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HomeMy WebLinkAboutPermit D98-0072 - WENDY'S - BUILDINGd98-0072 16300 west valley highway wendy's restaurant '• _ CERTIFICATE C►F' :OCCUPANCY CITY OF TUh: ,'ILA 300 SOUTHCENTER BOULEVARD SUITE TUKWILA;. WASHINGTON '''5B188. Yt �Sart c h k4 � THIS RTIF,ICATE ASSU OR R S ANT ►? THE RE0UIREMENT � ► � { (, , F Es TIC ►N 1 ;J� �"►F THE UN IFF�.; °BUILDING CO G ►O[o ERTI i ryThilTF AT %;71111E TI ► 9 F; I s J U E THIS ST RUCT URE WAS -iN COMP IAhtf`E:. k Y�T�I� THE - - AVARtIOiL$. ORc ltNAN E UF40 CIT`f .O. E ULATIiNNQ; BUILDING: CON ;TPU�TI�UN �'►R 11 ;E;''#1PIL� �i�E�' "APPLIt'AE L,F,; 4 t ITY 7 FI RE .dt►ES; ` Ft� 1 HE FOLLOWING ,fi w r , Occ►app r►t dE 'S RE3TPIRANT'� r Pe� Y�� <t u i 7 d � r ►cg ' Add gij 16200 WEST C'A DE`T HY >su i txe' ` ka .. t,m 'tip "' t ? ar/ #'4J0680 .0041 \� , n e, N TUKW�ILA STATION LL/C yu r c _e B Q OFF ' A ►:u TRI . t4ON ►F A NEW 3 t 075 SF RES AURAL T `"WI'TW v, r A C4RZVE THP'OUGH WINDOW AND. UTIII ?Yf;CCNt E1 TJONS ;;� ► t t f r r r S �' 3NC�,�I�I C ,GRE�aE INTERCEPTC ►R � OFT-a�TE ��I`{,kP9 DRAI�f4 GE, FRONTAL ' IMPROVEMENTSI AND STR.EE�T L ,�GHTING ALOtJG I EMDY' 8 : FRQNTAGE SHALL OE Cdht;'TRU •TE,U� B ?' • BP GAT STTATIo UN ►ER PERMIT ' *D7-037" �' :'" " £ '. THIS • CERTIFICATE MUST BE'CbNSPICIJG POSTED ON -.THE PREMISES :. City of Tukwila 1 Parcel No: 000580 -0041 Address: 16300 WEST VALLEY HY Suite No: Location: Category: NRST Type: DEVPERM Zoning: TUC Const Type: V -N Gas /Elec.: Units: 001 Setbacks: North: Water: UNKNOWN Wetlands: .0 South: Sewer: Slopes: Contractor License No: BAUMGCI126JN Permit Center Authorized Signature:_ Signature:_ Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT Permit No: Status: Issued: Expires: WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. (206) 431 -3670 D98 -0072 ISSUED 08/06/1998 02/02/1999 Occupancy: RESTAURANT UBC: 1994 Fire Protection: .0 East: .0 West: .0 TUKWILA Y Streams: OCCUPANT WENDY'S RESTAURANT 16200 WEST VALLEY HY, TUKWILA WA 98188 OWNER TUKWILA STATION LLC 16200 WEST VALLEY HY, TUKWILA WA 98188 CONTACT JOHN MORAN Phone: 425 - 644 -4000 3625 132 AV SE, STE 100, BELLEVUE WA 98006 ENGINEER WASHINGTON LAND DESIGN Phone: (206)522 -9510 9709 3RD AVE NE STE *203, SEATTLE WA 98115 CONTRACTOR BAUMGART CONSTRUCTION INC Phone:•206- 244 -9502 5085 S APPLE ST, BOISE ID 83705 k**************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: CONSTRUCTION OF A NEW 3,075 SF RESTAURANT WITH A DRIVE - THROUGH WINDOW AND UTILITY CONNECTIONS INCLUDING A GREASE INTERCEPTOR. OFF -SITE STORM DRAINAGE, FRONTAL IMPROVEMENTS AND STREET LIGHTING ALONG WENDY'S FRONTAGE SHALL BE CONSTRUCTED BY BP GAS STATION UNDER PERMIT #097 -0376. ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ 202,150.50 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: JJS Curb Cut /Access /Sidewalk /CSS: Y Fire Loop Hydrant: N No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Cut: 700 Fill: 950 Landscape Irrigation: Y Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: Y No: Sewer Main Extension: N Private: N Public: N Storm Drainage: Y Street Use: N Water Main Extension: N Private: N Public: N ***************************************************** * * * * * * * * ** * * * * * * * * * * * * * ** * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 3,194.21 ********* * * * * * * * ** * * * * * * * * * * * * * * * * * * * * ** J *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit. Date: FA qg Print Name: 6,4, 9 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. WEST VALLEY HY CITY O TUI WILA d • Address: Suite r Tenant: Type DEVPERM Pars eel 4: *****)4• ** *•k *•A * *• *A *'' * AAA: A *' A• h*• A A' AA *****' A****: M**** A*• A*- k*' A4•A * * *•A*A * Permit' :Con.dition.. 1 '. No...t. will be ` made to the plans unless approved by the Architect.or Engineer and the Tukwi la;, ldina Division. 'PlaMbilno per infits hell rber pi�tairte+,i thr the Seattle- K:ina' .County Department of `Pubs ic..He�.�1 th. P` imb'ina'-.wi 11 be ''i'ris.pected by th t` :_,. c f; , i� 8 n 4 V.,,. (296- 4722) . r� ' 3 Elec r P,er;ftii ts:. ha1}] be 'obt�aineiethra Wa uuh =the 's'h,ingtan State" Dive' rit`rn of L b'or 'and Industries a'nd"a1,1 wor k " wii l, inspected by';-.that agenov ' 2.48 66311) fig All me01,4 i 9a4, Work shall beV -under separate,, per mi the ,Ci4/of Tuk:wi l,a.. 'V " u . " All r, J r riffs insoe do and app • avai roved plans shall big '' F l t abe the, lob s '' i + ' 1 , s �,r''E, �Y> i r 7�te pr for to` the tar-•t of '"any , ��,� str c:t:i on rThee ; documents are ` be maintained .and . abl ' u nt�ii `'final insp is granted. i is + t �, .... •.,. • „�; i . ,Whe;n; sp i�nspecti�unY " either the owner. :arch'i'tect or engirn :hall ` notif } vt,he' Tukwila Buildin,g ,Divi.'sion of apop:in•tment cif. the pr tbq t •th eyfi ' r bui�'ldi"na -An , s f ti ' 1 _ :': .:. s ,eta $ r }� cCicin Goose. cat „�a11 speci icy p.ect loan. r e'ports' shad l tie s ubm.;i tte;d t o- -the Building ,; Div,ision yin a' timely manner •Re?or,'ts' shall contain or .3Cct name permlt��riu a t e;` •of. = bein'o Thea'peci•a�l �nspector shall sub �� m'it m ai rgned report' •star ng whether• the work requiring 'soec=i'al' i.nspec :to tll'e be's :6f the inspector's k:nowledge.�� inconforma'n.ce with ; `reproved plans and specifications ` applicable , workman's,h i p provisions of the UBC '':,, \, ; «:,s 4, , ` Any ne`w 'cei 1 ing, i. :d, and 1 ighe ir's is r-eauir.ed: t: me.e�t;.'.later�a:l. bracing requirment tqr' Seis.n i;c' Zone 3 . ''''- ' .;,. .t e , 9. Partition `Wal� attached to ceilAria grid must be lat Permit No: D98 -0072 Status: 'ISSUED Applied: 03/12/1998, Issued: 08/06/1998 braced if over, eight (8) fe;et`'in length. 10. Engineered trii drawings and calculations sha.l'.14e' on site and available tiff .::;t,'he',building- rinspector fo spection purposes. Do cuments `.;, the,. yea°]' and 'signature of a Washington State Professional Er iai`in , e . 11. All construction to be done in'""c n 'e` foi-mance with approved plans and requirements of the Uniform Building Code (1994 Edition) as amended, Uniform Mechanical Code (1994 Edition), and Washington State Energy Code (1994 Edition). 1 2 . V a l i d i t y of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be con - strued to be a permit for or an approval of any violation of any of the pr oV i s i ons of the building code or of any other ordinance 'of the Jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code s h a l l be valid. 13. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. ount‘K Department `of.Pubi.ic :Health 'sign : -off priori to'opening r doing any food : :pr Ccess I ng: Arrangements for f i n a l ' Health eaartment inspection shou1:d be made by cal l ing Seattle-King', Gounty. Department of Fuhi is Health, 296 -4787, . at least three orE i.n�q days prior to desired inspection : date On work requtring Health Department approval"; iris the contractor's r.;espons'ib'i 1 i tv to have a set" of plans approved by that 'agency. on the iob :site. Removal of :septic ;tanks 'require approval and :compliance ;withperrmit and inspection„ requirements through the SeattleH ;King :Coontv.Department of Public Heal th::(2J6- 4722): Rea'd,1lv.acces ible access to roof mounted equipment i There .sha11 be no occupancy of the building(S) until the. `final: inspection has been co mp- le_ted v the Tukwila Building n Pector J`' ear rrs CERTIFICATE" OFArOC P.NCY WILL BE R REfi;, FOR THIS. PERMIT:. k G C1 W 0 � K s * ' „shall N.b e. imb:1eii1 rated as . the f it st: or ier :ofo,l si i Vto' ev`ent se d' m ta ention' al or t ire 1 3'�exist "..no sto i �1 w }a..1 n dr�a.iei,a;�e face l iti.e 'he alto . ; hal t' . `yhav`e `.•'Der man ent erosion i' >"caotr' 1' ne sur es pl ace. Vi oon, � as5=.p;as ng ha been ..at;f.er .gradisk ;compl,e,terd and Pr for to thi n final Irt,sp et. tion Dr, five r ave shall coniply w ftii City st commercial andar Dr i ve„ w i,dth hill be �a '25' mi n i mism and 35' mar f' � be a ma ' r � 4� loa�e,� fi�hal 1 ; xi mum of 1.SL Turn r "adi 1. s'hal1 „4be a mins7ntum got lt1' z` ; idor ` � t�1 aft�ec no traff i r f'i ows hall be c1 ose 1 v coordinated h/1 ,:the Citr;Uti l:ities .Ins'pe'ctor Ti'afti.0 Control 01 i ' be submitted - to trek Inspec r^ tor for.,.. , or appr ova a ink; over 5O cv. sha,l l r'' uui appt ircat,ion. for a Hauling Perm pri.,or` °tci;�any associated a - separate M . t cr� t s"r 7;R MI''Q LILANEO(P:,, PERMIT JAF PLICA;T -ION'.- I =REOUIRED incl ud'ing z .OPT' OF' CERTIFIC ATE OF'IFSU JRANCE^`COVERAGE . 1. of goo). 'NAMING THE .`C ,T.Y - ,'OF�"i JIW ''L,A :A'S INSURED f A O,90 MADE OUT TO THE CITY FOR ,PROPERTY � 4 , DA GES. CAUSED BY ACTIVITIES, 5 ,.0bP IE;:, :Of HAUL ROUTE ” MAP . « Any »aht.eri l spilled onto any street shall be cleaned u i mme ci'i72`; ,e.l v 26. The .e ellpt meter work shall include a 'state Department of Hea 1 th ap:p,roved l a�. valve assenrb�l v. 27. NO OCCUPANCY SHALL; BE ALLOWfD4.UNTIL,..F,B i'GAS STA COMPLETE ' THEIR STORM; rJRAINAAGE SYSTEM WORK `ti' OBTAIN: STORM DRAINAGE SI'GNOFF FROM THE cIT INSPECT() :� I Project Name/Tenant: WFNDY' S RFSTAI !RANT Value of Construction: * r a 2 ;�-flfl c )ra� 1 Site Address: /( City State /Zip: .4444 -West Valley Highway Tukwila. WA 98188 Tait Parcel Number: r 000580- 0038 -04 Property Owner: Wendy's Tnternatinnal_ (tarry rrarey Phone: 425 235 - R570 Street Address: , City State /Zip: 555 S. Renton Village Place. Ste. 200 Renton. WA 98055 Fax #: 425- 226 -7240 Contractor: Not Available Phone: Street Address: City State /Zip: Fax #: Architect: Riilil -Parr R Associates .lohn Moran Phone: 425- 644 -4000 Street Address: City State /Zip: 7 1625 - 112nr1 SF.. Spit 100 Bel 1evne- WA 98006 Fax #: 425- 643 -4115 Engineer: Premier Engineering, Tim File Phone: 425 - 489 -1901 _ Street Address: City State /Zip: 20223 - 131st Pl. NE Woodinville, WA 98072 Fax #: Contact Person: John Morro. Rohl-Parr R. Associates Phone: 425 - 644 -4000 Street Address: City State /Zip: 3625 - 132nd Ave. SE. Suite 100 Bellevue. WA 98006 Fax #: 425 - 643 -4115 Description of work to be done: Build a new Wendy's fast food restaurant on the site formerly occupied by Andy's Diner. The exterior will be brick veneer with a built -up roof. The fnunrlatinn i•ri1l hp nn piling Existing use: ❑ Retail . ❑ Restaurant ❑ Multi- family ❑ Warehouse Hospital N/A CI Church 0 Manufacturing ❑ Motel/Hotel ❑ Office ❑ School /College /University ❑ Other Proposed use: ❑ Retail 61 Restaurant ❑ Multi - family ❑ Warehouse Hospital ❑ Church ❑ Manufacturing ❑ Motel/Hotel ❑ Office ❑ School /College /Universi ❑ Other Will there be a change of use? ❑ yes IX.1 no If yes, extent of change: Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm ® none ❑ other (specify) Building Square Feet: None existing 3,075 new Area of Construction: 3,075 sq . ft. Will there be storage of flammable /combustible hazardous material in the building? Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating ❑ yes ® no quantities & Material Safety Data Sheets New Commercial / Addition / Multi - Family Permit Application CITY OF ruichwut Permit Center k 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Application and plans must be complete In order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. ❑ Channelization /Striping t2 Curb cut /Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Flood Control Zone ❑ Hauling / Land Altering ''Cut -the) cubic yds. 0 Fill q�fJ cubic yds. in 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 /Exam Size(s): 0 Deduct 0 Water Only n Water Mete /Permanen # Size(s): / '/? " ❑ Watei Meter Temp Il Size(5): Est. quantity: gal Schedule: .Miscellaneous uo Cu 1 ' . on 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. NCPLRMIT.DOC 1/29/97 APPLICANT REQUEST FOR PUBLIC WORKS.SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department) Data application accepted: 3 - 1Z — qs Date application expires: 1- / Z-dis Applir..tlon taken by: (initials) PLEASE SIGN BACK OF APPLICATION FORM BUILDING OWNS OR AUTHO ED AGENT: .., Signature: ., ,:; �,."Z r'b ► F "'"� Date: w t i ' / T ' 1: i "" P. ( J Print name errs Ruhl, Ruhl -Parr & Associates Phon X25 -644 -4000 Fa ' s- 643 -4115 Address: 3625 - 132nd Ave SF, Suite 100 City /State /Zip: Bellevue, WA 98006 AL PE :1MCO.'^ / '1t,DITION /N. 1- FAMILY PERMIT APPLICATIONS MU BE SUBMITTED WITH THE FOLLOWING: ➢ WsLbD l4i'rWING :E4GjN,j k &j * •, • ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN D BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED TAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL 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. ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Five (5) sets of working drawings, which include : ❑ ❑ Site Plan 1. North arrow and scale. 2. Existing and proposed utilities and existing hydrant location(s). 3. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements. 4. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions. 5. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dump - ster recycling screening. 6. Location and screening of outdoor storage. 7. Limits of clearing /grading with existing & proposed topography at 2' intervals extending 5' beyond property's boundaries, erosion control measures & three buffer protection measures. 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC 18.45.040). 9. Identify location and size of existing trees, note by size and species those to be maintained and those to be removed. 10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size, species, location and spacing. Location of service areas and vault with proposed screening. 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 12. Lowest finished floor elevation (if flood control zone permit required). 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. 14. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). ❑ ® Vicinity Map showing location of site ❑ ® Building Elevations (Include dimensions of all building facades and major architectural elements) ❑ ® Mechanical Drawings ❑ Q Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) ❑ MI Architectural drawings ❑ ® Specifications (if separate document) ❑ ® Structural Calculations ❑ Sprinkler structural calculations indicating load of water - filled sprinkler piping 50 • 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 use 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 hermit application. The Department of Pub- lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ® Copy of Washington State Department of Labor and Industries valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. I HEREBY CERTIFY THAT I HAVE 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 ■10 Of ; • 4 * * ? r * 4 •,;( .1c kJ% • C:II OF WA - •: : ••••:" • •-• 4ilt :*** A' i"k:?elc/s* *Jr** rt * 4,c*N t!“M;;• Ju,r R960003.2 mourt • :0.5 00 0 1.1. 2 8 f.:18 „ • ,••„•,. • • Prriit No T tie:v • 8 • - .it.f.,..-..:.-Add.r.0147..:;:.161P.OH4EP tij_LE'/ HY • •• • — • Toti ' Fee • '••••:4;,09.4., TM •:-4. • • , • • • " . • Accouilf:Code' DOscripti‘on . Ainount 000/8:6.90Er. .0010S/PEPOSITS 675.00 oetoper5 Trojecf WaViranil r Compi-CAVon gc4e waI1c-10 -pa c(Tt'cai-101 raeLA- .W?_%h o A,N) t rO 6627 'W03'9717 .t01k 675:00.. 98•=0O72 `Tyne: 'DEVPERM DEVE OPMENI PER-1111 . Total ',ree4 3'.�lt`�� "� T�:ta'I ALL Pmti': • : °.'.1 13 L ance e. � t�U,. I tl•' tt * 4,**• h .***Afc* **it*; *4:•A•h•*****A.k :* '**.**. **4.* 4**k**dii.** *•A: +* *.1r *•i,it •* *** Account.: Code 0eSd► ^i pt►o ►� Amount', 000 /3 KOPlD1; t�E1'O "]:TS 225. kkk / t44h °t14k>~h,:kAk k ,t r kk k'*t r *' * k* 4*k•+ rh 1 k •kkthk'h!c.1 *tk'',kk�4t.k.t• ITY O 1 11I� EII H Y!A Q TRa! 3 4 T 4 .1 h A 'k * k *' i4 k k �r h k' k h k kh , 1 b.h: ;lSh k *, • ",f * Jv * •h * :S * **%* *A* * ,%. k t 1.• A i* A :1{iAP25hSIT �lunib�r�^ ;t{ O '0( }1U' Art►A�irtt� ,'',.'ta.:DO 01/ 0q 44'';. Aizain .W.a t; i art c' ..l3Au 4G((R f CON. PLAN •pi4Ecic UT•DE-ITY PLAN CHECK - WATER METER STATE BUILDING SURCHARGE INSP FEE - UTILITY • . ,i*it;,ir 444* 4.•A',“*),-*******.i it-4**.A.** * * vir CIT OF kW I LA • : . • • • • . • , TRI:10F+MY,T , . RA KS MIT Nunthert R97080E3 moutt 2 ;:282,..;...75-:,.)Eit()6798 1.01: 53 Pdvment Method CHECK • :Notati WENDV, s• IN Tr_R W t Ir i • D913.-()072 ; 'Tyne: 'DEVPERM: DEVELOPMENT PERMIT P'i'e1 Ho :000!:!S0 -;004 te.•:Addr6”.: .16300 WES.T VALI.EY 14V • ' • • , Total Fees': 3.194;21 rh 2.282.7 Total ALL rMtfi,« 3.194.21 B4IanLe 0:) • kOir*i114**'lk**.A***44 AccOunt Cade Deaor i pti on • • Amount 000/322:•.100. • , NCINRES 1.4102.25 • 30.0() • 10.00 :4.`..1t) • • • • INSP FEE - FLH/LI/WMIE 15.00 • ' • 000/345...330 ' • 000/345.830'. 000/386.90.4 000/342 , - • ' •*" : 401/342.40 :: 412/342.400: . '' INSP FEE - siorttit DRAIN ' ."15 402/342.400 ''' IUI3P FEE .- istorisp , . ' 20.00. 401/3GE1.1.02 : ;',- : WATER CONNECTIO,N, 225.00 . :,• . 401/386.-52V ' ' : WATER 'INSTALLATION (DEP) . 350.00 401/343.10.5:. , ,WATER •TURN-ON• FEE: : • '' H : ,. , ' 215.'00 401/342,'400,. : , WATER' 'INSPECTIOIC FEE 000/n2.100 .. • : L.ANO ALTERING.' PERMIT :FEE • '. • - 12(.;.,00 ... 000/345.:03,Q , . . ' •• .Lobip oLienING: PLAN cA!Lcit -; 30;,00 ' . ,. . ,. . : '-' — ''' - - - ". - -. " --•"" " " '" 7 "''''' '"' 7 . ‘" 7 ..." 7 "' "- - '"' 777 .....'" 7 "454*0 0646 '01:7 7 fOYAt:77•7228.7,-' AlalliavAto + * *A* *. A *4c..A. h *,Ar *•k* AA*h re* h *h * is:l� **k *A** * * *'•Alr *AA• *A*.*A CITY • p C TUKWILA WA TRANSM1T ;it 'k • ** ** Ak4**.A* kAAA*k ht* A# h t* 4k* Ak *A A* th*' k kA .l.b.k1. * *k. It' a * k,E.k A : ANSMIT ;Num R9700.7 2 5 'A 911.46." .46. 03/12 c48 08:54' y,inent.::" th'a ; ; .GHI_C:I No I.at i W! t4I)Y' S : IN rERNAT to i. « `p LH _ -0072 Type: DEVPERM DEVELOPMENT _PERMIT:: 00C)580 0038 16200 WES, VAL..EY; HY r o t al Fees. 2, 318.21'• 911.46 Total ('U L Pits 911.46 Balance 1 4Q6.75 *:* A k#•* A} yA• * *A'AA *k **• *4 * * *A * " **.A A* AA . * . *AA *A * * Account Code . Den pt i on Am'aunu 000/345`.830.'`' PLAN' CHECK MONP.E5. 911.46 ��s kr��tES�`u�i,lr f•''.�$.�? •iii '(a� i.� aye! ?i ?t's;e k;,S.,. •n# L �Fk c::�!n'1 �' •.';L�.rtY� Yl�' Proj yp of Inspect' n: ° ha Addre4s: NV14 rP Da e call 3/0 Special instructions: Date ■A,..ntici Requ : PhAtisit cio — o(3 • • • . 6.4.1 COMMENTS: Insp pproved per applicable codes. • • C (11 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila W - tv te - 744 4 - t- Retain a copy ' with permit r( .„ - INSPECTION EC() • PERMIT NO. (206)431-3670 Corrections required prior to approval. Dat $4 .00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • ) • • • • • .11, . •: Project: wevt )1/4 t 4 ... Type of InspF 1--( Date called: / ?lb 7 wy. Special instructions: Date wanted: ..c.t 64 A a.m. w • • Requester: 16 !-(CC( P ,-619 - q10 70 ' INSPECTION NO. INSPECTION REC 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. rorrections required prior to approval. COMMENTS: O 772 occ- c/A-fiiT1201/Arbk4n 'Do ARYT c(Afee1-6.- / EZc7e74e- ..0441-01/;e7e (f44 El $47.10 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinseection. Receipt No: • . Date: iher INSPECTION REC D Retain a copy with e PECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.,, #100, ; Tukwila,' WA 98188 PERMIT NO. (206) 431 -3670 PT Project: Address: boa W. Special instructions: Type of inspe con: Date called: . Date wanted: Z _ , / .Requester: Phone No.: Approved per applicable codes. 1 Corrections required prior to approval. COMMENTS: Date: IAO Of Li $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Inspector: Date: ;'Project: / ' Wenc Type of Inspection: f W V nal Address: -. ': 1 6300 Wesf Valley Date called: Hwy, 1 -26 -9R z Special instructions: Date wanted: _ a.m. 27 -qq Requester: K en Kinccg Phone: 206 4023 INSPECTION RECORD t,-)8_0072. Retain a copy with permit INSPECTION NO c PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd; #100, Tukwila, WA 98188 Approved per applicable codes. (206)431 -3670 Corrections required prior to approval. COMMENTS: � / °41.91 ftvsritG. cue A iwitargd y/- r --- x«tidtry Inspector: 4(J Date: / / i 2 / 1 / $47.00 REINSPECTION FEE REQUIRED, Prior to inspection, fee mst be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: F ., .,,. ....�.'.: ^•. .....�a ?r .».t r. "17.5.:1. ^� ,wb t.. -.. Project: , ` Type of Inspection. Addr �Gov VJ /Ii Date called: Y z 7-7, SpeQiaY instructions: Date wanted: I t : ► Requester: kti/I //// 00, K /�'Kct, Phones ,ti/„_ C /v —067.3 PERMIT NO. It INSPECTION RECOR Retain . a copy with permit ,I■SPECTION NO. CITY: OF TUKWILA BUILDING DIVISION::y 6300 Southcenter Blvd Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to,approval. COMMENTS: / }-•`� ; >.� , � --mot -� /2-, 0 • "4,, E] $47.00 REINSPECTION ItE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: '.: r.. /,�.. t,:..� "�...F,..,.. •. rt. +t Pro'e t: Typ f Inspect' n: pi 0 0 illi res • Da c I • / 1 1 Special instructions: • Date wart id a.m. Requestery I Phode:. („2010mo 06.23i • INSPECTION RECOR Retain a copy with permit ' INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION . 6306 Southcenter Blvd, #100, Tukwila, WA 98188 Receipt No: pproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Insp=, 414. Date: ,60 PERMIT NO. (206)431-3670 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schqdule•reinspection. Date: Projea Ty of Inspection: nire. eisieeiptwe. Date called: Addr ess: 6 Z00--- al V Sp cial instructions: I Date wanted: 1 i sir *7 1 0 a.m. Request : Phone: . , .. • . „ • , pproved per applicable codes. , , • , ' r • . '.• INSPECTION RECO Retain a copy with permit • INSPECTION NO. . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 DRA 00 72, PERMIT NO. (206)431-3670 Corrections required prior to approval. $ 7.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: COMMENTS: 6/500.6itit,e,.6 ceze.,,tfc • Projec • Type nspection: Ail rem: oo - I Date called: Special instructions: Date wane . ZZ .9 a.m. p.m. Request : Phone: INSPECTION REC Retain a copy with pe N INSPECTION O. CITY OF TU KW ILA BUILDING DIVISION 6300 Southcen ter Blvd, #100, Tukwila, WA 98188 proved per applicable codes. PERMIT NO. (206)431 -3670 Corrections required prior to approval. COMMENTS: c t../4 , /..Cora t / 2.. r re-inAval SEE- /°rE t2 $4 .00 REINSPECTION FEE REQUIRED. Prior to inspection, fee mist be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule / Receipt No: Date:' •.. art • .,.... wi?.; ..d•. ;1.%.24..P:.i , .:L 'C: ..... ' ..:: " . St , " . �1' S� . + a f t • 'ii d:y ' 1 ' . ' S ° e !,'?t.r.»: >.IX;...�.� �.�... . :':; :, NO. CITY OF TUKWILA BUILDING DIVISION :6300 Southcenter Blvd, #100, Tukwila WA 98188 r 1. Typ f Inspection: ,l ` `1 dl all Address Date call : Specia i structions: Date w�nred: a.m. ('j p.m. Request : G 41 re. rcil\Q } 1 a7-3 Approved peyapplicable codes. COMMENTS: Inspector: i AIM $47. INSPE5TII at 6300 Southceljter Receipt No: INSPECTION RECORD Retain a copy with permit ., Corrections required prior to approval. 1 FEE REQUIRED. Prior to inspection, fee must be paid. Ivd., Suite 100. Call to schedule reinspection. Date: PERMIT NO. (206)431 -3670 Date: ...2.19 FA-Aifri li q :':; :, NO. CITY OF TUKWILA BUILDING DIVISION :6300 Southcenter Blvd, #100, Tukwila WA 98188 r 1. Typ f Inspection: ,l ` `1 dl all Address Date call : Specia i structions: Date w�nred: a.m. ('j p.m. Request : G 41 re. rcil\Q } 1 a7-3 Approved peyapplicable codes. COMMENTS: Inspector: i AIM $47. INSPE5TII at 6300 Southceljter Receipt No: INSPECTION RECORD Retain a copy with permit ., Corrections required prior to approval. 1 FEE REQUIRED. Prior to inspection, fee must be paid. Ivd., Suite 100. Call to schedule reinspection. Date: PERMIT NO. (206)431 -3670 Date: ...2.19 INSPECTION REC Retain a copy with IN PECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter: Blvd., #100, Tukwila, WA. 9818 A Est mezior Special instructions: e Type o , 12ct r I .- Date called: a.m. p.m.' Reque r Phone No.: pproved per applicable codes. (206) 431 -3670 Corrections required prior to approval. COMMENTS: ./r mra is :;1 $4 .1 0 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspeclion, Receipt No.; Date: INSP TION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 :'; PERMIT NO. Special instructions: Date called: Phone No.: (206) 431 -3670 pproved per applicable codes. Corrections required prior to.approval. COMMENTS: 4 ?DP r /xIS v 4-T7o4J $4 4 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Ca Ito schedule reinspection. Receipt No.: Date: . f pia r;t INSPECTION REIrAD Retain" a "copy with nit INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300' Southcenter Blvd., #100, Tukwila, WA 98188 E IT NO.: pro Special instructions: • pproved per applicable codes. Type 9f_i�sg Date called: Date wanted: /ig /q a.m. p.m. Phone No.: Corrections required prior to approval. COMMENTS: Inspect° 44,4,f 'R. Date: (206) 431 -3670 EINSPECTION FEE (ol r� $42.00 E E Q UIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: MIT NO. INSPECTION RECO Retain a copy with pe INSPECTION NO.,.::', • ITY'OFTUKWILA BUILDING DIVISION 6300 Southcenter.Blvd., #100, Tukwila ` WA 98188 Project: ,tsje Type of inspection: uiciler Date called: Date.wanted: Requester: Phone No.: Approved perapplicable codes. Inspect 4- 1 - 2 - W s- 4 - 3t- - 3670 Corrctions required prior to approval. COMMENTS: 9 Date: 1 ko ie $42.00 REINSPECTION FEE REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Pr e c >EP7 S Tye of eyo /�SI✓L Address: Date called: Special ' str ctions: Date wagt8d: . L Requester: Phone No.: Inspector: *Approved per applicable: codes. �r INSPECTION REC Retain a copy with j,,,,;iit INSPECTION NO. :CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Digs --d&n. PERMIT NO. (206) 431 -3670 Corrections required prior to approval. COMMENTS: /41/1111111111Mr4he i 44 1 / 11rAlg r MEI jJ $42.00 - INSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. [Rec&pt No.: Date: Project: v. e S .-( . Type of inspection: -- T. r, S k i -1 -, --, dres : 6 6 0 Va 1 I Date calla : w ' t -'�o.l Special instructions: `` Va �, � V' ... S S N'-' �A Vr 7`?. J" ∎ , c J(cfilW �. ate want dZ / l . p.m. Requester: Phone : 9.......-21 I ?� 2. i 3 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670' COMMENTS: bus pproved per; applicable codes. rl $42.0 REINSPECTION FEE REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Corrections required prior to approval. Date: Pr yct: c 42& /j Type ns eciion: IYLri A dress f / `/�� ' I , / Date cal }� 41 c , �1 I y ' Special instructions: " ti 4 446 r� - 'VoT 190 the j (! / Date wa e : a ��o� �� /O .m., Requ t r: . e h f <rY1( a /0( -- Pho ii ooa r r2q-/ g COMMENTS: 7/9 .c.wi fiefe 42& /j 0 lit b AEI 1 & 2 T `. ,L[ P.7,9t-4.-- li W_ 0 Ate c'. d, /r �i€ 61 7 Y i 11e -. a 0 g Le2/4"?12--- 4 446 r� - 'VoT 190 the j / At vs,- 8 - -A,/ F(i 5r"`A- ' 0i(vf_ n-hesoutmH e,�IC.�',r,,c.{= b b .10, 7g ,ei&, v22 - ¢s g 137 7 ' /c:C# Inspector y" Dater/ Lam' SgA L: $42.0 FALSOECTION FEE REQUIRED. Prior to inspection, fee must q PERMIT NO. CIT.*OF TUKWILA BUILDING DIVISION f ofZ 6300` Southcenter Blvd., #100, Tukwila, WA 9818: )i4 (206) 431 - 3670. INSPECTION NO. Approved per applicable codes. er Corrections required prior approval. be paid at 6300•Southconter Blvd., Suite 100. Call to schedule reinspection, Receipt No.: INSPECTION ;REC Retain a copy with �» I Date: •s.yr 'u'S�i�(..G INSPECTION REC Retain a copy with INSPECTION NO PERMIT NO CITY OF TUKWILA' BUILDING DIVISION to F 6300 Southcenter:Blvd , #100, - Tukwila, WA 98188 (206) 431 -3670 Receipt No.: 'fate: q8 -007 Project: Approved per applicable codes. Type of i t' n: Date called: Date wanted: a.m. Requester: Phone No.: orrectioris required prior to approval. COMMENTS: ( t6)r7 2 -46N , "(0 , 4,4161/4c. PF�DifIG, p+lt 0OP-01/ac. SC rimat Air hr "74.1 1 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd, Suite 100. Call to schedule reinspection. Project:'�.� `` ` YV�h y Type.offAspegQti�on: , '}CllOt V �Qc IA( Address' .. t tp306 i �C i�4a/e called: Special nstructions: o wanted: II f rl a.m. p.. Requester: '' `` 11 P s - 3a9 ) INSPECTION NO. '. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100,: Tukwila, WA 9818 I Approved per applicable codes. COMMENTS: • ` . SPECTI 'KC Retain a copy wifh j - o 01 PERMIT NO. (206) 431-3670: Corrections required prior to approval. J Inspector --_ 1.14 Date; $42.00 REINSPECTION EINSPECTION FEE REQUIRED, Prior to inspection, fee must . be paid.at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION REC ... . - • Retain a copy with INSPECTION NO. CITY OF:TUKWILA. BUILDING DIVISION 6300',Southcenter,Blvd., #100; Tukwila, WA 98188 PERMIT NO. (206) 431 -3670 Special i s ructions: Phone No.: Date A/3 6 ff 542.00. REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Approved per applicable codes. Inspector: I Receipt No,: Corrections required prior to approval. Date: Project: ? c Type if in •e• '• • r V-00i' S► Address: f o b rw es : to e •: t - Date wanted: 1 t t , - t . I �-- a.m. 61Y. Pm. Special Irfstructions:. 1 6( V S Requester: In Phone No.: oC r. 1 1 ,32... PERMIT NO. _�"-►+ Retain a copy with INSPECT N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: , 11 s f --� / Approved per applicable codes. Inspector; Receipt No.: INSPECTION REC Corrections required prior to approval. I $42.00 REINSPECTION'FEE REOUI ED ;• Prior to inspection; fee must be paid at 6300 Southcenter Blvd ;, Suite 100:. Call to schedule reinspection. (206) 431 -3670 Date: Project: Type of inspec io : ....." r. _ --v e Add 4,4ta& Date called: Special instructions: , ( Date wanted: ! ` f / a. Requester: Phone No.: 5 4,10 sal • t r N, • INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 COMMENTS: _ Approved per applicable codes, INSPECTION REC Retain a copy with FA.Corrections required prior to approval. L5" 6 'L'k 1 PERMIT NO. • .. i 57 1 J ' 'AA .' . AIL. i (206) 431 =3670 /'?'J 1 At' t.(12. 4 i Go- +i )," al- e ) eh, -401., Avv47. -,46,07-.. (51 pda54 cia t./ • - . •.10/ . . . fI I 1T v rL ✓ • Inspector 17 $42,00 REINSPECT • N FEE REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. _.x..44 .4 r /ZS Date Receipt No.: Date: Pe J u Type of ins pectio W sr- A dre a A � 3 I1...„ .3k, IA il eer14 y Date callledi i . y _4 Special instructions :.. .. Date wanted: 1 s-` 9 ?' .m` p•m• Requeslar: C7 r ma y. Phone F,rS No.: • g - 7 Fr INSPECTION RECORD Retain a copy with pern INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 n Approved per applicable codes. PERMIT NO. (206) 431 -3670 Corrections required prior to approval. COMMENTS: 11/5(11 o11j ' / a wi PNWa tea.,. QlrrL J o fir' /Veiv3 LA'n Date: , Inspector: $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter. Blvd., Suite .100. Call to schedule reinspection. Receipt No.: Date: Project: i',1„,„ I „ 4,.. We r l a y Type of inspection: 1 p 66i dretio Address: /6806 Sr we vaik Hto Date called: Special instruafons: , . : : • • . Cite wanted: /.....3 g 7 0 Ca.2) p.m. Requester: Phone No.: I've" c ris. INSPECTION RECORD Retain a toPy,.ivith perm INSPECTION NO CITY OF TUKWILA BUILDING\DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 : (206) 431-3670 COMMENTS: II( V (ThA Ci5 il■..104 (4* c4Ji jJi CcIkAiLOt ( • 4-c r t.1.-) ‹v N 4 1 ‘ Inspector: • Date: q*,,3 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: Approved per. applicable codes. I I Corrections required Oar to approval. Date: • , , • „ , • . ", , • ' , ..• Project: 1 1 Type of inspection: 55s Address: t A my Special Date called: 1 i / 41 / 9eg instructions: Date wanted: 11 /hint a.m. P.m. Requester: 64 )j Phone No.: INSPECTION RECORD Retain a copy with per INSPECTION NO.. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd:, #100, Tukwila, WA 98188 Approved per applicable codes. I (I I/HY8 w 7U 141 Sch G vat to J . L . or 6 t I dcuLtd /5'0 Inspector: r $42.00 REINSPECTION FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1 Receipt No.: ti ti7� :rte �� $ - co7L PERMIT NO. (206) Corrections required prior to approval; Date: #57,, Date: Project: 2n� I s y Type of inspection: sss Address: 30o � Hit), WeS i va` e. y Date called: Date instructions:.' . Date wanted: 9 8 ��`.�- !• . p.m. Requester: Phone No.: • INSPECTION RECORD; Retain a copy with perm, i s gooN.NQ _. CITY OF OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 Approved per applicable codes. D98-00 72. T NO. 1206) 4'31 -3670 Corrections required prior to approval. COMMENTS: 2 Doc. t �, • Inspector: C J Date: 0 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must p m t be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt NQ.: Date: F�6 Project: �2 :.� 5 'l of i spection: 55� Address: / 4 30) VI V. , limy Date called: /9 7Ofiir Special instructions: Date wanted: a..m. tSm. Requester: Phone No.: INSPECTION RECORD Retain a copy with per, INSPECTION NO. • CITY OF TUKWILA BUILDING DIVISION 6300. Southcenter Blvd., #100, Tukwila WA 98188 Approved per-.applicable codes. [Inspector: I G7✓ JB� °?7. MIT NO. (206) 431 -3670 Corrections required prior to approval. COMMENTS: Date: PY30/f r'l $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Project: __1/..)e,-.61 Type of inspection: — V) e f e,- A ddress: 16 a Ob 1.,;, vu Ile)._ iii Date called: i o _ / .... 1g ,., Special instructions: Date wanted: a.m. i o_y ! —f , ...p.m. � Requr: Phone No.: / 25,3 - ? - ' - 797 F INSPECTION NO. ,: INSPECTION : RECORWTh Retain a copy with per CITY OF T DIVISION 6300 Southcenter Blvd:, #100, ,Tukwila, WA 98188 (l Approved per applicable codes. COMMENTS: f3 r i(c.-4-,/- _ e „,,,tk ) (,,,,,IPAA„.4- --67 cfc-v of t '66 t h t . I Inspector: v D98-6 o7 MIT NO. (206331 -3670 Corrections required prior to approval. U7 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project:; i i Type of inspection: 5 A dress: Date called: 4 1 Special instructions Date wanted: ! / a.m. p.m. Requester: ,, Phone No. :.. INSPECTION RECOR Retain a copy with perm INSPECTION NO. CITY. OF:TUKWILA BUILDING DIVISION 6300. Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes: Inspector: I Receipt No.: Il D 1 %_c 72- ERMIT NO. 431 -3670 Corrections required prior to approval. COMMENTS: 6.7 Date: c i% $42.00 REINSPECTION FEE REQUIRED: Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, Callao schedule reinspection. Date: Project: ' , t l-�.3 e Type of ins cgjon: W Address: Date called: l \Special instructions: Date wanted: ^ 61 air Requester c WZ/i Phone No.: n a IAA C -0na,1 c INSRECTION RECOR Retain a ;'copy with per INSPECTION NO • CITY OF tUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #106:. Tukwila, WA 98188 Approved per applicable codes. (20 RMIT NO. 1 -3670 Corrections required prior to approval. COMMENTS: Inspector: Date: 4 10/24/ %' 1 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt, No.: Date; Project: �1. trYIOV 5 Type of inspection: W M.E Address: f (( j , WeS\ JQ:t .4 Date called: Special instructions: / , Date wanted: oi , a.m. p.m. Requester:" ' Phone No.: 1 INSPECTION RECORD Retain a copy with per INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 Approved per applicable codes. II COMMENTS: I Inspector cal Ifrleau Date: e: .2 7/ $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Callao schedule reinspection. Receipt No.: Date: D9- ono /a F MIT NO. (206) ;{ 1 -3670 Corrections required prior to approval. INSPECTION RECORD)- Retain a copy with perm,,, INSPECTION NO. ' CITY -OF -TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Project: � l end Type of inspection: S Address: � Date called: S `Ib3oo 1� Va tie N wanted D' 22.-6'8 a.m. 2 �. Q g Special instructions: .. 