ol ./) (4" to ro " INSUL 4 T /O/ ■/) USE CONTINUOUS BEAD OF 1 /5'x I' TAPE SEALANT f3 I/4' or 4 1/47 EXPANDABLE RAKE ANGLE FASTENED TO FIXED 1 /4' -04x I I/4' TEK/2 00.8. RAKE ANGLE W/ I/4' -14x 1 1/4' W/ WASHERS • 12'°.0. SHOULDER TEK/2 BAS.. 24'oc. 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PER CLIP _ - 71'Mw4MM41MIMylElyy*M4M. FLOATING RAKE FLASHING 'TR- THER`1AL BLOCKS FOR 4' to 6' REO'D INSULATION -B � FLOATING "�� - .�.. - '" "' �+n•..� FOR 4' to ROOF 8 I1/2 NOTE, I. FOR TO CLEAR 2. FOR W/ 3. INSTALL APPLY 4 6' INSULATION RAKE FLASHING 'TR- 45 e `-4 - """ -- - - . ,- -.� •-w-►" , -0•-' 4r,i47 ( 4 1 4 4 0 1 1p 4 *,4.O, 4 . 4, ��:' '''' rgic - C.4070W4. -.∎•• .oi.• -s - * • Nw IQ. N __ . d,... N. 4!∎ dv ee4! as olv -A l4t'i .._ r `r ai- ai- a4 - IIi %741/I4:l/i 0II4 !s ` y ,.. `I ...p L .p l • ' !i .1..OQ ee24l..Il.0, 1/4' -140 11/4' TEKTEK/2 SOS. - �': . �:� - 2 1/4' -140 1 1/4' TEKR S.P.S. �� • �o0''' ■ • „�, �A,�w��" �w,.QIO!/ ., Asp. A BACK -UP PLATE .��iil� !Part No. 'MP'MP ROOF INSULATION ROOF PURLIN9 'Zoe' NOT BY CSC' ': G: THERMAL BLOCKS REQ'D 8 I/2'x Z 1/25, (14/16) Ga. 8 IR'x 2 I/1'x !14/16) Ga, FOR 4' to 6' INSULATION ybk•rdhYi„ ,�) "� I � ',:',,/ R, N "I, , ``� "6 <e � N}'i R � IU; t' r' G. ' W) WASHERS • 12'o c. 94x 7/8' LAP - TEKS • 12 RAKE FLASHING CLEAT 'TR- RAKE CLOSURE TIRM 'TR- Ir (1) I/4' -14x 11/4' TEK/2 B .D.B. PER PURLIN FIXED RAKE ANGLE 4'x 3'x 16 Ga. 'AN - (I) 1/4' -140 1 1/4' TEK/2 SOS. PER PURLIN FIXED RAKE ANGLE 4'0 3'0 16 G. 'AN -1' W/ WABHERB a 12'ac. - - �a -•14x l /8' LAP TEKS • 12'o.c. RAKE FLASHING CLEAT 'TR- RAKE CLOSURE ••I TIPo 'TR- EVEN MODULE, FIELD CUT 'BACK -UP' 0 GUT THE 'BACK -UP' R SUFFICIENTLY TO MODULE, FIELD CUT 'END PAM' FLUSH ANGLE'. 4 'EXPANDABLE RAKE ANGLE', OF CLIP, (2) r CENTER LINE OF HOLE8 HOLE ARM FACING 'END PAM'. . ". AI �..\ ril.w."'11.)5143 �" --- NPSEt I. ALIGN HOLES IN BACK -UP PLATE W/ I -IOL88 IN PANEL AND PLACE MOUNTING TABS OVER THE LEADING EDGE OF EAVE PANEL 2. INSTALL PANEL CLIPS ON THE MALE" 81PE OF THE PANEL, BE SURE TO POSITION THE CLIP OVER THE PURLIN TO ALLOW ATTACHMENT W/ (2)1/4 x 11/4' 8.2.5. CLIPS WILL NOT SEAL PROPERLY TO PANEL IP IT 10 REMOVED FOR REPOSITIONING, THE FACTORY APPLIED SEALANT MAY BE DISLODGED. 3. AFTER PLACMENT OF CONTINUOUS TAPE SEALANT BETWEEN PANEL 4 END DAM PLACE 2 1/2' LONG STRIP OF TAPE SEALANT • EVERY BEAM, OVER THE NOTCHED AREA -- 4r. Q / ^ ..... p I� f U ' II II II „ ,V/ I„ IN 11.i D IIIJI =I`(II DEC 2 I 108 D 11131U -.._._MIDD)Lt_.J 0N, INC. ROOF PURLIN81 'Zee' 8 1/1'x 2 1/2`x (14/16)14a. 1/4 -14x 1 I/4' TEK/2 B.D.S. W/ WASHERS • 12'oc. PURLIN 2 1/2'x (1 'Zee' 'x (14/16) Ga. 1/4' -140 1 1/4' TEK/2 S.D.S. W/ WASHERS • 12'oc. PANELS THAT DO NOT TERMINATE ON AN FIT UNDERNEATH THE PANEL. BE 8uRE TO THE 'EXPANDABLE RAKE ANGLE'. PANELS THAT DO NOT END ON AN EVEN THE VERTICAL LEG OF 'EXPANDABLE RAKE 'RAKE CLIP' IN CORNER OF 'END DAM' (3) STRIPS OF TAPE SEALANT TO BACK (1) • OUTSIDE CORNER BE BURS THAT' SLOTTED owcii 1.1 I' 1 I T.4 R T /NCB 14.• -a K , C�,' T,.. -1, / ,I.... AND /N @. ! K L�� T .- 1 / � . 1 oN : ->rEti' r=..�(vQ1-. r E ' 7 7..... ,:,,./ '4:3 L.- , if;' 1 a' CAE T-1, / � E WALL PANELS PANEL BASE TRIM 'TR• GNiINUU5 BcAD OF 1 /x 1' TAPE SEALANT I/4 I TEK2 S.D.S. COUNTER Not BY "CBG' FLASHING -- WALL PANELS PANEL BASE TRIM 'TR- USE CONTINUOUS BEAD OF 1 /x 1" TAPE SEALANT 1/ TEK/1 6.1.5. ,- INSIDE CLOSURE W/ MASTIC BOTH SIDES ROOF PURLINS 8 I/2'x 2 3/4'x 14 Ga. 'Zea' _ L6C9L ON uEro ' I NOt0r1gN ,V210 1331S 93,E tq INSIDE CLOSURE W/ MASTIC BOTH SIDES 1/4 I/4' iEK/2 FLXILE LEAN -TO IB G. G90 GALVINIZED FLAING 'T- TEL 'END DAM' (ert 4o. "EDI24) I/4-14x I /4 TEKIt SD.6. 3/N' TYP 'AB' S w/ WASHERS m 126).c. 11 r � N_ L RIDGE SAG BLOCKING (BA- ) U E (x 1 /B'x x1' S 16 G. 'Zee" SAG BLOCKING (BA- ) USE (2) •12 -14x1' SIDS o 5 I /4'x 1/8'x 1/5'x 16 Ga. 'Z EACH END CONNECTION USE (2) "I2 -I4x1' 51.5 a EACH END CONNECTION NOT E: TABS s EACH EN ��..r SAG BLOCKING ARE OPPOSED 71 S,..4 B 1∎1 0E ARE P?IG) E 86 /Sm /0 MVO CI I AV C RAMO .m . 1 =.8/1 Ia.m W/ WASHERS to 12'o.c. WAS RS 24' TRAPEZOIDAL STA N SEAM ROOF PANELS S-24 '" TS9.24' (Field Cut 4 Band -Up Edge) I/4' 14x1 I/4' TEK /2 S.D.S. W/ WASHER m 6'o.c. 6.1.5. W/ WASHER o 6'o.c. 1� W/ WASHERS e 12'o.c. S RS 24' TRAPEZOIDAL STANDING SEAM ROOF PANELS 'T55-24' (Field Cut ■ Bend -Up Edge) T 1 x TAPPING SCREWS W/ METAL BACKED FOAM WASHERS TRAPEZOIDAL STANDING SEAM CUST°MER Family Fun Center LOCATION Tukwila, WA. MOVABLE CLIP (Part No. ' 1"MC- 100V - 200') W/ (2) I/4 " -14x I/4' S.D.S. PER CLIP USE CONTINUOUS BEAD TAPE SEALANT TEK/Y RIBS THERMAL BLOCKS REO'D 4" to 6' INSULATION II •• (, • Ii1 - !) _ OF I /8'x 1' ` __,.. 'x � �� — _ � t I/4' - lox I/4' —All 1.9. m HIGH _i* — �_ !Pt N. NOTE: 1. FOR TO CLEAR 2, FOR W/ 3. WALL 'T -101 ROOF TO WALL FLASHING "T- ROOF TO WALL- FLASHING 'TR- -UP' FE TO FLUSH OF HOLES DAM'. �- p';m • - -' � �. Iw•� <.Ip�I . 3,,,,, �\ (2) I/4' -14x1 W4' TEKl2 - ]r•- - �v`CiS! �� '��- '�v�. "C��vt� IJI� JI...WZ ✓ASSIC !'IMP s'.i (2) I/4' -14x1 I/4' TEK /2 � t �' `` S.D.S. PER PURLIN * TOP BOTTOM LEGS 3 I!1't get Back. k ROOF PURLIN9: B 1 /2'x 2 3/4'z !16/14) Ga. 'Zee' EAVE STRUT - - 8 1/2"x B 1/25, 2 I!1' S.D.S. PER PURLIN a TOP 4 BOTTOM LEGS 3 1/2't Bat = �'' Mill S•�i.!� '•�'��`� L OSE O NTINUOUS BEAD (3 I/4' or 4 I/4') EXPANDABLE RAKE ANGLE FASTENED TO FIXED RAKE ANGLE W/ I/4'-14x I/4" SHOULDER TEK/2 50.6 ® 24'o.c, IN CENTER OF PREPUNCHED BLOT ALLOW FOR MOVEMENT. • (3 1/4' or 4 I/4'J EXPANDABLE RAKE ANGLE FASTENED ICJ FIXED RAKE ANGLE W/ I/4 11/4' SHOULDER TEK /2 S.D.S. a 24'o.o. IN CENTER OF PREPUNGHED SLOT TO ALLOW FOR MOVEMENT. 1. ROOF INSULATION OF /8 I' TAPE BETWEEN PANEL NOT BY 'CSC' CENTERED OVER 24' SEAM ROOF PANELS "TEE -24' !Pert N. 'BP-114') CONSTRUCTION —� 24' TRAPEZOIDAL STANDING BACK -UP PLATE NOT BY '0150" ROOF PURLIN9: 'Zee' NOTE. PURLIN SPACE I' -0' ®H.B. 8 1/2'x 1 1/254 (14/16) Ga . AND PANEL 'LAP -UP' = 1" NOTE' THERMAL BLOCKS REO'D FOR 4' to 6' INSULATION , 5 ---' NOTE, I. ALIGN HOLES IN BACK -UP PLATE W/ HOLES IN PANEL AND PLACE MOUNTING TABS OVER THE LEADING EDGE OF EAVE PANEL 2. INSTALL PANEL CLIPS ON THE 'MALE' SIDE OF THE PANEL, BE SURE TO THE CLIP OVER THE PURLIN TO ALLOW ATTACHMENT W/ (2)1/4 x 11/4' CLIPS WILL NOT SEAL PROPERLY TO PANEL IF IT 18 REMOVED FOR REPOSITIONING, THE FACTORY APPLIED SEALANT MAY BE DISLODGED. 3. AFTER PLACMENT OF CONTINUOUS TAPE SEALANT BETWEEN PANEL 4 END PLACE 2 1/2' LONG STRIP OF MASTIC 8 EVERY SEAM, OVER THE NOTCHED SEALANT 4 END DAM, HOLES PO8(303 SD.S. DAM AREA ROOF PURLIN9 "Zoo B I /2'x 2 I/2'x (14/16) Ga. CONSTRUCTION NOT BY 'CSC' PANELS THAT DO NOT TERMINATE ON AN EVEN FIT UNDERNEATH THE PANEL. BE SURE TO CUT THE 'EXPANDABLE RAKE ANGLE'. PANELS THAT DO NOT END ON AN EVEN MODULE, THE VERTICAL LEG OF 'EXPANDABLE RAKE 'RAKE CLIP' IN CORNER OF 'END DAM' RAKE CHANNEL 'Gee" 8 3/4'x 2 1 /1/13`x 2 1 /B'x 16 Ga. 1 MODULE, FIELD CUT 'BACK -UP' 8 THE 'BACK -UP' IE SUFFICIENTLY TO 601.0 CUT 'END DAM' FLUSH ANGLE" 4 'EXPANDABLE RAKE ANGLE', 16 Ga. 'Gee' SAG BLOCKING (BA- 6 I /4'x 1/85< 1/8' 'Zea' USE (2) 4 12 -14x1 91.6 8 EACH END CONNECTION SAG _� II NW Mil - - - ) NOTE TABS 6 EACH SAG BLOCKING ARE B /NG SAG BLOCKING U9E412)112- EACH END END OF OPPOSED --I• J SETA /L 'm (BA- ) 14x186.16 m e. 'Z: CONNECTION `. F. �r V,E RAKE CHANNEL 'Gee' 8 3 /454 2 1 /05, 2 1/8'x 16 � '-- NOTE I. FOR PANELS THAT DO NOT TO FIT UNDERNEATH THE CLEAR THE 'EXPANDABLE 2. FOR PANELS THAT DO NOT W/ THE VERTICAL LEG OF 3. NETALL 'RAKE CLIP' IN CORNER APPLY (3) STRIPE OF TAPE 4 (U 8 OUTSIDE CORNER, Ga. TERMINATE PANEL. RAKE END 'EXPANDABLE SEALANT BE CONSTRUCTION NOT BY BE SURE ANGLE'. ON AN OF 'END SURE THAT ROOF PURLINS, 'Zee' 8 1/2'x 2/2'x fl4 /I6J Ge. 'CSC' ON AN EvEN MODULE, FIELD CUT 'BACK TO CUT TH5 'BACK -UP' 2 SUFFICIENTLY EVEN MODULE, FIELD CUT 'END DAM' RAKE ANGLE'. DAM' 4 'EXPANDABLE RAKE ANGLE', TO BACK OF CLIP, (2) a CENTER LINE BLOTTED HOLE ARE FACING 'END 86/40/01 dweW APPLY (3) STRIPS OF TAPE SEALANT TO BACK OF CLIP, (2)* CENTER LINE OF HOLES • 4 (I) W OUTSIDE CORNER, BE SURE THAT SLOTTED HOLE ARE FACING 'END DAM'. ... . S T.4 AZ' T /NCs /=',4R.4 2 � LEx/BLE /--/// AC'S' C)074 /4., 3 END /Nx l�,4R.4°ET 4 5,4E BLOCKING DE T.4 /L.0 B c STEEL BUILDINGS A Dimon 01 Associated Wig Systems he P.O. BOX 1009. LATH- ROP. CA 9930 R,4/GE CO/s./D /7/ON <.4<E COND/ /ON I l FASTEN PANELS TO EAVE OR VALLEY STRUCTURAL MEMBERS W/ (5)1/4 I /4' TEKR SELF FASTENERS W/ WASHERS AS SHOWN a 3' FASTEN PANEL TO 'RIB- CLOSURES' W/ 1/4' -14x 1/0' DRILLING LAP TEKO (U EACH 811E OF HIGH RIB SPACING. L.1 09 _ n L.13 ",. �'�� EB x PE SEALANT UNDER PANELS tt ) ` OUTER EDGE OF EAVE R a o� INSULATION NOT BY 'CBS' � , 3 9 /5's I. 9' 3' 3' 3' 3 3/8't ], 1 I i = u....a. 52L 1 - - '.I 4 a' 4 H 7 P40 34; �,�I�.�j j� 4 4; 4 s �ei�`� i '4 � � e�I�.�� s �7I 0 �.�j07 714, � j��4i�O��j �yi�`4 1 1 1 I INSIDE METAL 'RIB - CLOSURE' W/ 1 /8'8 I' TAPE SEALANT' NOTE, FASTEN 'RIB - CLOSURE' TO EAVE OR VALLEY STRUCTURAL MEMBERS WITH 4 12.14x1' SELF DRILLING FASTENERS, (2) PER RIB CLOSURE. s g SMOIS 1041-71,3'J EAVE (STRUT. 8 1/2'8 8 1/2'x 2 1/2'x 16 Ga. Evo��E DE 2 1 199 REID MIDDLETON, INC. ro m7 E)'4 < 'E / = A4 / 4 %/ L 4' 4 ' igE /8- CL®SU,gZ' a-" A7"7A CHI'"7, E 'N T <144444� 41- 9 0 1 • P P 8 8 g TS-1 FAMILY FUN CENTER FAMILY. FUN CENTERS NEW MAINTENANCE BUILDING r E DOPY of 0 . ' ... . _. r , , .: not authorize the Halation of any .1:e co. or MHOS& BMW ot ....Wu euPY or upproved DU l Dal Pormll No. • ' ..J 15031 ( RAW WAY SOUTH AT , 1,,,..LLA BUIL DM DIVISION. TUKWILA WASHINGTON SEW., C PrIllar REQUIRED I CD: WAIECIIANICAL Pt LECTRICAL i'll;IUMOING CITY U = 1 ll,./11..4 DUILDD, DIVISION VICINITY MAP GENERAL NOTES ECTORY PROJECT DIRN INDEX OF DWGS CODE AND BLDG. INFORMATIO MR , t �g � Y N I g Q t ha ., i E 1 3 P i.. 6 gh vi a g is R 1 ,5 - p il 1 N qOPI 0 01 r' P ;2 i il I" I l' 1 Y Y O q � _ P� o X CC E 9141 s 8 4 $ 1100 m o m § 4 A `` € a �.�; � �_a_ a �_ —_ � >oa �a43�88 �� ^" h 1 1 II h 11 IBI T944 coy ..r TS AMES:NMI, GUIDELINES 512 OVERALL sire PUN SD PARTIAL Emma. sue pLAN A MAINTENANCE EBILOINB FLOOR PLAN ENLARBED RESTROOM PLAN DOOR AND WALL SCHEME INDOOR DETAILS A MAINTENANCE EBILDINS ROOF PLAN, REFLECT197 MAD PLAN, IMMIX AND ROOF DETAILS A mAINTENANce EllILDINO EXTERIOR ELEVATIONS 4 so.. 47.1 MAINTENANCE e011-01. HALL ononons AND EXTERIOR DETAILS 5 - I SIRLICTURM. F1AN5 5 - 2 FRAMINS SECTIONS AND DETAILS GENERAL 5 - 5 GEL N NO PERMITS on METAL BALM. srsucruae AND ROM BY METAL MONO SUPPLIER MECHANICAL, ELC0WAJ. MO =MINS uNoL. SEPARATE PERMIT (DE516N WILD) PROZZOT NAME, FAMILY FUN CENTER PRA., LOCATION, 15051 GRADY WAY WARN PARCA M.BER, 24004.015 11501NA, VIA5NINOToN oest. REyi.. Is11 CONDIT101.1.. LSE MOUT- MMEMENT PARK , 041-0065 ENVIRONMENTAL REVS, Eel-o024. SIORMIN5 OASTANTIA, DEVELOPMENT PERMIT. vn SE, DETERMINATIM, DETERMINATION OP NON0IONIPIC AXE 199.ED APRIL 6, PINS ffECIAL PERMISSIM SIM. 1,11-006e 7 e.noF DATA, FOitel ' Ln.ks ''a --,1-Lnth A 11°.m# 2?11 ' • j ,,,, _1'7- i 1 ---, -,:..