1 Requester: W '(racy ue F' Phone No w/ 3a) fonst, 25 3/858 — Approved per applicable codes. COMMENTS: p98 -007. RMIT NO. c2431 -3670 r Corrections required prior to approval. V ■-K41 Asa. inspector: Date: • C-*c1 /0721/41 . [ $42.00 REINSPECTION FEE REQUIRED. Prior to Inspection, fee .must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: Date: PARAMterMsrmwriftwero witarail INSPECTION. REC mk4 Retain a copy with • it INSPECTION NO. CIT�Y.OF:TUKWILA DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. '(206) 431 -3670 Project: Type of inspection: WEIU Dj�s (zE STsS -u g�1 NT" AuF tr)2.lrJlS1" PIl-E Address: Date called: �to3 sr e/AL.L Y Hr to Special instructions: Date wanted: a.m. sftct4i 1 j? lS / o / 9 / 9r p.m. SITE /1 '� Requester: Kr tor l �/ Ph ne n �o:: (2oG, ) q(o -o623 Approved per applicable codes. COMMENTS: Corrections required prior to approval. Inspecto r cam. AINIC, Li $41.00 R be paid at SPECTION FEE REOUIRED. Prior to i,Sspection, fee must 300 Southcenter Blvd., Suite 100. Call to schedule reinspectlon. Receipt No.; Date; Project:: Type of inspection: Address:. 1 Date called: Special instructions: l� QQ Date wanted: fig ( Requester: IC1 CO, V► Phone No.: INSPECTION NO. CITY OF TUKWILA' BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 COMMENTS: Approved per applicable codes.. INSPECTION REC Retain a copy with pyL 0 PERMIT NO. (206) 431 -3670 Corrections required prior to approval. ..4 �] $42.00 REINSPECTI• FEE REQUIR D. Prior to inspection, fee must 'be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No .• pate: Project I S Type of inspection: Address:, A :4 34 tit N1 . t*t+ l Date called: Special instructions: Date wanted: a.m. P.m.. Requester: Phone No.: INSPECTION RECORr Retain a copy with per . INSPECTION NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Inspector: Date Dire-0)77- �PERt f IT NO. (206) 431 -3670 Corrections required prior to approval. COMMENTS: $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. l Receipt No.: Date: 72fr�jI5 Project Name (4/‘1 r� Address 1 C 7 ' 0 FINALAPP.FRM City of Tukwila Fire Department TVRWILA FIRE DEPARTMENT FINAL APPROVAL FORM i 'S s r/9 V , 7.twl W c ST LJA I l /7 Retain current inspection schedule X Needs shift inspection T _ Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre-Fire: Permits: 1■! s /J , H4v4c, /-rfs mr' ,4c A/ wp S/ A/ Authorized Signature Date John W. Rants, Mayor Thomas P. Keefe, Fire Chief /1196- ov 547 Suite # Rev. 2/19/98 T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 January 130999 City of Tukwila Sign Department 6200 Southcenter Boulevard Tukwila, WA 98188 Attn: Dave. Larson Re: Wendy's #2462 Dave, As noted in the attached documents and field reports, Mayes Testing Engineers, Inc. did witness the installation of auger cast piles for the sign base at the northwest corner of the lot. These were drilled in sequence with the building piling on October 12, 1998 and conform to the soils report and contract documents. Sincerely, MAYES TESTING ENGINEERS, INC. Michael S. Dolder P.E. General Manager MSD /dcm Enc. 10 -12 -98 Reports Cc: Baumart Construction — Duane Carver Wendy's International Garry Gracey 10029 So, Tacoma Wy, Suite E -2 • Tacoma, WA 98499 • (253) 584 -3720 • FAX (253) 584 -3707 TESTING ENGINEERS, INC. {iv 4$ba SY�:+.�. yFrr }, ��•'� r. w^ro- 'i {t�.�3t?ti Page 3 PERMIT NO.D98 -0072 INSPECTION REPORTS PROJECT NO T8094 10 -12 -98 MTE inspector arrived on site for an auger cast piling inspection. The contractor installed piles `. 4(see attached sketch) .today. All piles were installed to a depth of 48' to provide the minimum required embedment depth of 13'. The pile information is on the attached pile record. The contractor used 30+ cubic yards of Cadman Mix #104040. The first truck was used for piles #36 only, then rejected by. McDowell Pile Driving . foreman (grout contained too much coarse aggregate). At pile #42 .there was electrical cable encountered and wrapped around auger. The cable was removed and did not appear to effect pile installation. The sample obtained of the grout from the third truck and cast one set of three, 4 "x8" test cylinders. . To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Tom Cain Reviewed by: -2 • Tacoma, WA 98499 • (206) 584 -3" • FAX (206) 584 -3707 PROJECT: AI El P k : l j 1 4 ct c ✓ i u. - 4 DATE: /0- /Z -y TOTAL PENS. )FEET) ELEV. OF CUTOFF 0.00 CITY DATUM ELEV. OF TIP CERT NO. TOTAL STROKES PUMP PRESSURE IPSO VOL OF GROUT ICU.YOS.I INSPECTOR: w. C. s ■;J LOCATION: PAGE: // / 3G /& t yg PILE NO. PILE CLAM (INCHES) TOTAL PENS. )FEET) ELEV. OF CUTOFF 0.00 CITY DATUM ELEV. OF TIP PUMP STROKES TOTAL STROKES PUMP PRESSURE IPSO VOL OF GROUT ICU.YOS.I REQUIRED LOAD (TONS) NOTES 0.00 CRY DATUM START FINISH 3G /& t yg 37 '' 1 / d . c I :' 7 I r' ? 1 , . 7`/ 7 t ti " off% e- 7 2.7`t 3c1 1/ ,, e• r 7 7 .7 7 '1r/ m . - c ., i - 1 y2 F .' i f 2 r A �i. i i f "g A A = _ - 3 -z 41J h 37_ 1 4 FA V,5-0 To 70 ••' l 0 '1 '?$ AUGER CAST IN PLACE PILE LOG / X--k77< AL. ( ,a 'In ITT E ti Cr g 0 BOSS £ MA YES ,......... ...... - • ,-, • • . BOSS & AusfEs , 1 " 10 PROJECT 1" Le. 1.4 i ... 4 1 PROJECT NO. TISO 5 Lf TESTING EN‘..4EERS, INC. DESCRIPDON /t Li( ik-/ MADE - 7 7 ?-■ /., - / — 4 917 134th St. S.W., Suite A-1 • Everett, WA 98204 BY DATE '5 CHECKED BY DATE (206) 742-9360 • FAX (206) 745-1737 — • : • , • • 0 ts • • CIS N • SCALE te4 f•• • N C'N NJ N B • SHEET NO. BOSS MAYIES-•----d January 8, 1999 V MAYES City of Tukwila Building Division 6200 Southcenter Boulevard Tukwila, WA 98188 Mr. Duane Griffin Re:. Wendy's # 2462 Permit # D98 -0072 16200 West Valley Highway Gentlemen, This is to inform you that registered special inspections have been completed for this project as per our reports, copies of which have been sent you. To the best of our knowledge, all work inspected was either performed in accordance with, or corrected to conform to, the city approved drawings, or engineer approved changes. Special inspection was provided for: 1. Soil Density 2. Auger Cast Piling 3. Reinforced Concrete 4. Parking area subgrade proof roll We trust that this provides you with the information which you require. Should you have any questions give us a call. Sincerely, MAYES TESTING ENGINEERS, INC. Michael S. Dolder, P.E. General Manager MSD:Imm CC: Baumgart Construction — Dwane Carver Wendy's International — Garry Gracey TESTING ENGINEERS, INC. RECEIVED JAN 12 1999 COMMUNITY DEVELOPMENT 917 - 134th St. S.W., Suite A -1 • Everett, WA 98204 • (425) 742 -9360 • FAX (425) 745 -1737 Sample # Lab # Date Cast Date Tested Age Loads/lbs Size Strength psi 5A 6103 12 -14 -98 12 -21 -98 7 91900 6x12 3250 5B 6104 12 -14 -98 1 -11 -99 28 110300 6x12 3900 5C 6105 12 -14 -98 1 -11 -99 28 106700 6x12 3770 MAYES Project: Wendy's #2462 Tukwila, WA Client: Wendy's International Contractor: Baumgart Construction Weather: Cloudy, 43 °F TESTING ENGINEERS, INC. CONCRETE LABORATORY TEST REPORT FIELD DATA Product: Concrete Mix Proportions (lbs. /1 c.y.) Supplier: Miles S &G Ticket # 0443338 Actual ❑ Mix Design # 0150A Design ❑ Sample Temp: 63 °F Coarse Agg #1: (ASTM C1064): Coarse Agg #2: Slump: 5" Fine Agg: (ASTM C143) Water: Entrained Air: Cement /Type: • 417/1 -II (ASTM C231) Fly Ash: Date Received: 12 -15 -98 A/E Admix: Design f'c: 3000 Admix : WRA: Placement Location & Notes: Two east side light pole footings, 3 bag of calcium chloride added on site. COMPRESSION TEST RESULTS (ASTM C39 & C1231) V*, 097 `J JAN 13 1999 Job # Permit # Date Issued: Original Revised 0 INSPECTOR: Jim Kay REVIEWED BY: ,p.?((e D EVELOPMENT T8094 D98 -0072 1/12/99 10029 So. Tacoma Wy, Suite E - 2 • Tacoma, WA 98499 • (253) 584 - 3720 • FAX (253) 584 - 3707 Sample # Lab # Date Cast Date Tested Age Loads/lbs Size Strength psi 4A 5773 10 -23 -98 10 -30 -98 7 119300 6x12 4220 4B 5774 10 -23 -98 11 -20 -98 28 157200 6x12 5560 4C 5775 10 -23 -98 11 -20 -98 28 158200 6x12 5600 MAYES Project: Wendy's #2462 Tukwila, WA Client: Wendy's International Contractor: Baumgart Construction Weather: Overcast, 52 °F Product: Supplier: Ticket # Mix Design # Sample Temp: (ASTM C1064): Slump: 4" (ASTM C143) Entrained Air: N/A (ASTM C231) Date Received: 10 -24 -98 Design f'c: 4000 TESTING ENGINEERS, INC. NOV 3 0 1998 CONCRETE LABORATORY TEST REPORT D COMmu N N T Concrete Miles S &G 0437753 02550 63 °F Placement Location & Notes: Slab and grade beams at entire building. FIELD DATA COMPRESSION TEST RESULTS (ASTM C39 & C1231) Job # Permit # Date Issued: Original Revised A Mix Proportions (lbs. /1 c.y.) Actual Design Coarse Agg #1: Coarse Agg #2: Fine Agg: Water: Cement /Type: Fly Ash: A/E Admix: Admix : WRA: Polyheed INSPECTOR: REVIEWED BY: T809&_, , D98 =007 11/23/98 1858 N/A 1518.9 262.5 516 N/A N/A N/A 16 oz. Mark Gordon 10029 So. Tacoma Wy, Suite E -2 • Tacoma, WA 98499 • (206) 584 -3720 • FAX (206) 584 -3707 Sample # Lab # Date Cast Date Tested Age Loads/lbs Size Strength psi 3A 5681 10 -12 -98 10 -19 -98 7 48800 4x8 3880 3B 5682 10 -12 -98 11 -9 -98 28 73300 4x8 5830 3C 5683 10 -12 -98 1 1 -9-98 28 72000 4x8 5730 MAYES !RECEIVED TESTING ENGINEERS, INC. NOV 131998 CONCRETE LABORATORY TEST REPORT COMMUNITY DEVELOPMENT Project: Wendy's #2462 Job # T8094 Tukwila, WA Permit # D98 -0072 Date Issued: 11 /10/98 Original Client: Wendy's International Revised Contractor: Baumgart Construction Weather: Rain, 53 °F Product: Grout Supplier: Cadman FIELD DATA Ticket # 525597 Actual Mix Design # 104040 Design Sample Temp: 62 °F Coarse Agg #1: (ASTM C 1064): Coarse Agg #2: Slump: 10" + Fine Agg: (ASTM C143) Water: Entrained Air: N/A Cement/Type: (ASTM C231) Fly Ash: Date Received: 10 -13 -98 A/E Admix: Design f'c: 4000 Admix : WRA: Delvo Placement Location & Notes: Auger cast pile #'s 36 -45. COMPRESSION TEST RESULTS (ASTM C39 & C1231) REVIEWED BY: 0 Mix Proportions (lbs. /1 c.y.) N/A N/A 2525 45 oz. 940/I -II N/A N/A N/A 47 oz. INSPECTOR: Tom Cain 10029 So. Tacoma Wy, Suite E -2 • Tacoma, WA 98499 • (206) 584 -3720 • FAX (206) 584 -3707 Sample # Lab # Date Cast Date Tested Age Loads/lbs Size Strength psi 2A 5678 10 -9 -98 10 -16 -98 7 50300 4x8 4010 2B 5679 10 -9 -98 11-6-98 28 65400 4x8 5200 2C 5680 10 -9 -98 11 -6 -98 28 72800 4x8 5790 Product: Grout Supplier: Cadman Placement Location & Notes: Auger cast pile #'s 6 -35. .. � RE� EIVE® MAYES NOV 10 1998 COMMUNITY CONCRETE LABORATORY TEST REPORT DEVELOPMENT TESTING ENGINEERS, INC. Project: Wendy's #2462 Job # Tukwila, WA Permit # Date Issued: Original Client: Wendy's International Revised Contractor: Baumgart Construction Weather: Cloudy, rain 53 °F FIELD DATA Ticket # Actual Mix Design # 104040 Design Sample Temp: 60 °F Coarse Agg #1: (ASTM C1064): Coarse Agg #2: Slump: 10" + Fine Agg: (ASTM C143) Water: Entrained Air: N/A Cement /Type: (ASTM C231) Fly Ash: Date Received: 10 -13 -98 A/E Admix: Design f'c: 4000 Admix : WRA: Delvo COMPRESSION TEST RESULTS (ASTM C39 & C1231) T8094 D98 -0072 11/9/98 0 Mix Proportions (lbs. /1 c.y.) INSPECTOR: Tom Cain REVIEWED BY: N/A N/A 2451 45.02 Gallons 940/1 -II N/A N/A N/A 47 oz. 10029 So. Tacoma Wy, Suite E -2 • Tacoma, WA 98499 • (206) 584 -3720 • FAX (206) 584 -3707 Sample # Lab # Date Cast Date Tested Age Loads /lbs Size Strength psi 1A 7499 10 -8 -98 10 -15 -98 7 65040 4x8 5150 1B 7500 10 -8 -98 11-5-98 28 84090 4x8 6660 1C 7501 10 -8 -98 11 -5 -98 28 82180 4x8 6510 MAYES Project: Wendy's #2462 Job # Tukwila, WA Client: Wendy's International Contractor: Baumgart Construction Weather: Rain, 46 °F Placement Location & Notes: Auger cast pile #'s 1, 2, 3, 4, and 5. TESTING ENGINEERS, INC. CONCRETE LABORATORY TEST REPORT FIELD DATA COMPRESSION TEST RESULTS (ASTM C39 & C1231) Permit # Date Issued: Original Revised > lPtn.P la,►r"-"a. NOV 0 9 '1998 DEVELOPMENT T8094 D98 -0072 11/6/98 Product: Grout Mix Proportions (lbs. /1 c.y.) Supplier: Cadman Ticket # 524861 Actual ❑ Mix Design # 104040 Design ❑ Sample Temp: 65 °F Coarse Agg #1: N/A (ASTM C1064): Coarse Agg #2: N/A Slump: 10" + Fine Agg: 2525 (ASTM C143) Water: 45 Gallons Entrained Air: N/A Cement /Type: 940/1 -II (ASTM C231) Fly Ash: N/A Date Received: 10 -9 -98 A/E Admix: N/A Design f'c: 4000 Admix : N/A WRA: Delvo 45 Oz. INSPECTOR: Tom Cain REVIEWED BY: 10029 So. Tacoma Wy, Suite E -2 • Tacoma, WA 98499 • (206) 584 -3720 • FAX (206) 584 -3707 Sample # Lab # Date Cast Date Tested Age Loads/lbs Size Strength psi 4A 5773 10 -23 -98 10 -30 -98 7 119300 6x12 4220 4B 5774 10 -23 -98 11 -20 -98 28 6x12 4C 5775 10 -23 -98 11 -20 -98 28 6x12 MAYES Product: Concrete Supplier: Miles S &G TESTING ENGINEERS, INC. Project: Wendy's #2462 Job # Tukwila, WA Permit # Date Issued: Original Client: Wendy's International Revised Contractor: Baumgart Construction Weather: Overcast, 52 °F FIELD DATA CONCRETE LABORATORY TEST REPORT Ticket # 0437753 Actual Mix Design # 02550 Design Sample Temp: 63 °F Coarse Agg #1: (ASTM C1064): Coarse Agg #2: Slump: 4" Fine Agg: (ASTM C143) Water: Entrained Air: N/A Cement /Type: (ASTM C231) Fly Ash: Date Received: 10 -24 -98 A/E Admix: Design f'c: 4000 Admix : WRA: Polyheed Placement Location & Notes: Slab and grade beams at entire building. COMPRESSION TEST RESULTS (ASTM C39 & C1231) T8094 D98 -0072 11/2/98 Mix Proportions (lbs. /1 c.y.) 0 1858 N/A 1518.9. 262.5 516 N/A N/A N/A 16 oz. INSPECTOR: Mark Gordon REVIEWED BY: .-AtKZ--- 10029 So, Tacoma Wy, Suite E -2 • Tacoma, WA 98499 • (206) 584 -3720 • FAX (206) 584 -3707 Wendy's #2462. Tukwila, WA Wendy's Int.'1 Page 7 PERMIT NO.D98 -0072 INSPECTION REPORTS ° PROJECT NO T8094 1 0 . 28 -98 MTE inspectors arrived on site for pacometer testing to locate the rested' depths from the top of th slab at the west half. Resteel depths in the slab field averaged from approximately 3" to 4.4". Resteel depths at the northwest corner grade beam averaged from approximately 4" to 7" and at the southwest grade beam averaged approximately 4" to 7". INSPECTOR: Mark Gordon Rick Clausen by: So Tacoma Wy, Suite E -2 • Tacoma, WA 98499 • (206) 584 -3720 FAX (206) 584.3707 'Wendy's #2462: Tukwila, WA:: Wendy 's Int'1 TESTING ENGINEERS INSPECTOR: Mark Gordon Reviewed by; 10029 So,Tacoma Wy, Suite E -2 • Tacoma, WA 98499 • (206) 554 -3720 • FAX (206) 554 -3707 MTE inspector arrived at the Everett office of Mayes Testing Engineers, Inc. at 1:30 p.m., for a meeting with Garry Gracey of Wendy's, Tim File, engineer, and Mike. Mayes. Discussed the placement clearances and locations of resteel that is out of specifications. Also discussed the use of .. a: Pacometer to locate the resteel. Rick Clausen arrived at the meeting for the pacometer discussion. PERMIT#:$ -0 WEATHER: ouHe lor PROJECT: /00 � . JI i► 4 ')WNER: I ° ARCHITECT: ENGINEER: l,, f.-,j "� CONTRACTOR: ent p TYPE OF INSPECTION: R f (' — MAYEE ' -- TESTING ENGINEERS, INC. 917.134th St. S.W. • Sulte A -1 PH. (425) 742-9360 Everett, WA 98204 Fax (425) 745 -1737 10029 So. Tacoma Wy, Suite E•2 PH. (253) 5843 Tacoma, WA 96499 FAX (253) 584 -(70 INSPECTOR: Mfite - gteiees ., SITE TIME' t$0 TO: 1 • 3© TRAVEL TIME: • 75 HOURS SAMPLES: I k 390 SUMMARY: JOB NUMBER: NONCONFORMING CONDITIONS/CORRECTIVE ACTION TAKEN: -ATE: /n -73 9R Page / or a Sb r 1 etc 2 E U cv Obsrethed tuir_s / rthri $ o b JJ o cat bLst a)2 1'4 .6 214A47 hicauni of - z2 51 ,kJ • U o s �' 01 X 871 6 � IkLE- 24�w, 7IZ )Z(, %6sh[vc 4 is/ t h,r . ' - `op" f?.Er. r, p iAr4 i,•1 R M . v On El? Ovtt A 8 tel . Q WE. �• 3 l J 5 , es UE J no Lc-2 g2441F bgeorn tA5E-veic, all .touc-J /set 4-a St, 3 i JO aA M / Fob ` A Y oc a 0 E . 41 ( iFf_ 9.244)F ifiet &x-t-e.44 ht4QS plArFei 4n Z Yp 5D(Ic.E Stib1'* b dNi" `/C- i)ei'd. OJE Ciam1-44 . o4 S A4 ik 4 e 1 is 4o . l . �b N � f 's: '.: >.t�.. � .. .s�L ... „. {� if.: 3f. � . r. � .ki�:ur:;.i1,::>.h:i�'Y�:�.1 "7 t. �� :. T a the beat of our�knowI e; i�er its t PERMIT #: WEATHER: PROJECT: C V OWNER: r ARCHETECiT: ENGINEER: I N CONTRACTOR: 14... CID TYPE OF INSPECTION: TESTING 917 -134th St. S.W. • Suite A -1 Everett, WA 98204 10029 So. Tacoma YAP, Suits E -2 Tacoma, WA 98499 MAYES INSPECTOR: maze_ SUMMARY: • ENGINEERS, INC. PH. (425) 742-9360 Fax (425) 746.1737 PH. (253) 584 -3720 FAX (253) 584 -3707 SITE TIME: TO. TRAVEL TIME: HOURS SAMPLES: JOB NUMBER: T Pa brAy X0-23 � ge_atof { Q n eekvitr-c. g i �l�ec.un .4r) ;€ (2 E- bErc�•n • /�J I 9 "!/ X DF,/aA 5j)I iT ' 4O 1 j M [r(‘LE f ",iN �tl�-1 ,. f J nv ouat frii iJQ + �.ou 4 -1 4- 4-4 F /1 � �P I1 B4 eciciw ciptA P/&ttzt iii 161;ciLi r tAYA 5 RC 'U.41) ri4 k / IC.; L.L4.%4 4 P 14A-54i 5 ?2E--e__ al (Pe Oj E cA /144 z Mi % /A i 5 m ;)(zs ii x l /o (ki b fkilivAL. br4 (-' IZ -S . 5 . S S k Y w /p0f 1 QI,t,ovnF ( AEC) I ci M A NONCONFORMING CONDITIONS/CORRECTIVE ACTION TAKEN: KEEL '1'0 l.1 i r 3146 ctipezu4L,- L lA LE - 44111111164111,M*) 1 /000 PS'i M I x WAS s e-c. . bL' d'Y1 pthJk I PERMIT*: WEATHER: PROJECT: OWNER: a I ARCHITECT: i A ENGINEER: N 14 CONTRACTOR: 6 TYPE OF INSPECTION: —MAYES TESTING ENGINERS, INC. 917-134th St. SM. • Suite A-1 PH. (426) 742-9360 Everett, WA 98204 Fax (425) 745-1737 10029 So. Tacoma Wv, Suite E-2 PH. (25b) 584-3720 • Tacoma, WA 98499 MX (263) 584-3707 INSPECTOR: 4342i1 C-gettinef, SITE TIME: TO TRAVEL TIME: HOURS SAMPLES: • SUMMARY: CI Ttp_Azas. -co-.- net 44- J(14 (r f4Cf0rct 5 ft( et A M" plito-nds-ot ) Oerx.cier-4-6 0 Aotkike).* I r-putf 52 Ti $.64 tit- 04377 Cots-t I s C' ZC SZ.E111.47 OGi■-4145(c'bei fi0E-Riti F 51 ple4.c-ateAA 44 erant- ydr 1'33 piAhel. r ohitt ori Tirzte- Siwia -V1 7 4iR. 1 r NONCONFORMING CONDITIONS/CORRECTIVE ACTION TAKEN: JOB NUMI3ER: kTE: 10 -23-13 Wendy's #2462 Tukwila, WA Wendy's Int '1 Page 5, PERMIT NO.D98-0072 INSPECTION REPORTS PROJECT NO T8094 10-23-98 MTE inspector arrived on site for a reinforced concrete inspection of slab grade beams at entire building. Observed changes made by the engineer that was not on prints to be done to the best ability of the contractor. See engineer's report attached. Observed extra bars placed on grade beam at freezer slab in opposite direction of grade beam, east/west #4 at 12" on center. Observed two #4 bars placed in bump outs on the top and bottom at the front of building. At the west 21' of slab, bars centered over grade beam were all moved 18" to the south, not alternated every other one. The cooler grade beam extra bars placed to lap splice short bars together deleting the void. As the west quarter of slab, four extra #4 bars were placed north/south to span from the center grade beam to south grade beam. The mix design submitted to Tim File (engineer) for approval was not approved due to the listing of calcium and plasticizer in design. Spoke with Ken, the superintendent, about the mix and it was re-submitted on 1-23-98 without calcium and plasticizer by Duane the project manager. The mix used is Miles Sand & Gravel #02550 without calcium (confirmed by actual batch certificates) 5.5 sack 7/8 with polyheed used. Duane, the project manager, gave approval to Ken to place concrete. 4000-psi mix was specified on the prints. The concrete was placed by pump to form and mechanically consolidated. Sampled at 40 cubic yards with slump 4" at placement, concrete temperature 63 degrees, ambient temperature 52 degrees, and ticket #0437753. Cast one set of three 6"x 12" cylinders for strength verification. The average slump at placement was 4 1/4"• A total of 133 cubic yards was placed. The concrete was placed at freezer slab with 4.9% air entrainment. Resteel clearances were not maintained on top and bottom mat during placement of concrete. NONCONFOMRING CONDITIONS: Clearances for resteel were not maintained during concrete placement and concrete mix did not have engineer approval. TESTING ENGINEERSINCr • • C",' ..,;■ 111;'' INSPECTOR: Mark Gordon Reviewed b 10029 So.Tacoma Wy, Suite E-2 • Tacoma, WA 98499 • (206) 584-3720 • FAX (206) 584-3707 • •••••• •••••• ••••■• • • ••••••■••• • • • ....a • •••••• • •••• ( re' / 70 P9 -zi J 7 .•?- f E)1 /0c=x0 L.)(Or r; L eeri rre P 19 77) a paa_ _sixtie.-72144t,„ sAr-rkii,v, 5: /-yray,- OcCce>a7 _ j7 A. se_423 o rwrx- TP._ c3P 5-ar/1- LT 19q Ore.a_ 6-0Y. Mg- 6-12-172 Ce4-(1_, le __DeLr .5 E 1 -P-4 0 1cCo - r 77,4= 6,(1 ayg t...-in 46- rOLLO(d‘ii 71).7 6 &S 2 g (‘- 71e.,9 p P2va_ 770 ra f s QL Tew e2a -ro 41 ../ _75 _Qgy _ tz-es-ce PEO C Ls4V, _ TOP 17; .s (C-2. L,;: 4 1,vc1-r 1-4,4z,Lci 6 r/ S s 2.112 C • y o ik 07' , 5424) car 4 5 e71,_ . C712 4 L. ,10/ 11.)c, &to 1 / - r_ 1 V--ie ( c)A1/90 u-Ts (tc. P.ocs 16LE )194.0 e- 0. c . TIP 07-7-v,-; T ENGINEERS Wendy's #2462 Tulcwila, WA Wendy's Int '1 Page 6 PERMIT NO.D98-0072 .: •. • :..•.• • • • PROJECT NO T8094 • Clarification of non-conformance conditions from report dated 10-23-98. Observed the top mat resteel at the west half of the slab to be inconsistent in clearances. Approximately 70% of the steel . • did not meet the 1 'A" clearance from the top of the slab and varied from 1 'A" to 6" from the top of the slab. Observed the bottom mat bars had approximately 20% of the resteel knocked off of the dobies and the rested on the vapor barrier. The temperature steel sagged from the form edge 1 Y2" at form edge to approximately within 1 'A" of the bottom of the slab at approximately one-half the length of the bars. At the east half of the slab, minor sags were observed on the top mat and grade beams along the building perimeter. INSPECTOR: Mark Gordon Reviewed by 10029 So, Tacoma OA Suite E-2 • Tacoma, WA 98499 • (206) 584-3720 • FAX (206) 584-3707 PERMIT#: d4 7 WEATHER: ) CT: 1.0r-nIc S i Air c..*. IL OWNER: ARCHITECT: ENGINEER: l i n', f i i _ t r...- CONTRACTOR: Vil1AYI p0- TYPE OF INSPECTION: We.5liaGL • MAYES TESTING ENGINEERS, INC. 917.134th St. S.W. • Sine A -1 Everett, WA 95204 10029 So. Tacoma VM /, Suite E -2 Tacoma, WA 98499 INSPECTOR: moor- SUMMARY: AMMONS PH. (425) 742 -9360 Fax (426) 745 -1737 PH. (253) 5543 )15 (253) 554 - 707 I _ � B KUao SITE TIME: Z t iS TO. 1 . 0 TRAVEL TIME: .25 HOURS SAMPLES:.eer NONCONFORMING CONDITIONS/CORRECTIVE ACTION TAKEN: JOB NUMBER:' 0- 22' 'x- 1 — ot--�- '-tiJa _LA P 04' 9 S (eidJ SIA-1 d E& s 4 E/3-1-tce v- C -( g tan bs dJ co% -0 er , piI .. e _ V -i i L F 1 Ocia b F e I icet,/(tc- tr dAQ i S ._ 0P5f-00 _ lcr1 l K � "5p I j c E-g or JO LA .414% W fi P Rk F t Q (1sk s+k W 4c 4.47-r, I o fv1 fil' J obi( l 142S . 1 no\-t 13Acz5 C ( k P . r - 6F 4 -c lu tf i: s4-e- a vi rir.. (17; c-e-) ( rcvAiCAv S e - r-6-5 qo Loci C/1 tgeita rly- 4o c r-fvucAscr 6 ‹) ea t L br- u i L,:i s Lvp n alb . • ' i ,4 M 9. 1 t r. p 2 n e sAtranfoildetti2Itlerr re / r geiesfere' pew; grecifr Ceprum,c-9 De A#0 t 124-77740... ornio.lei et Egp4ez.i: —77444,rie.A.409- I • it? 4747 optkey 171 JD tL 1 64 h211 ) -S 2:00 _fro,0094-a 7D '1E pliflid..z&kd 4 iitilp twee .as jt) a -A' 141% 1, I Fr 11 Er' or 507;9-6te___ r ry soid12 rip tavola ksefive 6-0971-, TP to /Pi PULL 0 4 - 7 1q 077 1nOF Co_J21.1.4Z; 7 i95g ...f6rer; r e z _ A r e L. 0‘.. 641 fileit._ CZYP _aehariaaML t 01 V1'44 1 _C4 i -4a 4102K- t ri LLOL /4"6491/44 r!o. -121#21 6.44 -7,17 1A2 ro sorrat __71*_410-J141,8_114 titee'elX -L.'*t _etierF •ar01 .71z2. 19?...91e_ dwar: (PF‘ • • ... te A C-2-4-17 I VO , A vis te4 •4*.■■■• 4.410.1.14........• no HOT ,s4.24) car sz404.)_/4_90 Ded Jo/ear 4 2Z " -ge2244440 Ott 72 StM. 19-7" Z=13 kV acAMaizrl 57 PCS', e 12 ( _.. Tiie_k_geriVes1 OFLI&IMPACS 1� "Uty afCf{ r i'''li: TESTING ENGINEERS, INC' MTE inspector arrived on site for a resteel inspection of the 9" structural slab and grade beams at the interior of the building. Observed about 60% of the resteel has been placed. The tops of the piles need to be cleaned of debris. Observed short lap splices at the south wall at approximately 30' east of the west wall on the top mat hook bars. The top mat bars at the center grade beam at the west quarter to alternate 18" offset over grade beam, requested by engineer, Tim File. The clearances and cleanliness is to be inspected prior to the placement of concrete. Temperature steel to be within the top half of slab. 10029 So, Tacoma Wy, Suite E -2 Tacoma, WA.98499 • (206) 584 -3720 • FAX (206) 584- 3707 Sample # Lab # Date Cast Date Tested Age Loads/lbs Size Strength psi 3A 5681 10 -12 -98 10 -19 -98 7 48800 4x8 3880 3B 5682 10 -12 -98 11 -9 -98 28 4x8 3C 5683 10 -12 -98 11 -9 -98 28 4x8 MAY Product: Grout Supplier: Cadman Placement Location & Notes: Auger cast pile #'s 36 -45. TESTING ENGINEERS, INC. CONCRETE LABORATORY TEST REPORT FIELD DATA Ticket # 525597 Actual Mix Design # 104040 Design Sample Temp: 62 °F Coarse Agg #1: (ASTM C1064): Coarse Agg #2: Slump: 10" + Fine Agg: (ASTM C143) Water: Entrained Air: N/A Cement/Type: (ASTM C231) Fly Ash: Date Received: 10 -13 -98 A/E Admix: Design f'c: 4000 Admix : WRA: Delvo COMPRESSION TEST RESULTS (ASTM C39 & C1231) REVIEWED BY: Project: Wendy's #2462 Job # Tukwila, WA Permit # Date Issued: Original Client: Wendy's International Revised Contractor: Baumgart Construction Weather: Rain, 53 °F Mix Proportions (lbs. /1 c.y.) T809 D98.- 0072 10/20/98 0 N/A N/A 2525 45 oz. 940/1 -II N/A N/A N/A 47 oz. INSPECTOR: Tom Cain 10029 So. Tacoma Wy, Suite E -2 • Tacoma, WA 98499 • (206) 584 -3720 • FAX (206) 584 -3707 Sample # Lab # Date Cast Date Tested Age Loads/lbs Size Strength psi 2A 5678 10 -9 -98 10 -16 -98 7 50300 4x8 4010 2B 5679 10 -9 -98 11 -6 -98 28 4x8 2C 5680 10 -9 -98 11 -6 -98 28 4x8 MAYES Project: Wendy's #2462 Tukwila, WA Contractor: Baumgart Construction Weather: Cloudy, rain 53 °F Product: Grout Supplier: Cadman Placement Location & Notes: Auger cast pile #'s 6 -35. TESTING ENGINEERS, INC. CONCRETE LABORATORY TEST REPORT Client: Wendy's International Revised FIELD DATA COMPRESSION TEST RESULTS (ASTM C39 & C1231) Mix Proportions (lbs. /1 c.y.) Ticket # Actual Mix Design # 104040 Design Sample Temp: 60 °F Coarse Agg #1: (ASTM C1064): Coarse Agg #2: Slump: 10" + Fine Agg: (ASTM C143) Water: Entrained Air: N/A Cement/Type: (ASTM C231) Fly Ash: Date Received: 10 -13 -98 A/E Admix: Design f'c: 4000 Admix : WRA: Delvo INSPECTOR: Job # Permit # Date Issued: Original REVIEWED BY: T8094 D98 -0072 10/19/98 Tom Cain N/A N/A 2451 45.02 Gallons 940/1 -II N/A N/A N/A 47 oz. 10029 So. Tacoma Wy, Suite E -2 • Tacoma, WA 98499 • (206) 584 -3720 • FAX (206) 584 -3707 Sample # Lab # Date Cast Date Tested Age Loads /lbs Size Strength psi 1A 7499 10 -8 -98 10 -15 -98 7 65040 4x8 5150 1B 7500 10 -8 -98 11 -5 -98 28 4x8 1C 7501 10 -8 -98 11 -5 -98 28 4x8 MAYES Project: Wendy's #2462 Job # Tukwila, WA Permit # Date Issued: Original Client: Wendy's International Revised Contractor: Baumgart Construction Weather: Rain, 46 °F Placement Location & Notes: Auger cast pile #' s 1, 2, 3, 4, and 5. TESTING ENGINEERS, INC. CONCRETE LABORATORY TEST REPORT FIELD DATA COMPRESSION TEST RESULTS (ASTM C39 & C1231) REVIEWED BY: T8094. D98 -0072 10/16/98 Product: Grout Mix Proportions (lbs. /1 c.y.) Supplier: Cadman Ticket # 524861 Actual ❑ Mix Design # 104040 Design ❑ Sample Temp: 65 °F Coarse Agg #1: N/A (ASTM C1064): Coarse Agg #2: N/A Slump: 10" + Fine Agg: 2525 (ASTM C143) Water: 45 Gallons Entrained Air: N/A Cement /Type: 940/I -II (ASTM C231) Fly Ash: N/A Date Received: 10 -9 -98 A/E Admix: N/A Design f'c: 4000 Admix : N/A WRA: Delvo 45 Oz. INSPECTOR: Tom Cain 10029 So. Tacoma Wy, Sulte E -2 • Tacoma, WA 98499 • (206) 584 -3720 • FAX (206) 584 -3707 j o .% J ( G.f J .r. PROJECT Wendy's #2462 16200 W. Valley Highway Tukwila, WA TESTING ENGINEERS, INC. 10 -5 -98 Project No.: T8094 Y Permit No l"' 9 8 - 0072:�Y.. Owner: Wendy's int'1 Architect: Ruhl -Parr & Assoc. Engineer: Timothy File,PE Contractor: Baumgart Construction INSPECTION REPORTS MTE inspector was on site to inspect the soil conditions during drilling of the building area. At arrival, the contractor had filled approximately three- quarters of the east portion of the building area using crushed recycled concrete (approximately 1 ' /a" minus). The fill tapered from approximately 2'. at the east end of the building to .5' at the west end. Fill is being compacted with a dual drum vibratory roller. The fill was probed with a %x" diameter steel probe and appeared to be in a dense state. The contractor is laying out the grade beam trenches and auger cast piling to start Monday, 10 -5 -98. The slab and grade beam should be re- evaluated prior to placing reinforcing and concrete due to anticipated construction activities related to the auger cast piling installation. Also, reviewed the soil report and foundation plans on site. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. MTE inspector arrived on site for auger cast piling inspection. Was informed that work was cancelled. INSPECTOR: Tom Cain INSPECTOR: Tom Cain Reviewed by 10029 So. Tacoma Wy, Suite E -2 • Tacoma, WA 98499 • (206) 584 -3720 • FAX (206) 584 -3707 Wendy's #2462 Tukwila, WA Wendy's Intl Page 2 • PERMIT NO. D98,- 0072?` J " INSPECTION REPORTS PROJECT NO T8094 10 -8 -98 MTE inspector arrived on site for inspection and testing during auger cast pile installations. Reviewed the soil report and the foundation plan the contractor had filled. Building footprint had been previously filled (Ref: report of 10 -2 -98) and at grade beam locations were cut through the fill to sub -grade and pile locations started. It appears that grade beam sub -grade is approximately 1' +/- above grades at the time of soil investigation. To achieve required lbs. /cubic ft., embedment into bearing stratum (for 16" diameter piles) is 48' per plans required across the building site, measured from grade beam sub - grade. The contractor began installing auger cast piles to a depth of 48'. Reinforcing cages and central #8 bar was also installed per plans. Piles were grouted with Cadman Grout Mix #104040 with a total of 18 cubic yards placed. Pile #'s 1 -5 were installed as shown of the foundation plans. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. 10 -9 -98 MAYES TESTING ENGINEERS, INC. INSPECTOR: Tom Cain MTE inspector arrived on site to monitor the installation of auger cast piles. The contractor drilled 16" diameter by 48' deep, for pile #'s 6 -35 (see sketch for pile # layout). The 48' depth is to provide the 13' minimum embedment into the bearing soil. It was brought to the attached of Ken with Baumgart, that pile #2 appeared to be out of location. He will contact the structural engineer regarding this. Monitored pumped grout volumes and head (10' -15' at each pile) and recorded the data on the attached Auger Cast Pile Log; The contractor used approximately 87 cubic yards of Cadman Mix #104040 for today's piles. Sampled the grout at 61 cubic yards and cast one set of three 4 "x8" cylinders at a fluid slum (10 " +). The reinforcing was also checked and conforms to plans. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Tom Cain Reviewed by :..? 10029 So.Tacoma Wy, Suite E -2 • Tacoma, WA.98499 • (206) 584 -3720 • FAX (206) 584 -3707 Pas NO. MU cooNo IINCI0111 rem Pea. 1.111T) REV. OP CUTOFF' •.00 art DATUM MV. Of TIP 0.00 CITY DA M PUMP STUMM TOTAL $?POM$ PUMP PIICOMPO 11 VOL OP OPOUT ccU.YOLI maw LOAD (TON= PAGE: I / NOTES STAN ANON 111r ill 4 0.0 v b 3 . 3 2. 2- If i 000 el r 7 s. 3 / / pito e.P*72.. 72.- 41 4 If 040 inte 'lg.( 3.r 6 0' - ie •7 r - 111 . . 1 .. : : 11111111111111111111=111111111111.11 I ' • • PROJECT: ovEr .5 — - 1 - )I •Q/1A.-4- DATE: ro -6 - 1 CERT NO. _INSPECTOR: -TV LtA 4. '- LOCATION; PAGE: I / OCT -12 -1998 07:20 MAYES TESTING ENGINEERS ( 724 cf Vo 4- 7- 2.4'6' Y2 7p,t AUGER CAST IN PLACE PILE LOG 4257451737 P.03/07 "f VO /- 10 C. el BOSS di MAYES INA N0. I", TOTAL POOL WOO L(V. Of COMP tee CITY DATUM 11-51 POOP MTpONI$ TOTAL $TPOKU PUMP PRUUJU (PIN VOL Of C OUV 1CO.Y0l.) NOON= LOAD NOM NOTES >RAIIT �MIfN h (' /G' Ye _ — 000 CI 6( 4 ( Z.ery , 1 « , o00 663 co? 3.0 3 g a cc er 6 ' 6 1 4 / s 7 Z. p , /.• /.r . - - k k .s oo 0 7 r 3. ti z. / C 4 000 07 7 y 3- 76 l( it `' Boo 127,0 - 7o 3.3 7 - I Z k k OBP 0 6 3. 3 L a 0 k Oabd'4 3I8 /.S I/ - Si boo 066 406 . 7.te i 0 V 000 v7 / 7I �3 -'fiZ i /6 er Gy pc,* o4.6 6 e 3•L7 , a y 00 O7Z , 7Z 3.4 . 17 e N . . / 4 w ,- 00 4 3.47 7.40 N k , coo o70 70 3•37 '2.( ti �, 000 o70 70 3 •;7 • ZZ 14 00 o 047 , 4 3 Z 3 G 0 0 �cGr 40 3 •t 3 • 3. 19 zv 4 ' ^ oo 5t.6 G C M z.• i Oo' v7L 7L 3. 4 7 j 2-67 A k OQo 137 70 7.3 ? 1 ' 2.7 H a 00,0 o66 , 66 3 -I6 I, 't N ,o0 0 7 6 7 3 - Z) i1 o 06N GB '$ •3 14 gl 00o oG 6 S 7.1 ' 3, �' ti a OO of 46 1-Z Z y h ooh 06 6 3.0e j 1 77 a oDD b62 43 3.03 TI u 4, ova 2.. 6 Z.. Z•ti ss,r i 3 IA L. 000 3 L l 7.03 * I o - PROJECT: ke o V ( - 1741A-40/ c.t.4 DATE: /o - 1 --q 6 CERT NO. INSPECTOR: 7b vt•• C-4. LOCATION: PAGE: / / / OCT -12 -1998 07:21 MAYES TESTING ENGINEERS j?C►,a� F. 7 ( �� ✓t . -Y Yv /ittL AUGER CAST IN PLACE PILE LOG ' L•rty 4257451737 P.06/07 /Oil i MASS .• • . , BOSS & MAYES, PROJECT 711 14.. 4 PROJECT NO. 0 to-11. • TESTING EN(' ,EERS, INC. DESCRIPTION iVe MADE BY ATE 1 917 134th St. S.W., Suite A-1 • Everett, WA 98204 O sh CHECKED BY (206) 742-9360 • FAX (206) 745-1737 2 • 6 N fl t SCALE "•••• 0 0 t) • • s - F Go . N • 9 .1 co s DATE SHEET NO. ROSS & MAYES----d • TESTING: ENGINEERS INC. PERMIT NO.D98 -0072 INSPECTION REPORTS : ` • PROJECT . NO :T8094 10 -12 -98 MTE inspector arrived on site for an auger cast piling inspection. The contractor installed piles # 's 36 -45 (see attached sketch) today.: All . piles were installed to . a depth of 48' to provide the minimum required embedment depth of 13'. The pile information is on the attached pile record. The contractor used 30+ cubic yards of Cadman Mix #104040. The first truck was used for piles #36 only, then rejected by McDowell Pile Driving foreman (grout contained too much coarse aggregate). At pile #42 there was electrical cable encountered and wrapped around auger. The cable was removed and did not appear to effect pile installation. The sample obtained of the grout from the third truck and cast one set of three, 4 "x8" test cylinders. To the best of our knowledge, items inspected this date are in accordance with approved plans and specifications. INSPECTOR: Tom Cain 10029 So, Tacoma Wy, Sulte E -2 • Tacoma, WA 98499 • (206) 584 -3720 • FAX (206) 584 -3707 PILE NO. PILE DIAM (INCHES) TOTAL PENS. IFEETI ELEV. OF CUTOFF 0.00 CITY DATUM ELEV. OF TIP PUMP STROKES TOTAL STROKES PUMP PRESSURE 1PSII VOL OF GROUT ICU.YOS.1 REQUIRED LOAD ITONSI NOTES 0.00 CITY DATUM START FINISH J G /(" L/6 INSPECTOR: 77 C -t- ,,J LOCATION: 3 7 I1 1 / roc ( (--- 7 1-.75' 7$ / 6 ; co O ,r f -- 7 2 •-l`t G it r r .. 7 0 it A v2 r A 1 �2 A (fi L/J 4 h - - 3. ? = • PROJECT: ,/'E / - ) ' :.( j I Lt. a./ /c 4 DATE: /0- /2 - y CERT NO. INSPECTOR: 77 C -t- ,,J LOCATION: PAGE: 1/ / d iL 7(c , �• '• --z AUGERPI fr1F'3 -o T o 70.4,7.,4 10-'1 -?e AUGER CAST IN PLACE PILE LOG 6 - z r o k i r — f YiA A L F IA C r r o f r ti 0 BOSS & MAYES OCT 29 -97 11 C 12 AM JEFF - FY •A NELSON PE Index; tr9Oes, Oasis, Roof Ply Design ( 99r ,Joist Pen Snow Drifting Galouiation. Wall Header Lateral Aria)YSIS Pile Supported Foundation Structural. Calculations for Wendy's Restaurant 16200 West Volley Highway Tukwila, WA by ; Fortrnee.tea, P,4. Box 2169 Woodinville, WA Job # 9725 I v s rONAL �' JOB NO. / t I?27 GATE RUHL PARR &ASSOCIATES ARCHITECTS BELLEVUE, WA Page: 2/3 4 5 - 7 1 -6 /L 1 -5 /Fdn r EXPIRES MARCH 23 te PReciii-m4 �aa• toi• RECEIVED MAR 1 9 1999 CITY A MAR 1 2 1998 PERMIT CENTER TV tilietillii /M. : • • • CingithitThwiswe • -P,O,Box2169. WoodInville,WA 9.:72 • ., . (423)4894111 . " 11$ arne 10 28 97 ail ilenbor 9725 . • &ad bp Dompthan .. Pep lionlon Wromy . . Wendy Tukwila, WA . Codas, Loads, etc - OCT-29-97 A1'012 AM ..TEFF(2 A NELSON PE'. 2064P,71136 TASK: Gravity and Lateral Analysis of Restaurant E3u1Icling Al:VRE66: 16200 West Valle21-itewas OM Tukwila, WA COPE: Ite4 Uniform 5ullollne Code LOADS: LATERAL: WIND: 80 MPH; ExpOSURE 153 SEISMIC: ZONE .3, IMPORTANCE FACTOR I GRAVITY: LOAP5: ROOF 6NOW: Pi..001R: Restaurant ROOF DEAD. LOADS: ROOF/NO S/8" i;r" OR 055 INSULATION 3" Rietcl TJI * 32" 6c CEILIN5 MISC ELEC TOTAL: De?!•An, R.00,:fk 5/0" with span of 32" - Load = 25* 2* * = 20 P5P 5/8" 32/16 Full 15Iockiv Recquired 5/8" 40/20 No Eiloci4ns Required .5/4" 46/20 No Blockiv Required P. 02' 25 P6F 100 PSP ROOF TOTAL- I...CAPS: 43 PaP 2.0 1.13 1.0 2.0 2.5 1.0 7 Use 181: per SpCe5 RECEIVED CITY OF TUKWILA MAR 1 2 1998 PERMIT CENTER Paw* girofameta j TINS, l.0:looc WoodMv1 WA 4807 024460/1 1". bx Jn o 12tr t O/28/97 a0 ' rre 9725 a v , nn _ Roof Member Design Pip Homer 2 = M °'"` Wendy's, Tukwila, WA Roof TJI Design OCT- 29- 9711:13 AM 31.30I F.IVAC. Unit .