-k ,.. ---- I ALLOKABLEIREDVIRCD IALAISHT INDUSTRIA.. PPM MD CO 14L/LIBIR INOLSTRIAL HITT AR, ... 25203 SF , Pa lc -r ik-M , . _. \ -, \ rOtt 1 \ ..cDen Park u 7 4 r:-"..--1 AM 4/ ILI DI PA FT 45 FT AT MIDPOINT Of PITCHED ROM NA 7E0 ' AL =II 146 DETMMINAT1 509 STALSO4 AX 90% COMPACT) DOS DOLLS BICYCLE PAWNS INILEIESO20.1251A APPLICABLE BUILDING AND ZONIN9 COM, I. CITY CP 1111 ZONINS COM PRINTED N. 2 UNIFORM BUILDING COM AND ASSOCIATED 5. NATIONAL ElecTRIO, COPS NEC, 1546 1571HORI 4. WASHINSTON STATE ENERBY CODE (MEC, KPH RE 5. MASHINSTON STATE OLLATIONS FOR EARRIER-FR SEISMIC. 20., 9 occAPANLY TYPE, 1.90 STADA MIN 2 1911 UNIFORM CODES 91130,1491 EDITION) EDITION/ EE FACILITIES DM EDITOR VAC lb sm.. 51-40) '4 " I . '-(' . .4z-3.'n A 11 '--:' - 1407 DeoSyatem4G,9410.04, - T _I --- Sake 1 Mall - ...till 4 \ 1 ,' 31,','''' ', ' ',-.0 Tukvilid ,ond ... Up ,. i-Ild , 0 I - ,- M 007 DIVT4.4.11 MAYHEM. BUILDING MAMA.= BALM. A 21 5-5 PIT SHELTER 5 7. ,/ - ITEMS IN =um ARE INCA.USIVE OP THIS PERMIT ONLY H. coNSTRLOTION TYPE TYPE 11 ONE FULLY SPRINGLERIV I TIP v-ti 1 Type V-N = FIRE RESISTIVE REOUIRDMITS .--..............K.- *H-. JAILUP.R.P.50.11ELP..' IEMEm-,,i'MVEL.1451..iii5...1•11■MELLIIIILJI 1 1,....U.....3w...S.L.......L-40.14M IIW . - L.EGAL DESCRIPTION 11 I 5 = LA ADMIX. PAR5.51-5 I, 2 At4 D 5 OF CITY Of TUICHILA B.OUNDARY LINE ADJAZIMENT NO. L90-002B, AS RECORDED LAVER RECORDING to, 17506301011, RECORD S OF KING COUNTY, WASHINGTON. 1 _ ILL'g 5' . ' E= 1 1 I 1111110■ • A 111 E./171 • .1 AREAS OP EVACUATION ASSISTANCE. 001 50011501 BY THE IWHINSTON STAGE REGULATIONS P00 0A0600-rar FACILITIES 0 51-40 SEA 1104.0 WEN CUM IMPON50 SPRINKLER WADS ARE USED. TIA 510114 MORI NEEM Nor Bt 45 INOME3 BETZMN IINCRAILS. BALDING MIGHT. 1 STORIES ALLOYED POR ON ' ALLOSHAE P1000 0004 PER BALDING 000 5010 504-505, TABLE MI). . AMJSEPIENT 5110110 I E MANS P110101115 .11050.'. P10000500 Igfi w_, ,. , _ M= 01 P.M 1 t4,6 Il...kr,r1 C0.:7.4.. .,,ma■Lcus?:, • • ILLFALEY. •'.,,..SSMIE.RIIZIEil u =froommin 1E10ISIMALI1 1.11IS 15.1601116 AREAL rl• ',., 001441 ..' Pil. , . , --AL.II■1 19 1 1194' 0 0041.4 4 4 -11111..Okfile- 67222EAMILLMILLI Mt-2.1...1111111111 BA INS AREA Wag ABBREVIATIONS LEGEND OF SYMBOLS TOTAL OCCAPANT LOADS AND VITAS RELVIREMENTS Nec TABLE 10-A MO. 10052! 1101 0,000 AREA IPBR 0001014441 LOAD P40100 000001110 PER PLOCR MASER CP 5,1010 OCCUPANTS PER MIT MOOED PRZAMOOD LOT SOTS EXIT MIDTH NO2) 5E01.IRS0 VAR 00111 NON FROVIDED STAIR NOM ACOLI5. ACATISTIGAL EXH. EXHABST MIL. MAL MVO. REOUIRED 00.1 ADJ0TABLE, ADJACENT EXIST. EXISTING MFA 400000110100 RA. R40914 MEMO 0IJ04 , EMP EXPANSION WA, MARAWRIPER SCAM SOMMLE 44001. 414000 EXT. EXTERIOR MAI. MAW= SO. 001100000 AFPROX APPROXIMATE PD. FLOOR DRAIN MIN. MINIMAI LOT. SIEET 150. BOARD PM POUNDATION MI90 MISGELLAMOLB 51M. SIMILAR MOB. BALD. 1. FACTORY FINISH KO, MASONRY ORME 5.10. SUPPLIED 4 INSTALLED BY OMER BUG BLOCK FRS PLAT Heu, SCALS1 MA NOMA! RE015TANT $.0.1.0 SLPPLIED BY MAR ELM ELOGRINS R. MOOR INSTALLED BY CONTRAMOR 5)1. 50401 00,1-. 1.11411.04 ACN PO. FIRNISHED 4 11.61,4102 MID. ADAM ERECTS. GAWPED 00. B M BOTTOM V OMER 1)10, TP. 0)01010 0)01010 MARE BM ESSSEN PRPP. FIBER 50110'00000 0,0510 NZ. NOT 11004I00,01 0.6, MACE SINK, 000I1061 0540 CA OATGH BASI N meow 00)1. 401 SST STAI 111)6 'DT TO SCALE NLESS BM C.I. GAST IRON PTIS P007110 5TV. 5TAZOARD GI P, CAST IN PLACE 0A. BALM 0A OE- STEEL C.L. CARER LIIA CLEAR. GAI.V. GALVANIZED DO. ON CENTER 81)1001, SOLOILRE. STRUOTURAL CAA. CALM 01 GALVANIZED IRON 010504540 SAP. 515,50E0 ONO COICRETE MASSIRY BLP 0TP5L44 LAIN 4 PLASTER OM 005116 015, SYSTEM UMT 6145 011'0,041'1M8600080, OPP OPPOSITE T TREAD, TOP COL DOW* BYP4/14 BOARD MN P4011100 FEW PERPLIDIOAAR 100 TOP 4 BOTTOM CON. CONCAVE HA NOW BM ILL 111.6,4010 00)11 . 00001005 NZ. 1150140150 FL PLATE, PROPERTY LINE 112.8. 18.097197 want 00151510104 N P6050401. PLASTIC LAMINATE 746 I10)640 4 GROOVE 004506 000)400100 NORM HORIZONTAL R.11 PM= 15, . TOWERED BLASS 111. TIPICAL DELL, 100601100 NM. NO1.1.011 METAL M. CERAMIC THE NT, 100401 NM WATER PM, PANEL, PAIELI145 0111- UTILITY 001. DOUBLE MG. UNPORM WILDING. CODE L. LONA LENSIN PUNS. PLIMIN9 DR- perm. PR. PAIR 00. MAKIN, rourmai .114115, . .0111140018 S V.O.T. VINYL conroomor1 OLE 1001.. PROP00501 PRY PRESEVRE MOON, VERT. VERTICAL VA =reran LA VALVE /V 11 0005. 00006041) MINATE. LAMMED 1111 D LAk EA. MN LP. 60005 MOT, LIMN-MOT R. pow 1000 04155011 EPA IDOERICR IRNISN SYSTEM LID 004)0 DT, GNAW TILE 00. MOP 0400, EXTERIOR 1/644.ATION 4 61011. 61041 501041 01)6 5145150 MIN. 14102 1 0404 010104 MAS, MASCARY It 00016 4 00111901400? etsv. ISZVAO.ON, ELEVATOR MAX MAXIMA RD, 0005 00414 KIL MAIER RESISTANT ELEC, 0.50151048 MBA FATAL DAMNS SUPPLIER P.1, RAIN LEADER vir. 050441 DILL 5010980 RV. RWRIBERATCR 4004. HURD WIRE MX ea 00108 00144. 0501000001 Vat MEANING RECD, WAIVED KAP Mr. HIRE PADRIO paw, RE11PO0600 YD, YARD GRAIN NORTH ARROW DIMENSION OSAYMMEs OVPSLIA DOM DOOR MARK W5 ...ZAN.' MLZACJIMELEIL■1 '.....--19:14.V.M.1112WMFIiM .LAILIZOr-.4 MIMILIoULANIELINALOU-X.LIMME■LIELMAIMI 1=A.CO,FA■1' IgLLAIMINIIVOill.I.0 WEN 1515 1:::1 4.44I14 MOIL& DOOR COOL - WM , .{::>. CLILINO11.7ED , 70 SPIEDYLE ' OA M14 EN1111 e WINDOW MARK ED-I VOUNTED Ma 05551 5551 15,5, : WALL ,.. 1 . 4 1 l 1 0 .... [Z:1 rue, et A Luti iligt.ion1100110 GRADE ELEVAT ION illh .--- C MA RK 'N /LoUVER Mr 070 5:2 /pi: --- on Mum Gum __, NG qr '.•-.- t MUZ 0 0 muu ,$.3.7 " ----..r...x EH INIT ROM MARK .IRES Eig 91Mco i n k _ tg 124010101 7,..:::.., -_, E ACCM PAWL 111•Iiii 51010 105.110 REV 1 S I ON 11/f-1- .01u2i&IIIIIIIIIII-111.:AMILIAMINEMIN -MEM... T!.=-1111111111LAINIMILKONNI 010,2)00,060 Ft...,. I _ *560 2 1545 , MY ....--. 0251 ,0. 00, SPR I NKLER MAIN CEO 11,11 OMER 09911 .17 1001011011 COLUMN CR 1 0 - - BUILDING SECTION PROPERTY LINE 0 = 1:21:1 ''''' '''''" 51601)6 000005 11.00 *4 1 0 se 01 12 1000 41-;-) DETAIL IDENTIFICATICII EZI Iwo omuso FENCE -.......„. -E. - --o-o-o-o--0-0-.- 000 suca WIMP 1 22 3 F..... CONTOURS C) REMO ® .., ... EldEl 11.1111011115 ELEVATION / 2. -------- F I N I SHED Ai-- 4....4 • 61111.0.E11.. EZ3 51501 - --- g graV..-- Atutiew ....., w or 'A' 1 MA RI PIT 5141.TER se 4470 OF .. 1.200 44.5 I 44.5 •• AV OPEN • PARKINS STAMM. T r ZOl , , ,1') 4r um Gliithi 0.1.1.1, / IMIZMPIE, , DM - ' - '1 10 01401321LA OCT - 8 1991 0010 10001,50 41- 9 0 1 • P P 8 8 g TS-1 FAMILY FUN CENTER LEGEND: PROPOSED TYPE II CATCH BASIN PROPOSED TYPE 1 CATCH BASIN EXISTING TYPE 11 CATCH BASIN EXISTING TYPE I CATCH WIN PROPOSED STORM DRAINAGE UNE mil EXISTING STORM DRNNACE LINE PROPOSED UNITARY SEWER cLEWOUr PROPOSED SANITARY SEWER MANHOLE EAISONO WT. SEWER MANHOLE PROPOSED SANITARY SEWER UNE 05611221 SMART SEWER UNE EXISTING WATERMAN 0151160 FIRE WOW EXISTING WATER VALVE PROPOSED WAIERMNN PROPOSED FIRE HYDRANT PROPOSED WATER VALVE EXISTING CONTOURS PROPOSED CONTOURS PROPOSED UGHT PAVEMENT PROPOSED HEAVY PAVEMENT PROPOSED CONCRETE • 0 0 PO PROPOSED SPOT ELEVATIONS (TOP OF PAVEMENT) / EXISTING SPOT ELEVATIONS ;l ,P - -100 -- 100 [ile: P: \SDS0PROJ \6125 \ENGINEERING \6125- 03.DWC We/arse: 10/10/1996 1026 SSR1e: 1.100 11126 X0efs, Z6125- 5,26125- T,Z6125 -83, FAMILY FUN CENTEI PORTIONS OF THE SOUTHWEST QUARTER OF SECTION 24, AND THE NORTHWEST QUARTER OF SECTION 24, TOWNSHIP 23 N., RANGE 4 E., WILLAMETTE MERIDIAN KING COUNTY, WASHINGTON Vl b-b3'-1 3 •011C[11,1 CONTRACTOR %MIL PO FULLY RESPONNSIE FOR OBINNINO PERMITS FROM THE WASHINGTON STATE DEPARTMENT G NATURAL RESOURCES FOR REMOVING A O REPLACING ALL SURVEY MONUMEN1A110N THAT ANY SE AFFECTED Sr CONSTRUCTOR ACTIVITY, PURSUANT TO WAD 332 -100, APPUGI1ON3 MUST BE COMPLETED BY A REGISTERED LANG SURVEYOR, IPPUCAIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE MANED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES, OR BY CONTACTING THEIR CFFICE BA 1ELEPHO S AT (200) 002 -1100. WASHIXCTCN STATE OEPNRMEN1 OF NATURAL RESOURCES POW IMO SURVEY 0FRCE 1111 WASHINGTON STREET SE PA. BOX 17000 G EWPN WASHROOM 08604-7000 UPON COMPLETION OF 00N5TRU011010, ALL MONUMENTS DISPLACED, REMONID, OR DESTROYED SNAIL BE REPLACED BY A RE0ISIEAED IAl6 SURVEYOR, AT THE COST AND AT THE DIRECTOR of THE CONDUCTOR, PURSUANT TO THESE REGULATIONS, THE APPROPRNIE FORMS FOR REPLACEMENT OF SAID MONO 010*50N SHALL ALSO BE 111E REEPON9INUTY OF THE CONTRACTOR. CAUTION *SIR LARRY ggfuCI Flo ie CALL BEFORE YOU DIG] 1 -800 -424 -5555 VOHSISIE FDA NLVIMNO RIE LOCATION, NYEMOM, M'0 DEPM TEN 9NOYM ON MESL PL.WIS OR NOT BY Po1NNN0 ME flROMAL AND VERTICAL .t7a POOR TO W W UCTpN. I M' LDG2 O 1- 600 - 121 -6666 0110 TI1Ex 00310111,0 LoGmaxs a xEw unurc cRGS m P mWwL r CO MOTS P A C IW0 0 0 X L 0 000 9AS S H O R N CUR, TAE CO 229 *11 R SHAL CO 9606 06 P9 NO. 1 0 RESd.VE Ill PROBlEM2 POOR 10 PSOCFCNIq M1M LEGAL DESCRIPTION: ADJUSTED PARCELS I 2 AND 3 OF CITY OF TUNWIU BOUNDARY LINE ANIUSTMENT NO WAS L ADJ N AS RECORDED UNDER RECORDING N0. 9806309017. RECORDS OF KING COUNTY, HINGTO. BENCHMARK: FROM W.2.D.0.T. PIAN SHEET 25 OF 170. T.B.M. 51 STA 131 +55 (52' LT), TOP OF S.E. BOLT ON TRAFFIC LIGHT STANDARD AT S.E. CORNER OF INTERSECTION EXISTING GRAY WAY AND INTERURBAN. ELEV. =32.29 NOV01929 BASIS OF BEARING. WASHINGTON STATE PUN AN0 COORDINATE SYSTEM, NOflTIH ZONE, 60 1993 1991 MONUMENTS - 1)105 -6Z PND 1T OS- J SHEET INDEX. E 4 S 7, a. COVER SHEET CAADWCO AND WMRA DRNICACE PLAN CitACCO AND STORM [RAVAGE RAN WATERAANE EXTENSICNC At0 PKE PAIN AUGNMEENT RAN WAi 2122il EXMOOR AND EKE PATH ALIOR.B0T RAN SANITARY SEWER PLAN AND PROFLE F1N CBNE11 WAY RAN AND PN0*0I CGIS0RICI1JN Nome AND DETALS SWEET LIOMRD PLAN These N plm have eb for I reviewed by l4- P 111 C o A pt current h do not aul, 1 1.1rdo or ordinances y Tquncy of Ih d 11 ', Additions, deletions h 111,0 droWlnos after this tl l coplonco and well require n ro.u: : :. :: , I of Tovls*d drawingo for subeoquont Finn ,.Ia OCO Is cubl001 to 11o1d Inspockon by Iha 'n. Works ullllllse nepo0lor / Dam. 1 Ey ' UGc«a J _ F2C ON0 CITY OF TUHWIIA *PROVO FEB 0 1 1999 ■1 N01411 01111.I0NE: UIV10100 00 T .ID 05 018- 05 43 A' OCT T O E 999 P1RMiT c0NT00 • cc 2 Z cc 2 U J IL cc U J_ X0 1 IP i CE I. WATER CLL05ETS- Top OF SEAT HEIGHT IS REWIRED TO DE A maN004 OF 19 INCHES ABOVE FLOOR, FLU. CONTROLS AR TO BE OPERABLE WIN oNE HAND WITH A MA4110M FORCE OF 5 LB. OPERATION SHALL NOT REWIRE T6NT HANDLE oR CONTRO.S ARE TO BE LOC 50 THAT NO EXCESS) 5001 MOVEMENT ON THE WIDE 510E OF ME TOILET SEAT IS REWIRED. 2. URINALS - PRP/IDE AT LEAST ONE STALL TYPE OR WALL WANG URINAL WITH AN E.ONsATED !um FRoJEcr. AT LEAST M INCHES FROM 544E Y01 AND IT INCHES MAX. ABOVE THE ROOK. FLU5N CONmo 5 ARE To . HAND OPERATED A MAXIMUM OF 44 ING55 ABOVE M FLOOR AND MEET THE sAME REMIRETIENTs N THE FLV>I 155 5 FOR WATER CLOSETS. IDS A CLEAR 3rACE 50INCHES x 45 40 INCHES IN FRONT of URINAL. 5 1000/00415 - PROVIDE A 005404500 OF AT LEAST 25 150155 FRom THE FLooR TL THE BOTTOM OF TIE APRON AND KNEE CLEARANCE ( UNDER THE LIP ExTENDINO A MINIMM WIDTH W 90 NOES By A MINIMUM DERN OF 6 INCHES AT THE Top. PROVOS W CLEARANCE AT LEAST 501500E5 WIDE, TO 9 INCHES ABOVE THE FLOOR AND IT INDIES DEEP FROM M FRONT of THE LAVA- TORY. A 54 INCH SURFACE HEIGM Is RECOMMENDED. 4 PROVIDE A CLEAR FLOOR 5PACE 50 INCHES BY 45 INDHM. IN FRONT OF THE LAVATORY. THE cLEAR 5044E MAY EXTEND INTO KNEE AND TOE SPACE UbB .EATH M LAVATORY 5. INSULATE OR LOVER HOT WATER AND DRAIN PIPES UNDER LAV- ATORIES. NO SHARP ON ABRASIVE 'MACES ARE ALL0Y50 UNDER LAVATORIe9. 6, LAVATORIES ADJACENT TO WALL SHALL BE CENTERED 16 1500 5 MINIMM FROM THE SIDEWALK WITH RIM OR LOMTER SURFACES NO HI6fER VAN %INTONES FROM FINISH FLOOR. FA.OET CONTROLS AND OPERATN6 MECHANISMS ARE REWIRED TO OPERABLE WITH OE HAD AND CANNOT REWIRE ERASP- INSePI.HING, DR TWI5TIN0 of M WRIST. THE FORGE REWIRED TO ACTIVATE CONTROLS IS NOT TO EXCEED 5 0010519. LEVER OPERATED PXAI -TYPE, AND ELECTRONICALLY CONTROLLED MEGONISMS ME ACGEFTAELE pE916N5. BEE- CLOSING VALVES OPEN A WWI OF 10 YSOND5 ARE ALL.Bro. TOILET FIXTURES O 0+ OF F 5104+. ID! LAVATORY URINALS E09CTPJRA SPEAR SPACE EMMAUS 47 MIN 115 4'615 4 A AOH • MULTIPLE 4CCOMroDATON TLILE ESO LITIE9 I. DEFWIT054. 0 ROOM THAT HAS MOPE THAN OIE SANITARY FIX - TRE,15INTENDED FOR 11! )USE OP 14050 THAN ONE PERSON AT A ME AND WHICH U54AJ.Y 15 PROVDED NTH PRIVACY COMPART- MEIR OR WRENS ...DIN5502 FIXTURES PROM VINYL A 5015050514 SLR/150 A HOTEL MET ROOM 010 PWVA15 TOILETS SMALL LRIC55, MORES AND SIMILAR LOCATIONS ARE NOT 101400 IN THIS CAMEOIIY, WERE SANITARY FACILITIES ARE LOCATED ON AGCO55E P1.0055 Of A 15111.0156, TOY BULL BE MADE AGCOS58 TO T6 95114C LLY HANDICAPPED, 2. NW ARCM SPACE • PROVIDE A OMAR SPACE TEAM= PROM 116 FLOOR TO A WRIT OF 0 INCHES 0P SR9'ICISNT SIZE TOI1600 6 A 6014YM DIAETER CIRCLE, OR A CLEAR SPACE 56 HOSES 5Y 651NYMD IN THE ROOM. OAR! 05.R THAN TO THE H/VOI0APF0 TOILET COMPART51 MAY ENCROACH INTO THIS SPACE NO MORE THAN 121NAH. HANDICAPPED COMPARTIBIT • 521P M 00014 INTO M 5504.E WITH AN A0046. CLOSIN9 DEVI.! AND PROVIDE A CLEAR OPENIR9 MD114 OF 52 ING ES PROVIDE A 44 INCH WIce CLEAR PATH TOM STALL. AND A 40 INCH LOMB GEAR SPACE IN FRONT Or M MATER CLOSET. IF M COTEMT 04T DOOR 150N M 505 WALL AT LEAST 60 INCHES 15 REWIRED IN POUR OP M WATER CLOSET. 4. M ORN SAL IS REWIRED TO ECM. 24 PERTS IN FRONT Of THE WATER CLOSET. WAS BAPS CAMDTPR0.ECT MORE THAN 51ND65INTO M CLEAR SPACE MULTI - TOILET FIXTURES A 1,0 1 B. I, J k L 0155 RF,v,B O SPACE AT DOORS 2 N.T.S. CLEAR I SPACE 4' MIN'' I. SPACE AT DOORS THE FLOOR ON EACH 510E O A DOORWAY 15 REOUIPED TO BE LEVEL AND CLEAR FORA MINIMUM DEMI OF 60 INCHES ON THE SWING SIDE, IEASURED AT RIGHT ANGELS O THE OPENING, AND FOR 44 INCH M MAT AT FROM THE DOOR ON THE 54545 510E OF TI 14 5 E DOOR THE LEVEL AND CLEAR AREA 15 REWIRED TO E ATB0 FOR 24 INDIES ON THE STRIKE ED. 0P M DOOR FOR EXTERIOR own AND TO EXTEND FoR IB 1.01. FOR INTERIOR 00017.5. A LE AREA l DEFINED As AS A HIGH WES NOT SLOPE MORE AT LEAST ONE of A PAIR OU DOORS SHALL MEET T. MINIMA, 52 INCH CLEAR ENTRANCE WIDTH RECURRENT. 5. HARDWARE - DOOR HARDWARE SHALL BE.. LEVER OR FWWF31 TYPE, AMAX EFFORT TO 40' ABOVE M FLOOR AND BE OPERABLE NTH 114 0 A MAX. EFFORT O' a 1/2 CBS. FoR EXTERIOR DOORS ANGLES 0 DOORS AARO AT CENTER FLA of °AIDING OR FOLDING DOORS. 4. GCNSTRIDTON • THE BOTTOM I0 OF ALL DOORS Man OR SLIDING -HALL HAVE 05 * A SMOOTH UNINTERRUPTED SURFACE TO ALLOW M co. TO BE OPENED BY A WSLWAIR FOOTRF T WITIWT LREATINS A TRAP OR HAZA DWS 00101110. IY B0 MN 1 MNIOK5T OPERA= PART OP THE TE.EPHOE 15 TO T EENTHIN 46 INCHES 05 THE FLOUR IPM 1!1555105! 15 APPROACHED FROM STRAIGHT FORWARD, AND 64 INCIE6 IF M 155814016 15 APPROACHED FROM M SIDE 0R 14 THE REMO515 ROOMED DIM0NAJ.Y M A COPMOR ]. APPROACH • A CLEAR SPACE OP 50 INCHES BY 4 INLIE9 THAT ALLOWS EITHER A POR40FD 0R A PARALLEL APPROACH 15 RE- WIRED. M CLEAR SPACE MAY INCLLD5KNE SPACE UNDER TEMP.. ENCLOSURES, OI6 SIDE OF TIE CLEAR SPACE SHALL ADJOIN ANOTER GEAR FLOOR SPACE Of AT LEAST M BRAE SM IF 115 TELEPHONE 15 LOCATED IN Ail ALCOVE MORE THAN 241TOHE5 DVEr /05' TIE FRONT Ammo AG1 15 55516+001150 50 INCH WOE SP ACE 54 R56VIR0 TO RAVE AN ADDITIONAL 6 ITEMS ONCE SOS. IPM 525 APPROACH 15 5016N0 AND THE ALCOVE 15 MOM- THAN 15 WRAC DEEP, M 4 NW ND! SPACE 16 R86U50 .10 HAVE M ADDITIONAL 12 INCHES CN ONE 50,. 5. FLOORS - FLOORS ARE REWIRED TO EE LEVEL AND SLIP RESISTANT 4. SPECIAL 50DUIRMNI5 - M CORD FROM M M 1E5H21E TO M HAD 5015 TO 0 AT LENT D4 INCHES LONG, TELE- PHONE EOM IF PR0VID0, SHOULD 55 LOCATED 50 NET CAN EE USW BY A PERSON IN A W0E.CHAIR WERE AVAILABLE, R511-50170N CONTROLS ARM TO BE PROVIDED. AT LEAST ONE TEEPH055 OR 1ELEPHI016 PER BMEC M T1MI0LB,15 REWIRED TO BE EOUIPPMD NTH A YOUR. CONTROL FOR M HEAl155 IMPAIRED. 5. VOLUME CONTROL TO ME CAPABLE OP A MINIWM CP 12 *A AND A W!XIM,M OP ID cbA ABOVE NORMAL. IF AN A TOMATO REMY 15 P50VIIMO THEN I6 TEA MAY BE EXCEEDED. O SIGNAGE 3 N.T.5. DISPLAY comm. ACCE55ELE FNMANCE9 - ACGE.IBLE EVILDING ERMA.. SHALL BE IDENTIFIED WITH AT LEAST ONE PMiARD 5165 AND ADDITIONAL DIRECTIONAL 51GN9, ...RED, TO BE VIM. TO KR.. ALONE AWROACHINB PEDESTRIAN WAYS. M INTERNATIONAL SYMBOL OF ACCE551BILITY 15 REWIRED TO IDENTIFY FACILITIES THAT ARE ACCESSIBLE. THE 50EOL A YWITE RISME ON A BLUE BACWSROMD (COLOR No.150P0) IN FEDERAL STANDARD .5A. E0fISIMONA A SPECAL 5160 OR IDENTIFICATION 144115 CO 1 11 15 0 TS DECOR OR A UNION 0 MAY BE APPROVED HAM IT I5 DETERMINED BY M ENFOR0190 CINS AGENCY THAT BOH SIs. AND VE TIFICATION PROVIDE ADSMATE DIRECTLN. 5. ERAS. - CONRL1cT,D BRADS 2 BRAILLE 15 TO BE USED WHEREVER BRAILLE IS REWIRED. DOTS ARE DI INCH ON 1ENTER9 IN EACH CELL WITH Da INCH SPACC MITER 45015. DOTS ARE RAISED A MINIMUM or 0025 ItOH ABOVE THE BAOC6RouND, 4. CHARACTERS - LETTERS AND NUMBERS ON SIGNS ARE TO HAVE A WON TO PEIBM RATIO oF BETWEEN 5.5 AND 1.1 AND A STROKE WON TO .16HT RATIO BETWEEN 1,5 AND 1.10. WHEN RAISED OR RECEsED LWIRACTERS OR SYMBOLS ARE IFiED T15Y ARE TO BE RAISED OR RECESSED A MINIMUM IA2 INCH AND ARE To Be 9AN5 SERIF TYPE. RAISED 0HARACT ERS ARE To BE AT LEAST 5/6 INCH HI A REC.., 11415510 CHARACTERS AND SYMBOLS ARE TO HAVE A 1/4 NCH MINIMM STROKE NDTH. 5. 0 11 0 5 0 0 0 1 11 0 0 5 4 1 0 0 0 5 0 0 1 0 19 19 5 5 19 11 0 1 1 0 W ME 5R0VIDED SHALL 00 AN EWILATERAL TRIANGLE 15005005 WARN A IT DIAMETER CIRCLE AND 104' THICK EACH. I, HANDRAILS SHALL MEND A MINIMUM Of 12 INCIE9 BEYOND THE TOP NOSING AND 12 INCHH PLUS THE TREAD MION BEYOND M BOTTOM N091NG. 2. ENDS ° B0 RETRIED OR SHALL TERMINATE IN NEMO. POEM OR EARN 1ERMILA00, 5. WERE M EXTENSION 0P T! HANDRAIL IN M DIRECTION Or TIE 51■9 RUN RAW CREATE A HAZARD, M TERMINATION OF THE EXTENSION SHALL 55 WOOED SMOOTHLY TO FLOOR, WAl, OR R.T. 4. MERE TE 51AIRS ARE CO51141 .5 FROM LAWINB To LAD949, THE INNER RAIL SHALL BE COIH5INIO55 AND NEED NOT EXTEND 015 IMO THE LADING. HANDRAILS NDRAILS ® N,5.S. FINISH FLOOR LEVEL CTRESHOLD B. r IV 22A INTERIOR AID EXTERIOR THRESHOLDS 54+011 BE 10 HIGHER THAN 1/2 I4YM MOVE M ADJACENT FLOOR LEVELS EACH 5101050 EDGE OP 116+050409 SHALL BE BEVELED OR SLOPED AT M 015.! NOT To EX= 45 050505 50 MAT TO 55011001. (MANSE OF ELEVATION EXCEEDS 04 NON ( PUBLIC TELEPHONES 12 THRESHOLDS O GRAB BARS 6 N.T.S. 'D9 'g--0343 I. DRINKING FOMTANS ARE TO EE LOCALE, WITHIN ALCOVES OR 0 5 101 ED SO AS NOT TO BE IN A CORRIDOR OR WALKWAY. 5 FOUNTAINS ARE REWIRED TO BE APPROACHED FROM THE FRONT. IF ALL0Vff5 BY ENFORCING A0ENGY DUE TO UNREASONABLE 07RD51115 NS MAY BE LOCATED IN A PATH OP TRAVE IN SUCH GASES 5 45200 NS MUST HAVE A .0110.50 AREA EXTEIm- INS ES ARDUND +1415, PNTURE, OR WINO WAILS WILL BE REWIRED EACH 4 5155 51. OP THE FOUNTAIN, 2. DRINKING FOUNTAINS ARE TO Be A MINIMUM OF 16 INCHES DECO AND HAVE A CLEAR SPACE UNDER, M FOUNTAIN 71 INCES HUSH AND 10 110106 DENT, MRNIR0 FROM THE FRONT EDGE. 115 5£81155 50011 PE OPERATE BY A HARD LEVER LOCATED WITHIN 6 INCHES OF THE FRONT OF THE FOUNTAIN AND WITHIN 551 OFMFLOOR OR BY EARARALONGM IRE FRONT OP EA FOUNTAIN (OR OTER APPROVED CONTROL WEIIIOD5) RASHLY OPERATE BY A HANDICAPPED ON PERSON. RE WATER STEAM 19 TO BE 0045001 FRONT 145 0 1000 OP THE 50N101µ 5. P00501510100055 ARE REWIRED TORE AT LEAST SL INCHES PUDE AD 24 INGE5 DEEP. IF T! FOUNTAIN 15 LOCATED IN THE THE PATH OF TRAVEL, THE TEXTURED 505F ACE 15 TO 55 GLEAMY IDENTIFIABLE BY A BLIND PERSON U51115 A CANE, LACKING ANY FURTHER DEFINITION, IT MOULD 5@1 APPROPRIATE TO USE 1113 SYSTEM ONLY OVER CONCRETE OR WARD SURFACES WHICH CAN BE ROUTED SIMILAR TO CURB RAMPS, WITH I INCH 6500'555 I INC+ ON CENTER OR WERE CHANGING MATERIAL TE%1VRES LIKE CARPETING TO RESILIENT FLOORING. 0 TIE WINS WALLS ARE REWIRED TO pRO.ECT AS FAR AS THE DRINKINS FOUNTAIN , TO HAVE AT LEAST 50 INCHES CLEAR BE- THEN WALLS, AND TO ea WITHIN 6 INDIES OFT The FLOOR O DRINKING FOUNTAINS 4 N,T,S, 1. LOCATE BRAD BARS ON EACH SIDE (OR ON ONE 010E AND RE BACK) OP TO WATER CLOSET 55 INCHES ABOVE AND PARALLEL To TIE FLOOR. BRAD BARS AT THE 5106 ARE TO BE AT LENT 43 ACHES LONG WITH THE FRONT END POSITIONED 24 INCHES IN PROM OP M WATER CLOSET, GRAB BARS AT THE BACK CANNOT BE 1200 THAN OD INCHES LONG. 2. T. DIAMETER OR WIDTH OF THE BRIPPINB5ATP ID RI :OARED TOE E 11/4 TO 11/3 INCHES, OR M SHAPE 10 TO PROVIDE AN EWM /ALENT BRIPINB SURFACE. IP DRAB EARS ARE MOUNTED ADJACENT TO A WALL, THE SPACE E0T THE WAD- AND THE BRAD 5AR515 TO 041 I I/2 INCHES.. 5. BRAG BARS 5011. TOT ROTATE, 4. ORA5 BARS AND ANY SURFACE AD44CENT TO THEM CA10101 HAVE ANY SHARP OR ABRASIVE ELEMENTS. ED0E5 AR TO HAVE A MINIM + RADIUS OP I/O INCH. 5. DAR 505151ER5 AND M0150100 5FP0RT SHALL.. 