(112)(1950) = 9l5* 3T Span . •Double Joist (2) 24" TJ155C M = 28,795 Ft° 21,910 r`t' (within 37 OK) yr : 2,900' ' 1.40+' (OK) El = 4,440 x 10 F'51 Deflection = .60" = 1../140 (OK) * 32" oc UDi. ; 32/16(43 pSF) = 115 prop 375', Spar < 39' Span Rl. Joist (OK) 2064851136 C t e 39' Span 24" , TJI55C Mr = 2000 Pte _' 21,864 Ft" (within 1% OK) Vr = 020 ) � 2,012• El= 3198x1 ©P51 Deflection 2 ( 5XI15X39) (384X3198 x 1 CITY RECEIVED `—' MAR 1 2 1998 PERMIT CENTER 1 1 C 13 AM. JEFF .7..1 ti ,�yr i�l f a . ' tin n o.$z 10 28' g " 5' P,Q Bioet� 4 tIIk,WA 9A1072 . = a�.a.. by oft 87 (0.94194901 ° i•"¢ Pep ' ' Roof Member. Design N.: Nil" Wendys, Tukwila, WA Roof TJI Design OCT - 97. 3 Span 24" 1'J15SC ' 32" UDL = 1I5 PLF Mr =.21700 T t' ) 16,60 Ft* (OK) Vr : 3,520' : : I125 0 (OK) E1 3198 x f0 6p51 4 Deflection : (5X115X34) (1118) (384X3198 x l0 1 - 1.08 s 1./380 NELSON PE 135 Ph" t, 3 4'.' Double Joist (2) 24" TJI35G Mr= 21910 Ft* 7 21910 Ft. (OK) V = 10401 2,284 (OK) 2525+' CITY OFETUKWILA, MAR 1. 2 1998 PETIMIT CENTER OCT -29 -97 11:14 AM JEFF A NELSON PE "PmedA F.00 j T. P.a Ileatt We vise, WA WM fili)4094901 441 M Wendy's, Tukwila - WA �►1.f1cf,� DD !Ci.et Wt, '1S t \J,s -et' 4 z' Te,euirtr Ey 35 P5 = C keel) Ells.? .2) ` If 7�, UM. hd ` \` Pr a CfX h,,- h6) e.11_5,- 6 ) _ 3-S « C8X.I6) *do by awe+ae by I Dtt& c " ° 'I' k * Roof Member Design Snow Drifting P.3 Jo i 2064 .7,1136 °ot 10/28/97 4 r " ' 9725 Ap. xunsGr; 4 P 261, 31 gr. Pr= Fir I D r . . ,21 ► + 4Id f t . r - P = 1.1 Ca ‘Jal d � 3/ :) /k 2_D k ` �= 3 .5 K 6 f 47 10 176 (af` Z. -- 3 . 7 ( (DP PT) I'3 rC:SiNis ) 76 l F-x 1.5 i E✓L�- P.05 CITY OFETUKWILA MAR 1 2 1998 PERMIT CENTEI, (2) 240 H "2 OK ,ua;;�„,y� 4,rw - '?! '�' _ J Mil 10 28 7 - . � ' ►+►,r ro.aoe peon o�wpi� 491901 RoOf Member Oast n ' 'r '"� N° '" • ' Wendy's, Tukwila, : WA Header 0 (2) R2 Joists -- M. - - - -- - 5 - 117 PH' 2900* !SOO' Double Joist (2) 2x10 . 11 = 3,500 Pt" V 16 5 F2eq'd = 25 Ink 63 Ina s� Req'd : 21 41 < 42 In 2 (3) 2x10 OCT -29-97 11 :15 Assam SoOmmitot "Aso. Cardigfrdinie Clinked by Mr PAWN. Woodinigh WA OM um pas RoofI Si 0 1 MynbrOesit "" Wendy's, Tukwila, WA Beam supporting R3A & R3 Joists Beam supporting R3A & R3 tioipts_ 4500" T-6" Job Number: 9725 Pep Nurnbar: 6 • Try (2) 2x12 PI = 1.95K tR3 Pe 3 M = 6,300 Ft" • P2 2.5% R3A Pe 3 • = 3,800 * 3 3 6 Reci'd L. 60 fn 64 in A q' 2 42 in (N6 20% aver) Use (3) 2x12 PERMIT CENTLiii • __FIBOEIVED CITY OF TUKWILA MAR 1 2 1998 Try (2) 2x12 tz. • 2.55 K = 8,300 Fti V a 3,8.00 a 6 FReci'd 60 In < In 3 A Raced 2 In 2 > 42 ,,2. (N 20% over) Use (3) 2x12 RECEIVED • CITY OF TUKWILA • MAR 1 2 1998 PERMIT CENTEH gig • OCT729-97 11:16 AM JEFF? .., (..., Pussies Arapairsoody 9•10. Caritivagawal 1 USA Wombat, WA SYll 0001 6N of EsUILpING .Alloc) i2e815N P. (CeXCcpecfaX1) 4408-0 = (.61Y1.3X16.4X1.0) = 14.3 P6P to 20' = 15.3 PG to 25' NELSON PE = .61 Exp 5 to 20' Ce = :12 Exp a to 2D' to 30' Col = 1-3 Method 2 (to 40') ols 16.4 par 50 mph 1.0 Wind Base Shear; North-8outh (13'X216) = 15/300 East-West (4CX216) 8,600 • 2064051136. P . 09 Table 16-G Table 1644 Table 16-P Table 16-K - 216 pir 1116IX 12.caor Plapinraen Tributary to Roar Diapfragn: 6 RECEIVED CITY OF TUKWILA MAR 1 2 1998 PERMIT CENTER' North -South Roof: 111a115: I-Iy4C E ulp: Parapet total Z: = 30 Table 16 -1 ZICW: 1 = 1.0 Table 16 -K Rut .. Gi 1.75 1625.1 16282,1 (28,1) Rw 0, Table 16N, Wood Shearwalls (WOOD 54-4EARW4LL5) Maybe 9725 Pit. Robin 2/L (18 pfaX34 • 612 pif (eaveraze wjdth) 190 pit (estimated) 200 plr 100 pit 1,102 pit (15 pFsX25' = 504 plf (average width) 190 plf (estimated) 200 pIf 200 p1 f 1,804 pit CITY OF TUKWILA MAR 1 2 1998 PERMIT CENTER . Seismic Base Shear: X5) : (.103XI,102 plf) = 110 plf VMS) _ (110 plfXl3') = 8,000' (North - South base 5hearl v(EU/) • (.103X1,804 plf) = ie0 piP YIEW) : (40 pifx180) : 7 ,200 (East-West base fir).. • Governin ateral Loads: East -Wet North- South: Wind •.15,800 Governs Seismic = 80000 overna CITY MAR. 1 2 1998 PERMIT CENTER OCT -29 - 97 0;417 AM JEFFREY A NELSON . PE Cartiliragiren PAWN. WN. Wbo dittal 8, 74 8 0 •( 4,&0b NOW bx OactOtiai 216 pif 5 A - 21.3 pit a CS Ib Strap ---� x V for ��- chord /drat loads CS 16 Strap x36'for chord /drag loads Shearwall f3 230 Pi Lateral Analysis kle *mar: • .Roof Diaphrogm 4/1. 2064831136 Cetr ' Q it Mm*rn , al. 9725 (reference only) e g a (L P.12 RECEIVED CITY OF TUKWILA MAR 1 2 1998 PERMIT CENTER OCT- 29- 97:11 :18 AM JEFFREY A NELSON PE PI silo la ova .10510 7 Oadiblittawn ex aft .0. IMES Woodinvige, WA IC u • Lateral Ana ysls. M4mr. Wends, Tukwila, WA Roof Diap two gm- W0ndyls, TAM. JOB: 0725 PLYWOOD SHEARWALL PROGRAM Stwarinall A Shearuia I I F Shearwall -...\ t 2,403° 5hearwall E SSF>carwa ll 5 . 2403' 2,544* 2,260 2064851136 (reference only) r DATE. 2s•O41.67 .w Nh mben 9725 P.23 WALL 1 LENGTH HEIGHT SHEAR DEAD LOAD OVERTURNING 01. NET 1 04.0•DOWN 0!0" DA FEET FEET KIPS ON WALL MO1A MOMENT MOMENT CAPAG1TY AVOLTS A 3.7 10 4 .374 1.0 49.74 2026 41.76 13.22 5.0 9 34,0. 14 0.76 26 122 a 494 40413 - 5.52 11.E 0 13.3 14 2 .29 12 31.04 79.4E •21.08 •1.68 3.1 O 18.0 14 2.544 14 30.510 120 •40.30 •2.76 3.4 E 21.0 14 24 19 33 0 190.3 •10.40 -4.E9 32 F 22.0 14 2.4 19 33.0 200 •107.73 -4.42 33 RECEIVED CITY OF TUKWILA M 1 2 1998 Pr 'IMI1 • aimufaii■lre • OCT-29-97 11:18 AM JEFF EY A NELSON PE Parkas Sapeoemest gm. Ondivaillm PAX 53%2114 %aft* WA OM • (up wool Job Nome; Wend/; Tukw(Ia, WA (4 c-f) 5cf.rs' -1 SvAPs4K1 H 0 VI a • DavOUen t7 6.1/.1 u ktq 6 /L) A .2-14 ,i ,2. f) • 12.4 a l i t , 01 14 LJNC rse;‘,41,10i4R.i• 3 " L " 6 6' 6 " I:(; Az.." c \g/ 10 ati C:Vvw \/.u A ar Lateral Anal Is Shearwall Schedule and Hold Down Dti • so F Potri Et \VA.L.L. A _ .1 4 .....--" C v7-.0 ALA (!rfir\ 1 = 14 9 fluslur: 9725 PON Numb.: 6A it Krro krvitx) C-DX• PL C . 2 ) r,A,c-Parg. e)r o't-rer(e S---PC- 6 \'/A II it RECEIVED CITY OF TUKWILA MAR 1 2 1998 PERMIT CE1'4,.... .. ^4kr,:+rrv. ewx»w,aw3i•WAxasvz. OCT -29 -97 11:19 AM JEFFPEY A NELSON PE Caladtivlinehmem PO. Seal fie, WA Nen " Wendy', Tukwila, WA Yids by MOM hp Orr Otion Pile Supported Foundation 2064851136 1128/97 Des Pile Cara crtc: Per Mayes Testing Engineers Inc. Addendum 1 1 dated October 10, 1991, to Subsurface Exploration and Geotechntcal Engineering Report 6 29$1 dated 6epte iber 11, 1991, use 16" diameter augercaet piles with 15 ton capacity. Minimum embedment In bearing strata is 13 feet. Allowable lateral capacity la 10 K Pile 6pacine: I Lcn Exterior Grade Beams Root Load: 09'X43 Pef) _ $11 f If Bearing Walls: (l5'Xi0 Pat stud wall) + (9'X40 Pof brick) • 510 Pit Concrete Grade Beam: 450 ! °If Floor Live Load (100 psfX85') 850 rir Floor Oead Load (112 Psf)(a5') = 952 P!r Total: Pile Spacing = (30,000/F'lle)/(3580 Pif) = 8.4' oc • f=ront End Short Exterior Grade Ream Floor Live Load (100 PafX3') Floor Dead Load (112 PefX3') _ Total: Pile 5pacing = (30 00/Plle) /(1,486 P1f) = 20' 06 9 Rear End Exterior Grade Beam O Cooler 3,950 Plf Roof Load: (3'X43 Paf) : 130 PIP Bearing Walls: (15 Pet Mud wall) + (3'X40 Psi' brick) = 210 Fir Concrete Grade Beam: 450 Pit 300 Plf 336 Fir 1,406 PIP kunibr 9725 Pep *mbar ffldn P.15 Roof Load: (3'X43 Par) : 130 P1f Seartne Wa1ib: (i5'XI(D Per stud wall) + (i5')(40 Par brick) _ 150 P1f Concrete Grade Beam: 450 PIf Fioor Live Load (100 PsP)(3') = 300 Pit Floor peed Load (112 PSPX3') a 336 PIP Cooler Total Load (140 Pef)(6') = B40 PIP Total: 2,506 pit Pile Spacing = (30,000/Pile)/(2,806 PIf) = 10' oc CITY OF�TUKWILA MAR 1 2 1998 PERMIT CENTz ;I CITYROF MAR 1 2 1998 PERMIT CENT . rwtis gojawiwa l gm. Cambi *Om PA INE& Woodfrwitk WA 48072 (424 4119.1111 . ! r''' °'` ~ J °j 10/28/97 '�' " '"" b " 9725 d►«Irrd by OM pwow Pep I+un►bM; 3/t do ja HG "' Wendy Tukwila, WA Pk Supported Foundation OCT -29 -97 11:20 AM JEFF CY A NELSON PE Pile Spacing 9 Interior Grade Beam, • qt. Concrete Grade Beam: Floor Live Load " (100 PsPX20') Floor bead Load (112 PstX20') Total: Pile 5pacing = (30,000/Pile)/(4690 Pir) = 6 4' oc Detign .long exterior grade beams. 8 ' 11:J6.7 K ft M•1$l K ft 11.e K ft 8 ' 1`1=243 K ft M ;173 K ft 20640M,1136 �w P.17 450 PIP 2,000 PIf 2,240 PIP 4,690 PIP LL 1,326 PLF, LL (Ulf.) • 22 KLF qL - 2,254 PLF, DL (Ult) • 3J5 KLF 1L 7 1 LL = 1326 PLF, LL (U1t) : 225 KLF DL : 2254 PLF, DL Nit) = 3.15 KLF Exterior grade beam is 24" wide x 24" deep. Top Steel: Mu (max) : 243 k. ft = 292 k in. b = 24 ", d = 22 ", fy = 40,00 psi, f'c : 3,000 psi Ku r 28, min steel governs : 2.64 sq In. Use (6) *6 bars top bottom 6teei: e In&pectron minimum steel governs, use (6) "6 bottom. Shear: Vu (max) • 17.75 k. Vc r 57.E3 k - no shear steel reciuired. CITY OFETUKWILA MAR 1 2 1998 PERMIT CENTER OCT-29-9? 11.21 all JEFFREY A NELSON PE Job Nome Pa."10.041,14VV" WA r F aba bir Weedlavale, (411 OBI Wendy's, Tukwila, WA Design Interior grade beam DL K ft oactoom Pile Supported Foundation Interior Grade Beam 2064851136': • de, 0h4 9725 W7, L.L 2 3000 LF LL (Ult.): 3.4 KLF DL 2,2410PLF, DL. (tIL) = 3.14 ‹..!: fliL Mr. lal K ft 11.12.45 K Pt /1.18.1K rt 1,) 11.26.9 K ft Mr.103 K ft M719.2.K ft clo rum meerr riVrT ill f 5 ev‘ret TiEt [Jot [oat. Shear: Vu (max) = 23 K Vc 239.443 k - minimum shear steel required. lies *mar: 4fidn Interor e rade beam Is 24" wide x 18" deep. ton teel: (trigx) 26.9 k ft = .322 k fr 1:3 = 24" el. .14" fti..x 40000. mil tc. 5.0.00 MI RECEIVED crry OF TUKWILA MAR 1 2 1998 PERMIT CENTER Nainal7 9725 21:441 •JEFFREY , A NELSON • • C • Plisavies Svol O OweiniThViU" Ea BOade. WOOdfrffline, WA gliOTI (35) 43901 Jil Nm Wendy's, Tukwila, WA LL = 100 P5F LL (tilt) 1-110 •Design thiCk,Structural Slab = 113 F: 'Pt: (tilt) P5F. . • • •: ..• • • :17 "t1 : 77 7 • • . ::• r)I ••••••• ...• • •• .•• • " N133 K ft/ft • •15' 18' 112922 K Ft/it LL 11:6.12K ft • Top eteel: Mu (max) = 9.22k ftet = 110 k In/ft, b = 12", d = 1'9 : 40,000 psi, f'c = 3,000 ps■ ku 159, min steel governs = sci In/ft. Use 1 5 bars top C B" oc (40 Cr) or S le 12" oc (60 Bottom eteel: 89 Inspection minimum steel g overns, use ern e as top steel Transverse 5teel (temperature) use '4 • I?" oc RECEIVED CITY OF TUKWILA MAR 1 2 1998 PERMIT CENTER TECHNICAL INFORMATION:REPORT Prepared by: November 10, 1997 Washington Land Design 10700 Meridian Avenue North, Suite 503 Seattle, Washington 98133 Contact: Bill Dunning, P.E. Phone: (206) 365 -9510 FAX: (206) 365 -0225 Ftzecri-0 Dots- 00'12 RECEIVED MAR 1 9 199R RECEIVED CITY OF TUKWILA MAR 1 8 1998 PERMIT CENTER Project Overview II ' Preliminary Conditions Summary III Off -Site Analysis IV. Retention /Detention Analysis and Design and Biofiltration Swale Calculations V. Conveyance Systems Analysis and Design I. Special Reports and Studies VII. Basin. and Community Planning Areas IX. Erosion /Sedimentation Control Design X. Bond Quantities Worksheet, Retention /Detention Facility Summary Sheet an Declaration of Covenant XL Maintenance and Operations Manual TABLE Of CONTENTS IST,OffIGURE PART I PROJECT OWNER AND PROJECT ENGINEER Project Owner WEao e s rutEteg1Nw L , ,MC. (iESS Address Cr .Sours itrEartim, V t ttACC PL►ti.s.E 4 0.20e Phone 4/ »J , WA `!Boss Project Engineer 6942- Duivmvii/6 Company Mi(0■PAmiv LAVIN DEslbN Address Phone 9 I I4 PART 3 TYPE OF PERMIT APPLICATION Q Subdivision 0 Short Subdivision 0 Grading ® Commercial Q Other PART 5 SITE COMMUNITY AND DRAINAGE BASIN Community Drainage Basin PART 6 SITE CHARACTERISTICS 0 River E Stream 0 Critical Stream Reach 0 Depressions /Swales C=J Lake 0 Steep Slopes Lakeside /Erosion Hazard PART 7 SOILS Soil Type AMA) King County Building and Lend Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 077' OF T 4 L&j I LA GREE,u Ri O Additional Sheets Attatched Slopes LEss rAJ 2 2, Pagel oft PART 2 PROJECT LOCATION AND DESCRIPTION Project Name W Elva:5 Res rA v RArvr Location Township Z3 A. Range 4 6. Section is Project Size O. 7 3 AC • Upstream Drainage Basin Size N/A AC PART 4 OTHER PERMITS O DOF /G HPA El COE 404 El DOE Dam Safety (� FEMA Floodplain E COE Wetlands LEAs'/ At Q Shoreline Management El Rockery El Structural Vaults Cl Other HPA Q Floodplain El Wetlands El Seeps/Springs El High Groundwater Table Groundwater Recharge Other - Erosion Potential scl4ALT Lot Erosive Velocities Air 1/90 c ac.u'fn aevi+ nuaa�ara -xsw.roma,n +,n..,,w..... REFERENCE 0 Cast in Place Vault (l Retaining Wall Rockery > 4' High E Structural on Steep Slope rmea King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 8 DEVELOPMENT LIMITATIONS El Ch. 4 - Downstream Analysis El 0 El O El Additional Sheets Attatched PART 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION 0 Sedimentation Facilities 21 Stabilized Construction Entrance ® Perimeter Runoff Control ® Clearing and Grading Restrictions ['] Cover Practices ® Construction Sequence CI Other Brief Description of System Operation SYSrgm is LIMITATION/SITE CONSTRAINT 0 El © Grass Lined Channel C7 Tank 0 Infiltration ® Pipe System El Vault 0 Depression CI Open Channel El Energy Dissapator El Flow Dispersal O Dry Pond El Wetland 0 Waiver El Wet Pond El Stream El Regional Detention PART 11 STRUCTURAL ANALYSIS (May require special structural review) Other MINIMUM ESC REQUIREMENTS FOLLOWING CONSTRUCTION Stabilize Exposed Surface Remove and Restore Temporary ESC Facilities Clean and Remove All Silt and Debris Ensure Operation of Permanent Facilities Flag Limits of NGPES Other PART 10 SURFACE WATER SYSTEM Method of Analysis Compensation/Mitigation of Eliminated Site Storage C,o 4.t.PoSE/) o f c krem 14, tNvt ANo c.o.uu r^ YA.tac1 Page 2 of 2 w rz-F et SHPT PAWS To c r4IC H A .0 4,s k »4-Ek F J r is Go rti p vAla -)o C IS C M r4tCG E lb, Nr Facility Related Site Limitations * Ati -sirs. DErE,crtdK) is groT r Eat.n.K -E_C). J Additional Sheets Attatched Reference Facility Limitation PART 12 EASEMENTS/TRACTS Q Drainage Easement Q Access Easement Q Native Growth Protection Easement E Tract C] Other PART 14 SIGNATURE OF PROFESSIONAL ENGINEER I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were Incorporated into this worksheet and the attatchments. To the best of my knowledge the Information provided here Is accurate. ligembIkest 1/90 VICI \ITY VAP NOT TO SCALE " ‘.• , , , • ■ , . , „ The piOposecl'project will conrist of the construction of a restaurant , • approximately 3,500 square feet in size, with associated parking, landscaping and on-site infrastructure. '.''':',.c- ':-'. .; • .- .The,project site is located along West Valley Highway, in the Green RiVer..: .:' ':- :.;:-- ' • Basin, Section 25 Township 23 North, Range 4 East (See Figure 2), adjacent to a propOseCi:. BP Gas Station/convenience store. The parcel is approximately 0.73 acre and .is relatively flat, sloping gently to the northeast. . .. Existing Conditions ' 3. Runoff Control (1.2.3): Preliminary Conditions Summary King County Surface Water Management Design Manual Core Requirements This section will address the requirements set forth by the King County Surface Water Management Design Manual Core and Special Requirements listed in Chapter 1. 1. Discharge at a natural location (1.2.1): Flow from the site currently discharges to the east via conveyance pipes. The developed site will discharge to the northeast via a proposed 12" stub -out to be provided by the proposed BP station development. 2. Off -site Analysis (1.2.2): A level 1 downstream analysis for the downstream tributary was performed by others. Please refer to the attached Surface Water Technical Information Report by David Evans and Associates, Inc., dated December, 1996. A. Peak Rate Runoff Control: No detention will be provided as this project does not increase stormwater runoff flows, since'the site is currently paved, and the developed condition will not increase impervious area. B. Biofiltration: Biofiltration facilities have been designed to meet DOE water quality requirements for site impervious surfaces subject to traffic through the use of a swale. 4. Conveyance Facilities (1.2.4): Closed pipe systems used to convey on -site runoff will be designed to carry the 25 -year event flow and provide a minimum of 0.5 feet of freeboard between the hydraulic grade line and the top of the structure. 5. Erosion /Sedimentation Control Plan (1.2.5): Erosion control measures are outlined in Section IX. 6. Maintenance and Operation (1.2.6): Maintenance and Operations are covered in Section X. No special maintenance will be necessary. 7. Bonds and Liability (1.2.7): This issue is covered in Section XI. King County Surface Water Management Design Manual Special Requirements 1. Critical Drainage Areas (1.3.1): This project does not lie within a critical drainage area. 2. Compliance with an Existing Master Drainage Plan (1.3.2): The project is located within the Tukwila Nelson Place/Longacres Way Sub -basin which lies within the Green River Basin. This project complies with improvements identified in the Tukwila Nelson Place/McLeod /Boeing CSTC Storm Drainage Study Technical Report. 3. Conditions Requiring a Master Drainage Plan (1.3.3): The project does not require a master drainage plan. 4. Adopted Basin or Community Plans (1.3.4): The project drainage report and plans were prepared in conformance with the City of Tukwila Surface Water Standards Ordinance No. 1755 and King County Green River Basin Plan. 5. Special Water Quality Controls (1.3.5): The project will decrease the impervious area which is subject to vehicular traffic. Therefore, no special water quality controls are required. 6. Coalescing Plate Oil/Water Separators (1.3.6): The project will not increase impervious area subject to vehicular use by five acres or more within a given drainage basin. Therefore, no coalescing plate oil /water separators are required. 7. Closed Depressions (1.3.7): The project is not tributary to a closed depression. 8. Use of Lakes, Wetlands or Closed Depressions for Peak Rate Runoff Control (1.3.8): The project will not use a lake, wetland or closed depression for peak runoff control. 9. Delineation of 100 -Year Floodplain (1.3.9): The project is not located within any FEMA designated floodplain. 10. Flood Protection Facilities for Class 1 and 2 Streams (1.3.10): There are no Class 1 or 2 streams within the project area, therefore, no flood protection facilities are proposed. 11. Geotechnical Analysis and Report (1.3.11): The Geotechnical Analysis for the site was prepared by Mayes Testing Engineers, dated September, 1997. 12. Soils analysis and report (1.3.12): The soils underlying this project have been mapped by the United States Department of Agriculture Soil Conservation Service. The maps, issued in November, 1973, identify the soils as "Urban," which is classified as a variable soil type. Sensitive Areas Ordinance Requirements According to the Sensitive Areas Map Folio, there are not sensitive areas located within or adjacent to this project. Project: To kut t LA, wEnior'J Description: 0 Washington Land Design Manning • Engineering ..„.. ._....i. L i_...,, i...J..4.... __,_ ...;__ _i_t_i__•1____._••• _ _.; 4 :I i_!_ri- i ;-.i. : • 1 : 1 -1-t-1 -; hr 1 Axi:t4t--)ith4- i,--e;h4A.th- Jt ,...;-...F; 1. , i1-1 --:.- 1.........- ',....-4,- -f. :--4.--4 7.--i-1- ._._. ' ' I 1 :-_' ' ,...1-.... _.:....._.1_: __1....• _.........; - ' ' • ' ' . 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' r r. .41 Jr) Oit2. .. .. i . , i I ' - 1 - 7 • H " ' 1 -- - --- . 7 . - _ -- . 7 - 7- - r - 7-- --, , --- : :. ------- 7 -- 7 ------ 1 --- ..-- .1 ! ' • ! ; t ! ; . ' • 1 , , . , 1 . . 1 ' t • . . -T.- - 7- . ,. : , . '. . . .. • . . . r, E a.t, la ti s1 A-0-04 — , . . • 6 360 i . (a..:y+ ;■et.:.) , i .. • . , . . . • . , . , • ';'•T• ', -. • TwirEgvious Alma:A _ . 04. f (.0, 5 Ac) . • : •-i --1 - ; . • JI j I L i I : r ,1 , • • , • 10700 Meridian Avenue North, Suite 503, Seattle, Washington 98133 (206) 365-9510 Fax: (206) 365-0225 TUKWILA WENDY'S - sassaasmms :sa =s .. :BASIN ID: 100YR -DV SBUH METHODOLOGY TOTAL AREA • RAINFALL TYPE....: PRECIPITATION....:. TIME. INTERVAL • BASIN ID: 10YR -DV SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE • PRECIPITATION TIME INTERVAL.. ABSTRACTION COEFF: 0.20 PEAK RATE: 0.40 cfs VOL: BASIN ID: 2YR -DV SBUH METHODOLOGY TOTAL AREA • RAINFALL TYPE PRECIPITATION TIME INTERVAL 0.73 Acres TYPE1A 3.90 inches 10.00 min NAME: 0.73 Acres TYPE1A 2.90 inches 10.00 min 0.73 Acres TYPE1A 2.00 inches 10.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.26 cfs VOL: BASIN SUMMARY NAME: 100 -YEAR DEVELOPED ABSTRACTION COEFF: 0.20 PEAK RATE: 0.56 cfs VOL: 0.21 Ac -ft BASEFLOWS: 0.00 cfs PERV IMP AREA..: 0.14 Acres .0.59 Acres CN. 85.00 98.00 TC • 5.00 min 5.00 min 10 -YEAR DEVELOPED 0.15 Ac -ft TIME: 480 min NAME: 2 -YEAR DEVELOPED TIME: 480 min BASEFLOWS: 0.00 cfs PERV IMP AREA..: 0.14 Acres 0.59 Acres CN 85.00 98.00 TC 5.00 min 5.00 min BASEFLOWS: 0.00 cfs PERV IMP AREA..: 0.14 Acres 0.59 Acres CN 85.00 98.00 TC 5.00 min 5.00 min 0.10 Ac -ft TIME: 480 min jF; E {:tj 5rctronF a.7 3 e li F t { iy��A OF, BURIED POWER .N FIELO sTRIPINO - NO . EASEMENTS NOTED REPORT FOR 1KlS • ET GHI',1• JIJAI'E UtJ tW (:f)RMEP, Qr l;(714G:. BA3E 5,98 DATUM : CITY,o 1UNW4.A NAY - 15' UTILITY. EASEMENT. ;`PE NO..B5061•t1047.^ N. 01'22'22 ':.ASPHALT PAVING' !'— roil .. a II aR way: i s• EA • ` [ : �, 41 1 . Ql ! = • <rEh 'ENCROACHMENT AGREEMENT / ' ER PEC:�Nt • q10 ;1 . / 4 F F - ` .SU OUTFALL W(ALF * .2) •'' 1'p • CB , S •- .. NOT FOUND • • cl.a .r1• L NORM, MH 1 — RIM '�2: 1 1' 1�• 115" • C „'..PHALT PAVING • 1' a. I 11 I .ASPHALT CONC. ii I. pAVING o WAL✓ i! � ' :r ti ,1y .! • h J . WI I rt {/ U r• / tIIUMPPQ`. D • \I II' ./ ./�fff AREA j \ l : ". lt( I . i i ll��� • a111A) .1 .11 1 rl } �.. 11� I :.• • ' . a.. • ill I1 ! ...., • ._. .. ASPHALT' PAVIW.. VJAY; Cpl FP �1�r....-- n ^.... -y,... �.r. i — r. ��".:_.�'� --'IBS + BE�,f• �. r , p .. -•:- . �l1 v, Fr 4E1 tAla 11',PT /1T+(��v dm, ttio �• w�.. rt.:..111 .4 wA't LG 1 • : I 44 . T t( LAN .••' .0 ASPHA ROP0' r t`. l • • ' )1. iL:w l �y . %.0 t: toP EXISTING CONDITION WENDY'S FFE = 25.00 DEVELOPED CONDITION 3 1 :i 4 BASIN ID: 100YR-EX SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE PRECIPITATION TIME INTERVAL....: ABSTRACTION COEFF: 0.20 PEAK RATE:. 0.56 cfs VOL: 0.21 Ac-ft TIME: 480 min BASIN ID: 10YR-EX SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE PRECIPITATION.... TIME INTERVAL = = = = TUKWILA WENDY'S BASIN SUMMARY NAME: 100-YEAR EXISTING 0.73 Acres BASEFLOWS: 0.00 cfs TYPE1A PERV IMP 3.90 inches AREA..: 0.13 Acres 0.60 Acres 10.00 min CN • 85.00 98.00 TC 5.00 min 5.00. min NAME: 10-YEAR EXISTING 0.73 Acres BASEFLOWS: 0.00 cfs TYPE1A PERV IMP 2.90 inches AREA..: 0.13 Acres 0.60 Acres 10.00 min CN • 85.00 98.00 TC • 5.00 min 5.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.40 cfs VOL: 0.15 Ac-ft TIME: 480 min BASIN ID: 2YR-EX NAME: 2-YEAR EXISTING SBUH METHODOLOGY TOTAL AREA 0.73 Acres RAINFALL TYPE TYPE1A PRECIPITATION 2.00 inches TIME INTERVAL • 10.00 min BASEFLOWS: 0.00 cfs PERV IMP AREA..: 0.13 Acres 0.60 Acres. CN • 85.00 98.00 TC 5.00 min 5.00 min • ABSTRACTION COEFF: 0.20 PEAK RATE: 0.26 cfs VOL: 0.10 Ac-ft TIME: 480 min Of Site Analysis Please refer to the attached Surface Water Technical Information Report by David Evan and Associates, Inc., dated December, 1996. 9 No retention/detention o design Kin rf , project, I "ten required nor .aecoidance With Core eq • Analysis 3 ' the . g County wSausrfP: performed this Water Design Manual, this project proposes less than 5,000 Sf of new impervious surface and therefore, is not ; - obligated to provide detention fads les. Diofiltration Swale Calculations Due to the fact that the impervious area on the site that is subject to vehicular use is proposed to decrease, this site is not subject to standard requirements for water quality. -• However, the proposal calls for the installation of a biofiltration swale for the parking lot and circulation area. Sizing of this facility is based on the 6-month storm event meeting:, the Department of Ecology design requirements. See attached sheet for sizing calculation for this facility. • , - ,. • . . . • -.,„'•• ••,,„ . r. 11 4 A • ii4.',A40-n Vit$4,, - z t-f • • •• _ •• „ „,.• • ,,, TUKWILA WENDY ' S ============illiali1111111111========t7ixsessZatammassagaismassestm BASIN SUMMARY BASIN ID: 6 -MODV NAME: 6 MO. DEVELOPED SBT.TH METHODOLOGY TOTAL AREA . . . . . . . : 0.65 Acres BASEFLOWS : 0.00 cfs RAINFALL TYPE. . . . : TYPE1A PERV IMP PRECIPITATION. . . . : 1.33 inches AREA. . : 0.14 Acres 0.51 Acres TIME INTERVAL . . . : 10.00 min CN. . . . : 85.00 98.00 TC.... : 5.00 min 5.00 min ABSTRACTION COEFF : 0.20 PEAK RATE: 0.14 cfs VOL: 0.05 Ac-ft TIME: 480 min , • • , ' : , • „ • 4- • Washington Land Design Planning • Engineering Project: Ti) 1.00,30/15 Description: .; .. .. LLJ ,..1 ISK)..F. I L ._.‘..,; . ).... 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ALT • 1.z 76 • -r7 -3- 10700 Meridian Avenue North, Suite 503, Seattle, Washington 98133 (206) 365-9510 Fax: (206) 365-0225 114 ECTION'V onveyance System Analysis and Design BASIN ID: .10 0YR- DV SBUH TOTAL' AREA. RAINFALL TYPE... PRECIPITATION." . TIME INTERVAL.. AREA. CN. . TC. NAME: 100 -YEAR DEVELOPED 480 : min e, - _-�-_ _. _ ..� - . , '. I .. 1 1:1 I i 1 t 1 1 1 .+-- _ -" _. E t I ~ •1 t -1 ? T r . " r . • I 1. l 11 ,. t , . -1-4-1--i--- j I --« _ I . ; . . f . :-1 . ,_ - 1 :. • ..._ ! _ .a. . 1 • I _ ibiv " i =/ YR.:- 24 // : _ _� te ,_.� -. r ■ ; - .._ , Sro,5N ::. ? i ' I t :(SEE ... ' ;--'- - , ... 1 I A1T Ed SiVE47... L - '; -'1 = "". _• a I • 1 f _ . I .. .:_ _:.�_, - _. -.. f ,A SS .. ?_.- -1 -- ..- .._ -1_ ,... E - ,_�/rtA _.. } 1 1.; c - ! - _. - ai r , : Pi -�.- , _� . 1 i: I 1 r i� ! -rT- - - 1 r ; i_ . (._ - ( . . i _ ' ft Th , 1 I I i A ,. ,... 1__t V L d ` i ®� I M ' 1: t 1 ; r i , 1 1 1 , I : 11 i 1, 3 j i �._ _.7 1 l '1 _4-i 1- L.. L.11_-1_ Q F.S. il' 7i i - 1 rHE x 1. M 4 1 p ILE._ . . - .- P G _ N it oU3 I 1 7- t i - i : - .� ! • -1--i..-- I 1 . } 1 -,.. 1 -. t 1 r 1 , ' i I .] -1"--r } I ' I . ` r- ;. ( /.Q_;_ ` 3 ;- I - —i 1 i - ! 1 T1-1 ■ I ! t _ • • • tI 1izL 4. r • 1 i r _ 1 1 I I i + ^ • _ �-} I i --,- I I . ■ I — i � t _ _ — 1 ... _1 _� -i _ -. — �....1 _ • - � 1 � j -- 1 � • -'... a .. �_ _. _ i _ 'T t 1 — __ 1 . �� Washington Land Design Planning • Engineering 10700 Meridian Avenue North, Suite 503, Seattle, Washington 98133 (206) 365-9510 Fax: (206),365-0225 . . 4 SEP 1 9 697 SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT WENDY'S RESTAURANT Tukwila, Washington • PREPARED FOR Wendy's International, Inc. MTE Project No. 25997 September 1997 MAYES TESTING ENGINEERS MAKES September 17, 1997 Project No. 25997 I. PROJECT AND SITE CONDITIONS 1,.Q.INTRODUCTIOU • 1.1 Purpose and Scope TESTING ENGINEERS, INC. . SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT WENDY'S RESTAURANT 16200 WEST VALLEY HIGHWAY (SR 181) TUKWILA, WASHINGTON This report presents the results of our subsurface exploration and geotechnical engineering study for the proposed Wendy's Restaurant in Tukwila, Washington. The proposed building location and approximate locations of the explorations accomplished for this study are presented on the Site and Exploration Plan, Figure 1. In the event that any changes in the nature, design, or location of the structure are planned, the conclusions and recommendations contained in this report should be reviewed and modified, or verified as necessary. The purpose of this study was to provide subsurface data to be used in the design and development of the subject project. Our study included a review of available geologic literature, drilling exploration borings and performing geologic studies to assess the type, thickness, distribution and physical properties of the subsurface sediments and shallow ground water conditions. Geotechnical engineering studies were also conducted to determine suitable foundation types, allowable soil bearing pressures, anticipated settlements, liquefaction, potential, floor support recommendations, drainage considerations, and pavement recommendations. This report summarizes our current field work and offers development recommendations based on our present understanding of the project. 917 - 134th St. S.W., Suite A -1 • Everett, WA 98204 • (425) 742 -9360 • FAX (425) 745 -1737 /-• 2.0 PROJECT AND SITE DESCRIPTION 3.0 SUBSIJRFACE EXPLORATION 3 1.2 Authorization Authorization to proceed with this study was granted by Mr. Garry Gracey as an agent for Wendy's International, Inc. This report has been prepared for the exclusive use of Wendy's International, Inc. and their agents, for specific application to this project. Within the limitations of scope, schedule and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, expressed or implied is made. This report was completed with an understanding of the project based on an undated site plan with proposed building location provided by Ruhl -Parr & Associates. Present plans call for the single -story structure to use conventional wood -frame construction with a slab -on -grade floor. The restaurant will be located in roughly the central portion of the Phase 2 development area of the property. Site development will also include construction of asphalt paved parking areas, a concrete drive -thru lane, and agarbage dumpster enclosure. Finish floor and parking grades were not available at the time of this report. However, based on a telephone conversation with Mr. Jim Anderson at Ruhl -Parr & Associates, no cutting or filling is planned on the site. The property was situated at 16200 West Valley Highway (SR 181) in Tukwila, Washington. The subject area for this study consisted of only the Phase 2 development area for the Wendy's restaurant. The 230 foot east -west by 130 foot north - south, rectangular parcel was generally level and was approximately 1 to 1 foot below the surrounding street grades. It should be noted that 6 to 8 inches of standing surface water was present within the proposed building location 3 days prior to the time of our field exploration. This water was apparently caused by a plugged drain on the site. Remnants of past development included asphalt pavement with overgrown parking islands, and buried electrical and storm utilities. On the parcel to the north, a restaurant was recently demolished. An operating fast food restaurant was located to the south. 2 Our field study included drilling a series of exploration borings to gain subsurface sediment and shallow ground water information about the site. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs presented in the Appendix. The depths indicated on the logs where conditions changed may represent gradational variations between sediment types in the field. If changes occurred between MAYES TESTING ENGINEERS • is t x 3.1 Exploration Borings sample intervals in our borings, they were interpreted. .Our explorations were approximately located in the field by measuring from known site features shown on the aforementioned site plan. The conclusions and recommendations presented in this report are based on the 4 exploration borings completed for this study. Because of the nature of exploratory work below ground, interpolation of subsurface conditions between and beyond'field explorations is necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that time, it may be necessary to re- evaluate specific recommendations in this report and make appropriate changes. The exploration borings. were completed by advancing a 4 -1/4 inch inside- diameter, hollow -stem auger. During the drilling process, Samples were obtained at generally 2.5 or 5.0 foot depth intervals. The borings were continuously observed and logged by a geotechnical engineer from our firm. The exploration logs presented in the Appendix are based on the field logs, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained by using the Standard Penetration Test procedure in accordance with ASTM:D 1586. This test and sampling method consists of driving a standard 2 inch outside - diameter, split barrel sampler a distance of 18 inches into the soil with a 140 pound hammer free - falling a distance of 30 inches. The number of blows for each 6 inch interval is recorded and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ( "N ") or blow count. If a total of 50 is recorded within one 6 inch interval, the blow count is recorded as 50 blows for the number of inches of penetration. The resistance, or N- value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached boring logs. The samples obtained from the split barrel sampler were classified in the field and representative portions placed in water -tight containers. The samples were then transported to our laboratory for further visual classification and laboratory testing, as necessary. 4.0 SUBSURFACE CONDITIONa Subsurface conditions on the parcel were inferred from the field explorations accomplished for this study, visual reconnaissance of the site and review of applicable geologic literature. As shown on the field logs, the exploration holes generally encountered silty sand fill overlying natural silt 3 MAYES TESTING ENGINEERS and sand alluvium. The following section presents more detailed subsuiface information organized from the upper (youngest) to the lower (oldest) sediment types. 4 .1 Strscisran�, by Eill Fill soils (those not naturally placed) were encountered in all of the borings. The fill ranged in thickness from approximately 3 feet in EB -3 and EB-4 to 8 feet in EB -2. As noted on the exploration logs, the fill generally consisted of loose, moist to saturated, brown, silt and sand with some gravel. These materials appear to vary in both quality and depth across the site. Since the quality, thickness and compaction of the fill materials is low or variable, the fill is considered unsuitable for support of the new building. Alluvium Beneath the fill soils, we encountered a zone of soft/loose, wet becoming saturated, dark brown to black interbedded silt, sand and clay. These soils extended below the termination depth of 11 feet in EB -3 and EB-4. In EB -1 and EB -2 these soft/loose soils extended to 30 feet and 35 feet respectively. These soft/loose soils were interpreted as alluvial flood plain deposits from the Green River. At a depth of 30 feet (EB -1) and 35 feet (EB -2) a medium dense, saturated, black, fine to medium sand was encountered. This sediment was also interpreted to be alluvium that was deposited by the Green River. Borings EB -1 and EB -2 were terminated in this material at 41 and 561/2 feet respectively. 4.2 Hydrology Ground water was encountered in all our exploration borings below a depth of about 10 feet while drilling and is likely a seasonal, regional, water table. This water table will likely persist year round and experience seasonal fluctuations in elevation with changes in precipitation and river levels. We expect the observed water table to be a seasonal low and that the water level may rise to near surface elevation during wetter times of the year. As previously noted herein, a large area of standing water was observed covering the approximate building footprint 3 days prior to our field work. This information was provided to the architect, Ruhl -Parr & Associates. 4 MAYA'S TESTING MONISM September 17, 1997 Project No. 25997 II. DESIGN RECOMMENDATIONS 5.0 INTRODUCTION Our exploration indicates that, from a geotechni4al standpoint, the parcel is suitable for the proposed development provided the recommendations contained herein are properly implemented. Due to the thick sequence of soft/loose alluvial soils, the foundation bearing stratum on the site is relatively deep. Foundation alternatives that were evaluated for building support include preloading of the site to pre - consolidate the loose /compressible material followed by construction of shallow spread footings, construction of a raft slab, and the installation of a deep foundation system (piles). Up to 35 feet of soft/loose interbedded silt, sand and clay soils were encountered on the site. Underlying the soft/loose silt, sand and clay, medium dense sand soils were found to extend to beyond the termination depth of 41% feet (EB -1) and 561 feet (EB -2) of the deep exploration borings. Within the loose soils, zones with high liquefaction potential were identified at depths ranging from approximately 10 to 30 feet. During periods of higher ground water elevations the saturated portions of the shallower, loose sand sediments would also have a- high risk of liquefaction. In general, the liquefaction risk and damage potential can be mitigated by use of a pile foundation that extends through liquefaction -prone soils, ground densification or improvement to reduce the liquefaction potential, or use of a shallow raft slab /grade beam foundation supported on structural fill. Preloading has a minimal reduction of the liquefaction risk, would not meet the current construction schedule, and therefore will not be considered further in this study. Pavements can be supported by recompacted existing fill or structural fill that is placed atop recompacted exiting fill. Recommendations for preparation of the subgrade are discussed in the Site Preparation section of this report. Since the near surface soils are variable in quality and compaction, there is an increased risk of future settlement and cracking of the new pavement; therefore, the owner should anticipate potentially higher maintenance requirements associated with pavements on this site. Details of our analysis and recommendations for foundation support are outlined in the following sections of this report. It should be noted that the recommendations contained in this report are based on the assumption that no fill (6 inches or less) will be placed on the site. If the planned site elevation differs from this assumption, we should be notified so that we may review our recommendations and make appropriate changes, if necessary. 5 MAYES TESTING ENGINEERS §.0 LIQUEFACTION The liquefaction potential of the soils at the site was evaluated using the simplified procedure by Seed and Idriss (1971). This procedure uses the Standard Penetration Resistance values obtained from the borings to predict the likelihood of liquefaction at various depths, ground water levels, and maximum ground surface accelerations. For this project, the liquefaction potential for sands with ground water depth of about 10 feet and maximum ground surface acceleration of approximately 0.20g was used. For these conditions, liquefaction potential below the ground water level to a depth of about 30 feet is high. Below about 30 feet, liquefaction is unlikely. Since soil liquefaction can cause large ground deformations and severe damage to structures with conventional shallow foundations, an alternate foundation type is recommended. A deep pile - supported foundation would be a suitable mitigation of the seismic liquefaction potential. A raft slab foundation would not mitigate the liquefaction potential, but would remain intact if liquefaction occurred beneath the site. A raft slab may experience liquefaction induced differential settlement that would require corrective maintenance. 7.0 SITE PREPARATION Site preparation of planned building and road/parking areas should include removal of all existing debris atop the asphalt. In building, concrete pavement and utility areas, the existing asphalt pavement must be removed. If construction is to occur during setter times of the year (October 1' to May 1s the existing asphalt surface should be left in place for construction access and equipment staging areas. In other areas, at the client's discretion, the existing asphalt pavement may either be left in place or removed. If the existing asphalt pavement is left in place, it would then form the base for new asphalt pavement. If it is removed, the following recommendations would apply. . Following removal of the existing asphalt pavement, the exposed subgrade should be compacted to a dense, unyielding condition with a minimum 10 ton, smooth drum, vibratory roller, under the observation of a representative of the geotechnical engineer. If the subgrade contains areas where soft/loose surficial soils exist, or are created by construction activities, they should be overexcavated and replaced with structural fill, as described below, or with crushed quarry rock. If soft areas are too extensive to economically excavate, an engineering stabilization fabric may be placed over the subgrade before filling. Specific recommendations for fabric type and placement can be made by the field engineer during construction, as needed, to address subgrade conditions encountered at the time. Near surface soils at the site contain a high percentage of fine - grained material which makes them moisture- sensitive and subject to softening and disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened during excavation or compaction. 6 MAYES TESTING ENGINEERS 8.0 STRUCTURAL FILL It is our understanding that less than 6 inches of structural fill will be placed to establish desired grades at the site. Structural fill will also be necessary in any overexcavated areas and in utility trenches. All references to structural fill in this report refer to subgrade preparation, fill type, placement and compaction of materials as discussed in this section. After the exposed ground is recompacted and approved, structural fill will be placed to attain desired grades. Structural fill is defined as non - organic soil, acceptable to the field engineer, placed in maximum 8 inch loose lifts, with each lift being compacted to at least ;95 percent of the modified Proctor maximum density (ASTM:D 1557). The top of the compacted.fill should extend horizontally outward a minimum distance of 5 feet beyond the building foundation or 3 feet beyond pavement edges before sloping down at an angle of 2H:1V (Horizontal:Vertical). The contractor should note that any proposed fill soils must be evaluated, approved and laboratory tested prior to their use in fills. This would require that we have a sample of the material 48 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which • the amount of fine - grained material (smaller than No. 200 sieve) is greater than approximately 5 - percent (measured on the minus No. 4 sieve size) should be considered moisture - sensitive. Use of moisture - sensitive soil in structural fills should be limited to favorable dry weather and dry subgrade conditions. The near surface, on -site soils generally contained significant amounts of silt and are considered moisture - sensitive. At the time of our field work, the on -site, near surface soils, were too wet to use as structural fill. Construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather, or if proper compaction cannot be obtained, a select fill material consisting of a clean, free - draining gravel and/or sand should be used. Free - draining fill consists of non - organic soil with the amount of fine - grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in -place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. MAYES TESTING ENGINEERS 9.0 FOUNDATION RECOMMENDATIONS As discussed in the first half of this report, the proposed building and road/parking areas are underlain by fill and soft/loose soils which are up to 35 feet thick. The depth of these sediments and their soft/loose condition would likely result in excessive total and differential settlement of a conventional, shallow foundation. In addition, the underlying soils, to a depth of about 30 feet, have a high risk of liquefaction during a strong earthquake. Driven timber or auger cast -in -place piling are recommended to mitigate the settlement risks caused by these conditions. A raft slab foundation atop approved structural fill would also be suitable but would be subject to an estimated 2 to 4 inches of uniform settlement during non - s (static) conditions. Soil liquefaction during a strong seismic event may result in differential settlement and tilting of the raft slab. 9.1 Pile Foundations 9.1.1 Timber Piles Driven timber piles may be used for support of the proposed structure. An advantage of driven piles is that the energy imparted during driving tends to densify adjacent granular soils thus improving subsurface conditions immediately adjacent to the pile tip and shaft: Full-depth treated, timber piles, conforming to ASTM:D -25, driven to a depth of approximately 40 to 45 feet below existing ground surface, should be capable of supporting loads on the order of 16 tons each. Pile lengths must be adjusted if site grades are changed from the elevations at the time of our exploration. The piles should have a tip diameter of at least 8 inches. Pile tips and butts should be banded to reduce damage while driving. Driving can be performed with an air or diesel hammer developing a minimum of 15 ,000 foot - pounds of energy per blow. Allowable design loads may be increased by one -third for short -term wind or seismic loading. Anticipated settlement of the pile - supported structure is less than one inch. A potential concern that always exists when driving piles in developed areas is the fact that vibrations induced into the subsurface soils can cause settlement of nearby foundations or cracking of walls. If this option is chosen we recommend.that adjacent buildings be monitored for vibration and settlement during pile A photo /video survey of the adjacent structures prior to pile driving would also be appropriate. 9.1.2 Augercast Piles Cast -in -place concrete piles (augercast) may also be used for foundation support. We recommend that the placement of all piles be accomplished by a contractor experienced in their installation. We estimate pile lengths will be on the order of 41 to 46 feet for an 18 inch diameter pile with an allowable 15 ton vertical capacity, and an embedment of 11 feet into the bearing strata. Pile length estimates are relative to site grades at the time of our exploration and should be adjusted accordingly if the site is graded prior to pile installation. 8 MAYES TESTING ENGINEERS Allowable design loads may be increased by one -third for short-term wind or seismic loading. Anticipated settlements of augercast pile - supported structures will generally be less than one inch. 9. L3 Lateralpile Capacity The majority of lateral resistance to wind and . seismic loading will be generated by passive soil pressure against the grade beams. However, timber piles and suitably reinforced augercast piles will provide an additional capacity. The recommended allowable lateral capacity of timber piles installed as discussed above is 2.5 tons each (applied at the pile top), assuming a fixed head condition. The recommended allowable lateral capacity of augercast piles (applied at the pile top), assuming a fixed head condition, is 6 tons each. The lateral capacities above were determined assuming 0.5 inch of deflection at the pile top with the pile tops fixed to prevent rotation. A factor of safety of 2 was applied to the allowable lateral capacities. 9.1,4 Pile Inspections The actual total length of each pile may be adjusted in the field based on required capacity and conditions encountered during driving or drilling. Since completion of the piles takes place below ground, the judgment and experience of the geotechnical engineer or his field representative must be used as a basis for determining the required penetration and acceptability of each pile. Consequently, use of the presented pile capacities in the design requires that all piles be inspected by a qualified representative from our firm who can interpret and collect the installation data and observe the contractors operations. The geotechnical engineer, acting as the owner's field representative, would determine the required lengths of the piles and keep records of pertinent installation data. A final summary report would then be distributed, following completion of pile installation. 9.2 Raft Slab Foundation A raft slab foundation (structurally connected grade beam and floor slab) may be used for building support when founded on structural fill or recompacted, non - organic fill sediments. Site preparation for the raft foundation should include excavating the entire building footprint, plus a minimum of 5 feet outside the footprint in all directions, to a minimum of 3 feet below the planned grade beam subgrade elevation. Any exposed organic soils or debris should be further excavated as necessary. After the initial excavation is complete, the upper 12 inches of exposed subgrade should be carefully compacted to a dense, unyielding condition using a smooth drum, vibratory roller or hoepac compactor. Once the subgrade is approved, structural fill should be placed to attain the required bottom of slab grade. After filling to bottom of slab grade is completed and approved, the grade beam lines should be excavated. After the grade beam subgrade is inspected and approved by the field engineer, the 9 MAYES TESTING ENGINEERS !1i 9.3 Passive Resistance 10.0 FLOOR SUPPORT 10 reinforcing steel may be set and the concrete placed. After the grade beams are cast, the slab - subgrade materials should be placed, including 4 inches of washed pea gravel, a polyethylene plastic vapor barrier, and 2 inches of washed sand over the vapor barrier. The grade beams for the raft foundation should be designed using an allowable soil bearing pressure of 1000 pounds per square foot (psf), including both dead and live loads. No increase in the allowable bearing pressure for transient loading is recommended. The perimeter grade beam for the raft slab foundation should be buried at least 18 inches into the surrounding soil for frost protection. The entire foundation must bear on a minimum of 3 feet of approved structural fill as described herein. Anticipated settlement of the raft slab foundation founded on approved structural fill should be on the order of 2 inches. However, disturbed soil or soft areas not removed from the subgrades prior to grade beam placement could result in increased settlement. All raft slab subgrades should be inspected by a representative of our firm prior to placing concrete to verify that the design bearing capacity of the soils has been attained and that construction conforms with the recommendations contained in this report. Such inspections may be required by the governing municipality. • It should be noted that the recommendations for a raft slab foundation, as discussed above, are based on a finish floor elevation within 6 inches of, existing conditions. If proposed site grading will require the placement of fill to raise the finished floor elevations in the building area more than 6 inches above existing grade, the foundation recommendations for a raft slab foundation may require modifications. As such, we should be given an opportunity to review grading plans prior to final design work to implement any changes into our foundation recommendations. We understand that a Wendy's sign will be supported by a steel column and founded on an augercast pile. The augercast pile may be designed for passive resistance against lateral translation using an equivalent fluid equal to 165 pounds per cubic foot (pct). This value only applies to the augercast pile where concrete is placed directly against natural undisturbed soil. The passive resistance value includes a factor of safety equal to 3 in order to reduce the amount of movement necessary to generate passive resistance. If the building is to be pile- supported, we recommend that the slab -on -grade floor should also be supported by piles. If the floor slab will not be pile- supported it should not be structurally connected to the pile- supported foundation but should be free to settle independently. The floor should be cast atop a minimum of 4 inches of pea gravel to act as a capillary break. A polyethylene plastic vapor barrier should be used under floors that are likely to receive an MAYES TESTING ENGINEERS 11.0 DRAINAGE CONSIDERATIONS 12.0 PALVMENT RECOMMENDATIONS 11 impermeable floor finish or where passage of water vapor through the floor is undesirable. Based on American Concrete Institute recommendations, we suggest placing a two.to three inch layer of clean sand over the vapor barrier to protect the vapor barrier and to allow some moisture loss through the bottom of the slab to aid in the curing process. Sand should be used to aid in the fine grading process of the subgrade to provide uniform support under the slab. At the site, the near surface soil is moisture- sensitive and will be difficult to work on if it becomes wet. Construction traffic on the wet soil will disturb the relatively firm surface; therefore, prior to site work and construction, the contractor should be prepared to provide drainage and subgrade protection as necessary. If possible, construction should be timed to take advantage of seasonally dry weather. If construction is to proceed between October 1 and May 1, existing asphalt surfaces should be left in place until removal is required for construction. All perimeter walls should be provided with a drain at the footing /grade beam elevation. Drains should consist of rigid, perforated, PVC pipe surrounded by washed drain rock. The diameter of the drain rock must be larger than the pipe perforations. 'The level of the perforations in the pipe should be set approximately 2 inches below the bottom of the footing /grade beam and the drains should be constructed with sufficient gradient to allow gravity discharge away from the building. All drains should discharge into an approved storm water drainage facility. Roof and surface runoff should not discharge into the perimeter drain system but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the structure to achieve surface drainage. As previously stated in this report, the on -site, upper, 30 feet of soil is in a soft/loose condition. As such, some remedial action to improve the subgrade will likely be necessary prior to paving. This will include replacement of soft soils with structural fill, use of stabilization geotextile fabric or other measures as warranted by subgrade conditions at the time of construction. Increased maintenance should also be anticipated for pavement for this site. It is our understanding that the site will have two types of pavement sections. The drive -thru lane and trash enclosure areas are to be covered with rigid (concrete) pavement, and the remaining traffic lanes and parking areas are to be surfaced with a flexible, asphalt concrete pavement (ACP). The estimated traffic lane volumes are approximately equal to an equivalent single axle loading (ESAL) of 50,000 over the 20 year design life. Our pavement design recommendations are based on this estimated ESAL value and a firm, unyielding subgrade recompacted to a minimum of 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. MAYES TESTING ENGINEERS Subgrade preparation should consist of grading the rigid and flexible pavement areas to at least 11 inches below the top of the finished surface elevation. The subgrade surface should be slightly crowned to drain to the edges of the paved areas. Next, the surface of the exposed soils should be recompacted with a vibratory roller to a minimum of 90 percent of their maximum density as defined by ASTM:D 1557. After recompaction, the subgrade should be proofrolled with a fully loaded, tandem axle dump truck to identify any soft or "pumping" areas. Proofrolling should be observed by a representative of our firm. If soft areas are observed, they should be overexcavated and backfilled with compacted, free - draining, granular, structural fill. If the excavation depth of soft areas becomes too deep, engineering stabilization fabric should be placed. Fabric should consist of Amoco 2002, or equivalent, installed in accordance with the manufacturer's guidelines and the field engineer's recommendations. 12.1 Flexible Paysznent Design Upon completion of the subgrade preparation as described above, the crushed base course, the leveling course and surface pavement may be placed. The recommended flexible pavement section for this site is as follows: 3 inches - Washington State Class "B" Asphalt Concrete Pavement 3 inches - Compacted, 5/8 inch minus crushed surfacing top course 4 inches - Compacted, 1 -1/4 inch minus crushed surfacing base course The leveling course and base course materials should be compacted to a minimum of 95 percent of 'maximum dry density as defined by ASTM:D 1557. If the client decides to leave the existing asphalt pavement in place, we recommend a minimum Ph inch thick layer of Washington State Class "B" Asphalt Concrete Pavement be placed as a topping layer. Areas where existing pavement is cracked should have a geotextile placed to mitigate reflective cracking. If it is necessary to fill above the existing pavement to attain desired grade, 5/8 inch minus, crushed surface top course should be utilized. The fill should be compacted as described above. A minimum of 3 inches of asphalt concrete pavement should be placed in any fill areas above existing pavement. Upon completion of the subgrade preparation as described above, the recommend rigid pavement section for the drive -thru lane and trash enclosure areas would be as follows: 12 MAYUS TWINO'NOWLIRS 13.0 UTILITY CONNECTIONS ., ;.� 9 � f .i. �t•,i ..t....'c L. �r -a ..N'; tE �$.,. .!�. .'....,�'} }. i fY�a..�.'�Y', 13 5 inches - Portland Cement Concrete (PCC) 5 inches - Compacted, 5/8 inch minus crushed surfacing top course The leveling course material should be compacted to a minimum of 95 percent of maximum dry density as defined by ASTM:D 1557. All concrete should have a minimum of 6 sacks of cement per cubic yard and a minimum of 28 day compressive strength of 4000 pounds per square inch (psi). The concrete should be properly cured a minimum of 7 days immediately after placement. We further recommend that all concrete contain 5 percent entrained air for freeze -thaw protection and be placed at a maximum 2.5 inch slump. The wear surface should be textured with a coarse metal broom or rake finish to provide skid resistance. To allow for an orderly arrangement of the cracking that concrete naturally undergoes during curing, we recommend placement of contraction joints. The depth of the joints should be sawed into the hardened concrete, formed by plastic strips, or tooled into the concrete during placement. Contraction joints should be placed at a maximum of 20 foot intervals. If rigid pavement is to be used for covering broad expanses, contraction joints should be placed on a maximum 20 foot grid pattern. Expansion joints should be installed at 60 foot intervals along the drive -thru lane. These joints will also function as contraction joints. The expansion joints should. be 3/4 inch wide. All expansion and contraction joints should be filled with suitable filler material. Load transfer dowels should be installed perpendicular to all pavement contraction and expansion joints. These dowels should be 3/4 inch diameter ( #6), smooW bars, 18 inches in length, thus allowing 9 inches of penetration on each side of the joint. Load transfer dowels should be spaced 12 inches on- center and be set 3 inches below the concrete surface. Suitable wire mesh reinforcement, properly placed in the upper 1/3 of the slab, should also be provided for all concrete pavement. Due to the soft/loose nature of the soils underlying the site, it would be prudent to provide flexible connectors for all utilities. These connectors should be designed to provide a suitable connection when 2 to 4 inches of settlement may occur. MAYES TESTING ENGINEERS 14.O PROJECT ESIGN AND CONSTRUCTION MONITORTNG At the time of this report,_site grading, structural plans, and construction methods have not been finalized. We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. We recommend that we perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundation depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions, or require . further assistance, please do not hesitate to call. Gary A. Flow s, P.G. Geotechnical Consultant 23947 11/197I0•Wn - I tows s —/ Michael I. Mayes, P.E. Principal LEGEND Apprealosols Walton EB-1 • far wipiondas Wine SCALE IN FEET REFERENCE: RUHL-PARR ASSOCIATES DRAWING 'WENDY'S SITE PLAN UNDATED SITE AND EXPLORATION PLAN MAYES TESTING ENGINEERS, INC. WENDY'S RESTAURANT TUKWLA, WASHINGTON 25997 9/97 FIGURE 1 SEDIMENT DESCRIPTION a31VM aNnoao 3ldWVS STANDARD PENETRATION E O�fRoae b RESISTANCE 10 '10 30 40 Surface: 3-1/2' asphalt. Wet to saturated, brown SILT. (Fill) 5 �1 Wet to saturated, brown SILT. Wet, black, fine to medium SAND, trace silt. £ 1 � Saturated, dark brown to black, fine to medium SAND, trace silt. Saturated, dark brown, fine SAND with silt, organicz. Saturated, gray, silty CLAY, trace organics. Saturated, dark brown, fine SAND, trace to some silt. Saturated, gray to dark brown, fine sandy SILT with clay. Saturated, dark brown, clayey SILT wtih trace fine sand. Saturated, gray with some black CLAY with silt, organics, roots. Saturated, dark brown to black, fine to medium SAND; gray silt/clay tense at top of sample. Saturated, black, fine to medium SAND. 10 I g I , _ I ♦ 8 �1 -- _ – £z . 20 – , 42 — 25 — – - 42 2 - 30 – – 18 A 20 Number EB-1 Page 1 of 2 C EXP ATIO BORING LOG &bourl.o* =oaken *sod e.vn.a t our ob.avedmr K ehe deer end hoodoo of rho soionosoy hole, m odtiiod by gook* rdwroomkon, onsblo«lno onolgok, sod Judgoient. Try a• MOt rusosoasty e•r•neltolv• el OW lore and r.a.daa. Ws of we not e R eviewed BY c+e0l reepmn.rby 1'M �I I . of Yreepwde. by �nn�tll NNa� d M PA b� MAYES TESTING ENGINEERS, INC. Wendy's Restaurant Tukwila, Washington Protect No. 25997 August 1997 Number ES-1 Page 2 of 2 SEDIMENT DESCRIPTION • Saturated, black, Me to medium SAND. 80H 41 -112' WD = while drilling sue.urt.os o.ee/I.ers depleted eopo.o.t out .bornd.reo g b keno .id Isdedsa of Miis oreiar.re q Ace. nodal by soon* Irdnqwelallenk milradelne oniiple. Ind Mme& Treed N mil n...o.ng wpennine o err Mw Ores and Meiea We nil not sown eow.raltlft ter 1fr. vas sr 1nirge.rin by sews or MUem.rl.n po.orr nd on err l.s. Reviewed By V MAYES TESTING ENGINEERS, INC. _'3 EXPLORATI ��N BORING LOG (AJuMum) I STANDARD PENETRATION RESISTANCE malt 19 Woncilis Restaurant Tukwila, Washington Project No. 25997 August 1997 30 SEDIMENT DESCRIPTION — a3NM aNno 31d WS ST ANDARD PENETRATION RESISTANCE RESISTANCE 10 20 30 so Surface: 3-112' asphalt. Wet, brown, fine sandy SILT. (Fi11) (i1 ? S 10 • 3 • ? ? Wet to saturated, brown, silty, fine to medium SAND. Saturated, gray, silty CLAY. Saturated, gray with brown, clayey SILT to silty CLAY with trace organics (roots). Saturated, gray, silty CLAY with trace organics (roots). – Saturated, dark brown, silty, fine SAND. — 15 I � L_1 I 1_-_1 L_1 1--1 •3 0 "" 20 25 0 — 30 , 0 — – £2 i C EXP DTI O k ± RI N BO G LOG Number E8-2 Page 1 of 2 Itutourtece contlione decided repressed ow obeervedene at the lee eel / leaden et expkwriari hole nweled geobele e wylnnbq wedyeb, eel/ judvn«K. Ilby we net rea.ewty neweeendeve ./ ewes end is e/.OL we Sri not weed iew0arbabr Mr Iii we or b+bpeeeMee W .rwe Mirswbs peewee/.. Mls fee. Rovlowsd By MAYES TESTING. ENGINEERS, INC. Wen s Restaurant Tukwila, Washington Project No. 25997 August 1997 SEDIMENT DESCRIF R H1d30 113111M aNAoao 3ldhfVS STANDARD PENETRATION Saturated, black, fine to medium SAND, I I r r 1 1$ A s I : . .22 _ _ 25 11111 14, 4 BOH g 56 -1/2' WD = while drilling EXPLORATIOS<1 BORING LOG Number EB-2 Page 2 of 2 $surboe oonNsne dspkeed moment our i u ens d Me der UM Woke d Ole saplrebry Ws, meNMed by pnio/b 4tsnpneldOmr, agbma enshsir, end JudPwt. They r• rat P-•.— r nopreseehebe d whet tem m/ breiee. We be net eomupt reaponeMy for Ne use or b pit i W Ohre e1 bahneie pwM eed ee wi MAYES TESTING ENGINEERS, INC. Wendys Restaurant Tukwila, Washington Project No. 25997 August 1997 . SEDIMENT DESCRIPTION . I 141430 a31WA a tOHO 31&WS STANDARD RESISTANCE 10 PENETRATION 30 40 Surface: 34/20 what Moist, brown, line to coarse SAND with occasional gravel (crushed rocIt)jF11) 4 A. A 31 Moist, brown, fine SAND, trace silt. • Moist, brown, silty, fine SAND. • VVet, brown, silty, fine SAND. Saturated, brown silty, fine SAND. (Alluvium) 5 10 . 15 SOH 4211-1/2' 111ID a while driWng . - • . • - S • • — 30 Number EE3 MAYES TESTING ENGINEERS, INC. Wsndys Restaurant Kent, Washington Project No. 25997 August 1997 EXF ATI&'N BORING LOG &tourism candleas *aided wawa out abearailana at Ow law GNI isaabea of I orgistwory he* modillad by gala* Inawialakaa. anobiaselas anaipla. and judrabal. TI ay aaa nessearei rapreamalege oho Sam and Imism. Ws vsli alowl rear daft far P. imp bassaalis by 'Om et bdalarisa swerwas4 ea Oh W. ROVIW4/00 By SEDIMENT DESCRIPTION ?I31VM ONf1Oa0 31dWVS STANDARD PENETRATION ISTAN FOE Nan/ Post 10 20 30 40 Surface: 3-1/2* asphalt. Moist, brown, fine SAND with some silk (Fin) • – – . – VVet, brown SILT with some fine sand. VVet, dark brown, fine to medium SAND. Saturated, brown, silty, fine to medium SAND I ffne sandy SILT. (Alluvium) 5 – - 0 4 4 . • . • 10 – .. 2 SOH 0 11-1/2' WD lig while drilling . . . . . - . • . . ........ —15 _ . . — 20 – 1.- 7 25 _ _ . —30 _ ........... Ar...... • Number EB-4 MAYES TESTING ENGINEERS, INC. Wendy's Restaurant Kent, Washington Project No. 25997 August 1997 C EXPLORATI6N BORING LOG Suboullece cendione depicted represent at obserneione l line end Woke al Ink eveiorseny bole, modbled by peolople berepeetedone, snelnerrinp ent*pde. and Judgment They as not itamorty repreeentolve of whet Ines and lealone. We el net swept reapenebillfer Its use er blegrelerfee by Ohm of Wane peened en Ns I* Reviewed By ' A . 1• asin and Community PIan Areas •;„. " • .. ■ T 'Y'('dh'��" 1 . i ZMAS ' `. J .� • !�4 N'�i1h� i ?N ^� ".�!"� +�`��7`-3 Ali7 r ic ° Community Plan (1.3.4 -1) Master Drainage Plan (1.3.2 -1) This project does not require a Master Drainage Plan. Critical Drainage Areas (1.3.1 -1) This project does not lie within an identified. Critical Drainage Basin The project does not lie within an identified Community Planning Area The plans were prepared in conformance with the City of Tukwila development standards asin and Community Plan Areas Basin Plan (1.3.4 -1) The project lies within the City of Tukwila South CBD Basin Plan. The drainage report and plans were prepared in conformance with the basin plan and the requirements outlined in the City of Tukwila Storm Drainage Ordinance No. 1755. `.; CTION VIII : n •k, 4k" ECTION IX rosion/Sedimentation Control Design Erosion/Sedimentation Control Design The temporary erosion and sedimentation control plan has been designed in accordance with Core Requirement #5 in the King County Surface Water Design Manual. The following is a summary of the way in which we have addressed each of the 11 minimum requirements: 1. Clearing limits. The clearing limits have been clearly delineated on the Temporary Erosion and Sedimentation Control Plan. This area includes any part of the project site that is subject to disturbance as a result of construction activities. 2. Cover measures. Temporary and permanent cover measures shall be provided to protect disturbed areas in accordance with Section 5.4.2 of the King County Surface Water Design Manual. Temporary cover shall be installed if an area is to remain unworked for more than 7 days during the dry season (April 1 to September 30) or for more than 2 days during the wet season (October 1 to March 31). The seed mix that has been specified on the Temporary Erosion and Sedimentation Control Plan is that of the temporary erosion control seed mix. 3. Perimeter protection. Perimeter protection to filter sediment from sheet wash has been located downslope of all disturbed areas and will be installed prior to upslope grading in accordance with Section 5.4.3 in the King County Surface Water Design Manual. Because of the low erosion potential for this site, perimeter protection consists only of silt fences. The Temporary Erosion and Sedimentation Control Plan specifies that 50 linear feet of silt fence (and the necessary stakes) per acre of disturbed area must be stockpiled on -site. 4. Traffic area stabilization. A stabilized construction entrance will be installed as the first step in clearing and grading. 5. Sediment retention. Because of the relatively small size of the site, short flow path length, and shallow slopes across the site, the perimeter silt fence will be utilized for sediment retention. 6. Surface water control. As noted in Item 5 above, the size, length of flow path, and average slope across the site precludes this project from providing surface water control during construction. 7. Dust control. Preventative measures to minimize the wind transport of soil will be taken if a traffic hazard may be created or when sediment transported by wind is likely to be deposited in water resources. .: Wet season construction. If this project site has exposed soils during the wet . . season (October 1 to March 31), it shall be subject to the special provisions in Section 5.4.8 in the King County Surface Water Design Manual. 9. Construction within sensitive areas and buffers. To our knowledge, this project does not fall within any sensitive areas or buffers. .10.'Maintenance. All temporary erosion and siltation control measures will be maintained and reviewed on a regular basis as prescribed in the Maintenance Requirements for each Best Management Practice in Section 5.4.10 of the King County Surface Water Design Manual. A temporary erosion and siltation control supervisor will be designated by the applicant, and will be responsible . for maintenance and review of the temporary erosion and siltation control and for compliance with all permit conditions relating thereto. The name, address and phone number of the supervisor will be supplied to the County prior to the start of construction. The site will be reviewed by the supervisor at least once a month during the dry season, weekly during the wet season, and within 24 hours of significant storms. i?6k` "'y' *•�;;':a "{mac ? „ ° {.t; 1 11. Final stabilization. Prior to obtaining final construction approval, the site will be stabilized and all of the temporary erosion and siltation control measures will be removed. • he bond quantities worksheet for this project has been included in the following pages The quantities in this worksheet have been totaled based on the amounts of the unit prices on the form Retention/Detention Facilities Summary Sheet and Sketch No new retention /detention facilities have been proposed for this. project Facilities Only) N o new retention /detention facilities have been proposed for this project: Declaration of Covenant (privately Maintained Commercial Retention/Detention x '• z`xr 'sr.Fy. , +,3n1.'a =i� s ,�, Fs.'` *u"i£yt' n. eh' 0 • • 111•1111/1111M fl'A IL911f1ti •Z- 1..:::'1 . .:";.'•'R.• . 0 24' , .., , '..:::. .',,. , I fr o .• , I o oz l , I o°2 -4:41 . >'<f1i11fAf 'a vi.Imvi ars I Al I AS I AS I Af I Af I ,jjY�;N rY 1 -z,..r.. -.. igf . 1 ...11 , . • .".t< t;2z.-ars' St. .'l-.,a.$r,. ,, mo w , V. 1 00 1 I SC" f 00'0E0• L I woos' 1N11 % I I AS .. ... , ' :If asp *moo Vag 1 4 1 1.1 1 11 I I j • ' - ,....,.;•,,..,::::,:;,.: ::,::',',.:,,.!,:•.:;,:::,: ,... , .. •*t.4.,::,,, . 41441 il!:,, 4,, • ..,.. , W ., • ..,', it I PallA.tag aussollisso0 eh' 0 • • eci I c 0 24' o .• , I o oz l , I o°2 -4:41 . I Al I AS I AS I Af I Af I I Af ...11 , . I or V. 1 00 1 I SC" V 00'0E0• L I woos' I I asp *moo Vag 1 4 1 1.1 1 11 I .1 X.SI Z a. •— �.SEIM .L 3 g .S s /mOill I .•.•. •a"•.1 eh' 0 • • GAL ITV AB (Con's.) Dv** Emma - wk Earrarr - Sarah Beck a Crt*aatien - reiee4:rnent fled! a Crt*rafiert - trench R i Cenfeet- renenrr barrow A a Cade rt - feral bra A a Cwaarat - scr.