0512 TO PONTAID 0802 POINT LOAD IN 5010155, SHEAR AND TOR5101+ S4'MI RAMPS - ANY PATH OF TRAVEL ( A PASSAGE THAT MAT 0055151 F MO.KS.,, 91DEW.LKS, CORRIDORS, ELEVAT0R5 OTHER IMPROVED AREAS, OR NECESSARY COMBINATION 1NEREOP, THAT PROVIDES FREE AND WEBER .00 D ANDE55 TO AND E.E. FR014 A PAR- T WLAR AREA OR LOCATION) WILL BE CONSIDERED A RAMP I. LOPE S Is GREATER THAN I FOOT W9E IN 20 FEET OF RUN 0.200 THE MAXIMUM ALLOWABLE SLOPE OF A RAMP IS 1,12. RAMP WIDTH - PEDESTRIAN AMPS SERVINS PRIMARY ENTRANCES TO 51ILO1005 WITH AN 0CG1PANT LOAD OF 500 OR MORE WILL BE REWIRED TO HAVE A MINIM 60 INCH CLEAR WIDTH, RAMPS 5ERVINS MOTELS, APARTMENTS HOUSES, CONVENTS, 0050015550, D /ELI.IN55, AND 1000I45 40U5E5 01114 AN 0c0PANT LOAD 0P LESS THAN 50 MAY BE 56 INCHES HID.. ALL OTHER PEDESTRIAN RAMPS WILL BE REQUIRED TO BE A MINIM OF 4 1001E5 WIDE, IN NO CASE MAY RAMP MIOIH5 BE LESS THAN THE WIDTH REWIR- ED FOR 5TAIRHWYS. UNDINBS INTERMEDIATE ARE REWIRED AT THE TOP AND BOTTOM of EVERY RAMP. 00I1 1DIATE LANDIN WILL REWIRED AT TERVA.S NOT 9 0 90 INCHES OP 9 VERTICAL RISE AND AT • H RANE C OF 0050 INS DIRECTION, 141401N65 WILL NOT Be 5055 PACER- ED IN DERRMININB THE MAXIMM HORIZONTAL DISTANCE OP + RAMP. 4, Tor LANDINGS - TOP LANDING MEASURED. IN THE DIRECTION 0P THE RAMP PIN WILL EE REWIRED TO 55 501 105 THAN 60 INCHED LONE, 4415N NO 000E OR BATE 851109 ONTO A LANDIN9, M LA1011 WILL 5E REWIRED TO HAVE A MINIMUM 010T1 OF 60 INCHES IN THE 510E NTH THE OPENING. M LAN71110 WILL OE REWIRED TO EMEND 10 1160 FROM THE STRIKE GIDE 0P TIE DOOR OR BATE ON EXTERIOR RAMPS AND To EXTEND 16 INCHES FROM THE 5TRI1E SIDE ON INTERIOR RAMPS, 5, INTERMEDIATE 15001+55 - INTERMEDIATE LANDINGS WILL BE REWIRED TO BE 60 INCHES LONE IN THE DIRECTION OF TRAVEL. 6. FLOORS 0P A OIVEN STORY SHALL EE A COMMON LEVEL 11552+611- 521554575411L505011005150!1155055150144501150, PA95514- 655 015VATOR5, OR 59001AL A00500 LIFTS. 1. 12011014 LAVIN05 - BOTTOM LANVIN05 AND LANDI565 AT A CHAN.OP DIRECTION TREATER THAN 50 0551505 WILL BE RE- WIRED TO B5 60 INCH. LOH., 6, HANDRAIL9 - HANDRAILS MILL 5E REWIRED ON ALL RAMPS 0111 A RIBS BREMEN MAN 6 INCHED OR A HORIZONTAL PROMOTION BREMER MAN 6 PEET, HANDRAILS ARE REWIRED ON EACH 0ID. SIDE 0P A RAMP, THEY MAT 0a 541.1415 ABOVE THE RAMP 5R- PACE AND BE OO15115 FOR THE RILL L0N6M OF TIE RAMP. HANDRAILS MUST EXTEND A MINIMUM OP I2 INCURS BEYOND THE TOP AND 50170M OF THE RAMP AND M MOS MUST B5 RSTR+ED. 912E AR0 SPACING OF RAMP HANDRAILS ARE REOUIRO T0 COM- PLY NMI THE 8004I540MEM5 POR 5TAIRWA1 HANDRAILS 5XCRR THE INTERMEDIATE MILS 0A! +OT REWIRED, R. CURD AND NEL B01DE5 - WHERE RAMPS MORE THAN 10 FEET LONG ARE NOT WAVED BY A WALL OR PENCE, EITHER 2 INCH HISH CURBS OR WIDE RAILS CENTERED 2 TO 4 INCHES ABOVE T! RAMP WILL BE REWIRED. 10, RAMP SUNPACE - RAMPS WITH SLOPES OF 1,10 OR TIMBMER HILL BG REWIRED TO HAVE A SLIP RE5I5TAM FINISH, RAMP5 MINT SLOP. LESS THAN 1,10 WILL BE REWIRED TO BE AT LENT N SLIP RESISTANT AS A MEDIUM SALTED FINISH. O RAMPS O 19RkSER TOILET PARR DISPENSER c INMATE DRAI 1 HOT WATER PIPES UNDER BIHK D. MOUNTING HEIGHTS TYPICAL A N.T.B. TOILET PAPER VAT COVER URINAL LAVA DISPENSER EXAMPLE 1 1. OBJECTS WITH THEIR LEADING 0D6E9 W Ben.. 21 INCHES AND 60 INCHES FROM M FLOOR CANNOT PROTRUDE MOPE THAN 41N'CHES INTO WALKS HALLS, CORRIDORS, PA59A1EWHAY9 OR AI9LF9. OBJECTS WITH THEIR LEADING E.ES WITHIN 21 INCHES OFP FLOOR MAY FROMM. ANY DISTAWE, SO MAY NOT REDUCE THE REWIRED GLEAR °RAG. OR MANBNERIN6 SPACE FOR A WHEELCHAIR 2. FREE STANDINLCBJBOISMOUNTED LN P05T5 FLOOS MAY oVERHAN612 INCHES PROM 21 INCHES TO 60 INCES ABOVE Txe FLOOR 5, HEADROOM - SO INCES CLEAR I5 REOIIRED FOR 400050OM IN WALKS, HALE CORR1120R, PASSAEf1AYS, AISLES AND 0 1ER CIRCULATION SPACES. FRFF 01010010 OVERHA001.05 P5.TQ 015P06ER/ WASTE RECEPTACLE HANDICAPPED PARK. SPACES SPACES SHALL BE 50 LOCATED THAT HANDICAPPED PERSONS ARE nai WELLED TO 01141,E OR WALK BEHIND PARKED GARS OTHER THAN THEIR OWN, SINGLE PARKING SPACE SHALL BE 8 R. WIDE x 20 FT. WITH AN ADJACENT 5 FT. WIDE LOADING AREA 5. VOUS. PARKING sPACES SHALL . 21 A. WIDE x 30 FT, WITH A 5 FT. LoADIN6 AREA BET . THE TO D FT. VEHICLE SPADES. 4. MAXIMM 5.. of PARKING SURFACE IN ANY DIRECTION SHALL NOT EXCEED 1/4' FEN, FOOT. 5. PARKING 5PACO5151W.L BE IDENTIFIED BY 5105 WITH THE INTERNATIONAL SYMBOL OF AGGE93IBILIIY (REF. DETAIL 6/01.101 WNW ON A PORT OR W.L. IN FRONT OF TIE 59ACE. 91GN SHALL BE REFLECTIVE, WHITE WITH A DARK DUE 544K01000, AT LEAST TO 92JARE INCIHES IN AREA AND MOUNTED 96' -60 ABOVE BRADS. 6. IN ADDITION, 9LRFACE W PARKING 9FACE9/ SHALL BE IDEN- TIF10 BY EITHER of TIE FOLLOWING SCHEME5, A. QRLINING OR PAINTING SPACE IN BLUE WIN CONTRA5T- INB COLOR PROFILE VIEW OP WHEELCHAIR WV OCCUPANT, OR B. INRRHAIOWLL 50450100 ACCESSIBILITY IN WHITE ON BLUR 5ACK012LND, 96' X96', VISIBLE WH5N VEHICLE IS !AWED. 1. VERTICAL CLE5RANDE5 To ENTRANCE AND WITHIN VAN ACCESSIBLE LEVELS or PARKING STRUCTURE SHALL BE S R. 0 IN. TO ANT 51RID11RAL MEMBER DUCT oR RIFE. B. OM RAMPS 0 CURB RAMPS SHALL BE LOCATED 404ERCYR PEDESTRIAN PATHS GROSS A CURB. 2. CURB RAMP SHALL Be A MINIMUM OP 90 WIDE, WITH MAXIMUM SLOPE OF I IN 12. FLARED RAMP SIOE9 SHALL HAVE A MAXIMUM SLOP. OP 1 IN 10. 5. A LEVB. 4' MIN. DEPTH LANDING 13 REWIRED AT TOP or CURB RAM OVER ENTIRE CURB RAMP WIDTH. 4. IF 1140100 DEPTH LE50 THAN 4' 15 PROVIDED, M 5400! of FLARED SIDES SHALL NOT 0X650 I IN I2. 5. RAMP 55000E IS TO BE SLIP RESISTANCE. 6. CURB RAMPS TO HMV. DETECTABLE WARNINGS M FULL WIDTH 4400051510515051505005. MPH o WALKS I, WALKS SLOPING 6R0A15R MASS I IN 20 (916) RANT COMPLY WITH RIOUIREMENTS FOR RAMP5, SEE V/ AI0.1 WALK WIDTH SHALL BE S6' MINIMUM, BE MAXIMUM 05095 SLOPE MALL NOT MEND I/4' PER FOOT. 4. 5541146.0150 01100004(550 450EIE055 50051545. a. a 5, AT EACH DOOR CR 005 A 60'x00' LEVEL AREA 15 14.5011INED WEN DOOR 555NB5 1050R0 M HULK. 6. A ID' CLEAR SPACE ID RMWIRED ON T.E STRIKE EDGE 510E Or A 0008 OR BATE 9NIN0IN0 OVER A WALK. D. 5XTERICR PEDESTRIAN RAMPS I. A PAIN Or WAVE, WITH A ELOPE GREATER THAN I IN 30 SHALL 5! CONSIDERED A RAMP, 2. THE MAXIMUM SLOPE BULL BE I IN O. 5. RAM 1.110M 50155 44' 14I44I14U1. 4. LANDINGS ARE MUIRED AT TOP AND Barran OF RAMPS, A. BOTTOM LANDINGS SHALL BB MINIMUM OP 60' IN TI! DIRECTION OP TRAVEL. 5, TOP LANDING 514011 SP 44' x 60' MINIMUM. 9. A 60 INTERMEDIATE LANDING 19 MUIR. AT EACH 90 INCH VERTICAL CHAN.B. 6. RAMP HANDRAILS ARE 000160 ON EACH 0100 OF RAMP WEN 5.0PE EXCEEDS 1,30, 1, RAMP HANDRAILS SHALL BE CGMIN-0U5 LOCATED B4' TO 00' ABOVE RAMP 5RPACE WITH I3' EXTENSIONS 555019 TOP AND 5017011 OLOTR, AND 50 5)05 NEI5R4ED. a. +01054IL5 RIA.L 5a I -I/4' TO 2' DIAMETER IN GROSS 550105, NTH A MINIMUM 1.0/3 CLEARANCE PROM ADJACENT WALL. ® PROTRUDING OBJECTS O ACCESSIBILITY NOTES aI ® O MEN UNISEX YIOMBI NAPKIW NAPKIN I0051PICA110N 51110015 TA1N0N TAMPON DI*PEW0R DISPOSAL 13' DNA, FIR! EMINWISIRS 10950001E FIRM 515 IN0JIS ER necerve0 omoPTU1Xw11A OCT - 8 1998 PENMR CENTER 8 III 0 � i P I 2 TS -2 PARCEL ONE \ 2.56 ACRES OF BANK 40' SETBACK Doieb -U3g3 MEAN HIGH WATER MARK BENCH AREA (ABOVE ORDINARY 41641 WATER MARK) NEW BOTTOM OF BA MASTER SITE PLAN Thosn olnnn hovo boon rovlowod by Iho Publlo Work, 1001 and for aonlormnnno wllll annnnl I ' C.. hd l I n nlI G I' dl iv h.I f y of lho doelp I . A00111006, 06101100000 i1) 11.1 1,0 cliowinpo ellor Ihle au10 well n of copinnCO and will roqulr0 a ro'rmii 1 of ra,11.00 drnwln1)n for oubEoquonl apps, P 0". otnnco l0 oulecl to 11010 Inopeclion by Iho 1 Works ullllll061 opoalor. B lI O F 0A.4 SCALES I"- 40' -0' NORTH N 0 0 11099 11)11 NIMLOINI', OIVF953J cmoaroewlu 00 0001ARCENTEP (`1 6 L' 0 s s 9 A CL = o� CL W g ■ 1— j CL 1 m 3 • 8 � L c c} m F2. SD -1 t 1 60 -CART TRACK #1 ❑� ❑5 GO -CART TRACK *2 Dq8 -03' 3 O PARTIAL SITE PLAN 50A1.61 1" 0 IO' -O" 111201 NORTH S' , ,T I,♦ s `` O. A SD -2 KEYNOTES DI NEW ...Mr Lil! (MG CIVIL mooUN651 El EDGE OF PROFDSEO PAVWEM LDGANON ® FAIN., ARROW,. PETAIL TO © SIDEWALKAROSSWALK LOGAN. E5 PI.MTR IWANOS M IN PARKINS A.M. COORD. MB CIVIL P1P W£ TIP. DETAIL © CLASS II BIKE RACK o AG. PAIN. E PAINTED BOLLAA05. iW. see DETAIL e Q LI6M FOLE, TYP. SEE OR. e Q (ANLI10 FB'OIN0 II CM11RA01.1 ENAOGME Q PROPANE TAN( 0 G10seemly maw E RAISED emesere GLRB wm cork. IMILL IS OIREC10NN coma. BARRIERS 6 SEWRT Sr1 FENCING GENERAL NOTES A ALL YORK, MAICAIN6, WWI., 610. SHALL COMORM TO ALL 000760100 074.0150 20OGO, 0001.57100 AND AMC. B. 05161700 000111TS PCPC PURIM= FROM WAVEY DATED 0. Cg70016r044.0 WAL.!! PAINTED WIN UTERI. .. 'GOMA0160IILY'. OGG L59C0 AND 011! MN FOR 100ATION. D. DIABTA.LY 01RIPm APB. 000(600 ! INO PARKING' AREAS, UND. C BIG CIVIL DRAON00 FOR OKAPINB, DRAMA., DNLITIN AND P16Le MORK6 IMPROVEMENT INPpNtAn011. F. 00! LANORGAR PRAYUN00 FOR LAND04APE FLAIWORK AND 05001ION IMOPMA0044 B. PPOV10! 0IRW1ONAL 01010 PR TB P004L 11010, m N. 00! LWOW - PENN FOR L0GAn01L I. Wr APMP vI"' 1H: M2't AGMS% N RERM A POO= FROM or c 10511 AT lF!CIBWGnON 610 P.M ALL 11ON FROM or T+olRren4N 0115 OF WOO O'WIO410 F00 0 11909 AO NONE MALI11Nfi I11V10115K LEGEND ® AU10PM1GIN00101 9'-0' K 10'-0' MIN. 'IO 0 GONMAGr.Uro PAAICI 16 WALL 0' -0' 010'.0 MIN. Ch.G. 9 Ag0 % IBI 61416 WIDE 216040 AI6l. OIL6101, ©NO. 9b " NG,AL A1 6640WTIOg e WIDE 51 6LB, ON! 601, PROPOnY LINO LINK MOE GNAW 61! PONT 0.1INB. 610 0110 =GT. 0066. AND DETAIL a DO C I 0170410NAL AAAO b OQ O 1041. ODO ORYOFTUKWIU 009 9 1998 PERMR BENTON 60 -CART TRACK #1 ❑� ❑5 GO -CART TRACK *2 Dq8 -03' 3 O PARTIAL SITE PLAN 50A1.61 1" 0 IO' -O" 111201 NORTH S' , ,T I,♦ s `` O. A SD -2 ROOM FINISH SCHEDULE MARK NO. ROOM NAME BASE FLOOR WALLS GELNe TYPE REMARKS LAEEI. N • W • • E • 5 S ® ` z Y I 29v1I ON WnL 03l02 Owne'J 1.114L2 ;IMMO') OTIV35 WRL VII* 2129 MON MEW 111-0 OH 'WO PLYM. TO 6' AFF. FR-PP. FULL ICISHT HSMIA WILL OWV2B0 SUNS cii'nmLV [MSS I1-6 ZusHm a35o1/4P3 asvoa wrea HSM61 u '( y M MEDIUM TexTun B STANDARD TEXTURE FLOOR E. AT (6Wf1. WALLS ONLY N NO BASE REWIRED G 001.08ED CONCRETE L 01 8/4" PLYWOOD OVER 5 /5 " GYP. 5NT6. (MAW. SIDE) 42 6/4" PL01.10012 OVER STIDS TO 6-0" A.P.P. MI00 MAINTENANCE 5/110166 6 • • 6 • • 44 02 10' -0 x B' -0' N..0 41 4 6 21 WI—MS DIRECTED BT OWNER MI01 MEWS RESTROOM 010 81 • 0 STEEL H. METAL • • • • • • PADLOCK 05 5' -0" x 1' -0" 0102 HOMERS RESTROOM • 0 04 • A • • • 5 11- 16 -I STEEL. M105 VENDIN6 • • PADLOCK • • A 20 6P • STEEL .RQI i - M104 006TIBUL8 • • X • • 06 Bb" x 1-0" • • H. METAL 4 01 DOOR SCHEDULE MARK DOOR FRAME HARDWARE REMARKS n 01/0661044 TYPE TK. LAEEI. M41181/!. .101 /001. tom LOCK COOS TIPS pr • • 02 10' -0 x B' -0' N..0 A 20 010 81 C - STEEL H. METAL • • • • PADLOCK 05 5' -0" x 1' -0" 5 I -5/4" H. METAL 41. 