«wa taping Gniy, llrr rlth grader Geefaa Bee. W land Forks& air, r /868 Ferris, dada ado S' high FerieL dais Beg[. flack 20' Fermis. trraeewr SPIGPE1 id tlr anew, r lea. 1lweralsa Set kleallaalinas a Tottl, r ptdrd iir Tate, r ens rreeee i Gabel. • tiitR, no rrrtlrwedc WAIL a shim. eedrr whrthwrk hark Price 6,150.00 1.10 3.00 3.60 5.70 11.10 15.60 15.40 .70 1.30 25.00 9.20 660.00 1.10 4.62 54.00 630.00 510.00 6.50 6.00 Acre CY CY CY CY CY CY CY SY SY LF LF Each LF SY Each Acre SY SY 97.00 SY 21.00 , SF 0, 7 /35 II0 200 4d 3, 00 433 39 0 bZ7 31z° 616 Zto 510 63© I3p0 '. Quantity . Own*, Complete 01116411118111. tyM" SUBTOTAL FOrr PA* Page 2 $z 78 Sign Project No. NOON 111PROVINIMITS Wok, 7.00 80.00 30.00 20.00 1.80 1.80 9.30 8.80 10.30 22.50 1.30 1.10 .70 6.40 20.80 23.80 .20 2.90 4.70 AC C boSe . 4' ttl.ehin• AC N.wr..a l o..U R.p.ir Serial., I. OraNub. too. Cmb ..rdd Sadie* Tlido.ril ISM • Curb .rrri4 e.werto Curb a Guam .did Curb a Gomm vartied curb a gutter .id.ws& , S.wrm..rapId1. 3' depth Saimaa, ertu t., per 1' depth Seouldor, AC. we AC Rod SM1Wr. smog siE..rit. 4' vortical curb Sii.rdk. P rolled curb Sold iry. 4' r.S.etrir d fine S.bira imYlwS r s 0 SON µ'makwZs bum a1.s' top cor..l AC 00014815, 1.S' AC AC overly, r AC Uwit Price IUD FACSJTIES ANO '. CONVEYANCE SYSTEMS 5.40 6.50 SY SY LF LF IF LF IF LF IF SY IF IF LF SY SY SY SY IF Each IF EtOSTl10 ::.: NI ONT.OF• WAY ' FUTURE MAIIC Otiantiejs• Moe S.FROYEttENTi ..' SY SY y zo 0 6756 4 7 5°47 Za 168 Z.O 4I to 39 1 13 630 Kern RUCTIONS OrrrrMy . Gnrl.ta hl.. Ourrky C.rryI.Y P540. CIM4 .7.. saw SUBTOTAL Po. PAK Page 3 .1tZ43 Siena Prej.et No. ,... . . - 19011111141 ..' : . RIGHT-OF-WAY 'NONE PONE ISOM . PMVATE IMPROVEMENTS . R/D FACILITIES AND CONVEYANCE . 1 POND REDUCTIONS Pr los Una Otem ley Prim Ousnry Prim Ouenthy * Hoe Quantity Complete Prim Otomety Complete Noe Cluend ly Camp tem Aloe ROAD SUACPIG 1Con't3 f AC flatel. r, 4- rock, Fret 2500 SY 13.70 SY AC Rawl, r, 4' rock, Oty. OMM 2500 SY 9.10 SY AC Peet 3•. 4 rook, First 2500 SY 16.50 SY . ..... _ ......... AC Reed. r, 4' rock, Oty. over 2500 SY 11.00 SY AC Reed. fr. First 2500 SY 16.30 SY AC Awl, 5, CON. ow 2500 SY 10.90 SY AC Rood, tr, Fine 2500 SY 19.10 SY l AC Revd, r., Oty. over 2500 SY 12.70 SY Asphalt TremNsd awe (ATB) (Assume 2.05 ton/cyd) 30.00 Ton Gravel Reed. 4' rock, Fret 2500 SY 7.20 SY Gravel Road, 4' rock, Oty. over 2500 SY 4.70 SY PCC Reed, 15. no hese 14.30 SY PCC RoaeL Ir. as Woe 16.60 SY DRAINAGE (CM o Caseated Plastic Pipe, N-12 or equivalent) Acmes Root RID 9.30 SY Ilellersta - Saud 290.00 Each ' Sellorde - romemble • 475.00 Each lab kis& *we and WI . all Tool 850.00 Each .--- +7.5 al Ti IL 1,000.00 Each al Two U. Sr meter 1,300.00 4' deep for eirbiorM Meta over 4' +320.00 + 1' depth _ Sierra Project No. 011•411111119 • IS SUBTOTAL FOR 'Ara Page 4 4-7.6o ORAINAGEE 1CeeYJ CST.. E. i4' isntr AK eiMenr depth ewer 4' CS Time 6.60' itntr for eillkiwnd depth ewer 4' CS tam 14 7r i wrer tr ddrleed de. 4 ' Tb osh4.01. lint Frweteedc (Add) c1eee- t. PVC. 4' cleeew.e. PVC, r Ct.eew,t. PVC. 8' Cdwre. PVC. 4' Cdwm% CRP. 11' Cdwert, PVC, 6' Ctdww% cm'. 8' Gdwer% awe/ow, 8' Cdwut CP►, r cdw.c PVC. r CnMrt. cr. ir C1/wR eeeawn. 1 r ahem corn tr dent C1l. 11. ONw6 eeeewen, 15' disk CR. t CONK. CMS'. l 1,450.00 +370.00 1,600.00 +410.00 2,200.00 +520.00 225.00 86.00 115.00 142.00 4.50 9.30 6.40 9.50 12.90 10.00 8.00 14.60 17.90 16.50 18.70 22.50 18.50 21.90 4' deep +I' depth 4' deep +1•depth 4' depth +1' depth Each Each Each Each LF IF IF IF LF LF LF LF LF LF LF LF LF IF IUD FAg17MS AND CONVEYIUKS 3 76 1 !n9 41 CM41a1e- teeell SUBTOTAL FOR PAW . Page 5 'a res asY'tr., `N.x[1.�C: �.T+Sx'�.Y+:4'.a+= 3 =•..'D: -sue. �sT+�:+'�'[c n'. sn9 e1-:,a 5588,10 Siam Plaint w. -ON 1300id OLOm 9 seed POW IMO lViOlOfS .MSS • Ot/i 11.113 4 00'5E0' l .9l '999+4199 800 4x3 00'588 .51 ' +O 31 as 80/ OY .21 I vissaNNts 90/9Ml - 'P3 00'S9L AS OL't A• -g .' l 'AGM 4 »3 00'00L .9C oolare *Mire dl OE'ZI. WPM 4 d • dl 00'S l Op9 001.' l 4+1 PON mold 'GAR ' A3 OP'S 'Mow 9:7 'war° ' dl 00'191 �o .09 wnr . 'i dl OO'Z IA .cS —. '1OUT100 '99 Si 00 "Eli .99 . 19 0 93 Al 09'09 .sf 4/93 'wawa Al o8 "iol .z9 %asap .. 'tea dl 00•6C -K 'gom11N '7o dl WEB .9C 'w» `s+MIV dl 09"Z9 .9C 'wMawo d1 OL "99 .oE VIMAIR3 I_ 1 i dl 09 .09 WO 10 '.M3 '9 AI 00' 6Z Art yank dl 08'6C .pZ' dl OC'OC -p= MO ii '3 dl 00'ZZ .sl'dd3 ' 's+M/ • it 09 "LZ .91 11. 3OVNIV110 MIY. •9911"3 Atguon9 S°Pd.. AMw^0 UOId WW+060 O°IV AMIuu H IV. r sNl O°Pd WO •• " C sanuancou i OMOS • 33NVA QNV 9311I87V! OM . sitanuOYAa 31VAIfd 9J1�lRlA0111ne . . 9119913W11A! AYM•d0 ' MUM -ON 1300id OLOm 9 seed POW IMO lViOlOfS .MSS • Ot/i 11.113 . MANAGE £aa't.1 Ryro. Owed Tut Lid Rdr.sr Minh 4.4. 12 Trish Rack. 11r Trash Rack. 1 Trash Rail:, 21' PANKOW LOT 811118401441 r A.C.. r.w. eawaa rack & 4• .dart borrow 1.8' a,* aarraa rack & 2.5' bass course 4' adore ham. 1w11 TEJr TONI 28.00 400.00 160.00 185.00 21 0.00 240.00 8.10 4.70 1.75 CY Each Each Each Each Each SY SY SY E70STMS; runic' t4 IC Si110VEf1UftS /pVATE ri 1MPROVI l 9'oO 1590 MUM FACILITIES AN CONVEYANCE SYSTEMS 4$0 Cerrrlate SUBTOTAL (SUM AU. PAGES): 30% CONTINGENCY & MOBILIZATION: TOTAL: 9 1 8 .1 0 1013M . go .43 4 3,o95.67 1 13, 414.5 7(A) W Mq o oi cc am J2 o 2 rr. �i c; ?i PPENDI t'l4d'� 7tt s is + r �F r �,a t Vii, rt_,kbl z Tt^�tz i ° r �K S t t� e t :rt,t4.. A ADDENDUM BP SERVICE STATION RETAIL DEVELOPMENT SURFACE WATER TECHNICAL INFORMATION REPORT Tukwila, Washington DAVID EVANS AND :ASSOCIATES, Prepared by: David Evans and Associates 3209 Rockefeller Avenue Everett, WA 98201 Date: March 24, 1997 Section III Downstream Analysis has been amended with the following information The existing outfall from the site via a 6" pipe at the northeast corner of the site was found not to discharge to the existing ditch along the west side of the Union Pacific railroad embankment. Site Runoff is discharged to a 4" perforated pipe which is failing. Existing surface patterns naturally flow to the east and to the existing ditch along the railroad embankment. Runoff from the site will be discharged via a new 12" pipe connecting to catch basin no. B -3 of the Northwest Expo Center and conveyed to the north by the construction of a new piped system and ditch improvements. Plans for this new system have been previously approved by the City of Tukwila Public Works for the Northwest Expo Center as shown on sheets S -14 and S -15. t•w':nY :: �: "'ty �.�� ✓,S � 33og Rockefeller Avenre Everett, Washington.gdso; • Tel: 206.259.449 • Fax 206.259.3230 ' IITIAla e).• Prepared by avid Evans and Associates, Inc. 415-118th Ave SE Bellevue, WA 980 05 OEVT-0005 • SECTION I. Overview SECTION II Preliminary Conditions Summary Core Requirements Special Requirements Sensitive Areas Ordinance Requirements SECTION III Off Site Analysis DOWNSTREAM ANALYSIS SECTION IV Water Quantity and Quality Control SECTION V Conveyance System Analysis and Design SECTION VI Special Reports and Studies SECTION VII Basin and Community Plan Areas SECTION VIII Other Permits SECTION VIII Other Permits SECTION IX Erosion and Sedimentation Control Design SECTION X Bonds SECTION XI Maintenance. and Operations Manual Conventions and Abbreviations Definitions Tables and Figures nq Nx Figure ;1 - Technical Information Report Worksheet Figure 2 - Vicinity Map Figure 3 - Drainage Basins and Site Characteristic's 7 4 - Soils Map 8 Precipitation values 11 Site Subbasin and Hydrologic Data 11 Figure 5 - Site Plan, Facility Improvement Map 14 SECTION PROPOSED DRAINAGE SYSTEM VARIANCES and EXCEPTIONS This Storm Water Technical Report ITIR) provides storm water requirements and design calculations for the new BP Service Station Retail Development in Tukwila, Washington. The project is located at 16200 West Valley Highway, in the Green River Basin, Section 25, Township 23 North, Range 4 East (see Figure 2). The project consists of developing a new service station with underground tanks and overhead canopy, a convenience store building, a conveyor system car wash, paved circulation and parking areas, and landscape planters. Proposed frontage improvements along West Valley Highway include curb, gutter and a 6' sidewalk and a storm drain system. The area is primarily commercial. The site is bordered by a hotel to the north, a restaurant to the south, the Union Pacific Railroad to the east, and West Valley Highway to the west. The site is relatively flat, sloping gently to the northeast. EXISTING DRAINAGE SYSTEM AND PROBLEMS The existing site consists of a restaurant building and asphalt paved parking area with landscaped planters. Existing site runoff is collected in two catch basins located near the middle of the parking lot: Flow is conveyed via a 6" pipe and an 8" pipe to the west edge of the property where it is discharged. Off -site flow along the West Valley Highway sheet flows to the large vegetated depression located near the northwest corner of the site. The drainage system will consist of catch basins and a closed pipe system that discharges on -site flows to a biofiltration swale that will discharge to the existing catch basin and pipe at the northeast corner of the site. This pipe discharges flow to the existing ditch on the east edge of the property: Runoff from frontage improvements to West Valley Highway will be collected in catch basins and conveyed via a pipe system to the depression at the northwest corner of the site. The proposed drainage system is designed to meet the 1990 Surface Water Design Manual and no variances are necessary. 3. Runoff Control (1.2.3): SECTION II Preliminary Conditions Summary This section will address the requirements set forth by the King County Surface Water Management Design Manual Core and Special Requirements listed in Chapter 1. King County Surface Water Management Design Manual Core Requirements 1. Discharge at a natural location (1.2.1): Flow from the site currently discharges to the east via two pipes. The developed site will discharge via the catch basin at the northeast corner. 5. Erosion /Sedimentation Control Plan (1.2.5): Erosion control measures are outlined in Section IX. 2. Off-site Analysis (1.2.2): A level 1 downstream analysis was performed for the downstream tributary. A complete summary of the off -site analysis can be found in Section Ill. A. Peak Rate Runoff Control: No detention will be provided as this project does not increase the flow in the 100 year event by 0.5 cfs or more. The site is currently paved, and the developed condition will not increase impervious area significantly. B: Biofiltration: Biofiltration facilities have been designed to meet DOE water quality requirements for site impervious surfaces subject to traffic through the use of a swale. 4. Conveyance Facilities (1.2.4): Closed pipe systems used to convey on -site runoff will be designed to carry the 25 -year event flow and provide a minimum of 0.5 feet of freeboard between the hydraulic grade line and the top of the structure. 6. Maintenance and Operation (1.2.6): Maintenance and Operations are covered in section X. No special maintenance will be necessary. 7. Bonds and Liability (1.2.7): This issue is covered in section XI. King County Surface Water Management Design Manual Special Requirements 1. Critical Drainage Areas (1.3.1): This project does not lie within a critical drainage area. 2. Compliance with an Existing Master Drainage Plan (1.3.2): The project is located within the Tukwila Nelson Place /Longacres Way Sub -basin which lies within the Green River Basin. This project complies with improvements identified in the Tukwila Nelson Place /McLeod /Boeing CSTC Storm Drainage Study Technical Report. 3. Conditions Requiring a Master Drainage Plan (1.3.3): The project does not require a master drainage plan. Conditions Summary 5 According to the Sensitive Areas Map Folio, there are no sensitive areas located within or adjacent to this project. Sensitive Areas Ordinance Requirements Conditions Summary 6 4. Adopted Basin or Community Plans(1.3.4): The project drainage report and plans were prepared in conformance with the City of Tukwila Surface Water Standards Ordinance No 1755 and King County Green River Basin Plan. 5. Special Water Quality Controls (1.3.5): The project will not increase impervious area subject to vehicular use by one acre or more the drainage basin. Therefore, no special water quality controls are required. 6. Coalescing Plate Oil/Water Separators (1.3.6): The project will, not increase impervious area subject to vehicular use by five acres or more within a given drainage basin. Therefore, no • coalescing plate oil/water separators are required. 7. Closed Depressions (1.3.7): The project is not tributary to a closed depression. Use of Lakes, Wetlands or Closed Depressions for Peak Rate Runoff Control (1.3.8): The project will not use a lake, wetland or closed depression for peak runoff control. 9. Delineation of 100 Year Floodplain (1.3.9): The project is not located within any FEMA designated floodplain. 10. Flood Protection Facilities for Class 1 and 2 Streams (1.3.10): There are no Class 1 or 2 streams within the project area, therefore, no flood protection facilities are proposed. 11. Geotechnical Analysis and Report (1.3.11): The Geotechnical Analysis for the site has not yet been completed, and will be included in the final TIR. 12. Soils analysis and report (1.3.12): The soils underlying this project have been mapped by the United States Department of Agriculture Soil Conservation Service. The maps, issued in November, 1973, identify the soils as "Urban," which is classified as a variable soil type. Conditions Summary 7 ' F igure Drainage Basins Si Character stic's - Show. tributary b�:,in boundaries, location o outfalls and indicate future detention: and water quality facilities show and indicate longs length of travel to •R /D'facility,: 500 foot stationing,; streams; wetlands oiL5 MAP DOWNSTREAM ANALYSIS None SECTION III Standard Requirements (based on Design Manual and SAO) Off Site Analysis Special Requirements (based on P- suffix, basin or community plans, and critical designations) This section identifies the tributary basin areas upstream of the project site, and evaluates upstream and downstream ..drainage system problems. The intent of this section is to demonstrate the proposed project will neither aggravate existing problems or create new drainage problems. 1. Analysis shall extend to a point where the project site constitutes no more then 15% of the basin but in no case less then 1/4 mile (1.2.2 -1). 2. Laval 1 Analysis shall show on a map downstream pipe sizes, channel characteristics and a narrative of problems (1.2.2 -2) 3. Level 2 Analysis is required if it is found there is a lack of capacity; overtopping, scouring, bank sloughing, or sedimentation; flooding of structures, road access, or septic fields; significant destruction of aquatic habitat. Analysis shall be performed at each problem site for the 2, 10, and 100 year events; using mannings equation and with tape and hand level measurements. Evaluate problem for existing and proposed conditions. (1.2.2 -3) 4. Laval 3 Analysis is require where the proposed project site constitutes 15% of the flow. Analysis must be done using licensed survey and standard step back water methods (1.2.2 -2) 5. Solution of Problem - It must be shown that either the project will neither aggravate an existing problem or cause a new one. Where the project will aggravate a problem then mitigation must be provided. (1.2.2 -3) 6. Discharge at Natural location is required and produce no significant impacts to the downstream property (1.2.1 -1). Upstream Analysis There are no upstream basins tributary to the site. Runoff from West Valley Highway will continue to discharge to the large vegetated depression located near the northwest corner of the site. It appears this depressed area is connected with a pipe to a depressed area directly across West Valley Highway. However, no pipe was found due to the thick vegetation. The depressed area on the west side of West Valley Highway then drains directly to the • Green River. Level 1 Downstream Analysis Field Inspection A field review was performed for the subject property by David Evans and Associates, on Tuesday morning, December 24, 1996. The weather was overcast with a temperature of approximately 40 degrees. The results of the field review are noted below. No problem areas were identified that needed to be specifically looked at for assessment. Drainage System Description and Problem Screening Level 1 - Field review Runoff from the site will be discharged via the existing 6" pipe connected to the catch basin located at the northeast corner of the site. This pipe discharges to the existing ditch located Off Site Analysis 9 . 04 ** ". • • al ong side UniOn'Pacific,railroad embankment-a. flows north 'fOr: approximately t000 feet. The ditch has a bottom width of 3 to 4 feet,' 3 feet of aVailabli depth with slope to the west and 2:1 side slope to the east. A 24" corrugated bleak, plastic pipe picks up the flow fronthi ditch behind the Embassy Suites parking lot and conveys it north for approximately 150 feet. An 50' long open ditch section, ' •, • „:::,:;;;:`; approximately 4' wide at the bottom, 2' high with 3:1 side slopes carries flow from the 24" • pips to another section of 24" corrugated black plastic pipe. This pipe is roughly 30 feet long and ties into a drainage structure at S 158th Street. At this point a 4'-8" x 1 -10 high box culvert provides the east-west conveyance from S 158th Street to the Burlington': Northern Railroad tracks. The analysis was terminated at the railroad tracks which' is over 1/4 mile from the discharge point of the BP Service Station. - The ditch along the Union Pacific Railroad did not show signs of overtopping or erosion. According to the Nelson Place/McLeod Boeing CSTC Storm Drainage Study the 24" pipe at Embassy Suites and the box culvert on S 158th Street were sized to accommodate flow from the entire sub-basin which includes the proposed BP Service Station site. There are no :signs of erosion at the pipe intakes or outfalls. . • '.:downstream w , LeveI.2 and Level 3.analysis were not performed for the project, additional review of the drainage does not appear to be arranted. • - , , . itigation • Mitigation includes providing water quality treatment for the impervious surface area subject to . , vehicu traffic:- Water quality_ will be provided in an on-site , swale, SITE HYDROLOGY (parts A & B) Part A - Existing Site Hydrology Part B - Developed Site Hydrology Standard Requirements (based on Design Manual and SAO) SECTION IV Water Quantity and Quality Control Calculations for this section are contained in the appendix. Preci itation values used in Hydrologic Analysis (in/24-hours) 1 t 0yr I 25yr 2.9" 3.4" 2yr 2.0" 100yr 3.9" i The majority of the existing site hydrology is building and pavement areas with landscaped planters. Flow from the site is collected in catch basins and discharged via a pipe system to the east side of the site. The developed site hydrology includes construction of a paved parking and circulation area for a service station, car wash and convenience store with landscaped areas. The roof area for the car wash, building and canopy is 11,184 SF (0.26 Ac) and is discharged to the sanitary sewer system. The developed site impervious area subject to vehicular traffic is 27,450 SF (0.63 Ac). Site Subbasin and Hydrologic Data, (Area in acres, To in Minutes) Quantity and Quality 11 The new drainage system will collect surface runoff in catch basins and carry the water via underground pipes to a biofiltration swale located at the northeast corner of the site. PART C - DETENTION PERFORMANCE REQUIREMENTS 1. Flow rate must release flow at or below existing 2 and 10 year peak rates, the volume to reduce flow to these rates will be increased be 30%. The system will then be evaluated at the 100 year level and if adverse impacts occur addition mitigation may be required (1.2.3 -2 &3). Existing condition are those that were present in May 1979 (1.2.3-1) 2. Detention ponds are to be open ponds unless there is no practicable alternative and may be combined with wetponds (1.2.3 -3) 3. Retention facilities must be evaluated for the 7 day 100 year event and downstream over flow path evaluated (1.2.3 -4) (1.3.7.1). 4. Wetland shall not be used for detention unless there is no alternative, it is a type 3 wetland with its only major function is storage, and the facility is regional In nature. (54(91.C)) 5. Flow control is not required if there is less than 5,000 s.f. of new impervious surface, flow increase is less than 0.5 cfs for the 100 year event, or discharges to the Cedar, Green, Duwamish, Sammamish, Skykomish, Existing Proposed Basin Area CN Imp. Area Tc Pery Area CN Imp. Area To 0.11 85 0.99 8.97 0.21 85 0.89 8.43 SITE HYDROLOGY (parts A & B) Part A - Existing Site Hydrology Part B - Developed Site Hydrology Standard Requirements (based on Design Manual and SAO) SECTION IV Water Quantity and Quality Control Calculations for this section are contained in the appendix. Preci itation values used in Hydrologic Analysis (in/24-hours) 1 t 0yr I 25yr 2.9" 3.4" 2yr 2.0" 100yr 3.9" i The majority of the existing site hydrology is building and pavement areas with landscaped planters. Flow from the site is collected in catch basins and discharged via a pipe system to the east side of the site. The developed site hydrology includes construction of a paved parking and circulation area for a service station, car wash and convenience store with landscaped areas. The roof area for the car wash, building and canopy is 11,184 SF (0.26 Ac) and is discharged to the sanitary sewer system. The developed site impervious area subject to vehicular traffic is 27,450 SF (0.63 Ac). Site Subbasin and Hydrologic Data, (Area in acres, To in Minutes) Quantity and Quality 11 The new drainage system will collect surface runoff in catch basins and carry the water via underground pipes to a biofiltration swale located at the northeast corner of the site. PART C - DETENTION PERFORMANCE REQUIREMENTS 1. Flow rate must release flow at or below existing 2 and 10 year peak rates, the volume to reduce flow to these rates will be increased be 30%. The system will then be evaluated at the 100 year level and if adverse impacts occur addition mitigation may be required (1.2.3 -2 &3). Existing condition are those that were present in May 1979 (1.2.3-1) 2. Detention ponds are to be open ponds unless there is no practicable alternative and may be combined with wetponds (1.2.3 -3) 3. Retention facilities must be evaluated for the 7 day 100 year event and downstream over flow path evaluated (1.2.3 -4) (1.3.7.1). 4. Wetland shall not be used for detention unless there is no alternative, it is a type 3 wetland with its only major function is storage, and the facility is regional In nature. (54(91.C)) 5. Flow control is not required if there is less than 5,000 s.f. of new impervious surface, flow increase is less than 0.5 cfs for the 100 year event, or discharges to the Cedar, Green, Duwamish, Sammamish, Skykomish, Existing Flow Ids) 100yr Developed 2yr Flow 10yr (cfs) 100yr 2yr 10yr 0.47 0.72 _ 0.85 0.45 0.69 0.82 Snoqualamie, White or St . rivers; or Lake Sammamish or Washington; or to jet Sound (1.2.3-5). Flow control is also not required if4discharging to a lake, wetland, or closed depression if the increase of floodplain is less than 0.1 fest and permission is secured form affected property owners, water quality treatment is provided before discharge, and If there is an outlet it may need to modified to retain existing 2, 10, and 100 year flow rates (1.3.8- 1) 6. Bypasses may be permitted is discharge is to the same subbasin and flow rate is compensated for at the detention facility (1.2.3.8) 7. Off -site flow greater than 50 percent of the 100 year on -iite flow must be carried in a separate system around the detention facility (1.2.3.8) Special Requirements (based on P- suffix, basin or community plans, and critical designations) None, see preliminary conditions, section II. PART D - WATER QUANTITY CONTROL As can be seen in the calculations in the appendix, the flow from the site in the proposed condition will not increase by 0.5 cfs in any of the three major design storm events. The flow rates are as follows. Based on these findings, no peak rate runoff control is proposed for the site. WATER QUALITY Standard Requirements (based on Manual) There are four levels of water quality facilities defined in the 1990 Surface Water design Manual, each level is additive and they do not overlay or replace lower level facilities. These levels are as follows: 1. Oil/Water Separation - required in all pipe conveyance systems serving paved areas. (1.2.4 -3) 2. Biofiltration Facility - required in addition to Oil/Water Separation when the new impervious area subject to vehicular use exceeds 5000 s.f. (1.2.3-1) 3. Water Quality Pond - required in addition to the biofiltration facility when the new impervious area subject to vehicular use or chemical storage exceeds one acre. (1.3.5) 4. Coalescing Plate Separators - required in addition to Water Quality Pond if there are 5 acres or more of new impervious surface subject to any of the following: 2500 ADT, chemical or petroleum storage, heavy equipment use. (1.3.6) Special Requirements (based on P- suffix, basin or community plans, and critical designations) None, see section II Due to the fact that impervious area on the site that is subject to vehicular use is being cut in half, this site is not subject to standard requirements for water quality. However, the proposal calls for the installation of a biofiltration Swale for the parking lot and circulation area. Sizing of this facility is based on the 6 -month storm event. See the appendix for sizing calculations for this facility. Quantity and Quality 12 Conveyance System Analysis and Design l Standard Requirements (based on Design Manual and SAO) Facilities must convey 100 year flow without overtopping crown of roadway, flooding buildings, and if sheet flow occurs it must pass through a drainage easement. (1.2.1.3) New pipe systems and culverts must convey the 25 year flow with at least 0.5 feet of freeboard. (1.2.4 -1) Bridges must convey the 100 year flow and provide a minimum of 2 fest of varying up to 6 feet of clearance based on 25% of mean channel width. (1.2.4 - 2114.3.5 -81 Drainage ditches must convey the 25 year flow with 0.5 feet of freeboard and the 100 year flow without overtopping. (1.2.4 -21 Floodplain Crossings must not increase the base flood elevation by more than 0.01 feet (41(83.C►1 and shall not reduce the flood storage volume [37(82.A) 41183.A)I• Piers shall not be constructed in the FEMA floodway. (41(83.F.1)[ Stream Crossings . shall require a bridge for class 1 streams that does disturb the stream bed or banks. For type 2 and 3 stream open bottom culverts or other methods may be used that will not harm the stream or Inhibit fish passage. 180(95.8)1 Discharge at Natural location is required and produce no significant impacts to the downstream property (1.2.1 -1). Special Requirements (based on P- suffix, basin or community plans, and critical designations) None The Facility Improvement Map at the end of this section shows a schematic of proposed improvements. Detailed information and calculations are contained in the appendix. OFF -SITE CONVEYANCE There is no off -site conveyance. ON -SITE CONVEYANCE The design of both open channel and closed conduit systems are based on the Rational Formula Methodology. Because the SBUH hydrology method uses rainfall information developed on hourly averages, the Rational formula has been used to develop peak flow rates for conveyance facilities where the time of concentration is less than 30 minutes. Although the Rational Formula make many simplifying assumptions it's rainfall data base is more closely related to smaller times of concentration. Peak flows developed for impervious surface using the rational formula, with times of concentration less then 30 minutes are more conservative then those using the SBUH method. Calculations showing the sizing of the system are included in the Appendix. Conveyance System 13 vs, ' • BASIN PLAN 11:3.4.1) MASTER DRAINAGE PLAN (1.3.2 -1) CRITICAL DRAINAGE AREAS (1.3.1 -1) . This project does not require a Master Drainage Plan: Basin and Community Plan 16 This project does not lie within an identified Critical Drainage Basin The project lies within the City of Tukwila South CBD Basin. Plan. The drainage report and plans. were prepared in conformance with the basin plan and the requirements outlined in tho City of Tukwila. Storm Drainage Ordinance No 1755. COMMUNITY PLAN (1.3.4 -11 The project does not lie within an identified Community Planning Area. The plans were prepared i conformance with the City of Tukwila development standards. a'� �4 i *. DRAFT ECTION IX Erosion and • Sediment Control 18 Standard Requirements. (bared on Design Manual and SAO / Erosion /Sediment Control Plan shall include the following: • 1 FacilItiee required include; rock quarry pad construction access, sedimentation pond, and filter fabric fencing in smaller areas (1.2.5- 11':: 2 Tinning:- For the period between November,1 through March 1 disturbed areas greater than 5,000 s.f. left undisturbed for more than 12 hours must be covered with mulch, sodding or'plastic covering. 'A construction phasing plan shall be provided to ensure that control measures are installed prior clearing and grading (1.2.5711., 3 Manning -:Plan shall limit tributary drainage to an area to be cleared and graded. Delineate dimension, stake, and flag clearing limits (1.2.5 -11. 4 Revegetation - : Revegitate areas to be cleared as soon as practicable after grading. (1.2.5.1) Special Requirements (based on P- suffix, basin or community plans, and critical designations) Erosion control measures will include silt fences, straw check dams, catch basin inlet protection and ground cover practices. Silt fences will be placed at the downstream edges of all : disturbed areas The plans ill include details and notes for the use`and maintenance of straw check dams, catch basin protection and ground cover practices. Bonds he'bond quantity worksheet will be; included m the appendix of the final TI 40; ; •,: st • Abbreviations Ac - Acres CF - Cubic feet . ' • ' ,•.. CFS - Cubic feet per second TIR - Technical information report Tc - Time of concentration WDF - Washington Department of Fisheries WDW - Washington Department of Wildlife DOE - Washington Department of Ecology EPA - United States Environmental Protection Agency FEMA - Federal Emergency Management Agency FIRM - Flood Insurance Rate Map FPS - Feet per second SF - Square feet SWM - King County Surface Water Management onventions and Abbreviations Reference Conventions Use of brackets I I indicates reference to the Sensitive Areas Ordinance; (pageflsection#11 Use of 0 indicates reference to the Surface Water Design Manual; (section#-page#) • COE - United States Army Corp of Engineers DOES - King County Department of Development and Environmental Services • , • • Conventions and Abbreviations • 21 Definitions Base flood 100 year event; 1 % chance of occurring in a given year. (17121 Compensating Storage - equivalent storage, providing equal volume at 1 foot increments. (19129)) Flood Hazard Area - Areas flooded during base flood associated with streams, rivers, lakes, . wetlands, and closed depressions.(21137)) Landslide. Hazard Area - 15% slope with silt or clay soils and have ground water seepage; or areas showing movement since the Holocene epoch (10,000 year ago); or unstable area adjacent to rapid stream incision or erosion; area on an alluvial fan that may inundated by debris flow. 144(47)1 Steep Slope Hazard Area inclination of 40% within a vertical change of 10 feet or more. (29(6811 Stream - (30(6911 Class 1, inventoried as shorelines of the State; Class •2, 'streams that flow year around or are used by salmonids; Class 3, intermittent or ephemeral during years of normal rainfall. Drainage and irrigation ditches shall not be considered streams unless the are used by salmonids. Wetlands - (32(75)1 Class 1, Unique and Outstanding rating #1, supports endangered or threatened species, 40% open water with two classes of vegetation, greater then 10 acres with 3 classes of wetland including open water, presence of infrequent plant associations; Class 2, Significant rating #2, greater than 1 acre, less than 1 acre with 3 or more wetland classes or classified as forested wetland, contains heron rookeries or raptor nesting sites; Class 3, Lesser concern rating #3, less than 1 acre with up to 2 wetland classes; Where vegetation has been removed an area may be classified as a wetland if there is presence of hvdric soil with documentation of previous existence of a wetland. Zero Rise Floodway - Floodway necessary to contain base flood without causing a rise of sweater than 0.01 feet. Boundary of floodplain on Flood Insurance studies shall be considered as bounder* of zero rise floodway. (22(37.D11 ISTING AND PROPOSED ,HYDROLO ei, i r n ce ni;•,nu..`'11y•. • E BASIN ID: Al SBUH METHODOLOGY TOTAL AREA • RAINFALL TYPE PRECIPITATION TIME INTERVAL ABSTRACTION impTcReach - impTcReach - PEAK RATE: 1.10 Acres KC24HR 2.00 inches 10.00 min BASIN SUMMARY NAME: 2 -YEAR EXISTING ,12/23/96 3:18:3•. JIDavid Evans & Associate. Inc - Bellevue page _BP SERVICE STATION RETAIL DEVELOPMENT WATER QUANTITY CALCULATIONS BASEFLOWS: 0.00 cfs PERV AREA..: 0.11 Acres • CN....: 85.00. TC • 5.00 min COEFF: 0.20 Sheet L: 180.00 ns:0.0110 p2yr: 2.00 s:0.0100 Channel L: 155.00 kc:42.00 s:0.0070 0.47 cfs VOL: 0.15 Ac -ft TIME: 480 min BASIN ID: A2 NAME: 10 -YEAR EXISTING SBUH METHODOLOGY TOTAL AREA 1.10 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 2.90 inches AREA..: 0.11 Acres 0.99 Acres TIME INTERVAL 10.00 min CN • 85.00 98.00 TC 5.00 min 8.97 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 180.00 ns:0.0110 p2yr: 2.00 s:0.0100 impTcReach Channel L: 155.00 kc:42.00 s:0.0070 PEAK RATE: 0.'12 cfs VOL: 0.23 Ac -ft TIME: 480 min BASIN ID: A3 NAME: 100 -YEAR EXISTING SBUH METHODOLOGY TOTAL AREA 1.10 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE KC24HR PERV PRECIPITATION 3.90 inches AREA..: 0.11 Acres TIME INTERVAL 10.00 min CN • 85.00 TC • 5.00 min ABSTRACTION impTcReach - impTcReach - PEAK RATE: COEFF: 0.20 Sheet L: 180.00 ns:0.0110 p2yr: 2.00 s:0.0100 Channel L: 155.00 kc:42.00 s:0.0070 0.99 cfs VOL: 0.32 Ac -ft TIME: 480 min GZSaas == ==wsiu l ti= =7s' IMP 0.99 Acres 98.00 8.97 min IMP 0.99 Acres 98.00 8.97 min 12/23/96 3:18434 pm David Evans & Associates Inc - Bellevue page BP SERVICE STATION RETAIL DEVELOPMENT WATER QUANTITY CALCULATIONS BASIN ID: A4 SBUH.METHODOLOGY TOTAL' AREA RAINFALL TYPE PRECIPITATION TIME INTERVAL ABSTRACTION COEFF: impTcReach - Sheet impTcReach - Channel PEAK RATE: BASIN ID: A5 SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE PRECIPITATION TIME INTERVAL ABSTRACTION impTcReach - impTcReach - PEAK RATE: 0.20 L: 150.00 ns:0.0110 p2yr: 2.00 s:0.0080 L: 100.00 kc:42.00 s:0.0070 0.45 cfs VOL: 0.15 Ac -ft TIME: 480 min • • • NAME: 2 -YEAR DEVELOPED 1.10 Acres KC24HR 2.00 inches 10.00 min NAME: 10 -YEAR DEVELOPED 1.10 Acres KC24HR 2.90 inches 10.00 min BASIN SUMMARY _ _as ■a:_s =sass_ BASEFLOWS: 0.00 cfs PERV AREA..: 0.21 Acres CN • 85.00 TC 5.00 min BASEFLOWS: 0.00 cfs PERV IMP AREA..: 0.21 Acres 0.89 Acres CN • 85.00 98.00 TC ' 5.00 min 8.43 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 150.00 ns:0.0110 p2yr: 2.00 s:0.0080 impTcReach - Channel L: 100.00 kc:42.00 s:0.0070 PEAK RATE: 0.69 cfs VOL: 0.22 Ac -ft TIME: 480 min BASIN ID: A6 NAME: 100 -YEAR DEVELOPED SBUH METHODOLOGY TOTAL AREA • 1.10 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 3.90 inches AREA..: 0.21 Acres 0.89 Acres TIME INTERVAL 10.00 min CN • 85.00 98.00 TC 5.00 min 8.43 min COEFF: 0.20 Sheet L: 150.00 ns:0.0110 p2yr: 2.00 s:0.0080 Channel L: 100.00 kc:42.00 s:0.0070 0.96 cfs VOL: 0.31 Ac -ft TIME: 480 min IMP 0.89 Acres 98.00 8.43 min 12/20/96 2:47 :4_ Aavid Evans & Associate nc Bellevue page _BP SERVICE STATION RETAIL DEVELOPMENT WATER QUALITY CALCULATIONS BASIN ID: Al SBUH METHODOLOGY TOTAL AREA.......: 0.84 Acres RAINFALL. TYPE..... KC24HR PRECIPITATION.. 