04 10'-0" x 6' -0" R0 A 20 0, , STEEL 5 11- 16 -I STEEL. • PADLOCK 06 10' -0" x 6' -0" R.O. A 20 6P . STEEL .RQI i - 6TEEL 1 H. METAL • • • • PADLOCK 06 Bb" x 1-0" B 1 -5/4" H. METAL 4 01 10-0" x 8 -0" R.o. A 20 6P , 61821. 0 -4014 S • • PADLOCK 06 12'1" x 8-0 A 20 6F. wee. 5 - gi�j-I STEEL • PADLOCK 000 JAH• PRUNED OPENING BY MBA ALL NANDKARE TO CONC. NTH ANG40RS 0 .5PL SH 00 M.R 648, TYPICAL — GM SPL, TYPICAL O RESTROOM ELEVATION 5 SCALE, I /4" • 1'-0" O RESTROOM ELEVATION Q SCALE: 1/4' 1'-0" DOOR PER EOEDN2 500400501800118/010 GAM 56E 619.'CTL LLR OP CONCRETE 55811NAL1 BEY00 203x0' 9 ANCHOR AT 20 OA. TYRION. AT ALL T*R/HOLDS EXPANSION JOKE TELLER 4 5/0005 5/0 MR. 6445 TYPICAL - ON. DOOR 4 TRAGIC OY OTERS - DIA 0, H. 6114 OUARDP05T, FILL 4V '@DETAIL O RESTROOM ELEVATION RESTROOM ELEVATION SCALE: 1/4" • 1b" O SCALE: 1/4" • 1' -0" —1 I— III —III III - I I 1 � —�- N/ 5 /B' 5 /01/5 :00/00 GORIER BEADS TYPICAL. AT ALL EXPOSED GARNERS 640, TYPICAL 6 00/ED TLE BASE MEAT OCT WALL NAP 5M76, MR. WOO ATTSUAT BAITS HALL LOCATION TO BE TICALT CS WACO. FFRO MH THRESHOLD AT ROLL UP DOOR H.M. DOOR HEAD 13 SCALE, I" =1'-011 FILTm01H 14 5C4 B" • 1-0" O ENLARGED RESTROOM PLAN SCALE: I/4" - I' -O' S112xz NORTH RESTROOM stet.E REFER TO SHIEST 46-2 POPE COMPLIANCE REGVIRPERITS • L, „IHN1 1:111 !!iif 80006 WATER FOUNTAINS O RESTROOM ELEVATION �� SCALE: I/4” = 1' -0" ROLL -UP DOOR GUARD POST O H.M. DOOR JAMB ®GONG. I I/2 " =1' -0" DETAIL 0 2' HIGH CONCRETE BASE 00300008 I G 5" • 1' -0" DETAIL • 2' H1614 CONCRETE BASE STEEL. RO1411 DOOR 6O®. TYR. HM. 0008 PRATE IN FRAMED OPENING PAINTED. POOR RAIL O ROLL -UP DOOR HEAD J 10 -IAMB 51M. 0007x4 ICJ I- 1/20=1 -0" OBIB02 %% ROLL -UP DOOR 19 JAMB AT METAL SIDING O 4 ;I II ilk Mr r ✓ 4"40, 4 / ■111151111M.IND— � 20-0 606' 24' SAD, x 42' MOP CONCRETE PILLID 0 ALV.GORRLISATED PIPE. TTP. MI5 5117E 14'q' 4 FORM • PITTING 00NTIN/0U6 SEALANT -- t - H - — - 1 I PPS- PINI5HED METAL. 0101NO OVER V5' HAT LwM!EL5 OVER 501.0I05 PARR OVER 5/5' GYP. • eATHING OVER METAL 6ND9 PER BCHECU 0 ff� 24 OA. OALV. 5641. 611.. DRIP CONT.0ENOTI OP DR. 1510 SCREEN ATTACH 4 PAINT TO MATCH PRATE OB3F01•10 001600CW e G - - - I PR0/IDE I/Y PLYWOOD OVER 5/6 6TP. BRD. IP TO Bb' ABOVE FIN. FL TYPICAL WERE EXE BAD. W WIS TO ▪ MAINTENAN APFA 1 —ADJU - TASTE SHELVES O FLOOR PLAN 12 SCALE. I /8" = 1' -0" DOOR HOOD OPENING 50100 1500E 60, OVERALL 2,011. x 41 " NI CONCRETE CI 6ALV CAP.. PIPE TTP. THIS 51 JANITOR MOP MK 60,ART'AIR -LIFE' SEE DETAIL 6/A- 7 DE I/2' PLYWOOD TO b P. OLESS D OILER )112 %2 NORTH 16721621 116E8 DOOR TYPES @I � ii POTHOLE • ix 041ERE 110ICATED HOLLOW MTL, DOOR GENERAL NOTES A. SEE CIVIL OWOB FOR SANITARY SEMER LOCATION AND UTILITY CONNECTIONS TO BUILDING. 8. REFER TO STRUCIIRAL DW65. FOR CONSTRUCTION JOINT LOCATIONS. SEE DETAIL ON SHEET 5-I C. REFER TO METAL BUILDING SYSTEM 5100064 TSACTOR SHOP 0655. FOR STRUCTRRA- STEEL FRAMING 5155 AND DETAILS, DOOR NOTES O DOOR DIMENSIONS ARE FINISHED OPENING UNLESS NOTED OTHERWISE E ALL HARDWARE COMPONENTS MUST BE CERTIFIED FOR HANDICAP ADA ACCESSIBILITY GUIDELINES F ALL DOOR FRAMES SHALL BE INSTALLED WITH 1 DOOR SILENCERS. U.O.N. G, BY ADA HARDWARE GUIDELINES S- ED IMUM. SEE DETAIL ON SH� T.TS -2 H EXIT DOORS SHALL 65 OPERABLE FROM THE INSIDE WITHOUT THE U6E OF A KEY OR SPECIAL EFFORT PER LOCAL CODE. LEVER TYPE HARDWARE SHALL 56 USED TWO/61406T 1 MAXIMUM OPERATING FORGE AT EXTERIOR DOORS - AS CBS., INT. DOORS - B L05. AND FIRE DOORS - 15 LDS PER LOCAL CODES. RESTROOM NOTES OI ADA LOOS 006PLIANT GRAB BARS (REFER TO 0ETAIL I OP A2 -0 O WALL mom= 00!181 0 TOILET SEAT LOVER AND TISSUE DISPENSER PAR11110N MO/NED TOILET SEAT LOVER AND 115YR DIS • WALL MGMIOO PAPER TOVEL 015PECER • COMBER MOUNTED SOAP DISPENSER • 60' HOE x 56' HIGH VANIT MIRROR MIRROR TO HAVE EASED EDGES TYPICAL. ALL SIDES. MELD VERIFY. • CONSINATION STANDARD HE16HT AND ACLES51BI2 HE1FAR WATER FOUNTAIN. ACCESSIBLE HE16115001. BE AN APPROVED BARRIERTREE DEVON WITH A RIM IBIBHT O PARTITION MOMIED COAT HOOK. TO BE MOUNTED ON COMPARTMENT 910E OP DOOR O STAINLESS S1®. CORNER OAURD' 051. 1EIOHT OP 040111OPBII00 • REFER TO SHEET T5-2 FOR ACCISSIBILTY FIXTURE HEIGHTS AND CLEARANCES WALL LEGEND CON TUNWIIA APPROVE FEB 0 1 1999 1' MAL 0 C 0 1990 wort 6.' r ti 2 9 O A -1.1 FAMILY FUN CEN1ER O GRAB BAR TEAR FASCIA (PAINT) STITCH FASTENER RAKE FASCIA RETAINER O SOFFIT WITH LIGHT FIXTURE 6 11/2' = 1' -0` 0 METAL L PING 140 BY MBA. - SLOPE TON4RO POOP 0 BASKET FORE) LINO CONT. GNAT TRIM ANGLE P50140112/160 METAL 00150 O4HR 1/41' NAT 041» . 0VER501014115 PAPER OVER S /A' 0?P. SMGTRN5 OVER META. MOS ,PL 5CREY0 W/ NP P+PA! WASHERS AT 24 08. MAX TON FASTENER GAMLE41 RD REILI3 HNO FIT PANE. GLARE gt -1 �MiL. W41 PANPJ. SY 3". 511. PARAPET POST BOLTED TO FRAMS PER MBA. CLOSURE BASKU BASE O' HALL ANLE /TRIM N ROOF 141ANT CRANE FLAS111N5 Il i SEAL/UIT MET AL ROOFING ON MARLINS Ia I I PARAPET COPING /BASE FLASHING BB W FRAMELESS I, PLATE 6LPS5 MIRROR l• LA NTE O VER 9/4' PLYMI A• D PERIMETER SEALANT o LAV. TOP 59%2X005 AT ENDS OF CCUNIERTOP P -VM SRF FCSE - T T SEE ROOM FINISH SGEDILO FOR FINISH INFORMATION SECTION AT LAV 7 SCALE, 11/2" = 1' -0" ROOF 51162.11 FASTENER EAVE SPRIER ROOF STITCH FASTDE R 01.064E 11.09 5,1 GAM OMER SIMAP. SEE MEMO 0YN. FOR 5PALIN65 TAPE MASTIC CONT. AND OVER PLY, PALE 1145 �E. 7112A9-1 PROVIDE MITT 16 6A. SHADS BALKING PATE ANKAGRA6G5. ED OF PARTITIONS. 3+6 PAN . 6'X16' 641IED STUD TRACK WITH PLANSM CORED AT VERTICAL SPAS. ATTACH TO TWO SPA' MIN 1 EXTEND 6' MIN. BEYOND MOM. POINT EACH DIRECTOR. I. TYPICAL BAC.. PLATE ASSET54.Y FOR HAA GRAB BARS TOILET ACCESSORY ANCHORAGES, THIS A 0014.Y FOR LOADS UP TO 100 LB/FT OR 250 LSUFT. SEE 51121CTURAL !l10II PM FLAIL 00510. FOR HEAVIER LOADING. O TYPICAL BACKING PLATE 51 00014X/ SCALE: 11/2" • 1 -0" 7112,19 - (I AND 2 -HOU1R) RIDGE TO RAKE TRANSITION MP. NETPI SPAS D) P. LAM. SPLASH 9/4' PEW°, 5/5' MR ERE INSULATE P -TRAP AND HOT W TER PIPE (IYP) VERTICAL SUPPORT TUBE IN PARTITION BEYOND. SEE DETAILO 2. COORDINATE BAOCINO MAIM IODATION WITH ACC0ORY 500041419114005 MCUNIIN, INSTRUCTIONS. SCALE: NOT TO SCALE VP RC39A5 CLOSURE R PAN - GL5.1R AELE HALL PANE. TYPICAL RAKE DETAIL ® PITCHED ROOF y SAVE GUTTER DETAIL SCALE, NOT TO SCALE VP 503405 1 SCALE, NOT TO SCALE VEE RI9 WALL VP 12C32A2 1j 7 1�J ,: or SAS' TS9.(0.25 LAV SUPPORT (PLAN VIEW) 7112419 -1 ALL CURB WALL JOINTS TO BE WELDED SECURELY IMPORTANT, GONG. BEHIND PIT STL MUST BE PELL VIBRATED 6' RECOMMENDED MININNM THICKNESS FOR PIT WALLS AND PIT FLOOR O p, GO -CART LIFT PIT SCALE, 8/8" = 1 -0" G ATE MASTIC OVT. AND OVER CLOSURE 140/6 INSIDE GLO%RE FLW GSM FASCIA PAINT) ROOF FASTENER SOFFIT GVE TRAM 511II4NRAL FAS1E✓OR FASCIA RETAINER ST112H FASTENER PANEL CLIP SCALE: NOT TO 5Ci LE RIDGE COVER SCALE, NOT TO SCALE if 2 r D f I2 12 ' 9 X 5 X 1/4` ANGLE IRA 1/2` X 4' NELSON MOS TYPICAL AT TOP EDGE OP EXPOSED ANGLES ANO PLATES TO BE OALV. O OVERRAN, WIDM OVERHANG EAVE FASCIA METAL EALN SIDE OP THEE. . METAL SCREW EACH STUD 113' 0.0. TO VERTICAL TUBE TYF. SA6 PARTITION 415 SCHECBLED 112 X 2%005 - BEAR FLUSH ON FLOOR SLAB 1/16 TNT 034 CURB ANGLE 1 PIT WALL TRIM AN,LE STITCH FASTENER VP- RC31A5 5TRIP O° TAPE 14A5110 OVER RIB AW IN K.AT OP PANEL VP- RC89A2 /RC34A1 5154101. FASTENER O 1-1 MAIHTQATOE 1-1 1-1 1-1 1-1 1-1 O REFLECTED CEILING PLAN SCALE, 1/8" = 1' -O" 711223 N ID PARAPET O 918 -0313 O ROOF PLAN 15 SCALE, 1/14" .1 I4F NORTH 711213 NORTH :7; R OO OVER 0GK PER STRUCTURAL MAKIN,* GENERAL NOTES A DIMENSIONS SHALL BE COORDINATED AND VERIFIED BY GL. WITH NEPAL 50.1 6 RIPPLER PRIOR TO CONSTRIGTION. B � WIT MECH. UNITS TO 2E COORDINATED AND VERIFIED H PL BUILDING SUPPLIER PRIOR TO CONSTRUCTION. C SEE MECH. WOO. FOR EXACT LOCATIONS OF ALL MECH. UNITS ALL MECH. UNIT CABS BY MAR. 0 SEE ELECTRICAL OWLS. FOR LIOHTINN PNO EMERGENCY LI6M. AND EXIT SIGN LOCATIONS. E REFER TO 5TRICTURAI. 0.5. FOR ROOF DANA ELEVATIONS LOOM, WITH METAL BUILD. MPLIER SHOP DAM. ROOF LEGEND CEILING LEGEND 2' x 4' FLUORESCENT PIXTIRE, SEE ELECTRICAL DW65. Q 1' X 4' FLUORESCENT FIXTURE. SEE ELECTRICAL OWG9. {T'7I IEI ▪ RETURN AIR 6RILLA. SEE MECHANICAL 0031014 BUILD ORAWININNS 2) EgW151 VENT IN RE3TROOMS. SEE MECHANICAL DESIGN BUILD DR45NS9. CHAIN RAN PLI1ORE0C0NT PIXNRC, AT 01505ED CEILING LOCATORS. PER ELECTRICAL DE516N BUILD DRAUE116S (SEPARATE PERMIT). 2' X 4' 5151400® ACOUSTICAL CEILING GRID AT R'-O' APP., U014. SEE DETAIL r\ FOR BRACING. MOISTURE RESISTANT GYPSUM 004140 0E1L1410 IN RE31R00115 5 AT RHO' APP, HON, 5E: DETAIL ® SUPPLY AIR GRILLE. SEE M:CHANICAL 0E51014 BUILD 014411141555 0 11 W .1. UP Z zQ o z Z CO W ? Z 6 Z W ZQ • 3 g 3 F W z A -2.1 ♦ ■ .-.--- \ I I� C 12 ft✓� SLOPE air 33 2. ROPE 51. MOPE ' 4PER FT. PT, 11 1 ITb =] [ DO'•T" � ( �-<I6'.I' ) / • GVE C 16 ,. P \ •EVE / � O 'N-[ HT'S` ] [ u'• 15 2 MOPE SLOPE 5 1/4' FETE PT, �P EIL Y(. I � O GRAB BAR TEAR FASCIA (PAINT) STITCH FASTENER RAKE FASCIA RETAINER O SOFFIT WITH LIGHT FIXTURE 6 11/2' = 1' -0` 0 METAL L PING 140 BY MBA. - SLOPE TON4RO POOP 0 BASKET FORE) LINO CONT. GNAT TRIM ANGLE P50140112/160 METAL 00150 O4HR 1/41' NAT 041» . 0VER501014115 PAPER OVER S /A' 0?P. SMGTRN5 OVER META. MOS ,PL 5CREY0 W/ NP P+PA! WASHERS AT 24 08. MAX TON FASTENER GAMLE41 RD REILI3 HNO FIT PANE. GLARE gt -1 �MiL. W41 PANPJ. SY 3". 511. PARAPET POST BOLTED TO FRAMS PER MBA. CLOSURE BASKU BASE O' HALL ANLE /TRIM N ROOF 141ANT CRANE FLAS111N5 Il i SEAL/UIT MET AL ROOFING ON MARLINS Ia I I PARAPET COPING /BASE FLASHING BB W FRAMELESS I, PLATE 6LPS5 MIRROR l• LA NTE O VER 9/4' PLYMI A• D PERIMETER SEALANT o LAV. TOP 59%2X005 AT ENDS OF CCUNIERTOP P -VM SRF FCSE - T T SEE ROOM FINISH SGEDILO FOR FINISH INFORMATION SECTION AT LAV 7 SCALE, 11/2" = 1' -0" ROOF 51162.11 FASTENER EAVE SPRIER ROOF STITCH FASTDE R 01.064E 11.09 5,1 GAM OMER SIMAP. SEE MEMO 0YN. FOR 5PALIN65 TAPE MASTIC CONT. AND OVER PLY, PALE 1145 �E. 7112A9-1 PROVIDE MITT 16 6A. SHADS BALKING PATE ANKAGRA6G5. ED OF PARTITIONS. 3+6 PAN . 