1.33 inches TIME INTERVAL. 10.00 min ABSTRACTION impTcReach - impTcReach - PEAK RATE: ABSTRACTION impTcReach impTcReach - PEAK RATE: 447 {k BASIN SUMMARY NAME: 6 -MONTH EVENT BASEFLOWS: 0.00 cfs PERV AREA..: 0.21 Acres CN • 85.00 TC • 5.00 min COEFF: 0.20 Sheet. L: 150.00 ns:0.0110 p2yr: 2.00 s:0.0080 Channel L: 100.00 kc:42.00 s:0.0070 0.20 cfs VOL: 0.06 Ac -ft. TIME: 480 min BASIN ID: A7 SBUH METHODOLOGY TOTAL AREA...... 0.84 Acres RAINFALL TYPE KC24HR PRECIPITATION....: 3.90 inches TIME INTERVAL • 10.00 min NAME: 100 -YEAR EVENT BASEFLOWS: 0.00 cfs PERV IMP AREA..: 0.21 Acres 0.63 Acres CN • 85.00 98.00 TC • 5.00 min 8.43 min COEFF: 0.20 Sheet L: 150.00 ns:0.0110 p2yr: 2.00 s:0.0080 Channel L: 100.00 kc:42.00 s:0.0070 0.72 cfs VOL: 0.23 Ac -ft TIME: 480 min • • BP Southcenter Biofiltration Swale CHANNEL DESIGN FORM PROJECT: DESCRIPTION: BEGIN LOCATION: END LOCATION: LENGTH FREEBOARD DEPTH (FT) WATER DEPTH (FT) SIDE SLOPE 1 = (1/H) SIDE SLOPE 2 = (1/H) BOTTOM WIDTH IN FEET MANNINGS VALUE — .LOPE OF CHANNEL FT/FT f = 1 y = 0.33 H1 = 3 H2 = .3 b= 1.7 n = 0.35 s= 0.02 17 Fred bred 7 c- Pe3i1 n DYp+), 0.33 I TYPICAL SECTION Velocity .= 0.23 Flow, CFS = 0.20 Top Width = 9.68 The above indicates the design for biofiltration function for the 6-month event. Oes i Miter SirrIccitc, ,+z(i)i(200s):. 34-o tr e(L,iVttIlt1f Waf-cr S 100' so' C 7 15' ;,• • : .,:..„,.; PROJECT: DESCRIPTION: BEGIN LOCATION: END LOCATION: LENGTH BP Southcenter Biofiltration Swale FREEBOARD DEPTH (FT) WATER DEPTH (FT) SIDE SLOPE 1 = (1/H) SIDE SLOPE 2 = (1/H) BOTTOM WIDTH IN FEET MANNINGS VALUE - LOPE OF CHANNEL FT/FT Input Output f= 1 y= 0.33 H1 = 3 H2= 3 b= 1.7 n= 0.04 s = 0.005 Velocity = 1.00 Flow, CFS = 0.89 Top Width = 9.68 The above indicates the swale conveyance and stability calculations. The actual swale slope and Mannings "n" value are used. The swale has the capacity to conveys the 100-year design flow of 0.72 cfs and maintain a freeboard of 1 foot with a velocity of less than 1.5 ft/sec. CHANNEL DESIGN FORM TYPICAL SECTION -' sre4 / i , / n f ✓n .ZOF ;21: 35 t 'SEE BP STATION CIVIL 1 0.Y.1.0 BY DAVID EVANS AND ASSOCIATES FOR - ADDITIONAL INFO. CONTR. TO COORD. CONNECT WATER CONNECTION TO SERVICE TO EX. GAS METER 1: '1 • BP STATIC PAVING LIMIT. TO: MATCH AND JOIN EX. PAVEMENT - • - . . I- I . - • -., " ' •• • : ...... • , : r ... . .f.7 ' . . ............. ' 1 : ....... • • .,. ..,,,•• . ....... „............:: ......' ..... .: .'-....... ''' -. .. .' ylf C ONNECT TO EX - 8" l q.‘Tti? %Ie.:- WATER SERVICE ' (TYP.) REFER TO ARCH. PLAN FOR INFORMATION REGARDING CONCRETE 1 1/2" DOMESTIC WATER METER CONCRET AND GUT •"' F_IRE. FRONTAGE IMPRC ALL FRONTAGE IMPROVE THEIR IMPROVEMEN PI_At W.3.36 Blocking. All Tees, plugs, bends and hydrants shall be provided with reaction blocking per the City's standard plans. Tie rods or joints designed to prevent movement may also be required. Concrete shall originate from a commercial batch plant. All tie -rods shall be painted with a bituminous coating. W.3.4 DOMESTIC WATER SERVICE/METERS All domestic and/or industrial consumption of water, except for fire- lines, shall be metered. Water service connections and plumbing shall conform to relevant Seattle/King County plumbing codes and City of Tukwila standards. All domestic water service connections require an approved water meter permit from the Public Works Department. 1. Single family residential water service connections shall be a minimum of three- fourths inch (3/4 ") and use copper tubing type K from main to meter w/o joint and materials between meter and house must be approved by the current Seattle/King County Plumbing Code. 2. Water service connections to other ,than single family residential shall be a minimum of one inch (1") type K copper from main to meter w/o joint. 3. All pipe and fittings shall be rated for pressure of twice the maximum working pressure. Water services to be connected to an existing, in- service, water main, shall be made by a wet tap. The costs (labor, supplies, and equipment) for the completed installation shall be reported on the bill of sale form as a condition of acceptance of the installation. 3/4" and 1" Concrete blocking shall be cast in place. Blocking shall bear against fittings only and shall be clear of joints so as to permit dismantling at the joint. Backfilling shall not occur until the blocking obtains 3000 psi strength. All fittings shall be wrapped with plastic sheeting. 1. Tapping Saddle: Single strap Rockwell, Mueller, or approved equal (iron pipe thread). 2. Corporation Stop: Mueller H -10013 or approved equal. W -10 1 -1 /2" and 2" Angle stop: Mueller H- 14258. Meter tail piece shall contain angle cheek valve. Meter Setter: Mueller H- 1470 -2 or approved equal, set four inches (4 ") to six inches (6 ") from finished grade. Pipe: Type K copper tubing. Meter Box: Olympic Foundry #511 or approved equal for 3/4" meters. #2 Fogtite or approved equal for 1" meters. Plastic meter boxes may be used in landscape areas only. Solid steel 1/2" diamond plate lid is required in traffic areas. 1. Tapping Saddle: Double strap Rockwell, Mueller, or approved equal (iron pipe thread). Corporation Stop: Mueller H -10013 or approved equal. Meter Valve: Jones, J -372F, or approved equal, one on each side of the meter. Highest point of valve to be 8" to 10" below finish grade. Meter setters may be used in place of meter valves. The meter setter must have a check valve on the downstream side and a built -in bypass assembly with lock wing (Mueller). 4. Bypass Assembly: A 1" bypass assembly will be installed on all 2" services; optional on 1 -1/2" services. 5. Pipe Material: Type K copper tubing or high molecular weight black polyethylene pipe, with tracerwire. Pipe to be bedded in pea gravel, sand, or crushed rock (3/4" minus or smaller). 6. Meter Box: Fogtite #2 with 1/4" diamond plate solid steel lid or approved equal for 1-1/2" meter; Fogtite #3 or a 2' x 4' meter box with 1/4" diamond plate solid steel lid for 2" meter with three 12" minimum risers. Lids must have a hinged inspection plate, centered over meter. Plastic #2 in planter area. • 3M :1054 1t I MI %W,.% 3M Fire Protection Products 3M Center Bldg. 207-IS-02 St. Paul. MN 55 144-1000. R001328 -1687 1,0/08/98 21:56 FAX 14258894501 RANE CERTAIN 3M C 3MM" Fire Barrier FireMastee Products. 3M FireMaster Duct Wrap is an encapsulated fireproof blanket used as a zero - clearance to combustible construction protection and as a flexible alternative to two -hour rated shaft enclosures for kitchen exhaust ducts and rm rated air ducts. 3M.FireMaster Duct Wrap protects against both internal and external fire conditions while maintaining the duct's structural integrity. This lightweight, non -com- bustible direct wrap material contours easily and installs quickly. 3M FireMaster Duct Wrap is ideal for fhe ratings up to two hours on: kitchen exhaust grease ducts, I IVAC ducts, chemical exhaust ducts and trash and linen chutes, 3M FireMaster Duct Wrap is manufactured by Thermal Ceramics and distributed by 3M. FireMasterA Air Duct Fire Protection System. • UL-classified system • I and 2 hour rating per ISO 6944 -1985 • Lightweight. flexible wrap requires minimum labor • Compact design contours easily • Problem solver for tight, congested areas • Designed for use with, but not limited to, HVAC, fire rated air ducts, and chemical exhaust ducts • 1. 4 . 00 � . sbclt it� � ',u, 421 noon9 :: Applications In addition to grease, air and chemical ducts, other applications include firestops and plastic pipe. Flammability (ASTM E841UL723) Filler Blanket - Flame Spread 0: Smoke Developed 0 Thermal Resistance R value per ASTM C518: 4.15 per inch at 70 °F Physical Properties Service range: up to 2300 °F Melting point: 3200 °F Color, white with foil encapsulation Maximum quantities of water leachable elements (PPM) on fiber surface Boron 100: Chlorine 5; Fluorine 50: Sulphur 10 Chemical Analysis (% weight basis after Ming) Alumina(Al203).45: Silica(Si02). 53: other, 1-2 Availabi ity Thickness: 1 I /2" Rolls: 25' long x 2' and 4' wide 3. FireMaster Grease Duct Fire Protection System. • UL- classified system • Alternative 2hr shaft • Wrappable design requires minimum labor • Joint -free system • Foil encapsulated system • Lightweight, flexible, compact design saves space • Prevents fire spread at zero-clearance to combustibles If; M.ur r' .UNJ u. .. a .oghr *s..1 t (,'n'i.s MP&bu - 19• Neon P.swr.i, II nn Y:..1 "MOM 21U11701•Im MEA (1417.92 -M FireMaster is a registered trademark of Thermal Ceramic'. LIMITATION OF REMO= ADO UAEIUTYI Is ma 31.5 amount a mover/ 13 be OtrtcW.. 7M/5 E7rc1,USIVe REMEDY. AT 314 S OPTION SMALL 55 TO RIFUNU 1HE PURCHASE PRICE OF OR TO REPAIR OR REPLACE THE DEFECTIVE 3M PRODUCT ELI .MI 001 om'nrsc be £0bee sal ben w Oanuye unetln 4J10, :00445, e.u. m°donie ar mtscio owl le¢ +E but not Unite 10. 5051 51 PmW. . 0 F 00011010 9 00404 05 0.5 t::: 05555.: 0511. nigann• .: M lna 15331 item astable a 0tn4J' canlracl v arEEDL MID WW1', Printed an U.S A. u 3M 1995 99.0400.3204.1 M wrxw"fJ014tQ�uV�i•' tl02 4, Care Duct Systems Teo PMdrmedrimit and by McMaster Products UI. 1978 Thennal Ceramics Research & Development 3" Duct Wrap 12 layers) CenterUL -classified. 30 min internal test. zero- clearance to combustibles ASTM E119 Omega Point Laboratories. 2 hr. Wall Panel Test 3" Duct Wrap (2 layers) AS TM E119 Omega Point laboratones. 2 hr. External 'lest 3" Duct Wrap (2 layers) ASTM E814 Underwriters F - 3 hr. Duct Wrap. Bulk. Putty (11. 1479 Laboratories T - 3 hr. rA.t7011t ASTM E814 Omega Point Laboratories. 2 hr. Firestop Test Duct Wrap. Bulk. Puny Air Exhaust Duct System rest Method Performed/Er by Me :master /Fire Barrier Products ISO 6944-1985 LPC Laboratories. 2 hr. ISO 6944 -1985 (PC Laboratories. I hr. ASTM E814 UL 1479 ASTM E814 UL 1479 Undensrittrs Laboratories CAJ7012 UndcnwTiterb I ahnmtories CA 17014 F • I hr. Duct Wiap T- 1 hr. 2000t F - 2 hr. Duct Wrap T - 21w. 2000- 3" Duct Wrap (2 layers) 1.5" Duct Wrap ( I layer) RECEIVE CITY OF TU OCT231 3 PERMIT CF(TER REVISION N • Ddift- 0012- ILA 98 '10 /08/98 "2 1;:56 FAX 14258894501 RANE CERTAIN 3M 1 FIREMASTER® GREASE DUCT SYSTEM 1 OR 2 HOUR SHAFT ALTERNATIVE AND 30 MINUTE, ZERO CLEARANCE TO COMBUSTIBLE CONSTRUCTION Note: See Section 6.1 through 6.10 of installation guide for complete details. AWNWJYYIT R14229 December 1997 Complies with international Mechanical Code Complies with NFPA 96, 1994 Edition garo N4.9424 Report e2•3 RECEIVED CITY OF TUKWILA OCT 23 1998 rN40•139t:1oo MEA 11417.92 -M F50.4 Page 7 LEGEND 1 Two layers FireMaster Duct Wrap 2 Filament tape 3 Banding 4 3" perimeter overlap 5 3" longitudinal overlap 6 Min. 3 /s" diameter hanger rod 7 ! 1 "x1' /z "x Van angle '10 /08/98 "2 1;:56 FAX 14258894501 RANE CERTAIN 3M 1 FIREMASTER® GREASE DUCT SYSTEM 1 OR 2 HOUR SHAFT ALTERNATIVE AND 30 MINUTE, ZERO CLEARANCE TO COMBUSTIBLE CONSTRUCTION Note: See Section 6.1 through 6.10 of installation guide for complete details. AWNWJYYIT R14229 December 1997 Complies with international Mechanical Code Complies with NFPA 96, 1994 Edition garo N4.9424 Report e2•3 RECEIVED CITY OF TUKWILA OCT 23 1998 rN40•139t:1oo MEA 11417.92 -M F50.4 Page 7 Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R- values Roofs Over Attic 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. *Ma- All Other Roofs . times 100 equals % Glazing 2 I Opaque Walls X � OO = j4 06 . I Below Grade Walls Floors Over Unconditioned Space --- Slabs -on -Grade 1'10 Radiant Floors -- Maximum U- factors Opaque Doors , (00 Vertical Glazing , 90 Overhead Glazing +-• Maximum SHGC (or SC) Vertical/Overhead Glazing 1 1 , 0 Space Heat Type ❑ Electric resistance tir All 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) (vertical & overhd) divided by . Gross Exterior Wall Area . times 100 equals % Glazing 4 c) _ � _ G/) X � OO = j4 06 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 WE1.i1a1 t5 �.1 ti ES n G� Date H111919.7 For Bui ineanment Use 00 �� U TU) <v.PL. W. e)g►p Applicant Name: W 0 ,1's 1)LITJh ysi G i Applicant Address:s C e R T4,...I VI L,L. 4 e ft cc ii Q Applicant Phone: P. ENTOri, W 44. 13055 I) . \ ate__ ro.rergil4W V si 0,, tie,l ova n...n a. ..wwa..ww.m ..................�. ,..w. -�... i) 1994 Washin ton c''ate Nonresidential Ener Code C m•liance Form • Envt Summary Climate Zone ENV -SUM . 1994 Washington State Nomes dentist Energy Code Compliance Forms Project Description ;it New Building ❑ Addition ❑ Alteration ❑ Change of Use Compliance Option iSl Prescnptive ❑ Component Performance (See Decision Flowchart (over) for qualifications) ❑ ENVSTD ❑ Systems Analysis Semi- heated space' Minimum Insulation R- values Roofs Over Semi - Heated Spaces' 'Refer to Section 1310 for qualifications and requirements Notes: April. 1994 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 a 9.0 Btu/f1 -'F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 20-5b in the Code. Wall Description (including insulation R -value & position) U- factor RECEIVED MAR 1 9 1990 ?Pe'ti 034 MB• 0012. RECEIVED CITY OF TUKWILA MAR 1 2 1998 PERMIT CENTER Protect Address,,ll rfSTUKw((.b. 1(02..0 W.Vau. I 4fts6u1 DatelI ? , Space Heat Type ❑ Electric resistance .All other For B Idir partment Use Glazing Area as % gross exterior wan area 14 % . Cont;rete/Nlasonry Option ❑ Yes No Notes If glazing area exceeds maximum allowed in Table, then calculate adjusted areas on back (over) If Concrete /Masonry Option is used. Target U- factors. SHGC and Glazing % will be different than shown below Refer to Table 13 -1 for correct values Building Component List components by assembly ID & page # Proposed UA U-factor x Area (A) = UA (U x A) Target UA U- factor x Area (A) = UA (U x A) Vertical Glazing U= Plan ID W)N00W 5 U= Pl ID' U= Plan ID U= Plan ID U= Plan ID U= Plan ID U= Plan ID. ;. G1 44`) 1 • - 0 ' ' A 4 • ' I Glazing % Electric Resist. Other Heating 0 -15% 0.40 0.90 >15 -20% . 0.40 0.75 >20 -30% not allowed 0.60 >30 -40% not allowed 0.50 (see Table 13 -1 for Conc /Masonry values) Overhead Glazing U= Plan ID U= Plan ID U= Plan ID U= Plan ID U= Plan ID U= Plan ID. U= Plan ID Glazing % Electric Resist Other Heating 0 -15% 0.80 . 1,45 >15 -20% 0.80 1.40 >20 -30% not allowed 1.30 >30 -40% not allowed 1.25 (see Table 13 -1 for Conc/Masonry values) - Opaque Doors U= Plan 10:. U= Plan ID: U= Plan ID •(0 Ss,' t(i,45La .(otJ Is ,1 ue,sc4 , Electric Resist. Other Heating 0.60 0.60 Roofs Over R= Plari ID: R= Plan ID. R= Plan ID - Electric Resist Other Heating 0.031 0,036 slooa ragl0 R= Plan ID p_.Dppr R= Plan ID: R= Plan ID: .05 0 2'62,5 14 i 2C j . .o...tr'' 0 2847 C 144, 25 . Electnc Resist. Other Heating 0.034 0.050 . Opaque Walls' Wa R Plan ID. Y~/SLl►'� R= Plan ID' R= Plan ID R= Plan ID R= Plan ID. R= Plan ID R= Plan ID ,1 G��1 �) G t� . I T i J 1 U `"1' 1 J- t7 f�- 29 41 -`?:, Electric Resist. Other Heating Ordinary 0.062 0.14 Metal stud 0,11 0,14 Conc(int) 0,19 0.19 Conc(oth) 0.25 0.25 Below Grade Walls R= Plan ID: R= Plan ID. R= Plan ID R= Plan ID Electric Resist. Other Heating Ordinary 0.062 0.14 Metal stud 0.11 0,14 Floors Over Uncond Sp R= Plan ID. R= Plan ID' R= Plan ID R= Plan ID Electric Resist. Other Heating 0.029 0.056 Slab -on- grade R= Plan ID Sjl,.., b R= Plan ID R= Plan ID R= Plan ID 2 � 7 1 3 S r .� t .I^ 1.61 €;1�, 7 Electnc Resist. Other Heating F =0.54 F =0.54 (see Table 13-1 for radiant - floor values) 'For CMU walls, indicate core insulation material. Totals For compliance. • ' ��' Total L 6C4f ti ( MI ieYrrnvnrrs „w.cw.rise.,rnrw.w„w ... . 1994 Washin ton -State Nonresidential Ener Code Com • liance Form '994 • ;;asr.mg;or. Mate Cape Camalance .orms • • Envelope UA Calcula.- % ns Climate Zone 1 ENV -UA ADM 4 994 ILA 1) Proposed Total Area shall equal Target Total Area, and 2) Proposed Total UA shall not exceed Target TottiLAV 1 2 1998 PERMIT CENTER Building Permit Plan hecklist ENV -CHK 1994 Wainington Stale Energy Code Compliance Forms April, 1994 Project Address I &20:7 W CS .I- `' h_C.L i 1 l Date i i c ,7 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability (circle one) Code 1 Section Component Information Required I Location on Plans I Building Department Notes GENERAL REQUIREMENTS (Sections 1301 - 1314) 1301 Scope Unconditioned spaces identified on plans if allowed 1302 Space heat type yes no n.a. Electric resistance yes no n.a. Other Indicate on plans that electric resistance heat is not allowed MVela- yes no n.a. 1310.2 Semi- heated spaces Semi- heated spaces identified on plans if allowed 1311 Insulation es no n.a. 1311.1 Insul. installation Indicate densities and clearances e no n. a. 1311.2 Roof /ceiling insul. Indicate R -value on roof sections for attics and other roofs; Indicate clearances for attic insulation; Indicate baffles if eave vents installed; Indicate face stapling of faced batts a5C. SttT 1A C ° P1 1t: es no n.a. 1311.3 Wall insulation Indicate R -value on wall sections; Indicate face stapling of faced batts; Indicate above grade exterior insulation is protected; Indicate loose -fill core insulation for masonry walls as necess; Indicate heat capacity of masonry walls if masonry option is used or if credit taken in ENVSTD; AP, ( SI.I - '[ 14 EPA t4 T 7 g yes no 1311.4 Floor insulation Indicate R -value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24" c.c.; Indicate that insulation does not block airflow through foundation vents Abe. 91' 16, rF4fl /41-11t, es r.es no n.a. 1311.5 Slab -on -grade floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 24" from top; Indicate above grade exterior insulation is protected yes no CD 1311.6 Radiant floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 36" from the top; Indicate above grade exterior insulation is protected; Indicate insulation also under entire slab where req'd. by Official C'`Js no n.a. 1312 Glazing and doors Provide calculation of glazing area (including both vertical vertical and overhead) as percent of gross wall area e yes no n.a. _ 1312.1 U- factors Indicate glazing and door U- factors on glazing and door schedule (provide area - weighted calculations as necessary); Indicate if values are NFRC or default, if values are default then specify frame type, glazing layers, gapwidth, low-e coatin•s, •as fillin•s yes no n.a. 1312.2 SHGC & SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule (provide area - weighted calculations as necessary) 5 1313 Moisture control yes no n.a. 1313.1 Vapor retarders Indicate vapor retarders on warm side yes no n.a` 1313.2 Roof /celling vap.ret. Indicate vapor retarder on roof section; . Indicate vap. retard, with sealed seams for non -wood strut. yyeess no n.a. 1313.3 Wall vapor retarder Indicate vapor retarder on wall section C ''t::(10 0 /A / A64/• es no n.a. 1313.4 Floor vapor retarder Indicate vapor retarder on floor section no � 1313.5 Crawl s• ce vap. ret. Indicate six mil black • •I eth ene overlao•ed 12" on •round 1314 Air leakage di ; no n.a. no n.a. 1314.1 1314.2 Bldg. envel. sealing Glazino/door sealing Indicate sealing, caulking, gasketing, and weatherstnpping Indicate weatherstripping E4 M SKr '1 no n,a. 1314.3 Assemb. as ducts Indicate sealin• , caulkin• and •asketin- PtESCRIPTIVE/COMPONENT PERFORMANCE (Sections 1320 - 23 or 1330 - 34) es no Envelope Sum. Form Completed and attached. Provide component performance worksheet if necessary Provide ENVSTD screen 1 output if necessa i 1994 Washington. State Nonresidential Energy Code Compliance Form no is circled f or any question, provid expl anation: RECEIVED CITY OF TUKWILA MAR 1 2 1998 PERMIT CENTER Location (floor/room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed DID, ir•t i 2x4 r L. uo,_. 1 1 tlahE G:✓u . ?L.Ee.. l,AL.L44 I C ) 9 Z 1740 1 24 r'nor I x 4 r....uc' - ru P-e G f. Et.e G. F ALI A eft 2 (A '2.. cal LAn;K Q . F e . . F . ' , ► : : r z ( . I ) 3 loo 3j0a CE11,1 gata f EA I 0 (aa Lo rx� 1 4 6-6 WdU- A.ourJf -E`0 r -_2 � ZS 225 Riie -t 2x K,..UQR__ - vtE ( Pc. b u..a4 9 42 82P, IX4 r U.I.1 / 2. tI) S C2 FL-e Pbi .r4 4 . -2, ? 1' -.I 1 x• I .A' -ruI - C-1 - . ..a. (..42. '2+ . Project Info Project Address V r l p(7 1.2• t. Y✓ { �-( N yV Date' 11101e5/ ' 4/ /CO VJE.5tV61.1 1414446.-t 11Iii4.-t I For Buil4ing Department Use Tu K.w) t.a \AlAoi i l i b Applicant Name. wat 51p1 1440 ts 4 P L Applicant Address G$9 14 , QN v t ► > Lin „„ � � S Applicant Phone )• EN`tw . VW b , 4 ! �j 8 i ; ;s L A A r_1 /f s G es. Location (floor /room no.) ❑ No changes are being made to the lighting • ❑ Less than 60 % of the fixtures are new, and installed lighting wattage is not being increased Occupancy Description Watts Propoi kRMIT Allowed Watts per ft '• Area in ft 2 Allowed x Area 1 15 A.A r'nor R.E S - 2..c.t . .I.5 0 '2.. :4 471 2 41, '15 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 1 4 6-6 Alteration Exceptions (check appropriate box) ❑ No changes are being made to the lighting • ❑ Less than 60 % of the fixtures are new, and installed lighting wattage is not being increased Location Fixture Description Number of Fixtures Watts/ Fixture Watts Propoi kRMIT COP) N . ' i✓ -TN.. r rI- y t.../1-- 115 1 15 S � W. + �, (... z - _a. / s 1 5 0 .. 1 - 0 Ia/ D c/Z j'-'1 P. Th∎ � '�L.) O F, '15 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts 1 4 6-6 ; i1Y ,S_J•4!.fJ+� /F':iw {fir a!1 .N Waa ausv+M.tw•tvin'c.rravt% 1994 Washin•n State NonreFi Ener Lighting Summary LTG -SUM .991 l'.asnmgtan State Nonresoent ai E' :ace Ceme ance Forms Maximum Allowed Lighting Wattage (Interior) From Table 15 -1 (over) - document all exceptions taken from footnotes Proposed Lighting Wattage (Interior) (May not exceed Total Allowed Watts for Interior) Total Proposed Watts may not exceed Total Allowed Watts for Intl for Maximum Allowed Lighting Wattage (Exterior) Proposed Lighting Wattage ( Exterior) (May not exceed Total Allowed Watts for Exterior) `Com•Iiance Form Total Allowed Watts Total Proposed Watts l 421 ADM 1994 Project Description New Building ❑ Addition ❑ Alteration Compliance Option Prescriptive • ❑ Lighting Power Allowance ❑ Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans ) Allowed Watts per ft or per If 0.2 W /ft' 0.2 W/ft Area in ft (or If for perimeter) Allowed Watts x ft (or x If) Description Location Covered Parking Open Parking Outdoor Areas Bldg. (by facade) Bldg ( bypenm) I 9 " )1 1 1- 1Fra.. iN,1f:">'z':i? .. Note for building exterior, choose either the facade area or the penmeter method, but not both) l 2 0,2 W /ft 0.25 W /ft 7 5 W/If Total Allowed Watts 9 IT OFETUKWILA MAR 12i CENTER Lighting Permit Plans Checklist LTG-CHK , 996 wuntnron State Enem Code COMOI*InCIt Forms , , , Aonl 1994 Project Address • , (Dale The following information is necessary to check a lighting permit application for compliance with the lighting requirements in the .. 1994 Washington State Nonresidential Energy Code. . • . Applicability (circle one) • Code I ' Section . Component I Information Required Location on Plans Building Department Notes LIGHTIN .CONTR G LS.(Section 151 3) yes '. no .n.a. ' 1513.1 Local controUaccess Schedule with type, indicate locations yes , no • n a. .1513,2 Area controls Maximum limit per. switch • 1513 3 Daylight zone control Schedule with type and features, indicate locations yes no 'n.a. . vertical glazing Indicate vertical glazing on plans yes no n a. overhead glazing Indicate overhead glazing on plans yes no n a. 1513.4 Oisplawexhib/special Indicate separate controls 1513.5 Exterior . shut-off . Schedule with type and features, indicate location yes no n.a. . (a) timer w/backup ' . Indicate location yes no n.a. ' (b) photocell. . Indicate location 1513.6 , Inter. auto shut-oft • Indicate location yes no n.a. 1513.6.1 (a) occup. sensors Schedule with type and locations yes • no n:a. • 1513.6.2 (b) auto, switches Schedule with type and features (back-up, override capability); Indicate size of zone on plans LIGHTINGANATTA E (Sections 1520-22 or 1530-32) .. yes : no Lighting Sum. Form Completed and attached. Schedule with fixture types. : lamps. ballasts, watts per fixture ELECTRIC MOTORS (Section 1511) . . yes • no n.a. , I Elec motor efficiency . IMECH-MOT or Equipment Schedule with hp, rpm. efficiency 1994 Washin&State Nonresidential Energy Co Compliance-Form n circLed f�r any question, provide explanation: RECEIVED CITY OF TUKWILA MAR 12 1998 PERMIT CENTER Organization of Forms 1994 Washi : 'n State Nonresidential Energy Code Co 1994 Washington State Energy Cone Compliance Fors This document introduces the forms to be used for showing compliance with the 1994 Nonresi- dential Energy Code (NREC). The following fig- ure shows the overall organization of the form set. For simple projects, only a few forms are required; more complex projects will require addi- tional forms. The forms explain the decision cri- teria for determining when a more complicated form is required. ENV Summary Project information Type of project Compliance opts. Glazing area % Can use simple? Summ. of Req. MECH Summary Project information Type of project Compliance opts Can use simple? Basic equip efficiencies LTG Summary Project information Type of project Compliance opts. Can use most simple? Allowed and Proposed Watts ENV Checklist What goes on plans? Where it goes Reprint of General Reqmts. ENVSTD Component Performance Worksheet Target 8 Pro- posed UA Wtd. Avg. SHGC Area Adjustment MECN Cklst What goes on plans? Where it goes Reprint of General Reqmts. Complex Systems Additional Checklist and decisionmaking for Complex Systems LTG Ch.chlst What goes on plans? Where it goes Reprint of General Reqmts. 'rance Form Motors Checklist For any project with motors cov- ered by 1437 or 1511 Apr 4. 1994 All projects should complete the Summary forms which apply (envelope, mechanical and /or light- ing). All projects should also review the Checklist forms to make sure all necessary information on compliance is provided. Applicable excerpts from the General Requirements sections of the Code are reprinted on the back of the Checklist forms. The need for other forms will be determined by project specifics. RECEIVED CITY OF TUKWILA MAR 1 2 1998 PERMIT CENTER 0(if-20-97 NON 11:30 WENDYS INTERNATIONAL FAX NO. 206 22,6 7240 it A 2- MAVIS October 10, 1997 Wendy's International, Inc. 555 South Renton Village Place, Suite 200 Renton, WA 98055 Attn: Garry Gracey TESTING ENGINEERS, INC. JOB NO. • RECEIVED f , DATE RUHL PARR & ASSOCIATES ARCIlITECTS EiELLEVUE, WA Subject: Addendum No, 1 Geotechnical Engineering Report Proposed Wendy's Restaurant - 16200 West Valley Road Tukwila, Washington MTE Project No. 25997 Dear Mr. Gracey, We were asked by Mike McDowell of McDowell Piling if 16-inch diameter piles could be used instead of 18 diameter as recommended in our report dated September 17, 1997. Thr the same 15 ton vertical capacity, the 16-inch piles should be lengthened two feet for an embedment of 13 feet into the healing atrata. The allowable lateral capacity should bc reduced to five tons. Nve. ocr i 4 '. RECEIVED BAR 1 9 1998 Plzetti-osq. Dqs-P 0072 917 - 134th St. SM., Suite A-1 • Everett, WA 98204 • (425) 742-9360 • FAX (428) 745-1737 RECEIVED C SEP 1 9 697 SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT WENDY'S RESTAURANT Tukwila, Washington PREPARED FOR Wendy's International, Inc. • itates pyt,1 (1- . . ‘;, - • ..,: "245 . • '1 MAYES TESTING ENGINEERS MTE Project No. 25997 September 1997 Nsamomi1Wb■iT.. C MAYES JriM.f.tYW Nw.vMr.r...w�rrr September 17, 1997 Project No. 25997 I. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION 1.1 Purpos and Scope 1 TESTING ENGINEERS, INC. SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT WENDY'S RESTAURANT 16200 WEST VALLEY HIGHWAY (SR 181) TUKWILA, WASHINGTON This report presents the results of our subsurface exploration and geotechnical engineering study for the proposed Wendy's Restaurant in Tukwila, Washington. The proposed building location and approximate locations of the explorations accomplished for this study are presented on the Site and Exploration Plan, Figure 1. In the event that any changes in the nature, design, or location of the structure are planned, the conclusions and recommendations contained in this report should be reviewed and modified, or verified as necessary. The purpose of this study was to provide subsurface data to be used in the design and development of the subject project. Qur study included a review of available geologic literature, drilling exploration borings and performing geologic studies to assess the type, thickness, distribution and physical properties of the subsurface sediments and shallow ground water conditions. Geotechnical engineering studies were also conducted to determine suitable foundation types, allowable soil bearing pressures, anticipated settlements, liquefaction potential, floor support recommendations, drainage considerations, and pavement recommendations. This report summarizes our current field work and offers development recommendations based on our present understanding of the project. 917 - 134th St. S.W., Suite A -1 • Everett, WA 98204 • (425) 742 -9360 • FAX (425) 745 -1737 1.2 Authorization 2.0 PROJECT AND SITE DESCRIPTION 3.0 SUBSIIRFACE EXPL9RATION 2 Authorization to proceed with this study was granted by Mr. Garry Gracey as an agent for Wendy's International, Inc. This report has been prepared for the exclusive use of Wendy's International, Inc. and their agents, for specific application to this project. Within the limitations of scope, schedule and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, expressed or implied is made. This report was completed with an understanding of the project based on an undated site plan with proposed building location provided by Ruhl -Parr & Associates. Present plans call for the single -story structure to use conventional wood -frame construction with a slab -on -grade floor. The restaurant will be located in roughly the central portion of the Phase 2 development area of the property. Site development will also include construction of asphalt paved parking areas, a concrete drive -thru lane, and a garbage dumpster enclosure. Finish floor and parking grades were not available at the time of this report. However, based on a telephone conversation with Mr. Jim Anderson at Ruhl -Parr & Associates, no cutting or filling is planned on the site. The property was situated at 16200 West Valley Highway (SR 181) in Tukwila, Washington. The subject area for this study consisted of only the Phase 2 development area for the Wendy's restaurant. The 230 foot east -west by 130 foot north - south, rectangular parcel was generally level and was approxiinately 'h to 1 foot below the surrounding street grades. It should be noted that 6 to 8 inches of standing surface water was present within the proposed building location 3 days prior to the time of our field exploration. This water was apparently caused by a plugged drain on the site. Remnants of past development included asphalt pavement with overgrown parking islands, and buried electrical and storm water utilities. On the parcel to the north, a restaurant was recently demolished. An operating fast food restaurant was located to the south. Our field study included drilling a series of exploration borings to gain subsurface sediment and shallow ground water information about the site. The various types of sediments, as well as the depths where characteristics of the sediments changed, are indicated on the exploration logs presented in the Appendix. The depths indicated on the logs where conditions changed may represent gradational variations between sediment types in the field. If changes occurred between MAYES TESTING ENGINEERS sample intervals in our borings, they were interpreted. Our explorations were approximately located in the field by measuring from known site features shown on the.aforementioned site plan. The conclusions and recommendations presented in this report are based on the 4 exploration borings completed for this study. Because of the nature of exploratory work below ground, interpolation of subsurface conditions between and beyond field explorations is necessary. It should be noted that differing subsurface conditions may sometimes be present due to the random nature of deposition and the alteration of topography by past grading and/or filling. The nature and extent of any variations between the field explorations may not become fully evident until construction. If variations are observed at that time, it may be necessary to re- evaluate specific recommendations in this report and make appropriate changes. 3.1 Exploration Borings The exploration borings. were completed by advancing a 4 -1/4 inch inside- diameter, hollow -stem auger. During the drilling process, samples were obtained at generally 2.5 or 5.0 foot depth ' intervals. The borings were continuously observed and logged by a geotechnical engineer from our firm. The exploration logs presented in the Appendix are based on the field logs, drilling action, and inspection of the samples secured. Disturbed but representative samples were obtained by using the Standard Penetration Test : procedure in accordance with ASTNI:D 1586. This test and sampling method consists of driving a standard 2 inch outside - diameter, split barrel sampler a distance of 18 inches into the soil with a 140 pound hammer free - falling a distance of 30 inches. The number of blows for each 6 inch interval is recorded and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ( "N ") or blow count. If a total of 50 is recorded within one 6 inch interval, the blow count is recorded as 50 blows for the number of inches of penetration. The resistance, or N- value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached boring logs. The samples obtained from the split barrel sampler were classified in the field and representative portions placed in water -tight containers. The samples were then transported to our laboratory for further visual classification and laboratory testing, as necessary. 4.0 SUBSURFACE CONDITIONS Subsurface conditions on the parcel were inferred from the field explorations accomplished for this study, visual reconnaissance of the site and review of applicable geologic literature. As shown on the field logs, the exploration holes generally encountered silty sand fill overlying natural silt 3 MAYES TESTING ENGINEERS t. and sand alluvium. The following section presents more detailed subsurface information organized from the upper (youngest) to the lower (oldest) sediment types. 4.1 Stratigraphy Fill Fill soils (those not naturally placed) were encountered in all of the borings. The fill ranged in thickness from approximately 3 feet in EB -3 and EB-4 to 8 feet in EB -2. As noted on the :exploration logs, the fill generally consisted of loose, moist to saturated, brown, silt and sand with some gravel. These materials appear to vary in both quality and depth across the site. Since the quality, thickness and compaction of the fill materials is low or variable, the fill is considered unsuitable for support of the new building. Alluvium Beneath the fill soils, we encountered a zone of soft/loose, wet becoming saturated, dark brown to black interbedded silt, sand and clay. These soils extended below the termination depth of 111/2 feet in EB -3 and EB-4. In EB -1 and EB -2 these soft/loose soils extended to 30 feet and 35 feet respectively. These soft/loose soils were interpreted as alluvial flood plain deposits from the Green River. ' At a depth of 30 feet (EB -1) and 35 feet (EB -2) a medium dense, saturated, black, fine to medium sand was encountered. This sediment was also interpreted to be alluvium that was deposited by the Green River. Borings EB -1 and EB -2 were terminated in this material at 41 and 561/2 feet respectively. 