6'X16' 641IED STUD TRACK WITH PLANSM CORED AT VERTICAL SPAS. ATTACH TO TWO SPA' MIN 1 EXTEND 6' MIN. BEYOND MOM. POINT EACH DIRECTOR. I. TYPICAL BAC.. PLATE ASSET54.Y FOR HAA GRAB BARS TOILET ACCESSORY ANCHORAGES, THIS A 0014.Y FOR LOADS UP TO 100 LB/FT OR 250 LSUFT. SEE 51121CTURAL !l10II PM FLAIL 00510. FOR HEAVIER LOADING. O TYPICAL BACKING PLATE 51 00014X/ SCALE: 11/2" • 1 -0" 7112,19 - (I AND 2 -HOU1R) RIDGE TO RAKE TRANSITION MP. NETPI SPAS D) P. LAM. SPLASH 9/4' PEW°, 5/5' MR ERE INSULATE P -TRAP AND HOT W TER PIPE (IYP) VERTICAL SUPPORT TUBE IN PARTITION BEYOND. SEE DETAILO 2. COORDINATE BAOCINO MAIM IODATION WITH ACC0ORY 500041419114005 MCUNIIN, INSTRUCTIONS. SCALE: NOT TO SCALE VP RC39A5 CLOSURE R PAN - GL5.1R AELE HALL PANE. TYPICAL RAKE DETAIL ® PITCHED ROOF y SAVE GUTTER DETAIL SCALE, NOT TO SCALE VP 503405 1 SCALE, NOT TO SCALE VEE RI9 WALL VP 12C32A2 1j 7 1�J ,: or SAS' TS9.(0.25 LAV SUPPORT (PLAN VIEW) 7112419 -1 ALL CURB WALL JOINTS TO BE WELDED SECURELY IMPORTANT, GONG. BEHIND PIT STL MUST BE PELL VIBRATED 6' RECOMMENDED MININNM THICKNESS FOR PIT WALLS AND PIT FLOOR O p, GO -CART LIFT PIT SCALE, 8/8" = 1 -0" G ATE MASTIC OVT. AND OVER CLOSURE 140/6 INSIDE GLO%RE FLW GSM FASCIA PAINT) ROOF FASTENER SOFFIT GVE TRAM 511II4NRAL FAS1E✓OR FASCIA RETAINER ST112H FASTENER PANEL CLIP SCALE: NOT TO 5Ci LE RIDGE COVER SCALE, NOT TO SCALE if 2 r D f I2 12 ' 9 X 5 X 1/4` ANGLE IRA 1/2` X 4' NELSON MOS TYPICAL AT TOP EDGE OP EXPOSED ANGLES ANO PLATES TO BE OALV. O OVERRAN, WIDM OVERHANG EAVE FASCIA METAL EALN SIDE OP THEE. . METAL SCREW EACH STUD 113' 0.0. TO VERTICAL TUBE TYF. SA6 PARTITION 415 SCHECBLED 112 X 2%005 - BEAR FLUSH ON FLOOR SLAB 1/16 TNT 034 CURB ANGLE 1 PIT WALL TRIM AN,LE STITCH FASTENER VP- RC31A5 5TRIP O° TAPE 14A5110 OVER RIB AW IN K.AT OP PANEL VP- RC89A2 /RC34A1 5154101. FASTENER O 1-1 MAIHTQATOE 1-1 1-1 1-1 1-1 1-1 O REFLECTED CEILING PLAN SCALE, 1/8" = 1' -O" 711223 N ID PARAPET O 918 -0313 O ROOF PLAN 15 SCALE, 1/14" .1 I4F NORTH 711213 NORTH :7; R OO OVER 0GK PER STRUCTURAL MAKIN,* GENERAL NOTES A DIMENSIONS SHALL BE COORDINATED AND VERIFIED BY GL. WITH NEPAL 50.1 6 RIPPLER PRIOR TO CONSTRIGTION. B � WIT MECH. UNITS TO 2E COORDINATED AND VERIFIED H PL BUILDING SUPPLIER PRIOR TO CONSTRUCTION. C SEE MECH. WOO. FOR EXACT LOCATIONS OF ALL MECH. UNITS ALL MECH. UNIT CABS BY MAR. 0 SEE ELECTRICAL OWLS. FOR LIOHTINN PNO EMERGENCY LI6M. AND EXIT SIGN LOCATIONS. E REFER TO 5TRICTURAI. 0.5. FOR ROOF DANA ELEVATIONS LOOM, WITH METAL BUILD. MPLIER SHOP DAM. ROOF LEGEND CEILING LEGEND 2' x 4' FLUORESCENT PIXTIRE, SEE ELECTRICAL DW65. Q 1' X 4' FLUORESCENT FIXTURE. SEE ELECTRICAL OWG9. {T'7I IEI ▪ RETURN AIR 6RILLA. SEE MECHANICAL 0031014 BUILD ORAWININNS 2) EgW151 VENT IN RE3TROOMS. SEE MECHANICAL DESIGN BUILD DR45NS9. CHAIN RAN PLI1ORE0C0NT PIXNRC, AT 01505ED CEILING LOCATORS. PER ELECTRICAL DE516N BUILD DRAUE116S (SEPARATE PERMIT). 2' X 4' 5151400® ACOUSTICAL CEILING GRID AT R'-O' APP., U014. SEE DETAIL r\ FOR BRACING. MOISTURE RESISTANT GYPSUM 004140 0E1L1410 IN RE31R00115 5 AT RHO' APP, HON, 5E: DETAIL ® SUPPLY AIR GRILLE. SEE M:CHANICAL 0E51014 BUILD 014411141555 0 11 W .1. UP Z zQ o z Z CO W ? Z 6 Z W ZQ • 3 g 3 F W z A -2.1 ♦ ■ KEYNOTES ❑i PRE"FINISHED META sloIINs ovbn WALL s1STe9 BY M.S.S. METAL WALL COLOR: ❑] CAST IN FLAce cower BASE W I 1�REVEALB W CONCRETE COLOR TINTING : ❑B FORMED DETAIL T01 6091[5 BY Mss. COLOR R 1�1 © 516NABE ILLUSTRATE, FOR LOCATION MAROS. ONLY EXACT TF), SIZE AMID SHAPE UNDER SEPARATE SIGN PERMIT). PAINT COLOR 115 DOXNSPONT BY 0011. COLOR: © 6ALVANZIED SHEET METAL CAP. PAINT COLOR: ❑I HOLLOW METAL DOOR. FAINT COLOR: . SEE SCHEDULE DOOR SCHEDULE FOR SITE. ❑6 07EEL ROLL-11P DOOR. PAINT COLOR. SEE SCHEOULE DOOR SCIEDILE FOR SIZE ❑9 EXTERIOR FINISH SYSTEM (MS) COLOR: LEO DALY.. ALMA. METAL ROOF BY MOS. II 9,11ANE1 RADIUS PER ELEVATION. REFER TO DETAIL fl FOR ATTACHMENT COLOR Q METAL LAMINATED PANEL 616TEM • GENERAL NOTES A. See FLOOR PLANS AND ROOF PLANS FOR DIMEN6ONING ND PLAN NO159. B. NW BUILDIN6 ADDRESS TO Be WOOED IN A LOCATION THAT IS CLEARLY VISIBLE FROM 119 61551.. ADDRESS NAEIER016 NV 1E110296 TO BE OP COM0049106 COLOR FROM The WALL COLOR MY ARE INSTALLED OR 0 9@ 5)110116 =TIM 900 WALL SECTIONS FOR DEMURS AND 0)1LDINB 9elO9T INFORMATION cur ur TInMYq uruow ) 0E011 1 1979 OIIVOVTUILA 0C1 - 8 1998 PERMIT SEWER ITT El 10 0 NN I � alb* �II 4 EMIN 111ri® ® Ala ICE PLANER COLUMN FORMED METAL PARAPET BAND METPI PAINED AL CONCRETE STEM YAII. oVREVEas AT ]4' OG. 0 El © o O ° r i 1 j MEM 0 El bfl TZP 'l6 4 5 WA S-I M ATON 900 9 PER DIM AND NOTES PERiaNIN6 TO T1E. PREFINISTE17 METAL ROOF PATAIIN., METAL ]4' VA. x 4]' HIGH 6ALV CORFWAIED METAL DA-5E FILLED W CONCRETE 1 O NORTH ELEVATION SCALE, 5/10" = Ib" 7112X90 ]4'DhNa]'XIBN MR& ems PILLED W 00905515 3 O_SOUTH ELEVATION SCALE, 5/16" • 1'_0" 7112490 9C] M]' 656- 1259110' 4 RADIUS FARM, A MI/V4 .111111111 �AY� a• ». P PAIR= OWN ON CAST M IN RAGE 8465 GOLtA41 C�■In��i FI BM.VANI09 COMMA= BASE FILL. WITH GONGRETE O SIGN TRUSS ELEVATION 5 SCALE 1/4" • 1,0" 7112499 0 CP TOP OP X5 r PIN. e 9-0 1)i$ -6313 0 I 1 �k �I i II � _ li III III II �IIII��I�IIIIII I u I �I � 1® @DIY ®� ®1i ®�IA1q ®��■ ®�� ®® ®tea ®1 10 19'4 O EAST 5/16" ELEVATION 90 ® WEST ELEVATION 112090 20'4 0 BUILDING SECTION 6 SCALE 7/16" a 1' -0' 71(]x00 19'4' 11 ° P II I III 1111111 11111111111111111 I 111111 u 11 0 1!®1111111 ®a9 ®1• ®1111111111 ®d! ■1 0 ullMn 111 1.1 MAIN 'NANoe IIE0WXTVARI 11002090ERAM ^ IO6M5E001 YY 015501010 30022 OOVER T WN N J S MP Ary P p ERR MEM PRAW N63 PVNVNIIE VINYL PAGE 2 4 ]4-0 TOP Of PA 17'4 rsI�E °F 04'4' o PA� TOP OF FIN. PLOR _P V r A 8 Cr CL �I Ce ci C _ dm 2 2 CW • A -3.1 r PPOOPPPA O 6 WALL SEC 5001.4.1/2" • P -0' S/6 011, 61EATHIN6 7/6 RNON6 GOMM. WI-. LAMINATED PANEL SYS. 1 9W.ANT TEL LAMINATED PANEL 5TST OVER WO' PARSEE& CHANNELS MTL. PANEL ® STUCCO A/ WHITE VIMl FFACE HINTED METAL ACCENT WORK PER ELEVATIONS BY SIGN MN4PACTNRER OPENING PER TS PAINTED BASE COW. CONCRETE FILLED CGRRLSATED AL, METAL SASE FIN FLOOR 5 PPS- PINI611ED MTh. 64140 PAW. 7112x00 SACKER ROD PREPINI8IED ENT. MTL. 1LA01140 711207 -1 0 OFE ® NNNA FETE 91.1 A CCIF Ark nay PREFINI9HED SHEET MET, ooPIND FoRMED METAL EAVE SETTER TOP OF TOE OF PRE- FINI91® METAL PA1F19IDIN6 PAINTED METAL .1415 PER 1.48.5. MISS. STEEL . PER FLOOR O HALL SECTION SCALE, 1/2' • 1b" II MTL. PANEL / SIDING FINISHING 12 E.-0S. REVEAL O METAL TRUSS DETAIL I 1 1- V2w-a, 6•46058/16 4 PA011155 NV RIVED TO 6 TS SUPPORT PAINT® (0Y 9100 mu.) .120' ,HICK x 6' RADIUS PAINT® FETAL ACCENT PATE. var. TO 4' 1A141m 2425046' 4 /6D® TO 046650,16 4 MAIMAIN IO = L OAPO AT STRELT. LOM801M 07240519 -03 HALL SECTION 0414x116 \v/ SCALE, O METAL HALL TO ROOF TRANSITION 13 FILE /PATH 6'40'4,16' 4 RADIU9D 410 416]DED TO 6' T9 BLPPORT IO•510' X 1/2' BEARING PLATE FILE/PATH 6;.), BASE COLUMN AT TRUSS 4 SPRAT .21' 10104 x 16 51AMeTER PAINTED METAL ACCENT PLATE, MD TO 6' T6 SUPPORT POST 6' 1S SUPPORT 10" FED! PL4•0 7112x119 FIE /PATH MANr. EPA. 111.11541 OVER 84140144 PAPER 0/ 9 /O" GYP. SNP-AMINO OVER METAL MUDS 91W6 0/41)1' NOTCH TO RECEIVE /011 MASH! CONCRETE 01014 MULL TYPICAL AT AT PERIMETER CONCRETE MLR 111111 BROOM PINIBH OIR /1410145 ORADB REFER TO en PLAN FINISH 4iI :Vii!iMi!i ►y HALL SECTION SCALE, 1/2" P 1' -0" PREPINIEOD TEL 615106 PANEL OVER T /0' NAT OHANN5.9 OVER 5/11.0140 PAPER OVER 1/6' BYP, SMATTERS OVER METAL STUDS WEND 5440 SYSTEM MIN. 4' UNDER METAL PANEL, TYPICAL C 24 BA. ON.Y. BHT. MIL. DRIP 004114 0W CONTINKUB SEALANT R/ BACKER ROD IKON LI04140 PER 6105 - 04000•41. RADIU9D PER ELEVATION. ATTACH BY 2' HIDE FLAT BAR 6 44 TRU e.1016YP. S PATHOS TO 9T 101000, VERIF1 ELECTRICAL LIBH11N0 ReGVIRM115 141111 1F'1OVID5 4651 101.49 er0. OVER 6'1IL51NB PAPER OVER N/6' GYP. 61r-AMINO OVER MTAL CONTIN. SEALANT AT GYP. VATS. E1°HIW SCREED 24 Oh. OAI.V. ENT. M1).. 14 HALL SURFACE TRANSITION CONCRETE STEM HALL 0/4• PLnb06 OVER FETAL 61,09 AT IM. EMEND M TO 0'4' ASV. PIN. FLOOR I ME69 DIRECTED OBCGHISE BY OM4®R 1/4' PLYWOOD OVER METAL STUDS AT IM EA1e1D LP TO 6' -0• ASV. PIN FLOOR LNIE66 DIRECTED 0400/010 BY O'i6BR 9RBCTURAL COL. PER PI-AN SY MBA. GRAINS CONCRETE 91.0E PER 181RU11R1AL 5RASY404 PRE- FINI5IED MR. 10 DETAIL 7112x09 SCALE, 5" x 1' -0" O CORNER DTL. 5ACKM 805 MR. 11.4.1106 0 GAVE Pi81'1N191Eb MTL SOFFIT PANEL Over GAVE PRLIN 0105116101144485041401 LAMINATES MR 14561. 6IDIN0 Tro' PU0PIN5 041014X04. BUILDING PAPER 6/0• 011 BNEATNII0 DIMENSION OAST IN PLACE STEM HALL ® CONCRETE REVEAL 1141 //510 SCALE; 5" P 1-0" 7112E7- 711207 -I 4,114 OF NI(SIU 0'4401[4 FEB 0 1 1979 AT NUE C ITVOFTIIMNILA 001 - 9 1998 PBRMR CENTER 0E4N00xx ( 0 Il III 0 1 6 A -7.1 5 }'42' -0 H STEM WALL CONT. FIG. C6x16. OMEN n SEE SHEET 52 FOR FRAMING OETNLS O 16'ac SEE ARCH. FOR KNISH O REST ROOMS F6.0 r —r 12• -0 5' L PURI 111 PLINTH AP. 16.0 I 5 L I J L —J "fi.0 z ON GRID LINES F6.0 o NC 3 ;42004. STUDS . 1 19' -3e F.O. CO REVIEWED 'FM, 11,1,, wm ravIewed for pananll confmmonca wick 64 fornwl,N Lt 5r' .i:15,6 Paw UnIronn Polwlnq Code (7 r:.n'rin.nnl,1 P1101.nl of l4, JM1olm OHIOAN CH14 0 11'a.1115ploa Bum BoeAa'Ariaa llapolallnnr (Clomp .41,0 wnCl 0 WAWlpmo Sum Dn■pf C'M4 (Chopp 51.11 WPOI wa �vFUVplk'nl4 ob* auRnmrce M0al1'Nlk'Eleervgmm�nl ouwil nwl, uw n( povo �n1 lLdnbW�N0 a�uf W�M1l��eiuu vinvaP II n511i511np1,p'I'ON, IIN2 /�{ Dnlu�][,�I�B_�_ ( 19' -3}' FOUNDATION PLAN 1,_0• 1 14' -33' <13' -0 4 56 I <13 -0 [12' -S] — ( 121 -0 SLOPE }' PER FT. SLOPE I2 1 6'524'x34 H. CONC. BASE THI SIDE. 0 007ES: ; - 1-V 1. TOP OF SLAB ON GRADE IS AT DATUM ELEVATION 0 -0', (U,N.0,) 2. TOP OF FOOTING ELEVATIONS INDICATED THUS: ('— '). 3. CENTER FOOTINGS ON WALLS OR COLUMNS, (O.N.O.) 4. SEE DWG. 53 FOR FOOTING SCHEDULE. S. SEE DWO. 53 FOR GENERAL NOTES. e SLOPE O6' PER FT. 0B' PER FT. F -2 ( - (LOW R00F) ROOF FRAMING PLAN SLOPE 3 PER FT. <13. -001 NOTES: }' - I' -P I.) 111E METAL BUILDING SUPPUER 15 TO SUBMR J015T DRAWINGS MO CALCULATIONS FOR REVIEW BY THE ARCHITECT AND ENW. REFER REST OF NOTE 2,) f '- '1 INDICATES TOP OF FRAMING ELEVATION (BOTTOM OF ROOFING) ABOVE DATUM. 3.) < '- '0 INDICATES TOP OF PARAPET ELEVATION ABOVE DATUM. L A F.O. CONC. / COLUMN FTC, O EXTERIOR PRE FLUSH w/ CONT. FTG. 0517 0T 120,55512 451'510220 FE0 0 11979 hallo 01Di iiiRe `3i n5ibF Cn d 1 i V'w _ Cu -J> 0 wm0 z ZQz ZZ( W _3 z 5 zz Im 0 d0B N0, 55045 ENGINEER: P.V.H. DRAWN, BOB DATE, 0-6-911 SHEET N0: S1 FAFFRP31 RESTROOMS PARTS SCHEDULE ITEM CALLOUT MINIMUM PROPERTIES • APPROVED SUPPUERS CALLOUT FOR THESE & THEIR ITEMS F Y( k.e.IJ I in ( ) 5(in ) p In.2 ( ) TY , .51 MSMA 10604943 069400 10603403 010101CH IC104784 CEILING 4015 •• L' 8' x 1B" x 1800. [ Am i 50 5.54 1.30 0.65 800X016 6000516 80541600. HEADERS 64 (2) B x 1}" 418CA. :w g 50 11.08 2.60 1.30 2)800X018 (2)8000816 (2)825.1160A. T- M 401 BAA 815, ETC CEILING . •• RI r � 8' x 1 }' x 1804. [ I w w. 50 4.44 0.96 0.56 .30 80044016 800SOLT18 87581600. 