4.2 Hydrology Ground water was encountered in all our exploration borings below a depth of about 10 feet while drilling and is likely a seasonal, regional, water table. This water table will likely persist year round and experience seasonal fluctuations in elevation with changes in precipitation and river levels. We expect the observed water table to be a seasonal low and that the water level may rise to near surface elevation during wetter times of the year. As previously noted herein, a large area of standing water was observed covering the approximate building footprint 3 days prior to our field work. This information was provided to the architect, Ruhl -Parr & Associates. MAYES TESTING ENGINEERS September 17, 1997 Project No. 25997 5.0 INTRODUCTION U. DESIGN RECOMMENDATIONS 5 Our exploration: indicates that, from a geotechnical standpoint, the parcel is suitable for the proposed development provided the recommendations contained herein are properly implemented. Due to the thick sequence of soft/loose alluvial soils, the foundation bearing stratum on the site is relatively deep. Foundation alternatives that were evaluated for building support include preloading of the site to pre - consolidate the loose /compressible material followed by construction of shallow spread footings, construction of a raft slab, and the installation of a deep foundation system (piles). Up to 35 feet of soft/loose interbedded silt, sand and clay soils were encountered on the site. Underlying the soft/loose silt, sand and clay, medium dense sand soils were found to extend to beyond the termination depth of 41 feet (EB -1) and 56 feet (EB -2) of the deep exploration borings. Within the loose soils, zones with high liquefaction potential were identified at depths ranging from approximately 10 to 30 feet. During periods of higher ground water elevations the saturated portions of the shallower, loose sand sediments would also have a high risk of liquefaction. In general, the liquefaction risk and damage potential can be mitigated by use of a pile foundation that extends through liquefaction -prone soils, ground densification or improvement to reduce the liquefaction potential, or use of a shallow raft slab /grade beam foundation supported on structural fill. Preloading has a minimal reduction of the liquefaction risk, would not meet the current construction schedule, and therefore will not be considered further in this study. Pavements can be supported by recompacted existing fill or structural fill that is placed atop recompacted exiting fill. Recommendations for preparation of the subgrade are discussed in the Site Preparation section of this report. Since the near surface soils are variable in quality and compaction, there is an increased risk of future settlement and cracking of the new pavement; therefore, the owner should anticipate potentially higher maintenance requirements associated with pavements on this site. Details of our analysis and recommendations for foundation support are outlined in the following sections of this report. It should be noted that the recommendations contained in this report are based on the assumption that no fill (6 inches or less) will be placed on the site. If the planned site elevation differs from this assumption, we should be notified so that we may review our recommendations and make appropriate changes, if necessary. MAYES TESTING ENGINEERS 6.0 LIQUEFACTIOr 7.0 SITE PREPARATION 6 The liquefaction potential of the soils at the site was evaluated using the simplified procedure by Seed and Idriss (1971). This procedure uses the Standard Penetration Resistance values obtained from the borings to predict the likelihood of liquefaction at various depths, ground water levels, and maximum ground surface accelerations. For this project, the liquefaction potential for sands with ground water depth of about 10 feet and maximum ground surface acceleration of approximately 0.20g was used. For these conditions, liquefaction potential below the ground water level to a depth of about 30 feet is high. Below about 30 feet, liquefaction is unlikely. Since soil liquefaction can cause large ground deformations and severe damage to structures with conventional shallow foundations, an alternate foundation type is recommended. A deep pile - supported foundation would be a suitable mitigation of the seismic liquefaction potential. A raft slab foundation would not mitigate the liquefaction potential, but would remain intact if liquefaction occurred beneath the site. A raft slab may experience liquefaction induced differential settlement that would require corrective maintenance. Site preparation of planned building and road/parking areas should include removal of all existing debris atop the asphalt. In building, concrete pavement and utility areas, the existing asphalt pavement must be removed. If construction is to occur during wetter times of the year (October 1" to May 1 ") the existing asphalt surface should be left in place for construction access and equipment staging areas. In other areas, at the client's discretion, the existing asphalt pavement may either be left in place or removed. If the existing asphalt pavement is left in place, it would then form the base for new asphalt pavement. If it is removed, the following recommendations would apply. Following removal of the existing asphalt pavement, the exposed subgrade should be compacted to a dense, unyielding condition with a minimum 10 ton, smooth drum, vibratory roller, under the observation of a representative of the geotechnical engineer. If the subgrade contains areas where soft/loose surficial soils exist, or are created by construction activities, they should be overexcavated and replaced with structural fill, as described below, or with crushed quarry rock. If soft areas are too extensive to economically excavate, an engineering stabilization fabric may be placed over the subgrade before filling. Specific recommendations for fabric type and placement can be made by the field engineer during construction, as needed, to address subgrade conditions encountered at the time. Near surface soils at the site contain a high percentage of fine - grained material which makes them moisture - sensitive and subject to softening and disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened during excavation or compaction. MAYES TESTING ENGINEERS B.0 STRUCTURAL FILL It is our understanding that less than 6 inches of structural fill will be placed to establish desired grades at the site. Structural fill will also be necessary in any overexcavated areas and in utility trenches. All references to structural fill in this report refer to subgrade preparation, fill type, placement and compaction of materials as discussed in this section. After the exposed ground is recompacted and approved, structural fill will be placed to attain desired grades. Structural fill is defined as non - organic soil, acceptable to the field engineer, placed in maximum 8 inch loose lifts, with each lift being compacted to at least 95 percent of the modified Proctor maximum density (ASTM:D 1557). The top of the compacted fill should extend horizontally outward a minimum distance of 5 feet beyond the building foundation or 3 feet beyond pavement edges before sloping down at an angle of 2H: 1V (Horizontal:Vertical). The contractor should note that any proposed fill soils must be evaluated, approved and laboratory tested prior to their use in fills. This would require that we have a sample of the material 48 hours in advance to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture - sensitive. Use of moisture - sensitive soil in structural fills should be limited to favorable dry weather and dry subgrade conditions. The near surface, on -site soils generally contained significant amounts of silt and are considered moisture - sensitive. At the time of our field work, the on -site, near surface soils, were too wet to use as structural fill. Construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather, or if proper compaction cannot be obtained, a select fill material consisting of a clean, free - draining gravel and/or sand should be used. Free - draining fill consists of non - organic soil with the amount of fine- grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction. A representative from our firm should inspect the stripped subgrade and be present during placement of structural fill to observe the work and perform a representative number of in -place density tests. In this way, the adequacy of the earthwork may be evaluated as filling progresses and any problem areas may be corrected at that time. It is important to understand that taking random compaction tests on a part-time basis will not assure uniformity or acceptable performance of a fill. As such, we are available to aid the owner in developing a suitable monitoring and testing program. 7 MAYES TESTING ENGINEERS 9.0 FOUNDATION RECOMMENDATIONS 9.1 Pile Foundations 9.1.1 Timber Piles 9.1.2 Augercast Piles 8 As discussed in the rust half of this report, the proposed building and road /parking areas are underlain by fill and soft/Ioose soils which are up to 35 feet thick. The depth of these sediments and their soft/loose condition would likely result in excessive total and differential settlement of a conventional, shallow foundation. In addition, the underlying soils, to a depth of about 30 feet, have a high risk of liquefaction during a strong earthquake. Driven timber or auger cast -in -place piling are recommended to mitigate the settlement risks caused by these conditions. A raft slab foundation atop approved structural fill would also be suitable but would be subject to an estimated 2 to 4 inches of uniform settlement during non - seismic (static) conditions. Soil liquefaction during a strong seismic event may result in differential settlement and tilting of the raft slab. Driven timber piles may be used for support of the proposed structure. An advantage of driven piles is that the energy imparted during driving tends to densify adjacent granular soils thus improving subsurface conditions immediately adjacent to the pile tip and shaft. Full -depth treated, timber piles, conforming to ASTM:D -25, driven to a depth of approximately 40 to 45 feet below existing ground surface, should be capable of supporting loads on the order of 16 tons each. Pile lengths must be adjusted if site grades are changed from the elevations at the time of our exploration. The piles should have a tip diameter of at least 8 inches. Pile tips and butts should be banded to reduce damage while driving. Driving can be performed with an air or diesel hammer developing a minimum of 15,000 foot - pounds of energy per blow. Allowable design loads may be increased by one -third for short-term wind or seismic loading. Anticipated settlement of the pile - supported structure is less than one inch. A potential concern that always exists when driving piles in developed areas is the fact that vibrations induced into the subsurface soils can cause settlement of nearby foundations or cracking of walls. If this option is chosen we recommend that adjacent buildings be monitored for vibration and settlement during pile driving. A photo /video survey of the adjacent structures prior to pile driving would also be appropriate. Cast -in -place concrete piles (augercast) may also be used for foundation support. We recommend that the placement of all piles be accomplished by a contractor experienced in their installation. We estimate pile lengths will be on the order of 41 to 46 feet for an 18 inch diameter pile with an allowable 15 ton vertical capacity, and an embedment of 11 feet into the bearing strata. Pile length estimates are relative to site grades at the time of our exploration and should be adjusted accordingly if the site is graded prior to pile installation. MAYES TESTING ENGINEERS 50 l+h�'a¢rrm.+r<'v�utrwngf 9. 1.3 Lateral Pile Capacity 9.1.4 Pile Inspections 9.2 Raft Slab Foundation 9 Allowable design loads may be increased by one -third for short -term wind or seismic loading. Anticipated settlements of augercast pile- supported structures will generally be less than one inch. The majority of lateral resistance to wind and seismic loading will be generated by passive soil pressure against the grade beams. However, timber piles and suitably reinforced augercast piles will provide an additional capacity. The recommended allowable lateral capacity of timber piles installed as discussed above is 2.5 tons each (applied at the pile top), assuming a fixed head condition. The recommended allowable lateral capacity of augercast piles (applied at the pile top), assuming a fixed head condition, is 6 tons each. The lateral capacities above were determined assuming 0.5 inch of deflection at the pile top with the pile tops fixed to prevent rotation. A factor of safety of 2 was applied to the allowable lateral capacities. The actual total length of each pile may be adjusted in the field based on required capacity and conditions encountered during driving or drilling. Since completion of the piles takes place below ground, the judgment and experience of the geotechnical engineer or his field representative must be used as a basis for determining the required penetration and acceptability of each pile. Consequently, use of the presented pile capacities in the design requires that all piles be inspected by a qualified representative from our firm who can interpret and collect the installation data and observe the contractors operations. The geotechnical engineer, acting as the owner's field representative, would determine the required lengths of the piles and keep records of pertinent installation data. A final summary report would then be distributed, following completion of pile installation. A raft slab foundation (structurally connected grade beam and floor slab) may be used for building support when founded on structural fill or recompacted, non - organic fill sediments. Site preparation for the raft foundation should include excavating the entire building footprint, plus a minimum of 5 feet outside the footprint in all directions, to a minimum of 3 feet below the planned grade beam subgrade elevation. Any exposed organic soils or debris should be further excavated as necessary. After the initial excavation is complete, the upper 12 inches of exposed subgrade should be carefully compacted to a dense, unyielding condition using a smooth drum, vibratory roller or hoepac compactor. Once the subgrade is approved, structural fill should be placed to attain the required bottom of slab grade. After filling to bottom of slab grade is completed and approved, the grade beam lines should be excavated. After the grade beam subgrade is inspected and approved by the field engineer, the MAYES TESTING ENGINEERS reinforcing steel may be set and the concrete placed. After the grade beams are cast, the slab subgrade materials should be placed, including 4 inches of washed pea gravel, a polyethylene . plastic vapor barrier, and 2 inches of washed sand over the vapor barrier. The grade beams for the raft foundation should be designed using an allowable soil bearing pressure of 1000 pounds per square foot (psf), including both dead and live loads. No increase in the allowable bearing pressure for transient loading is recommended. The perimeter grade beam for the raft slab foundation should be buried at least 18 inches into the surrounding soil for frost protection. The entire foundation must bear on a minimum of 3 feet of approved structural fill as described herein. Anticipated settlement of the raft slab foundation founded on approved structural fill should be on the order of 2 inches. However, disturbed soil or soft areas not removed from the subgrades prior to grade beam placement could result in increased settlement. All raft slab subgrades should be inspected by a representative of our firm prior to placing concrete to verify that the design bearing capacity of the soils has been attained and that construction conforms with the recommendations contained in this report. Such inspections may be required by the governing municipality. It should be noted that the recommendations for a raft slab foundation, as discussed above, are based on a finish floor elevation within 6 inches of existing conditions. If proposed site grading will require the placement of fill to raise the finished floor elevations in the building area more than 6 inches above existing grade, the foundation recommendations for a raft slab foundation may require modifications. As such, we should be given an opportunity to review grading plans-prior to final design work to implement any changes into our foundation recommendations. 9.3 Passive Resistance We understand that a Wendy's sign will be supported by a steel column and founded on an augercast pile. The augercast pile may be designed for passive resistance against lateral translation using an equivalent fluid equal to 165 pounds per cubic foot (pcf). This value only applies to the augercast pile where concrete is placed directly against natural undisturbed soil. The passive resistance value includes a factor of safety equal to 3 in order to reduce the amount of movement necessary to generate passive resistance. 10.0 FLOOR SUPPORT If the building is to be pile- supported, we recommend that the slab -on -grade floor should also be supported by piles. If the floor slab will not be pile- supported it should not be structurally connected to the pile- supported foundation but should be free to settle independently. The floor should be cast atop a minimum of 4 inches of pea gravel to act as a capillary break. A polyethylene plastic vapor barrier should be used under floors that are likely to receive an 10 MAYES TESTING ENGINEERS ::: Ji1: trY.i cVA i..A%: Ze :A.4! 1.142ekt.vY7C;1CANrim� 11.0 DRAINAGE CONSIDERATIONS 110 PAVEMENT RECOMMENDATIONS 11 impermeable floor finish or where passage of water vapor through the floor is undesirable. Based . on American Concrete Institute recommendations, we suggest placing a two to three inch layer of clean sand over the vapor barrier to protect the vapor barrier and to allow some moisture loss through the bottom of the slab to aid in the curing process. Sand should be used to aid in the fine grading process of the subgrade to provide uniform support under the slab. At the site, the near surface soil is moisture - sensitive and will be difficult to work on if it becomes wet. Construction traffic on the wet soil will disturb the relatively firm surface; therefore, prior to site work and construction, the contractor should be prepared to provide drainage and subgrade protection as necessary. If possible, construction should be timed to take advantage of seasonally dry weather. If construction is to proceed between October 1 and May 1, existing asphalt surfaces should be left in place until removal is required for construction. All perimeter walls should be provided with a drain at the footing /grade beam elevation. Drains should consist of rigid, perforated, PVC pipe surrounded by washed drain rock. The diameter of the drain rock must be larger than the pipe perforations. The level of the perforations in the pipe should be set approximately 2 inches below the bottom of the footing /grade beam and the drains should be constructed with sufficient gradient to allow gravity discharge away from the building. All drains should discharge into an approved storm water drainage facility. Roof and surface runoff should not discharge into the perimeter drain system but should be handled by a separate, rigid, tightline drain. In planning, exterior grades adjacent to walls should be sloped downward away from the structure to achieve surface drainage. As previously stated in this report, the on -site, upper, 30 feet of soil is in a soft/loose condition. As such, some remedial action to improve the subgrade will likely be necessary prior to paving. This will include replacement of soft soils with structural fill, use of stabilization geotextile fabric or other measures as warranted by subgrade conditions at the time of construction. Increased maintenance should also be anticipated for pavement for this site. It is our understanding that the site will have two types of pavement sections. The drive -thru lane and trash enclosure areas are to be covered with rigid (concrete) pavement, and the remaining traffic lanes and parking areas are to be surfaced with a flexible, asphalt concrete pavement (ACP). The estimated traffic lane volumes are approximately equal to an equivalent single axle loading (ESAL) of 50,000 over the 20 year design life. Our pavement design recommendations are based on this estimated ESAL value and a firm, unyielding subgrade recompacted to a minimum of 90 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. MAYES TESTING ENGINEERS Subgrade preparation should consist of grading the rigid and flexible pavement areas to at least 11 inches below the top of the finished surface elevation. The subgrade surface should be slightly crowned to drain to the edges of the paved areas. Next, the surface of the exposed soils should be recompacted with a vibratory roller to a minimum of 90 percent of their maximum density as defined by ASTM:D 1557. After recompaction, the subgrade should be proofrolled with a fully loaded, tandem axle dump truck to identify any soft or "pumping" areas. Proofrolling should be observed by a representative of our firm. If soft areas are observed, they should be overexcavated and backfilled with compacted, free - draining, granular, structural fill. If the excavation depth of soft areas becomes too deep, engineering stabilization fabric should be placed. Fabric should consist of Amoco 2002, or equivalent, installed in accordance with the manufacturer's guidelines and the field engineer's recommendations. 12.1 Flexible Pavemngnt Design Upon completion of the subgrade preparation as described above, the crushed base course, the leveling course and surface pavement may be placed. The recommended flexible pavement section for this site is as follows: 3 inches - Washington State Class "B" Asphalt Concrete Pavement 3 inches - Compacted, 5/8 inch minus crushed surfacing top course 4 inches - Compacted, 1 -1/4 inch minus crushed surfacing base course The leveling course and base course materials should be compacted to a minimum of 95 percent of maximum dry density as defined by ASTM:D 1557. If the client decides to leave the existing asphalt pavement in place, we recommend a minimum 1 inch thick layer of Washington State Class "B" Asphalt Concrete Pavement be placed as a topping layer. Areas where existing pavement is cracked should have a geotextile placed to mitigate reflective cracking. If it is necessary to fill above the existing pavement to attain desired grade, 5/8 inch minus, crushed surface top course should be utilized. The fill should be compacted as described above. A minimum of 3 inches of asphalt concrete pavement should be placed in any fill areas above existing pavement. 12.2 Rigid PavetnerjDesign Upon completion of the subgrade preparation as described above, the recommend rigid pavement section for the drive -thru lane and trash enclosure areas would be as follows: 12 MAYES TESTING ENGINEERS 13.0 UTILITY CONNECTIONS 13 5 inches - PortlandCement Concrete (PCC) 5 inches - Compacted, 5/8 inch minus crushed surfacing top course The leveling course material should be compacted to a minimum of 95 percent of maximum dry density as defined by ASTM:D 1557. All concrete should have a minimum of 6 sacks of cement per cubic yard and a minimum of 28 day compressive strength of 4000 pounds per square inch (psi). The concrete should be properly cured a minimum of 7 days immediately after placement. We further recommend that all concrete contain 5 percent entrained air for freeze -thaw protection and be placed at a maximum 2.5 inch slump. The wear surface should be textured with a coarse metal broom or rake finish to provide skid resistance. To allow for an orderly arrangement of the cracking that concrete naturally undergoes during curing, we recommend placement of contraction joints. The depth of the joints should be sawed into the hardened concrete, formed by plastic strips, or tooled into the concrete during placement. Contraction joints should be placed at a maximum of 20 foot intervals. If rigid pavement is to be used for covering broad expanses, contraction joints should be placed on a maximum 20 foot grid pattern. Expansion joints should be installed at 60 foot intervals along the drive -thru lane. These joints will also function as contraction joints. The expansion joints should be 3/4 inch wide. -All expansion and contraction joints should be filled with suitable filler material. Load transfer dowels should be installed perpendicular to all pavement contraction and expansion joints. These dowels should be 3/4 inch diameter ( #6), smooth bars, 18 inches in length, thus allowing 9 inches of penetration on each side of the joint. Load transfer dowels should be spaced 12 inches on- center and be set 3 inches below the concrete surface. Suitable wire mesh reinforcement, properly placed in the upper 1/3 of the slab, should also be provided for all concrete pavement. Due to the soft/loose nature of the soils underlying the site, it would be prudent to provide flexible connectors for all utilities. These connectors should be designed to provide a suitable connection when 2 to 4 inches of settlement may occur. MAYES TESTING ENGINEERS 14.0 PROJECT DESIGN AND CONSTRUCTION MONITORING At the time of this report,_site grading, structural plans, and construction methods have not been finalized. We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. We recommend that we perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the foundation depends on proper site preparation and construction procedures. In addition, engineering decisions may have to be made in the field in the event that variations in subsurface conditions become apparent. We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion of your project. If you should have any questions, or require further assistance, please do not hesitate to call. Sincerely, MAYES TESTING ENGINEERS, INC. Toseph B. Clare, Geotechnical Consultant Gary A. Flow s, P.G. Geotechnical Consultant 25997 9/1/97 - WP7 14 C7 CNALS 4) ft l ams i 99 Michael J. Mayes, P.E. 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MEM • Approximate location EB-1 w of exploration boring 0 60 r. 100 SCALE IN FEET SITE AND EXPLORATION PLAN REFERENCE RUHL-PARR & ASSOCIATES DRAWING 'WENDY'S SITE PLAN, UNDATED. MAYES TESTING ENGINEERS, INC. WENDY'S RESTAURANT TUKWILA, WASHINGTON 25997 I 9/97 1 FIGURE 1 5; SEDIMENT DESCRIPTION DEPTH SAMPLE GROUND WATER STANDARD PENETRATION RESISTANCE ,d 10 20 30 40 Surface: 3-112" asphalt. Wet to saturated, brown SILT. (Fill) I • 1 Wet to saturated, brown SILT. Wet, black, fine to medium SAND, trace silt. - 5 ♦ 1 A 3 Saturated, dark brown to black, fine to medium trace silt. Saturated, dark brown, fine SAND with silt, orgy Saturated, gray, silty CLAY, trace organics. Saturated, dark brown, fine SAND, trace to some silt. Saturated, gray to dark brown, fine sandy SILT with clay. Saturated, dark brown, clayey SILT wtih trace fine sand. Saturated, gray with some black CLAY with silt, organics, roots. Saturated, dark brown to black, fine to medium SAND; gray silt/clay lense at top of sample. Saturated, black, fine to medium SAND. - 10 15 • I I - I , I L--J ♦ 8 h 1 — - - .2 A 2 20 - A 2 — 25 - - £2 2 • -- 30 - - 18 • • 20 ..., .. ..M..w,«...;.: +tis:�:✓.Y•rItx LS "f1irr:1;41�YF�:ii \V4It: arki vaNW. K; MILT+S,+watA. tid,�M':Ytifi?:ttT C EXPLORATICA BORING LOG Number EB -1 Page 1 of 2 Subauufaca condittone depicted npean* our ab.Mvarone at the Ilene and location at tie attbrebry hoi . modlled by gm** Interpretations. orphaning ambits. and ).dement. They an not neoeetarly noneentedve al otlnr tins and 1ocsdornr. we tall not aoa.pt r.apanablry for the use or Yrarprefation by others of Inbmwion anointed on VII lag* Reviewed By RC MAYES TESTING ENGINEERS, INC. Wendy's Restaurant Tukwila, Washington Project No. 25997 August 1997 EXPLORATI64s1 BORING LOG Number EB-1 Page 2 of 2 SEDIMENT DESCRIPTION BON 41 -112' WD = while drilling 50 55 60 65 Saturated, black, fine to medium SAND. (Alluvium) 40 I STANDARD PENETRATION RESISTANCE 8117M/Foot 10 20 15 Subsadaos ooellIlase dspided messed car obssivsIlase *Ilse Vine and leaden of this axpforabry haler =Mad by geode* inassTeetsdona. angineedno anolysik and judwnerd. They N not neammarly repiesentadve of other Ilmss and toesda s. We we not =eel reeponsibilly for the use or beerpnobion by others d tdannelbn prsssntd an this lop. Reviewed By MAYES TESTING ENGINEERS, INC. Wendy's Restaurant Tukwila, Washington Project No. 25997 August 1997 SEDIMENT DESCRIPTION Hld3a I SAMPLE GROUND WATER STANDARD PENETRATION RESISTANCE etomir-oot 10 zo 30 40 Surface: 3-1/2" asphalt. , Wet, brown, fine sandy SILT. (Fill) (F A 3 ? ? Wet to saturated, brown, silty, fine to medium SAN Saturated, gray, silty CLAY. Saturated, gray with brown, clayey SILT to silty CLAY with trace organics (roots). Saturated, gray, silty CLAY with trace organics (roots). Saturated, dark brown, silty, fine SAND. 10 15 . - - IR I £3 — - , 0 '— 20 0 `— 25 —30 - .2 migantonteViv C EXP LORATIG BORING LOG Number EB -2 Page 1 of 2 Subsist= conditions depicted represent our observers at the Ilme and Sweden at this arpiarstrxy hair, nrodlIsd by p.olaplo interpretetions. engirds. and judgment. They ere not necessarily r.w.r« bdv. of other *nee and loaders. We wi not .dept reeponsbay for the use or Interpretsdon by other. o/ Iniornwlon presented on this lop. Reviewed By PL -5--- 1 MAYES TESTING. ENGINEERS, INC. Wendy's Restaurant Tukwila, Washington Project No. 25997 August 1997 SEDIMENT DESCRIPTION Hld3a SAMPLE GROUND WATER STANDARD PENETRATION RESISTANCE No *Foot 10 20 30 40 Saturated, black, fine to medium SAND, trace silt. Saturated, black, fine to medium SAND, trace silt; thin – I . 18 A silt lenses. — _ .?Z — 45 50 25 • • — m, BOH 6 56 -1/2' • WD = while drilling • • - - 60 — 65 • EXPLORATIdA BORING LOG Number EB -2 Page 2 of 2 Srbsrrteoe oordltloir depicted rspwnt our a6.& slo r stele ins end toasyos at tide exploratory hob. nr Med by peolopio bpr engineering .n and Judginert They en not neoem* reprsss s d odor *nee end Wa der& we W not eaoept n.porrsbtriy tat de use a U timpiebdon by Where at Ydanredon prwrrted on We lop. Reviewed By I MAYES TESTING ENGINEERS, INC. Wendy's Restaurant Tukwila, Washington Project No. 25997 August 1997 - . SEDIMENT DESCRIPTION Hid30 SAMPLE GROUND WATER STANDARD RESISTANCE ebw.IFaoe io PENETRATION Surface: 3-1/2' asphalt. Moist, brown, fine to coarse SAND with occasional gravel (crushed rock). (Fill) � . S1 Moist, brown, fine SAND, trace silt. Moist, brown, silty, fine SANG. Wet, brown, silty, fine SAND. Saturated, brown silty, fine SAND. 10 15 ig I .2 BOH (W 11 -1/2' WD al while drilling • • — — 20 — 25 — 30 Number EB-3 MAYES TESTING ENGINEERS, INC. EXPLORATICCJ BORING LOG Wendy's Restaurant Kent, Washington Project No. 25997 August 1997 kx 7. Subsurface candMar depicted represent as obeeveder at the dnr and locedon at this a pbnlory hole. mod$ed by geologic bestpr ledorr, engineering arnlysts, and krdpnrrt lfry ere not nronserb represenbdw al caner dines and toudora We will not <; accept nrporsablay for the use or Intierpeledon by others or Inbnnulon Fomented on this log. Reviewed By SEDIMENT DESCRIPTION Hid3t SAMPLE GROUND WATER STANDARD PENETRATION RESISTANCE ebwNFooe 10 20 30 40 Surface: 3-1/2" asphalt. Moist, brown, fine SAND with some silt (FII) �� ■ Wet, brown SILT with some fine sand. Wet, dark brown, fine to medium SAND. 5 ► 0 . 4 ' Saturated, brown, silty, fine to medium SAND to ffne sandy SILT. (Alluvium) 10 15 I I 2 • ' BOH 0 11 -1/2 WD = while drilling • . — _ 20 — 25 _ — 30 Number EB-4 MAYES TESTING ENGINEERS, INC. EXPLORATICLJ BORING LOG 3ubl dw mi dldens depicted would our obeervadons at be dne and toadon of Ida s>mlorstory hob. =Mad by geologic beelpieladone. rnobeednp anWWeb, end judgment, They N not naanary repreeentedve al char rimes and tocatloia We W not accept fesponellay for the we or Mbtpreibon by odic. d Yronnedon pnsanted on ddb lop. Reviewed By Wendy's Restaurant Kent, Washington Project No. 25997 August 1997 Ruhl-Parr Architects ocation: Wendy's Restaurant 16200 West Valley Rd. Tukwilla, WA . . , • . • , • •... „ ' • ...„• • „. • ••. , • •••• •.• •••• ••„ • ••••• .,.• " . 1 . • 1 . • .. ' . • , '•, • , • • • Prepared for: ��ttNteePt saguaaci ; Tote. Consulting Engineer" P.O. Box 2168 • Woodinville, WA 98072 (206) 489 -1901 Made by y T Date .. , '/Y Job No. 7 Z s Checked by Dates Sheet No Description a f Fm.ra . Job Name W€4 ys jidAv / l � )2.00F Jo's' R-t PL �aoF= /8 r y LLCSvr o Z$PsF 1...-37' Air P4 ,e. (Joe /1 Gvi = ) 5 J ( 45r5 44)0L- AS X / 3 Pjl = ! 27 / 6.)“.:" �r � '� Z 9 3e Pot. % 9Y r° /Pr roz_-g uS F Z4 "q° 7"J=. 35 1A 3 €L/ L Y y roc_ 000 _ z )'_Q t( y USE - 2, d ( "DP ) /3,r C- Joist ceAt Pat- Pclryy 37 y 321 12-09iG 30 IS3 �•Z °t✓ M (U179 11 vwir Ems / �•�'L 37 " . T inAY. 3 1 -6 '' 02,e 3, 5 l ie ! ° Psr' 13 r 111‘4, 3, 5 ► KZSTYPI. cam' G184 /Tr )( SM 3R 41.6,- r i u r t r. . L- 3y' 7 = (.2. -►('-3 4. ..-r A - 4). L -1 17 L. = /,fSP LL �v �'� j y ma y'? �o�= 1Y f9t_ 1 c03` 6 : 9Y �s 1J5� Zy'�OP TJy /3L 51 (02-- (2-d,F ('4--Art 5+ ` 3dJfk .RYA•l5pa'aa":xdwk >S'e' W10 • ` TJ•BeamO v5.03 Serial Number. 707204825 TJBEAMD 1001 6/1/98 11 :38:34 AM Page 1 of 1 Build Code: 041 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED / Member Slope: .25 /12 Roof Slope: .25 /12 { RJ -2 @ Mech. Equip. EF -1 & EF -2 2( :TJI® /35C JOIST @ 21.0" o/c 4- SUPPORTS: INPUT BEARING WIDTH LENGTH JUSTIFICATION 1 2x6 plate 5.50" 5.5" Left Face 2 2x6 plate 5.50" 5.5" Right Face . MAXIMUM DESIGN ALLOW. Shear(lb) 1691 1685 3519 Reaction(lb) 1691 1691 3364 Moment(ft-Ib) 13722 13722 14310 Live Defl.(In) 0.974 1.813 Total Defl.(in) 1.873 2.417 PROJECT INFORMATION Wendy's - Tukwilla, WA CONTROL Passed(48 %) Passed(50 %) Passed(96 %) Passed(L1447) Passed(U232) 37' All dimensions are horizontal. LOADS: Analysis for JOIST MEMBER Supporting SNOW Application. Loads(psf): 25 Live at 115% duration, 18 Dead, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Floor(1.00) 0 200 3' 6" Adds to Point(lbs.) Floor(1.00) 0 200 10' 6" Adds to REACTIONS(lbs.) LIVE/ DEAD/ TOTAL DETAIL OTHER 809/910/1719 TJI® Blocking Panel 809 / 656 / 1465 TJI® Blocking Panel - Web stiffeners are required at support(s): 1, 2. See TJI JOIST INSTALLATION INFORMATION for nailing requirements. DESIGN CONTROLS: LOCATION LT. end Span 1 under Snow Roof loading Bearing 1 under Snow Roof loading MID Span 1 under Snow Roof loading MID Span 1 under Snow Roof loading MID Span 1 under Snow Roof loading Product Diagram is Conceptual. - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL :U240, TL:U180). - TJM maximum bearing length controls reaction capacity. Limits: End supports, 3.5 ". Intermediate supports, 5.25 ". ^OITIONAL NOTES: • IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code LAC analyzing the TJM Custom product listed above. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - (Minimum cut length) = (Overall horizontal length) x 1.000 + 1/2" OPERATOR INFORMATION: Premier Engineering Tim File 20223 131st Place NE Woodinville, WA 98072 425. 489.1901 425-489-1901 Copyright 0 1997 by Trus Joist MacMillan. a limited partnership. Boise, Idaho, USA. TJ- Beam"' is a trademark of Trus Joist MacMillan. TJI® Is a registered trademark of This Joist MacMillan, ; a e oxisavw RJ-2 RT-1 Mech. Equip. 