0.W,B, CEIUNG JOIST 6' x 11' x 1000. CT } 50 2,76 0.65 0.49 .64 600X016 6000516 60041600. C.W.B. CEILING TRACK B' x 1 }' x 1600. C 50 2,17 0.65 0.46 .33 60011116 600501316 81591604. WALL TOP TRACK •• 3}' x 1 }' x 16CA. C 50 0.85 0.31 0,32 0.37 3581416 362501116 38'TSB16GA. WALL BOT. 15004 44 3''x I }' x 2000. C 33 0.38 0.17 0.19 0,37 35844120 362501720 31'1982004. WALL STUDS 31" x 11' x 20CA C 33 0.48 0.25 0.23 0.49 3580020 382C520 3FCSN200A 1604. x 2" BRACING STRAPS (19 CEIUNG) 2' WIDE x 1800 MT STRAP 50 - -- - -- - -- - -- - -- - -- --- 20CA. x 1 R, IN w0 S T R A P S (H • 1 1 BRACING 5) 1 }' WIDE x 20D M T STPM J3 --- --- --- --- --- --- --- 2007, x 2 x 2" ___ ANGLE 504 0 MTL.) 1' HWN 442 OR (41 HILTI 80664 SCREWS . i0 MM.) 4410 -24 x I '� ' PWH 44 HILT TRA IL. 6: BOTTOM ANCHORS ND537PI0 (0.177'8 K 13' LOW VELOCI ORWE 1 , 1i 41111 1.0.0,0, 2368 JOIST BRACING SCHEDULE JOIST SPAN TOP *60 BRA BOTCITOM NG FLANGE UP TO AND INCLUDING 10' NONE 10' UP TO AND INCLUDING 14' ONE ROW AT MID -SPAN 14' UP TO AND INCLUDING 18' TWO ROWS AT THIRD SPANS THICKNESS OF' STEEL COMPONENTS CADGE SIGN THIC MINIMUM THICKNESS 2 22 .0283 .0289 20 .0348 .0328 16 .0566 4538 OUTSIDE FACE OF CONCRETE STEM WALL - OUTSIDE FACE OF STEEL STUDS -- p • .I.F.S. FlNIS H ER E AACH. OVE CYPBOARp ON E)(i ftIOR FASTEN 4'41800 DEEP LEG TRACK TO TOP OF 0 P. CONC. WALL w/ BOLTS 03Yoc 2 N4 O TOP OF WALL 1 44 CON, 1 0'-0' 1 0' -0' 5" SLAB ON GRADE ) SECTION A -2 0 " AVM _ OF M.B.S. FRAME RI D IFr rE OR T /- F.F. 4'x1 x1fiG4 STUD O 1584 44s Le 1c6C STAN ON GRADE O / MID OEP 2.9x2.9 6x6 W.W.M. 445 040 i0P * O 2 BO, PLAN SECTION C -2 1 . - r ETA. SIDING ON 3, CHANNELS N H 8' G.W.B. PER ARC . WC 4'x1600 STOOS O 16 I8� 4'x1606 1RACK BLOCKING UNPUNCHED) AT EVERY OTHER 5850 SPACE. SEE SECTION FOR DETAIL 7 148688 51405 OF M.B.S. FRAME SECTION SECTION E -2 METAL ROOF BY M.B.S. CHORD /GIRT BEM1 BY M 4' TRACK BLOCKING ( UNPUNCNED) SEE SECTION 6 -2 180 811 - 4' TRACK BLOCKING (490440 SEE SECTION B -2 2' -0" HIGH SILL WALL PER SECTION A -2 0045. FTG. 0106, THRU COLUMN 4 PTO. OUTSIDE FACE OF STL STUDS '(V78IES O GABLE ROOF] ETAL 510100 046 " HAT CIUNNELS 4 OVER VILDIND PAPER OVER " GWB SCREWED STUDS 0" CONT. FM. SECTION F -2 }" - 1•_0" SECTION D -2 OF FRAME COPING PER ARCH. *683816GA. CONT. / Z NO. 10 SCREWS TO EA MD • EA PURLIN METAL ROOFING BY M.B.S. PURUN5 BY M.B.S. E BY M.B.S. 4•x1 x1640. SUSD5 O148oc 2' - 0' 51 '- 11 "'15 COLUMN BY M.B.S. - BOLT PATTERN GTR. 1' -0" FROM GRID 445 EA CORNER 2 75x8' -D' HOOK EN INSIDE PUNTH 10' EMBED. TYP. N0.10 1EK SCREW$ O 6 16'84 100 OF 000R w/ MCH HOLLOW MR. DOOR FRAME BASE DETAIL @ CORNERS DETAIL 4" STU 6 0 1fi o "- 4'81644 TRACK 444741 T.S. JAMB DETAIL 4' TRACK BLOCKING PER 5001104 E -2 0 TOP SUPPORT FOR 0011 -00 DOOR, TYP. HEADER DETAIL }' - ET L ROLL -UP DOOR FRAME ELEVATION SECTION G -2 OIL -UP DOOR TYP. CEILING JOIST PER PLAN COW 12 450. SECTION GTR. O0 W0LL w 5CREW5 AS SHOWN -� 1fiGA. TRACK B.G. BTWN. ALL T C NT. JOISTS PROVIDE 1iW 1600. ANGLE E.E. /3 S RENS PER LEG - WALL TOP TRACK TYP. JOISTS THAT STOP OVER HEADER OR WALL NOTE CENTER JOIST WEB OVER WEB or STUD BELOW (TYP. ALL JOISTS) - UNPUNCHED STUD x JST. DEPTH w/4 SCREWS TO AT k 2 SCREWS TO RIM. JST. TYP. EA. ENO ALL JOISTS W / O / NT. RIM JOIST 12^ 6 /EWS O HEADER ' 2) SCREWS 12 o/c TOP BOT. HEADER , 7 WALL TRACK (CAP) S O 124/6 w . FLANGE CRIPPLE STUD TIGHT TO BOTTOM OF HEADER SCR TO JAMBS */)2 SCREWS O 120 /c F LL HT. SINGLE WINDOW SILL TRACK 2000. C NT. FLAT STRAP /(1) SCREW 610. OFFAA 51U0k4 SCREWS 6046' TO BLOCKING MIN. (TYP. WALLS LS WITH SHEATHING ONLY ON ONE SIDE) HILTI 44DS37P10 (0.177'0 x 1+ LOW VELOCITY DRIVE PINS 0 4 o/c MAX. k 6' MAX. FROM E0. END OF TRACK, (0.9.0.) 44x11 COIL -P }' PLYWOOD 61' WALL BEELOW' ON HEADERS COPE OUT FLANGES SO WEBS LAP 1 MIN. IAMB STUDS k 5 EW I WEBS O STUDS w/4 SCREWS JAMB STUD (EMEND UP TO WALL TOP T A -2 RESTROOMS FRAMING DETAIL 1. METAL TO METAL SCREWS TO BE PER SCHEDULE }' 2. FASTEN STUDS TO ALL TRACKS SAME AS SHOWN 0 8011044 TRACK. 3, FOR WALLS SHOWN ON STRUCTURAL PUNS THE 0.W.B. 0p5@ PLYWOOD SHEATHING 44040 BE PLACED FULL HEIGHT OF WALL AND ALL EDGES MUST BE BLOCKED 5/18708 BLOCKING OR STUDS. 40 WELDS MUST 0107 00 REPLACED WITH SCREWS. HOWEVER I} x 1 'FLLEIWELD' MAY REPLACE 1 SCREW. fi 5 0.10 TEK5 SELF ORILLINO SCREWS 0 24'o0 JAMB DETAIL FRAMED ROUGH WALL °PRO r 1p SGR 74JO 1 S 4' STUD WALL JOI5CREW5 TP. EA CEILING ST 1800 TOP TRACK TYP. NOTE: CENTER LINE OF PUNCHOUTS 0 BE 1Y FROM TOP k SOT. ENOS OF STUDS. SCREWS O 0 "o c O J OIST OVER WALL (SEE PLANS FOR LO TIONS TYP..(OISTS THAT ARE CONT. OVER HEADER OR WALL f({_T1 E; CENTER JOST WEB OVER WEB OF STUD BELOW (TYP. ALL JOISTS) FINISH SURFACE (G.W.B. OR PLYWOOD) FULL HEIGHT OF WALL. FASTEN TO STUDS w /SCREWS PER SCHEDULE 0 B% /C ALL G.W.B. EDGES 6 48o /. TO INTERMEDIATE FRAMING. (11P. ALL G.W.B. TO STEEL STUDS). (SEE NOTE 443) TRACK BLOCKING SIZE G4. TO MATCH STUDS, PUCE 0 0' -O /c HORIZ. MAX. ALONG WALL k O EACH END OF WALL BEND UP 4' O EA. END STUDS 0 1488/0 OR 24'0/8 PLACE ONE STUD MIN. DIRECTLY BELOW acH JOIST. SILL TRACK NOTE: TOP TRACK 003 ME G 0.) USE (2) SCRE00 FROM FA0H TRAC RANGE TO STUD FLANGES 0147E SEAT STUD WEB TIGHT TO TRACK WEB TYP. 0 TOP k DOT. OF STUDS 1798 -b3L43 1604. x 2" STRAPS TOP 4 DOT. OF CEILING JOISTS O LOCATIONS PER JOIST MIN. SCHEDULE'. LAP STRAP 4 4 " N. w 2 ROWS OF SCREWS O o/c EA. ROw (6 PER LAP) NOTE. TOP STRAP IS NOT REQUIRED IF DECKING OCCURS ON TOP OF JOISTS. 1 UNCOATED STEEL THICKNESS. THICKNESS IS FOR CARBON SHEET STEEL 2 MINIMUM 141040E55 REPRESENTS 955 OF DESIGN THICKNESS AND 15 THE MINIMUM ACCEPTABLE THICKNESS DELIVERED TO THE JOB SITE BASED ON SECTION A3.4 OF THE 1986 A1.5.1. CODE. RIM. JOIST O END OF CEILING JOIST RUN (FLUSH w /O.S. WALL) SCREWS 0 8 TO ALL ENO WALL TRACKS SCREWS 0 3 o/c EA SIDE TO ALL BLKG, PANELS THRU STRAP 2000. 2' x Y ANGLE x CEILING JOIST DEPTH LESS 1" w7(4) SCREWS EA. FACE 0 OF EA. M JSr. FOR APST's PLANS G. 2 RIM 40100 JOIST w/2 SCREWS 10.0.0.) STRETC TIGHT WITH UT SLACK RIM JOIST SPACES USE 3' 8' x 160A. w/6 SCREWS E.S. NOTE DO 1147' SPLICE RIM JOIST OVER ANY HEADER. • SUBSTITUTION OF OTHER SUPPUERS FOR THESE ITEMS REQUIRES SUBMITTAL OF ALL ITEMS FOR REVIEW 448102 TO BIDDING. PRIOR TO ORDERING MATERIALS CONTRACTOR IS TO NOTIFY E.N.W. OF THE NAME OF THE CEILING PARTS SUPPLIERS. 8* THESE JOIST @ TRACK MEMBERS TO BE UNPUNCHEO, CRT OF (81WARA 4'IRIOV(0 FEB 0 1999 111111, SOLID BLOCKING 0 END ]WO CEIUNG JOIST SPACES 0 EA STRAP RUN. SAME GAUGE k SIZE AS CEILING JOISTS. PROVIDE TWO SPACES OF SOLID BLKG. 0 EA. ENO OF JOIST RUN & 0 20' -08 /c MAX. I r RE EVOEVIE NE C 21 INN ID MIDDLETON, I NN. RE.CEIV(.L' 51, «1, 168,4 a 1 3 a wi I 00 g (.}Z Z L p ) Oa J 03030 O WD? 0CtZ QZ3 IZg Za3 Q>.Y 3 z 400 N01 98066 ENGINEER: P.V.H. DRAWW1 808 DATE, 9 -6 -98 SHEET N0: S2 FAFF032 FOOTING SCHEDULE MARK SIZE REINFORCEMENT F5,0 5' -0' x 5'-0' x 1I}' 6 54 EA WAY BOT. F6.0 6' -0" x 6'-0' x 1' -1" 6 55 EA WAY SOT. F7.0 7' -0' x T -0' x 1' -3" B 55 EA WAY BOT. GENERAL NOTES THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE CODE. UNIFORM BUILDING CODE -- 1997 EDITION - ASTM'S LATEST EDITION LIVE LOADS 0000...........25 100 (DRIFTING SNOW BASED ON 20 PSF GROUND SNOW) WINO... MPH. EXPOSURE B SEISMIC ZONE...3 V = ZIC W /Rw = .3 x 1 x 2.75 x 70/6 = 0.13756 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 S7E 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 0 TYPICAL OF THAT IN OTHER BUILDINGS CONSTRUCTED IN THIS AREA WRH SIMILAR 0.006 1.005005 AND SOIL CONDITIONS. THE SLAB HAS NOT BEEN DESIGNED FOR ANY SPECIFIC LNE LOAD (INCLUDING CONSTRUCTION LOADS) AND HAS BEEN DETAILED TO MEET LOCAL INDUSTRY STANDARDS FOR SIMILAR BUILDINGS. THE OWNER OR 110 REPRESENTATNE HAVING REVIEWED THESE DRAWINGS PRIOR TO START OF CONSTRUCTION 15 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 0'0 - 3000 PSI FOR ALL CAST -IN- PLACE - CONCRETE. ULTIMATE STRENGTH DESIGN METHOD USED. CONCRETE MAY BE PROPORTIONED ON THE BASIS OF FIELD EXPERIENCE ANO TRIAL MIXTURES OR BY WATER - CEMENT RATIO AS DESCRIBED IN CODE, SUBMF 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. 6110110 AND PLACING OF ALL CONCRETE AND SELECTION OF MATERMLS SHALL BE IN ACCORDANCE WITH THE UBC AND ACI CODE 318. PROPORTION AGGREGATE TO CEMENT TO PRODUCE A DENSE WOR0BIE MIX WITH 4" MAXIMUM SLUMP WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. SEE SPECIFICATIONS FOR ADMIXTURES. PROVIDE 53 + 11/20 TOTAL AIR CONTENT FOR CONCRETE EXPOSED TO FREEZING AND THAWING EXPOSURES. LIMIT WATER - CEMENT RA00 TO .45 AND USE TYPE V CEMENT WHERE CONCRETE IS EXPOSED TO SOIL CONTAINING WATER SOLUBLE SULFATE IN EXCESS OF .20. ADD NO WATER AT SITE. WATER REDUCING OR SUPERPLASTICIZING ADMIXTURES MAY BE USE0 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 MINIM00 pp . UNLE NOTED 010060ISE.REIP60060E 36 (2' �0" BEND) FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES". WELDED WIRE FABRIC (YAW) TO CONFORM WITH AST/ 0165. REINFORCING HOOKS TO COMPLY WITH 56000000 ACI HOOKS EXCEPT STIRRUPS AND TES SHALL HAVE 135 DEGREE ACI SEISMIC HOOKS. COVER TO REINFORCEMENT: NONPRESTRESSED CAST -IN -PUCE CONCRETE (INCHES) CAST AGAINST AO PEflMPNENRY EXPOSED TO EARH ............... ..........3 FORMED SURFACES EXPOSED TO EARTH OR 6001006 ..................56 AND VN007..........2 N5 ANO SMPLLER.....1 -1/2 NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND SUBS, WALLS, 001515......................14 ANO LARGER......1 -1/2 BFJMS, COLUMNS 511 AND SMALLER......3 /4 PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS............1 -1/2 PRESTRESSED CAST -IN -PLACE CONCRETE APPLIES TO PRESTRESSED AND NONSTRESSED REINFORCEMENT, DUCTS MID END FITTINGS FORMED SURFACES PERMANENTLY EXP SED TO EARTH ..........................3 EXPOSED TO EARTH OR WEATHER NOT EXPOSED TO WEATHER OR IN CONTACT WITH OR6UND 51AB5, 60105, JOISTS ............... ............................3 /4 BUMS, COLUMNS_ REINFORCING STEEL WELDING USE ASTM A706 GRADE 60 fy = 50000 pal) FOR ANY REINFORCING 1140T IS TO BE WELDED. FOLLOW PROCEDURES OF ANSI/AWS D1.4 -92, "STRUCTURAL WELDING CODE - REINFORCINO STEEL". USE E 8010 LOW HYDROGEN ELECTRODES CONFORMING TO ANSI/AWS A5.1 OR 05.0. DO NO WELD REINFORCINO IF TEMPERATURE IS BELOW 32 DECREES FAHRENHEIT. MAINTAIN A MINIMUM PREHEAT AND INTERPASS TEMPERATURE OF 50 DEGREES FAHRENHE1 FOR N0. 7 THROUGH N0.11 BARS. 00 NOT WELD N0, 14 AND N0,15 BARS. DO NOT WELD WITHIN 3- 160006 OF BENDS. LET BARS 000L NATURALLY TO AMBIENT TEMPERATURE AFTER WELDIN01 DO NOT QUENCH. USE WABO CERTIFIED WELDERS. PROVIDE SPECIAL INSPECTION PER CODE, 50061T MILL CERTIFICATES. STRUCTURAL STEEL ALL WORK IN ACCORDANCE WITH "RISC SPECIFICATION FOR THE DESIGN FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS' AND THE "CODE OF STANDARD PRACTICE, STRUCTURAL STEEL 6H.4LL CONFORM TO THE FOLLOWING ST OAR0S1 STRUCTURAL STEEL AIM A -30 0 36,000 PSI)) TUBE SHAPES ASV 4-800, GRADE B FY = 48000 P611 PIPE SHAPES ASV 4-53, TYPE E OR 6, GRADE B ((0y 35,000 66II WELDHEAD STUDS ASTM A -108 (I'Y = 50,000 P51) ANCHOR TRENGTH BOLTS �M 0- -325 ALL STRUCTURAL STEEL BOLTED CONNECTIONS ARE ASTM A -325 TYPE N CONNECTIONS - BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. 006600RONS ME NON -SLIP 06100AL AND BOLTS NEED BE TIGHTENED "SNUG TIGHT' ONLY, PROVIDE WASHERS AT OUTER PLYS WITH SLOTTED HOLES. INSTALL 4 -326 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 19E FOR CONCRETE AND UBC TABLE 216 FOR MASONRY UNLESS SHOWN OTHERWISE. ALL WELDING TO CONFORM WITH AWS 01.1 "STRUCTURAL WELDING CODE - STEEL. ". WELDS NOT SPECIFIED SHALL BE 1/4" CONTINUOUS FILLET MINIMUM. ALL WELDS BY WAN CERTIFIED WELDERS. USE LOW HYDROGEN FILLER METAL WITH A MINIMUM TENSILE STRENGTH OF 70 661, ALL WELDED JOINTS SHAD. BE AWS 660006UFIED. WELOHEVU STUDS (IONS) ARE TO BE MACHINE WELDED WRH PROPER EQUIPMENT AS REQUIRED BY MANUFACTURER. CONCRETE EXPANSION ANCHORS - HILTI 1064 BOLTS - INSTALL IN ACCORDANCE WITH (060 REPORT 60,4627 , MASONRY ANCHORS - "HILTI SLEEVE ANCHORS - INSTALL IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. COORDINATE WORK WITH JOIST MANUFACTURER. SEE SPECIFICATIONS FOR ITEMS TO BE GALVANIZED. LIGHT GAGE STEEL FRAMING AS NOTED ON PLAN5. 14 k 18 GAGE SHALL CONFORM TO ASTM 446, GRADE D. 16 GAGE k LIGHTER SHALL CONFORM TO ASTM 448, GRADE A LIGHT GAGE FRAMING TO HAVE THE FOLLOWING MINIMUM PROPERTIES: CALLOW 6 641 6/8 CA 18 1(164) S(IN 1,070 0,2 0(162 06 0.346 0,504 06X18 881 -5/6 16 2. 0,803 00 0.358 0.585 CW3 6/6X16 3 -6 8X2 18 0.665 0.472 0,328 0.749 PROVIDE BRIDGING PER MANUFACTURER'S STANDARDS. INSPECTIONS INSPECTIONS ARE TO BE PER UBC CHAPTER 17 AND ARE TO BE BY AN INDEPENDENT 005060 FOUNDATION: INSPECT FOOTING EXCAVATIONS AND PROVIDE COMPACTION TESTS. CONCRETE: TAKE CONCRETE CYUNDERS AS REQUIRED BY CODE, VERIFY SLUMP, STRENGTH, AIR CONTENT, PLACEMENT OF CONNECTORS AND ANCHOR BOLTS. REINFORCING: APPROVED PIANS. 006 REQUIRED COVER, ACCORDANCE WITH AND SPACING. CONC. EXPANSION k COPY OF 1060 REPORT FOR ANCHORS OR ADHES VE SYSTEM USED MUST MASONRY ANCHORS k BE AVAILABLE AT /08 SITE, VERIFY ANCHORS OR ADHESIVE SYSTEM DRILLED IN DOWELS: INSTALLATION IS IN ACCORDANCE W161 REPORT, WELDING: PER AWS SECTION 0. INCLUDES WELDING OF RE400601NO AND DECK. INSPECT THE FOLLOWING PRIOR TO WELDING: PERSONNEL WELDING WELDING ,, BASEE 0 A�OLITY,NOJOM EQUIPMENT, AND FB -UP, PREHEAT, WELDING CONDITIONS. DURING' WELDING INSPECT THE FOLLOWING: TACK WELD QUALITY W LO PROCEDURES, IMAMS TEMPERATURES CONSUMABLE CONTROLS, INTERPASS CLEANING, VISUAL INSPECTION NOT, IF REQUIRED, AFTER WELDING INSPECT THE FOLLOWING IF 6E0018E01 CONFORMITY TO PIPNS AND SPECIFICATIONS, CIE614160, VISUAL INSPECTOR, 60T, REPAIRS INSPECTION POST WELD HEAT TREATMENT, 000060414604, NOT 15 REQUI660 FOR ALL COMPLETE PENETRATION WELDS - SHOP k FIELD. VISUAL INSPECTION IS REQUIRED FOR ALL OTHER FIELD WELDS, 129S-o3L13 VERIFY THAT DECK SIZE AND GAGE 15 PER PLAN. INSPECT ALL PUDDLE WELDS AND 510E SEAM CONNECTORS. VERIFY CERTIFICATION OF WELDERS. VERIFY THAT STUDS ARE PROPERLY INSTALLED BOTH IN FIELD AND ON SHOP FABRICATIONS. INSPECTION SHALL INCLUDE BENDING A MINIMUM OF TWO STUDS AT EACH SET UP IN ACCORDANCE WITH TRW NELSON'S RECOMMENDATIONS. VERIFY SIZE, GAGE ANO SPACING. INSPECT WELDING. VERIFY CERTIFICATION OF WELDERS. VERIFY THAT ALL REINFORCING. CONNECTIONS, AND ANCHOR BOLTS ARE PLACED IN ACCORDANCE WITH APPROVED PLANS. INSPECT GROUT SPACE IMMEDIATELY PRIOR TO CLOSING OF C T. INSPECT GROUTING OPERATIONS. VERIFY MORTAR IS BEING 0166 MIXED TO SPECIFIED PORTIONS. TEST MASONRY PRISMS BEFORE AND DURING CONSTRUCTION AS . EO BY CODE. TEST GROUT SAMPLES. U.0,0. 5 SPRAY - APPLIED AS REQUIRED BY B.C. STANDARD NO. 43 -8. RRE PROOFING: SHOP DRAWINGS SUBMIT 3 SETS OF PRINTS OF SHOP DRAWINGS AND 1 SET OF REPRODUCIBLE SEPIAS OF SHOP DRAWINGS TO ENGINEER FOR 60000 AFTER CONTRACTOR HAS REVIEWED k STAMPED FOR COMPLIANCE 000 PRIOR TO FABRICATION FOR: STEEL 001565, STRUCTURAL STEEL, MISCELLANEOUS STEEL, AND REINFORCING STEEL. WHEN SHOP DRAWING SUPPLIER MAKES A CHANGE FROM THE CONTRACT DRAWINGS IT I5 TO BE CLEARLY FLAGGED AND CLOUDED. CHANGES NOT FLAGGED AND CLOUDED ARE TO BE CONSIDERED AS UNACCEPTABLE EVEN WITHOUT BEING COMMENTED ON IN THE SHOP DRAWING REVIEW PROCESS. THE SUPPLIER OF THE ITEM CONTAINING THE CHANGE SHALL BE RESPONSIBLE FOR 0HA1.15ING THE REM BACK TO AGREE WITH THESE DRAWINGS AT NO COST TO THE OWNER AT E.N.W.'S OPTION. ROOF DECK: WELOHEAD STUDS LIGHT GAGE STEEL FRAMING: MASONRY: PRE - ENGINEERED METAL BUILDING SYSTEM (INCLUDING CANOPIES) PROJECT DEFINITION: THE METAL BUILDING SUPPLIER (6.0.6.) 15 TO PROVIDE AND INSTALL ALL MEMBERS TO CARRY AND 015061600E VERTICAL AND LITERAL LOADS TO THE FOUNDATION. PREREQUISITE TO FABRICATION: THE 41.13.5. I5 TO PROVIDE ENW A LAYOUT DRAWING SHOWING MAXIMUM DOWNWARD, UPLIFT AND LATERAL LOADS USING CODE REQUIRED LOAD COMBINATIONS AT ALL FOOTING LOCATIONS AT LAST 3 WEEKS PRIOR TO THE CASTING OF ANY FOOTING, IN ORDER TO ADJUST FOOTING SIZES IF NECESSARY TO ACCOMMODATE THE ACTUAL BUILDING LOADS. M.B.S. TO PROVIDE COMPLETE DRAWINGS AND CALCULATIONS (INCLUDING COMPONENTS DESIGNED AND /OR FABRICATED BY OTHER5) BOTH STAMPED AND SIGNED BY THE SAME ENGINEER 11010510 IN THE 'TATE WHERE THE PROJECT IS TO BE BUILT. THE DRAWINGS SUBMITTED ARE TO BE COMPLETE ENOUGH TO ERECT THE STRUCTURE FROM, SHOWING ALL CONNECTORS WNH THE NUMBER, SIZE, SPACING AND EDGE DISTANCES OF FASTENERS, ETC. THE CALCULATORS ARE TO INCLUDE ALL CONNECTIONS (IF A COMPUTER OR IN -HOUSE METHOD I5 USE, A SAMPLE HAND CALCULATOR 19 TO BE SUBMITTED). FABRICATION I5 NOT TO BEGIN UNTIL THE ARCHITECT, ENW AND THE BUILDI60 DEPARTMENT HAS REVIEWED AND ACCEPTED THE DRAWINGS. DESIGN DEAD LOADS ARE TO BE ITEMIZED AND JUSITFIED. SEE SPRINKLER SUPPORT NOTES' FOR SPRINKLER REQUIREMENTS. LATERAL ANALYSIS ANT) COSIGN: THE ROOF FRAMING MUST PROVIDE DIAPHRAGM ACTION TO DISTRIBUTE LATERAL LOADS TO RIGID FRAMES, BRACED FRAMES OR SHEARWAL5. ROOF AND WALL DIAPHRAGMS TO BE COMPUTER ANALYZED WITH CLEAR DESCRIPTION OF ALL INPUT AND OUTPUT ITEMS. THE ANALYSIS 15 TO TAKE INTO ACCOUNT 06800000 BAYS. WHERE ROOF JOISTS ARE INCORPORATED INTO THE DIAPHRAGM LATERAL SYSTEM, INCLUDE ONLY THE TOP OR BOTTOM CHORD OF (STRUT) JOISTS THAT HAVE R00 BRACES DIRECTLY ATTACHED TO THEM ANC THE APPROPRIATE STRUT JOIST DIRECTLY IN -UNE. THE ANALYSIS 15 TO INCLUDE THE EFFECTS OF AXIAL LOAD ON MEMBER LENGTHS, AND 15 TO INCLUDE ROOF DEFLECTION. THE INTERMEDIATE BRACING OF COMPRESSION MEMBERS I5 TO BE PROVEN. ROOF OR WALL PANELS ARE NOT TO BE USED FOR DIAPHRAGM ACTION UNLESS THEY ARE WEL000 TO THE FRAMING AND HAVE CODE DIAPHRAGM APPROVAL. COORDINATION: THE METAL ROOF SUPPUER IS TO PROVIDE ROOF FRAMING PLANS FOR THAT CLEARLY SHOW WHICH JOISTS SUPPORT 3" AND LARGER SPRINKLER ONES, MECHANICAL UNITS, DRAFT CURTAINS AND OTHER CONCENTRATED LOADS. THE LOCATIONS OF THESE LOADS ARE TO BE COORDINATED WITH THE GENERAL AND SPRINKLER CONTRACTORS PRIOR TO SUBMITTAL. NO CHANGES FROM ARCHITECTURAL OR STRUCTURAL DRAWINGS ARE TO OCCUR WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT. 111E MAGNITUDES OF THE JOIST DESIGN LOADS ARE TO BE CLEARLY INDICATED ON THE PLANS AND THE JOIST CALCULATORS. THE M.B.S. I5 TO PROVIDE CALCULATIONS ARD CLEAR DETAILS OF THE SPRINKLER AND MECHANICAL UNIT VERTICAL AND LATERAL SUPPORTS. WIND MAY CONTROL MECHANICAL LATERAL DESIGN. THE 6.8.5. 15 TO SUBMIT TWO WET STAMPED AND SIGNED COMPLETE SETS OF PLAYS ANO CALCULATIONS TO THE BUILDING DEPARTMENT AND TO E.N.W. FOR REVIEW PRIOR TO P7061041106, SEE THE ANCHOR BOLT NOTE ON DRAWING 31 FINAL INSPECTION: THE M.B.S. ENGINEER IS TO DO A FINAL INSPECTION OF THEIR STRUCTURE. THE INSPECTION IS 10 INCLUDE VERIFICATION THAT THE SPRINKLER LINES, MECHANICAL UNITS, DRAFT CURTAINS AND ANY OTHER CONCENTRATED LOADS HAVE BEEN PLACED PER THE CONTRACT DRAWINGS AND THAT THE HANGERS, PLATFORMS AND LATERAL BRACES HAVE BEEN INSTALLED TO PROPERLY RESOLVE ALL THE VERTICAL AND LATERAL FORCES WITHOUT OVERSTRESSING THE STRUCTURE. VERIFICATION: WHEN THE BP HAS BEEN COMPLETED INCLUDING ANY NECESSARY FIXES. THE M.B.S. WILL PROVIDE 0 CDFYI THAT "THEIR STRUCTURE AS -BUILT COMPLIES WITH 114 THEIR THEIR DRAWINGS, THE CODE 06 DE UNDER H THE BUILDING WAS CONSTRUCTED AND ALL EXTRA REQUIREMENTS C O0 N THE CONTRACT DRAWINGS," THE M.B.S. TO ACCOUNT IN THEIR DESI GN N FOR i0R THE FOUNDATION SETTLEMENTS PAID DIFFERENTIAI. SETTLEMENTS INDICATED IN THE SOILS REPORTS. ABBREVIATIONS ARCH. ARCHITECT 13106. 8. OR SOT. BLDG. 8.0.0.5. SRO, COL, CONC. G.I.P. 01.6. C.J. C.S.J. D.S. OWLS. E0, E.E. E OR ELL/. E.. N.W. OR ENW E.F. E.J. E0. E.S. E.W. F.O.C. F.0.5. F.0.06. GA G DALV. G.W.B. H. 8. OR HORIZ. I.C.B.O. I.F. INC. KS. L.W. BETWEEN BOTTOM BUILDING BUILDING OFFICMLS CODE ADMINISTRATORS BEARING CONCRETE MASONRY UNIT COLUMN CONCRETE CAST IN PLACE CLEAR CONTINUOUS CONSTRUCTION JOINT CLOSURE STRIP JOINT DRAG STRUT DRAWING EACH END ELEVATOR ENGINEERS NORTHWEST EACH FACE EXPANSION JOINT EQUAL EACH 510E EACH WAY FACE OF CONCRETE FACE OF STUDS FACE OF WALL FOOTING HOT GALVANIZED GYPSUM WALL BOARD HORIZONTAL INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS INSIDE P600 INCLUDING INSIDE FACE KIP (1000 P00405) LONG WAY METAL BUILDING SUPPLIER 6007. ROOF SUPPLIER NEAR FACE NOT TO SCALE ON CENTER OUTSIDE FACE OUTSIDE OUT TO OUT REINFORCING REMAINDER ROUGH OPENING SECTION SIMILAR SHRINKAGE JOINT STEEL SYMMETRICAL SHEAR WALL OR SHORT WAY TOP OF BEAM TOP OF STEEL TOP OF SLAB TOP OF FOOTING OR (FRAMING) TYPICAL AT AL SIMILAR PLACES UNIFORM BUILDING CODE UNLESS NOTED OTHERWISE VERIFY VERTICAL VERTICAL FAR FACE VERTICAL EACH FACE VERTICAL INSIDE FACE VERTICAL NEAR FACE 0006109. OUTSIDE FACE WRN WITH OUT WELD HEM STUD AT CENTER LINE PLATE NOTE 01)0 OF 110WIIA 0'610410 FEB 0 1 1999 AS 1,01111 OUIii ii (11441lt)1J °z 1T� S¢ I NIU1YLL 1 1 C i P M a u_ 9 i� � LJ Z z - L4 1> z W cD0 Paz ZLZ Zz W _3 zz _.I - • • 3 , 3 1- - W 0 Za (6 JOB 1401 98088 ENGINEER: P.VH, DRAWN: BOB DATE: 0 - - 38 SHEET 140; S3 PAFGEN53