04 2; :TJI ®/35C JOIST @ 19.2" o/c TJ- Beam^' v5.03 Serial Number. 707204825 TJBEAMD 1001 6/1/98 11:31:56 AM Page 1 of 1 Build Code: 041 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: .25112 Roof Slope : .25/12 All dimensions are horizontal. LOADS: Analysis for JOIST MEMBER Supporting SNOW Application. Loads(psf): 25 Live at 115% duration, 18 Dead, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Floor(1.00) 0 94 23' Adds to Point(Ibs.) Floor(1.00) 0 94 28' Adds to SUPPORTS: INPUT BEARING REACTIONS(Ibs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x6 plate 5.50" 5.5" Left Face 740 / 591 / 1331 TJI® Blocking Panel 2 2x6 plate 5.50" 5.5" Right Face 740 / 663 / 1403 TJI® Blocking Panel - Web stiffeners are required at support(s): 1, 2. See TJI JOIST INSTALLATION INFORMATION for nailing requirements. DESIGN CONTROLS: MAXIMUM DESIGN ALLOW. Shear(lb) 1377 1372 3519 Reaction(lb) 1377 1377 3364 Moment(ft -lb) 12372 12372 14310 Live Defl.(in) 0.891 1.813 Total Defl.(in) 1.677 2.417 PROJECT INFORMATION Wendy's - Tukwilla, WA CONTROL Passed(39 %) Passed(41% Passed(86 %) Passed(U489) Passed(U259) 37' ♦ 4 LOCATION RT. end Span 1 under Snow Roof loading Bearing 2 under Snow Roof loading MID Span 1 under Snow Roof loading MID Span 1 under Snow Roof loading MID Span 1 under Snow Roof loading Product Diagram is Conceptual. - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL:U240, TL:U180). - TJM maximum bearing length controls reaction capacity. Limits: End supports, 3.5 ". Intermediate supports, 5.25 ". A •r)ITIONAL NOTES: IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability - THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code LAC analyzing the TJM Custom product listed above. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - (Minimum cut length) = (Overall horizontal length) x 1.000 + 1/2" OPERATOR INFORMATION: Premier Engineering Tim File 20223 131st Place NE Woodinville, WA 98072 425 - 489.1901 425-489-1901 Copyright O 1997 by This Joist MacMillan, a limned partnership, Boise, Idaho, USA. TJ•Beam'" Is a trademark of Trus Joist MacMillan. TJI® Is a registered trademark of Trus Joist MacMillan. TJ•Beam" v5.03 Serial Number. 707204825 TJBEAMD 1001 611198 11:51:59 AM Page 1 of 1 Build Code: 041 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope : .25/12 Roof Slope: .25 /12 All dimensions are horizontal. LOADS: Analysis for JOIST MEMBER Supporting SNOW Application. Loads(psf): 25 Live at 115% duration, 18 Dead, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(Ibs. ) Floor(1.00) 0 94 13' 6" Adds to Polnt(Ibs.) Floor(1.00) 0 94 18' 6" Adds to SUPPORTS: INPUT BEARING WIDTH LENGTH 1 2x6 plate 5.50" 5.5" 2 2x6 plate 5.50" 5.5" - Web stiffeners are required at DESIGN CONTROLS: MAXIMUM Shear(lb) 1354 Reaction(lb) 1354 Moment(ft-lb) 12771 Live Defl.(in) Total Defl.(in) PROJECT INFORMATION Wendy's - Tukwilla, WA REACTIONS(lbs.) JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER Left Face 740 / 640 / 1380 TJI® Blocking Panel Right Face 740 / 614 / 1354 TJI® Blocking Panel support(s): 1, 2. See TJI JOIST INSTALLATION INFORMATION for nailing requirements. DESIGN ALLOW. 1348 3519 1354 3364 12771 14310 0.891 1.813 1.708 2.417 RJ -3A @ Mech. Equip. RT -2 2C JOIST @ 19.2" o/c 37' CONTROL LOCATION Passed(38 %) LT. end Span 1 under Snow Roof loading Passed(40 %) Bearing 1 under Snow Roof loading Passed(89 %) MID Span 1 under Snow Roof loading Passed(U489) MID Span 1 under Snow Roof loading Passed(U255) MID Span 1 under Snow Roof loading OPERATOR INFORMATION: Premier Engineering Tim File 20223 131st Place NE Woodinville, WA 98072 425 -489 -1901 425 -489 -1901 Copyright O 1997 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. 7J-Beam"' is a trademark of Trus Joist MacMillan. TJI® Is a registered trademark of True Joist MacMillan. I II - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL:U240, TL:U180). - TJM maximum bearing length controls reaction capacity. Limits: End supports, 3.5 ". Intermediate supports, 5.25 ". P " ITIONAL NOTES: • IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code LAC analyzing the TJM Custom product listed above. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - (Minimum cut length) = (Overall horizontal length) x 1.000 + 1/2" Product Diagram is Conceptual. Paemeen Eageaeett lac. Consulting Enginee -° P.O. Box 2168 • Woodinville, WA 98072 (206) 489 -1901 Made by _ Date Job No. ._ J. :?S_.. .. Checked by Date.. Sheet No. _ - Description - • �-44 7r i ti,Y Job Name _ - 1. ,. Tv L /l GM Z- 69-1x/2- /'F02/ PC- i w / ,.!va(4) / 04 T, c.J 01,7' (A✓r; l7, 6 ' ) ( 1 3PsP - 3/23 1 " 3 '& l.✓L,41 I x,67 / x LSPt,F -'y94 7 6 O / : WV1- • 5 " X 59P,F= 2-5 4/Fr jZ 6 >, / oio /h' = 6060 >< Z � 93� I % 3743 16 1 /o1o` /Cr ,a2_,2,5-F,-)a /6gY5 f ,6 �i • . ' ,� / /I � , � I �� // Z7/5"/4 / • 1 /3 x �j ^ /�r e -/ /26.• , S 1gg /7. , 4,1"50 /Z ,i, 171 1, k &,c / 7 g PsZ eA- IL .....................,.........,.,.,,.. .,.....- �,...u,.,.,n...•n,xm. u.. ..,. ,.,.......,,. —... -F� - -3>< 11 y Ps% 2€ 6/ -5 F// /,/5' x 7 S % 86 p J,{ O 6-0,2..o M rvn„% u o , ay r-; - f ✓PP9 t47 a1 3 A - !.ef w' WPB v rw % (3 / x50t3P•) -r (5 /F1 boo L . Mc. , =Vrl9 -30.9L6-yils7 s=Emma' L) 3.20 ' //, t'i el P 3.33' � t fh i , _, L ,� - C3.3 x39 . 2,fs: 2 1 3''S",1/11.4 g' yl9 sls � � 3 7-S' 4 MarA0 ty/ �Ft n;o' L 01-k i3 rn W 39 � v5 � 4. 0. 2 1 I3PSF) f 94 1.0 94 = ( 5 `� /, r W � L = / 71xzsl)if� 1 / 2 -5 La.( fr (/OG. - Lir 1/z-oL( 5 �� (8 V z- o,Q3)x /(zo' /Fr Ze7d . j b › I Fr � C7, zSF) 2, 7359 #--cr 7-( (3)- Lk /Z kv % 3 Z8-70 8��� � 73c�1}Cl J 930��' 5o - y,9 ft/ % / . <s`15' K fz h. - !, /sx 85 q 78 P5,' 1) c 3= -" x/ z f'rf12— 1-t-. Ps 1 .t.a. 4 33 et Mn.t. a,-.■ 0 23 hcF c., Tr-' (3)- Zk (Z h 60-v y5Cv /42s %5o.bz�,' Sx= XySk /� % 9KYmr 5 f✓% 3 )' 'ell 9 • 0 r L 6Z • I rz S 9y 02-z eV FL/ = 1,f5 ?5 Io4 _. U 3�xi P/;201.4..Arr (iS C 3A2.Ar J e•re -0. »� 6'"1 YiK -t.oa r 9 33 Ig 4 m yw,i 23 3ySFF tb 9 Cq+w ?t/i • TJ- Beam^' v5.03 Serial Number. 707204825 TJBEAMD 1111 6/1/98 1:10:29 PM Page 1 of 1 Build Code: 041 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: .26/12 MAXIMUM DESIGN Shear(lb) 6222 5072 Moment(ft-Ib) 18926 18926 Live Defl.(in) 0.238 Total Defl.(in) 0.552 PROJECT INFORMATION Wendy's - Tukwilla, WA 3.5 "x ALLOW. CONTROL 9338 Passed(54 %) 23345 Passed(81 %) 0.608 Passed(U612) 0.811 Passed(L/264) BM @ Drive Thru Area Parallam® PSL Commercial CM 12' 6" All dimensions are horizontal. LOADS: Analysis for HEADER MEMBER Supporting SNOW Application. Tributary Load Width: 17' 8" Loads(psf): 25 Live at 115% duration, 18 Dead, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(plf) Floor(1.00) 0 250 0 to 12' 6" Adds to SUPPORTS: INPUT BEARING REACTIONS(ibs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x4 plate 3.50" 4.51" Left Face 2760 / 3632 / 6393 Blocking 2 2x4 plate . 3.50" 4.51" Right Face 2760 / 3632 / 6393 Blocking - Bearing length requirement exceeds input at support(s) 1, 2. Supplemental hardware is required to satisfy bearing requirements. DESIGN CONTROLS: LOCATION LT. end Span 1 under Snow Roof loading MID Span 1 under Snow Roof loading MID Span 1 under Snow Roof loading MID Span 1 under Snow Roof loading OPERATOR INFORMATION: Premier Engineering Tim File 20223 131st Place NE Woodinville, WA 98072 425-489-1901 425- 489.1901 Copyright C 1997 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. TJ- Beam^' Is a trademark of Trus Joist MacMillan. Parallam is a registered trademark of This Joist MacMillan. Product Diagram is Conceptual. - Deflection Criteria: STANDARD(LL:L/240, TL:L/180). ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code LAC analyzing the TJM Custom product listed above. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. 1 n_ • . : • PotentaPt Emelt. :71 fF* • Consulting Enginee P.O. Box 2168 • Woodinville, WA 98072 . .. (206) 489-1901 . Made by- -Fp_ Date /- Job No.- v t . . Sheet No. . :.. . , ‘. ._.. Checked by , Date . . Descnption-- LA ) 0 _p...0..._.. . Job Name 4 ' 15 ..... ... . • • ' ,.• • 2-x6 /Y Sr ) 2 -s e /6 "0, C. DL( LsTs F L/ vE (sr vgi) = time, 71/164, C../ 02,0 t o I A /5 30D /op. ea L ao 413 /Fr eff,ST • al C tIA:77 CV F G.frr Cfine Jr QS 0/6 • hio 5 ao ti Vr Soo Lg /er • PriM.45. Col-L.0o )F I +DsS9 6 .5 Alt; e 6"0,C, jF t I t-tD ) L. )1. 5 71)e PAZ /12 POK4.0L41 3 la >/o47 6-c” • Po 4 2 ,x 50c.` 104718 Wood Stud Design per 1994 UBC Thickness Width 1.5 5.5 #2 16 135 Stud Size Wood Grad Spacing(in) Length(in) Sawn Lumber Wind Pres. Floor Loads _= VII(Ib /ft) WIl(Ib /ft) WII(Ib /ft) WdI +WII(lb Pdl +ll fc(psi) Wwind Mwind A(in ^2) Sx(in ^3) fb(PSI) Duration Factor F'c 0.2228806 acial load O.K. 12.2 psf 300 Total 0 Floor 500 Roof 500 Total 800 Total 1066.6667 lbs. 129.3 psi 16.3 lb /ft 257.34 ft-lb 8.25 7.56 408.35 Bending O.K. 1.15 9725. FILE:STUD -94 Wall Studs @ Bearing Walls. 2x6 HF #2 @ 16" Fb(psi) 850 Fc(psi) E(psi) Fb' (psi) Ie /d Kce Fc* (psi) Fce c' Fl F2 F3 F'c(psi) Unity Equation (fc/Fc') ^2 +fb /(Fb' *(1 -fc /Fce)) = 0.3006419 GOOD 1250 1300000 2033.2 24.55 0.3 visually graded lumber 1581.3 647.3 0.8 sawn lumber 0.881 0.776 0.512 580.1 Consulting Engineer -% P.O. Box 2168 • Woodinville, WA 98072 (206) 4889 -1 Made by - Date �/ / a Job No: Checked by Date Sheet Na: ) ! ;E7 Description " 5 ' E �� a Die 1 ve ntka ...•.. of, Job Name hie�1 1 :_ s _77, A NI, . .. I W I I rID r7W l ED SEc , i tort J Do r' JPm.,/er& = 2)-8" " PL (al 5 1'` 35Pw 5 f 1 67' ?r 7 "ice, y67 cb I/ w = 3 to / u2A-id mo $7vas 46 °0.4 trf I,33'xIzruiers'1,32° 3/y x''1''0" SHEAR WALLS WITH STEEL STUDS - WOOD STRUCTURAL PANEL SHEATHING ONE SIDE Stud Sls&' r (ga.)(In.) �..._ Panel Type Thlckness(In,) _.,.�. Fastener Size Spacing"'(In.) Ultimata Load (plf) Target Design Shear (plf) .,. Load"' Factor STRUCTURAL I ......M. . 14(0.074) Plywood 3/8 10.24 4,12 1665 380'' 4.8 16(0.059) Plywood 3/8 10.24 4,12 1093 360 3.0 16(0.059) OSB 7/16 10.24 4,12 1248 395 3.2 18(0.047) Plywood 3/8 8.18 6,12 748 200 3.7 15(0.047) Plywood 3/8 8.18 4,12 960 300 3.2 18(0.047) 058 7/16 8.18 3,12 1095 390 2.8 RATED SHEATHING 14(0.074) 058 19/32 St. Pin''' 6,12 1088 365 3.0 14(0.074) Plywood 5/8 St. Pin''' 4,12 1865 545 3,4 (a) Studs spaced a maximum of 24 Inches on center. (b) The first number Is the spacing at supported panel edges, the second Is the spacing at Intermediate framing members. (c) The load factor Is determined by dividing the ultimate load by the target design shear. (Note! A commonly used Safety Factor Is 2.5 for shear walls). (d) Design shear limited by 3/8" panel thickness. (a) 0.144' dla. x 1.1/4` long pneumatically driven tempered steel pin. JO III. - - - - - 4 -98 • • Y'1LUi3T V.IP HCe'4T *ii'331 /!VM1 u.rM rv::.i Lnpxrurnn•c..•.xte. Jlrnt++M/.. s5a' WW/.- Mr. Ym. uu .r «x..w.•......••..�••�.. -•�.•• 02 :09 PM JEFFREY Pi NELSON PE , ' Diaphragm/ Shear Wall Tables Steel Framed Shear Walls with Wood Structural Panel Sheathing On One Side Only The wall racking frames were built and tested in accordance with the provisions of ASTM E72, Standard Methods of Conducting Strength Tests of Panels for Building Construction, except for the use of higher test loads and referencing deflection to the base of the wall. Details for the metal stud shear walls included the use of single end studs and the use of two self- drilling, self - tapping screws at each stud -to- track joint. Studs were spaced at 24 inches on center. One side of the assembly was unsheathed. There is currently very limited published information on the shear capabilities of structural panel sheathing applied to metal framing. it was therefore necessary for test purposes to select target design shears based on assumptions. It was assumed that Number 10 fasteners in 14 - ga studs fully develop recognized wood framed shear wall values for 10d nails, Similarly, it was assumed that Number 10 fasteners in 16 -ga studs fully develop recognized wood framed shear wall values for 8d nails, and that Number 8 fasteners in 18- ga studs fully develop values for 6d nails. Therefore, target design values were selected 2064851136 S - Research by the American Plywood Association which correspond to these nail sizes for the testedpanel thickness. The use of these values provide results which would be conservative in a properly designed and constructed shear wall. Target design shears for the steel pins wcrc determined using the principles of mechanics. Previous testing established lateral fastener values for the pins. These tests determined thut the pins are equivalent to 8d common nails when used with a minimum of a 3/8 -inch -thick Structural I panel and equivalent to 10d nails when used with l5/32 -inch- thick or thicker Structural I panels. The basic design lateral loads for these nail sizes are then increased 25% for the metal side plate (framing member), 30% for nails used in diaphragm construction and 33% for abort -terra load. An 11% reduction is also applied fur used of 2 -in. nominal framing. Failure of the tested walls generally occurred due to buckling of the studs or tearing around the anchor bolts. Premature buckling was likely affected by the lack of stud flange bracing on the unsheathed side. Reference: John R. Tissell, Structural Panel Shear Walls, Research Report #154, American Plywood Association, Tacoma, Washington, May 1993. P.06 1 Ate0ga l EKgimevtir 7KC. Consulting Enginee P.O. Box 2168 • Woodinville, WA 98072 (206) 489 -1901 Made by Ci _ Date /y /p Q � Job No, U' 7 z Checked by d,&Z 0,(,7 1,3 /,3 Dat i 1,0 l.o Sheet No. vi... Description Ly j..., •n.. i Hsu Job Name `✓er,,t ...- p4vl ll . . I47t4gr C e Ci i3 C'SP) r r! P.E 0.45' 24' d,&Z 0,(,7 1,3 /,3 16,Y /6,`/ 1,0 l.o 13,2 /y,3 r.E:lir,eia`EecMEf4ogYA +wx. !A IN 0 Pc/q.( P= G` 4 p l v I KBD SP lao o Lt/! MO ( -) 2 QQ v to E3 W 1.0 F oita.- e R-al F - 156)1.6iFi 1 ro Av+u:. ; Fwt'D = 6717 Siva ro 5,oe F = g4o,33'x 156 1 2 ) S3Z f ` K% 0249 13c.oC e,- No T ev-o ww... .,............__..- - -... V....._ ..+...«...�....in.�x.not..».�.- .,........_.....____.... ............... ..........a.w.twwnp'd�VeLlD't�i cv go' f " 7g' -t3" Sb c 1,,1 5 SmrC,% 1 M A p-----GOK 1124L'S . Sid• F Z % 2/' 1 M > A x Pl rt vrn S F-eovr wow / 2 j % 6 R U = 20 y 145 t - N= 67WV 37,33'= I gS Lb /i7 • ...ro.c Gatos 'V % y (90 o o 62 /r� 036 if CO PU'c✓,clao to d G 6" O.c. . S ✓P' / ,on (,-. /M 'Tl,"Q t i (bird SUP V/ t.✓ CAS i ' . $5 U7/ Vt4t,ow Cci'3 3) 2/S ai6 , Le/ t t Atefitiet Ercgirceeai l ne. Consulting Engineer P.O. Box 2168 • Woodinville, WA 98072 (206) 489 -1901 Made by Da te (,,r if 9 Job No, 9 7 ?- > .. ._ Checked by „� Date` Sheet No, - --• _. _ — Description Job Name L✓CNQf ,J — 724.14/ /C-L J'‘,..%73"'l ( !/ axi a At ifP.N! wait#1'thlt 155d r�tA'. 5uusiv: tArc:anxicuvaWwexvxemanaw.whYr. /4-r w c,.I nzc. AT L c- wrnL C I-11. " D P-i - - S i 12.1) F-OA ' - /9 - r F2-0rrr wbftt .T= G9 V(z.4 �63� Z /7 0 7. 60` %21v.0 Ti Go` /Fj' le 2Z'% 1320A I z 6o' )2 . 720- � 4A `x 420F� %63`)( 37339+C 3, 33` x Z.o,33') (.3,33' - 2 0,S) t - (3 5,67" 3 - Q v'K s S V)::: 2 g 2 t) “( = 2812 Fr 2- xiSeCr- y 33 o L:3 Z►G Z L2o 3) =c�,3o I= �.o z,7s f,.,)% 'A^,' v. o,3 ,� /,okZ,7S kL 0, / 03L.) 3 1 F 51.05 ,4 < r-o/ ( irr F r 112 13 -K- P Re 1tiD� w fitv = //,55 X �n> — � .578 /rte v� wrnt = z - v/, 33 57 ` /r, y 7 736 ]7 , P-A - y 33 Dc. 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Box 2168 • Woodinville, WA 98072 (206) 489-1901 Made Date ymi---- •.. Job No. 7. .1 . Checked by Datet, ...--. Sheet No7-- Descrip -..---- tion .... .... - — ..._.... Job Name 1 .4. 4 ,1 : 4 1 is 71 A // a.... ........_ P 01)A a . 7sr 4 :3 1 74-A'r-P 3Y63 • • • • 1/9): Nkt-ILS 0 ceomivaze .4.41L-V44, , zsig eu 12 q t 6 leo Por - r - rg-1r' • %/O, Sep-f .</, 33 C if I l0 3 63'6 ? / 9 9 *(No 1 Wet4_ 6 DAPtesito 243' /if-01- •13(-0(.4c_irfb, -„, I I LB )(/, " ( 317 IS Cr Yirtc,ovi lc, d rnL = 1.13 o c 0 >e — oirefra. e2-) -1.Je frtfw DR-11-er StrAtr Nrht. 2k. Wrevit 124 Al 0,c, sp-4-frcisee 6x, po5-r �?CGR �C /KC, Consulting Engin P.O. Box 2168 • Woodinville, WA 98072 (206) 489 -1901 Made by Date.. 19 � Job No. � ir • Checked by Dat Sheet Nu. 6�F v0u ri D esc ri pt i on ) Mv r / 6 4 i P' - Job Name /!✓ 4 5� ll14.. _ 'v'f1't S U4PL/fl S,w I? 1 Pp Lt,J64) 4'1 L_( 3 0 ono /Air OF Pic_C % I,NP xY1Ft X/5 (A). 3597. 0 G - (3 = 3 's ` Lt/?" 0 F c l ir GA.DreC, C i.-a53 7b'►'�t/ G, T % e5 7 1- Op' x 3 ‘a/f-- (o 'YY.s x 1 /7Me' 45- 3CP uPufr 71-e1- /5 eY fld(rff Lex t. DL. ro uc>5/7 �riS x2y o l � v % ) , y ) 3 , 18 1`)//3 k /'3 k$,57 %)2- Kips .n,c�. VJ 1ZiI$ 0,a5k2 ?oao k2yxL1 /fo00 t M�- iz,r3 �y�, I � % � 6,72A- — r - 'r '� �, /k • 2Yo_y 2' =l e 1 7' k 0, t 4e,7Lxfv G Q,bO..y 2, SYk/ Pt><v&c- % (II- A06 — 1,( tett' 0 Cr&A 0 B it/TS O't 0 v 6-4 S &Th ry SPA p v FI L-c ro Pia p leotivt soimena#1, loge, ... Consulting EngineLV P.O. Box 2168 • Woodinville, WA 98072 (206) 489-1901 __. Made by • -1-7% .. Date j / a .0 Job No. Checked by D Sheet No: 7/ Fd Description r+ .... _ . r 1 Le . .1.?0/..6"1_. _ ____ _ Job Name j ey\c i 11 :-__ 7 ..,., A • itiVIJOI41.171040 c-_S (="OP (15e: 6 /9-1. ef- Goe,c,( p 1 /5" roff5 ? i&a2 )3 r 73V - ()Z 1 1 7 9 /41-1, Tr .S /ptur =is; ,v e_i ri-A7, Dwr# aene tn ree-72?-= 3 c 11.L.L L,04 Haz9 R2. t...)‘ ore- Seltryi c. Loth2L S rti 0211- Srici-71,S 7tf4-19 fl -tE re)P-)6+44 OF : 7W 4 - 1 ,e 0, 191 Selig)/ c. 0110//e0 wi se p...co&...x, 6 Pr/is/ye Soh- PRZ5VRI 1 I Sr 6.(274/9E BUMS • ina.,01..)/4.0 L_/41045L-z_ c ,Pit- r,t) 0E /7v602. cs-2— /../Arw i-74k7 A.,i-y,077 t2e--5,6,pr GOL..a F01:4 Paz_ S0--17,i 1607-c 1107,/o,c TI 3 7745 , r g < / 9 tieboe ¥ /8" Atafteea £icgiaeeni ^ . Tote. Consulting Engine P.O. Box 2168 • Woodinville, WA 98072 (206) 489 -1901 M ade br 7 Date / ,p ,./5 a Job No. ? 7LS Checked by Dal( Sheet No.g /y. Description (•i p • _ Job Name' " ' °� -✓ ms .. Tv..t /1w ed.- en/4n' OP /6. e/ P /LC &J/ (6) -At6 /As 0?-5 tat= 3 0 .YY I,3z)1 c os 3� x k= y, 33 /P -06 BUJ 7k0, 3 C) 5,9'1 (pm., :3 y ,�- �� = yl L ,iv -k IF \ r 84,(04 2�L- 7‘91' of arc. Sr ? L% 35 Vdn .>x rri .\/1/ nt4.24 IF Y o P / • VU /1'1.4.0.,4 yo x 1914 /p/t-d . 7 8 If ,o., - Vii c- = /,Y.33\ I `! g oe- Lorne OP pe7MP JG ? x 35' :2,3 a) -zg' k ZS }'L`12— CGOP j x 7 `'I 2.E,.YP 7 jLO?, of 1.oev4irt- L e - (770N,rs O, / 2 \ 2 7 0, I2 X•3. D.11,M y 7 ( 1 0,3 7.5` L7 5-/q `J`6J ,9 rr x.37= Z j /n' 06-0 % 7S,$>' Ps SP'/ N o /C u 0c7E f• 3 0 GI✓ Y56 13852- °.� (6)—v6 ), #0,e12 14-7 , ( ( 'iLZ Lf K '0.c. ). ?bk /Piny P remier Engineering; P.O; Box 2168 • Woodinville; WA 98072 Ph (425)489- 1901 ~ `. Location: Wendy's Restaurant 16200 West Valley Rd. Tukwilla, WA Premier Engineering, Inc. P.O. Box 2168 Woodinville, WA 98072 Ph (425) 489-1901 Sign Model WP50 Area of Sign= 50 ftA2 Height to CG of sign= 12 ft Area of Column= 13.2 ftA2 Height to CG of Col. 4.42 ft Design Criteria: Wind Speed= 80mph Ce(Exp.B,H=20'= Wind Exposure= B Cq(Sign)= qs(80mph)= Wind Pressure P= Ce*Ccrqs*I • I= P= 15.4 psf F1= F2= F(Totai)= 769.2 lbs. 203.1 lbs. 972.2 lbs. Foundation Design: Sign supported on Piles P(allowable)= V(allowable with a fixed head)= M1= M2= M(Total)= 30 kips 10 kips Assume 3 pile pilecap, 30" Deep, pile spacing =4'-6", Edge Distance =1 Area of pile cap= 33.8 ftA2 Depth of footing= 2.5 ft Volume of Conc.= 84.5 ft^3 Wt of Footing= 12675 lbs. Wt of Sign= 475 lbs. Total Weight= 13150 lbs. Moment at Bot. Of Footing= e=Mot/Pd1= Closest set of piles at 1.25. From column location Therefore there is no net uplift on piles Load Condition 1: DL Only Pdl= 13150 lbs. # of Piles= 3 Pdl © Ea. Pile= 4383 lbs P(allowable)= 30000 lbs. O.K. Made By: TF Date: Job Name: Wendy's - Tukwilla Description: Sign Foundation 12558 ft.-lbs. 0.95 ft. 9230 ft-lbs. • 898 ft-lbs. 10127 ft-lbs. Load Condition 2: R (DL on 2 piles)= Pd1(allowable)= O.K. 3/5/98 Job# 9725-2 Sheet No. 0.67 1.4 • 16.4 psf DL + Wind 13150 lbs. 30000 lbs. Conservatively G Ageffi r6Z e sef t lw, Consulting Engineer P.O. Box 2168 • Woodinville, WA 98072 (206) 489 -1901 Made b ' Date .. lob No. �' Z �. Z Checked by Date Sheet No. D esc ri p t ion Fut oef S /G-n . 501 , e0 te r Job Name 4 , ...__J_ Pt �� . Consulting Engine P.O. Box 2168 • Woodinville, WA 98072 (206) 489 -1901 Made by y 7� Date � / Job No q 7Z �L Checked by Dat Sheet No. 3 Description- S / /riq FoJ H Dr t0/ ..- Job Name .. . t r i 3 . Taw I co; 243' S . nLT I o N n «6 C /le Z ,, 5 P'ec.op 5 r m 8 Y ,4Nci . 3 P( C.. 5144-1 y (6904r veer O IZAAf rt' 3 @Z''o. 4 eroP THEN 6''o C Fog. ToP l.a ProF. rid pmpgRATEp'sToRApp:.uNIT.:,...•. Prepared For International Cold Storage Co., Inc. 215 E. 13th Street Andover, Kansas 67002 • RECEIVED CITY OF TUKWILA JUN 9 1998 pow. CENTER SECTION I. SECTION II. SECTION III. SECTION IV. SECTION V. SECTION VI. SECTION VII. APPENDIX DRAWING NO. DRAWING NO. DRAWING NO. DRAWING NO. DRAWING NO. DRAWING NO. DRAWING NO. DRAWING NO. DRAWING NO. DRAWING NO. DRAWING NO. DRAWING NO. DRAWING NO. DRAWING NO. DRAWING NO. DRAWING NO. CC95100 CC95101 CC95102 CC95103 CC95104 CC95105 CC95106 CC95107 CC95108 CC95109 CC95110A CC95111 CC95112 CC95113 CC95114 CC95114 C TABLE OF CONTENTS INTRODUCTION OBJECTIVE OF STRUCTURAL ANALYSIS MATERIALS AND FABRICATION DISCUSSION OF ANALYSIS ALLOWABLE LOADING SUMMARY AND CONCLUSION REFERENCES COVER SHEET FLOOR PLANS & ELEVATIONS SECTION VIEWS WALL SECTION DETAILS 4" & 5 1/2" FLOOR SECTIONS 7 1/4" & 8 3/4" FLOOR SECTIONS DOOR DETAILS - INSULATED DOOR DETAILS - SERVICE DOOR FRAME DETAILS - INSULATED FOUNDATION PLANS TIE DOWN DETAIL ONE WAY ROOF GABLE ROOF 4" FLAT ROOF ONE WAY TIMBER ROOF GABLE TIMBER ROOF PAGE 1 2 2 4 7 8 ti I. INTRODUCTION This report encompasses the results of a structural analysis conducted on refrigerated storage units manufactured by International Cold Storage Company, Inc. of Andover, Kansas; with manufacturing plants in Andover, Kansas, and Covesville, Virginia. International Cold Storage Company, Inc. has been involved in the design and manufacture of refrigerated storage units for over 40 years. These units are available for delivery throughout the United States, Mexico, and Canada. The basic construction of these units is comprised of wall, floor, and roof composite structural panels. These metal /urethane /metal composite structural panels consist of an interior and exterior metal skin bonded to a urethane foam insulation core. The metal skins, interior and exterior, are assembled to create a cavity between them. Into this cavity is injected liquid urethane foam which expands to fill the cavity and adheres to the metal skin. The result is a metal /urethane /metal composite structural panel with an overall predetermined thickness without any additional structural elements considered. The units considered in this report have a floor and wall thickness of four (4) inches and varying roof thickness with a four (4) inch minimum. 1 ww4 II. OBJECTIVE OF STRUCTURAL ANALYSIS The purpose of this structural analysis is to determine the ability of the composite panels to sustain an imposed Toad and to establish allowable Toad capacities using standard accepted formulas and safety factors. The individual properties of steel, aluminum, and urethane foam material for tensile, compressive, and shearing strength have been established through manufacturer's specifications and tests. III. MATERIALS AND FABRICATION The general manner in which the materials are used as composite units in the fabrication of the roof, floor, and wall areas are shown in Drawing CC95102 of the Appendix. The drawings in the Appendix depict connection details presently being used in the construction of these units. The urethane foam used will be among those listed in Table No. 1 on page 3. The urethane foam has a density of 1.7 p.c.f. to a maximum of 2.3 p.c.f. Greater strengths can generally be expected from urethane foam of greater density. 2 TABLE NO. 1 -- APPROVED FOAM MATERIALS System Supplier 1 CIDT 192 Flexible Products Company Marietta, GA 2 Autofroth 9142 BASF Wyandotte, MI 3 Autofroth 9591 BASF Wyandotte, MI urethane foam. The metal skins are shCn in Drawing CC95102 for the clrious construction configurations. The urethane foam and metal skins react structurally as a composite. .The bonding surfaces of the interior and exterior skins are first processed with a bonding adhesive to provide a better bonding surface for the injected urethane foam. The adhesion between the urethane foam and the metal skins, must be equal to or greater than the tensile and shear strength of. the The refrigerated storage units utilizing the composite skin concept in their fabrication are available in a wide variety of sizes from 6 feet to 14 feet in width and up to 50 feet in length. -3 IV. DISCUSSION OF STRUCTURAL ANALYSIS RESULTS The rigidity and structural integrity of a metal /urethane /metal composite structural panel is developed from the shear strength of the urethane foam core, the adhesion of the urethane foam to the metal skin, and the buckling strength of the metal skin. The analysis results were predicated upon these three characteristics. The stresses at which buckling occurs in the metal skin are influenced by the rigidity of the urethane foam core. Prior to buckling, the core holds the metal skin straight and allows it to support considerable compression. Above a critical load, the core yields in shear inward or outward causing the metal skin to buckle. The characteristics of creep, thermal warp, degradation of strength due to heat and longterm aging, and the effects of moisture were considered as affecting load supporting capacity in these metal /urethane /metal composite structural panels. Limited test results and data are available for review in the noted references. These characteristics are incorporated into the safety factor of the allowable stresses. None are considered critical with respect to this design. 4 6 In addition to the standard 'refrigerated storage unit with skids, refrigerated storage units are available without steel tube skids and without floors. These options provide additional floor load capacity as given in the Allowable Live Load Summary Table on Page 7. Anchorage of the refrigerated storage units on a particular installation site is accomplished by securing tiedown angles at each corner to a prepared foundation. Drawings CC95109 and CC95110A of the Appendix depict the anchoring requirements for the different types and sizes of plants. These requirements conform to ASCE 7 -93 Wind Standard at 110 mph, Exposure C. Lateral loads due to seismic forces for seismic zones 0 -4 were also considered, but due to the light weight' construction were found not to control. The standard refrigerated storage unit's walls have a maximum allowable interior height of 8 feet. This height requirement was dictated by a combination of bending due to the lateral load and compression due to the roof load. The refrigerated storage units have a variety of roof options available depending on specific requirements and needs. Units are available with a 4" thick flat or sloped roof, a one way or gable roof, and a one way or gable timber roof. These options, along with the allowable roof loads, are depicted in the drawings of the Appendix. - - - - - -- - - - -- -- - - - -- - - - -- ---------------- - - - - -- - -- ------ - - - - -- ALLOWABLE ROOF LIVE LOAD PSF FLOOR W/ SKIDS (PSF) GABLE OR ONE WAY GABLE OR ONE WAY TIMBER ROOF 600 4" FLAT WITH * NO UNIT OR COND. COND. TIMBER TIMBER TIMBER TIMBER WIDTH SLOPED UNIT UNIT @ 16" @ 12" @ 9" 9 6" 8' 57.0 56.6 72.8 105.5 142.4 191.5 289.8 9' 48.9 48.9 63.5 86.3 116.7 157.3 238.5 10' 42.6 42.6 56.3 72.3 98.1 174.9 259.9 11' 37.2 37.2 50.4 61.7 84.0 153.3 232.7 12' 31.2 33.2 45.5 70.6 95.9 129.6 197.1 13' 30.4 29.8 41.5 58.6 79.9 108.3 165.2 14' 26.1 27.0 37.9 49.1 67.3 91.5 67.3 WALL (PSF) 45 FLOOR W/ SKIDS (PSF) 145 FLOOR W/O SKIDS (PSF) 600 ALLOWABLE SEISMIC ZONES 0-4 i arueJ.ua1�4�'!it15fi4*..�'XA&Ci 'MYYI p . V. ALLOWABLE LOA 4G ALLOWABLE ROOF LIVE LOAD SUMMARY TABLE ALLOWABLE LIVE LOAD SUMMARY TABLE 7 The Allowable Live Load Summary Table for roof, walls, and floors was developed as a result of this structural analysis. The loads developed in this structural analysis are total allowable live loads. Roof and floor dead loads, as well as refrigeration system loads, have been considered and subtracted from the total allowable loads in arriving at the allowable live loads. Detailed Allowable Live Load Tables for each specific configuration are given in the Appendix drawings. These values may be used only if condensing units are not installed on roof, are installed over a dual temp wall, or are installed with independent condensing unit supports. VI. SUMMARY AND CONCLUSION The following foam properties were considered in performing the analysis for the composite structural units of this report: 1. Compressive and tensile moduli - Buckling action. Shear strength - Strength of beam action. 3. Shear modulus - Deflection of beam action. 4. Shear creep - Deflection of beams under sustained load. These properties were established as the result of extensive testing of foam core composite structural units by the Olin Mathieson Chemical Corporation of New Haven, Connecticut, and based upon foam core properties as published by the Du Pont Company in "Properties of Rigid Urethane Foams." Using these property values in accepted formulas for composite beam action, the analysis indicated that the roof, floor, and wall composite units will perform satisfactorily as structural elements under the specified live loading stated in this report. Respectfully submitted, PROFESSIONAL ENGINEERING CONSULTANTS, P.A. Eric A. Newcomb, P.E. Structural Project Manager maf -8 i • „3„. INDEX OF DRAWINGS DRAWING NUMBERS DESCRIPTION CC95101 FLOOR PLANS & ELEVATIONS CC95102 SECTION VIEWS CC95103 WALL SECTION DETAILS CC95104 4" & 5 -1/2" FLOOR SECTIONS CC95105 7 -1/4" & 8 -3/4" FLOOR SECTIONS CC95106 DOOR DETAILS — INSULATED CC95107 DOOR DETAILS — SERVICE CC95108 DOOR FRAME DETAILS — INSULATED CL951O9 FOUNDATION PLANS CL95110A TIE DOWN DETAIL CC95111 ONE WAY ROOF CC95112 GABLE ROOF CC95113 4" FLAT ROOF CCA114 ONE WAY REINFORCED ROOF CCA115 GABLE REINFORCED ROOF 5 -1/2" FLOOR WITH SKIDS 145 4" FLOOR NO SKIDS 600 8 -3/4" FLOOR WITH SKIDS SEE DRAWINGS CC95105 7 -1/4" FLOOR NO SKIDS 1500 WALL 45 ROOF SEE DRAWINGS CC95111— CCA115 INTERNATIONAL COLD STORAGE CO., INC. 215 E. 13TH STREET ANDOVER, KANSAS 67002 THE MODEL NUMBER IS AN ALPHA /NUMERIC DESIGNATION. THE ALPHA PORTION AT THE BEGINNING OF THE MODEL NUMBER DESCRIBES THE CONSTRUCTION AND REFRIGERATION OF THE UNIT. ALPHA CODES ARE AS FOLLOWS: IF — SINGLE COMPARTMENT FREEZERS IC — SINGLE COMPARTMENT COOLERS IB — SINGLE COMPARTMENT WITH NO REFRIGERATION IDT — TWO COMPARTMENT BUILDING ITT — THREE COMPARTMENT BUILDING THE NUMERICAL PORTION OF THE MODEL NUMBER DESCRIBES THE APPROXIMATE OUTSIDE DIMENSIONS OF THE BUILDING. THE WIDTH. THE SHORTEST DIMENSION, IS SPECIFIED FIRST, FOLLOWED BY THE LENGTH. IF BUILDING DIMENSIONS ARE NOT IN WHOLE FOOT INCREMENTS THE NEXT HIGHER WHOLE FOOT IS USED FOR MODEL NUMBERS. NOTES: 1. THESE UNITS ARE DESIGNED IN ACCORDANCE WITH THE 1994 UNIFORM BUILDING CODE, 1994 STANDARD BUILDING CODE, 1993 BOCA BUILDING CODE AND 1994 SOUTH FLORIDA BUILDING CODE. 2. WIND LOAD DESIGN CONFORMS TO ASCE 7 -93 WIND STANDARD AT 110 MPH EXPOSURE C. 3. SEISMIC LOAD DESIGN CONFORMS TO ASCE 7 -93 AT SEISMIC ZONES 0-4. MODEL NUMBERS ALLOWABLE UNIT LOADS — PSF REV GATE COVER SHEET 1996 I CTH orc. CC95100 REV IT BRIE FLOOR PLANS AND ELEVATIONS 5 OCT ° CTH CC95101 1995 I " 3 COMPARTMENT BUILDING 2 COMPARTMENT BUILDING 1 COMPARTMENT BUILDING 6' TO 14' SLOPE OPTIONAL: 1/2" PER FOOT 6' WIDE -6 "- -2' -9 -1- 2' -3" - - 6" 7' WIDE • .- 6 '- 3 _3" - .. - . 6" 8' WIDE - 6} - r 3' -9" - I .3' -3" 6" 9' WIDE - -1'.. h -9" T 3' -3 ".- - 1. : 10' WIDE - 1 -'6'- r 3' -9" 4" 3' -3" - END ELEVATION 6' TO 10'• WIDE BUILDING r SLOPE OPTIONAL 1/2" PER FOOT NOTE: DOOR. INTERIOR WALL. AND EVAPORATOR COIL LOCATIONS SHOWN ARE TYPICAL. ACTUAL LOCATIONS MAY VARY. SCALE SKIDS (OPTIONAL) 1'-6" 3' -9" 3' -3" 6" - �-• - - 3. -9" 1 3 ._ 3 . T3' -D 0 6" END ELEVATION 11' TO. 14' WIDE BUILDING 6' TO 50' SIDE ELEVATION SKIDS (OPTIONAL .:, t: 6 " - 11' WIDE 6 "- 12' WIDE 6 "- 13' WIDE 6 "- 14' WIDE 8' TO 10' BASE -24 GAGE GALVANIZED STEEL SECTION THROUGH WIDTH SCALE SUB ROOF INTERIOR WALL .032 ALUMINUM 3 "x1 -1/2 "x3/16" STEEL TUBING (OPTIONAL) CONDENSING UNIT . EVAPORATOR COIL fl6x1/2" ROUNDHEAD • PHILLIPS TEK SCREW AT 6" CENTERS OPTIONAL FLOORLESS CONSTRUCTION URETHANE FOAM 2x4 SYP#2.SPF#11 REV ➢r DATE SECTION VIEWS 5 OCT I I 1995 C CC95102 EVAPORATOR COIL SUPPORT CONDENSING UNIT - i t t FLOOR BASE W000 BLOCKING SECTION THROUGH LENGTH SCREWS 4 ACH S SIDE j SUPPORT CHANNEL 16 % / GAGE GALVANIZED STEEL EVAPORATOR COIL ROOF -24 GAGE GALVANIZED STEEL `J 1 \ 3"x1- 1/2 "x3 /16" STEEL TUBING (OPTIONAL) BASE -24 GAGE GALVANIZED STEEL URETHANE FOAM NOTES: 1. MOUNT CONDENSING UNIT TO SUPPORT CHANNELS WITH FOUR 318' HEX HEAD BOLTS. 2. CONDENSING UNIT CONNECTION CAPABLE OF WITHSTANDING 110 MPH EXPOSURE C IN ACCORDANCE WITH ASCE 7 -93 WIND STANDARD. EXTERIOR WALL .032 ALUMINUM 1 FLOOR - REV . RY WOE . . - WALL. SECTION, DETAILS 5.00T DV "S 1995 I CTH CC95103 -- SEAMS STAGGERED-- URETHANE TAGGERED - URETHANE FOAM 'S' LOCK SEAMS • STAGGERED VINYL GASKET TYPICAL HORIZONTAL SECTION AT EXTERIOR WALL 2 "x2 ".CORNER ANGLE 16 GAGE GALVANIZED • STEEL • EXTERIOR END' WALL .032 ALUMINUM INTERIOR WALL .032 ALUMINUM VINYL. GASKET URETHANE FOAM INTERIOR WALL .032 ALUMINUM TYPICAL HORIZONTAL SECTION AT INTERIOR DIVIDING WALL NOTES: 1. STAGGER SEAMS AT LEAST 4 ". 2. .040 ALUMINUM OR 24 GAGE STAINLESS STEEL MAY BE SUBSTITUTED FOR .032 ALUMINUM WALLS. VINYL GASKET SCALE REV iY WC 4 " & 5-1/2" FLOOR SECTIONS 5 OCT I . loves 1995 ICTH CC95104 #10 164/8" TEK SCREW ON 6" CENTERS URETHANE FOAM - BASE -24 GAGE -- GALVANIZED STEEL 3"x1- 1 /2 "x3/16" STEEL TUBING (OPTIONAL) 1- 1/4 "x2" OBLONG HOLE FOR INSTALLATION OF BOLT VINYL GASKET FLOOR -16 GAGE GALVANIZED STEEL BASE WOOD BLOCKING TYPICAL FLOOR SECTION ALONG LENGTH 1/2 "x3" LAG SCREW WITH WASHER TAGGER 310 STITCH FOLDER ON 4" CENTERS OR #10- 16x5/8" TEK SCREWS ON 6" CENTERS NOTES: 1. SKIDS ARE SECURED TO BASE WOOD BLOCKING WITH 1/2"x3" LAG SCREWS EXCEPT AT TRANSPORT CONNECTIONS WHERE 1/2 "x5 -1/2" BOLTS ARE USED. 2. TOP 2x6 OF BASE WOOD BLOCKING MAY HAVE ONE SPLICE. 3. BASE WOOD BLOCKING CONSISTS OF TWO 2x6'S SYP#2, SPF#1 WITH 3/4" CDX PLYWOOD, WITH 16d NAILS ON 12" CENTERS STAGGERED. 4. BASE WOOD BLOCKING AT EACH END AND AT MAXIMUM 12' SPACING ALONG BUILDING LENGTH. 5. .090 ALUMINUM, .125 ALUMINUM. 18 GAGE STAINLESS STEEL MAY BE SUBSTITUTED FOR 16 GAGE GALVANIZED STEEL FLOOR. 6. .040 ALUMINUM OR 24 GAGE STAINLESS STEEL MAY BE SUBSTITUTED FOR .032 ALUMINUM WALLS. 0 FLOOR -16 GAGE GALVANIZED STEEL FLOOR -16 GAGE GALVANIZED STEEL BASE WOOD BLOCKING 1- 1/4 "x2" OBLONG HOLE FOR INSTALLATION OF BOLT 3" INTERIOR WALL .032 ALUMINUM. vie — — VINYL GASKET URETHANE FOAM #10- 16x5/8" TEK SCREWS AT 6" CENTERS 1/2 "x5 -1/2" HEX HEAD BOLT WITH WASHER AND NUT (BEYOND) IIA 3 "x1 -1/2 "x3/16" STEEL TUBING (OPTIONAL) 6" 1- 1/4 "x2" OBLONG HOLE FOR INSTALLATION OF BOLT SCALE FLOOR—ENDWALL SECTION ALONG LENGTH FLOOR — ENDWALL SECTION ALONG WIDTH 1 ' EXTERIOR WALL .032 ALUMINUM BASE WOOD BLOCKING 1/2 "x5 -1/2" HEX HEAD 80 WITH WASHER AND NUT #6x1/2" ROUNDHEAD PHILLIPS TEK SCREW AT 6 " CENTERS 3 "x1 -1/2 "x3/16" STEEL TUBING (OPTIONAL) EXTERIOR WALL .032 ALUMINUM URETHANE FOAM 16d NAILS TO 2x6'S r 4 EACH CORNER BASE TO BOTTOM 2x6'S WITH 16d NAILS OR 5/8" SENCO STAPLES AT 16" O.C. REV BY DAM <S��J 7 - 1 /4" & 8 -3/4" FLOOR SECTIONS _ 5 OCT °V °' 1995 ICTH I CC95105 SUB FLOOR 2x10 LUMBER FLOOR JOISTS - 2x6 LUMBER INTERIOR WALL .032 ALUMINUM #10- 16x5/8" TEK SCREW AT 6" CENTERS FINISH FLOOR SKID BLOCK 2x10 LUMBER SIDE RAILS 2x6 LUMBER EXTERIOR WALL .032 ALUMINUM URETHANE FOAM #6x1 /2" ROUND HEAD PHILUPS HEAD TEK SCREW AT 6" CENTERS BASE -24 GAGE GALVANIZED STEEL 3"x1- 1/2 "x3 /16" STEEL TUBING (OPTIONAL) 1/2 "x5 -1/2" HEX HEAD BOLT AT TRANSPORT CONNECTIONS 1/2`x3" LAGS AT ALL OTHER CONNECTIONS FLOOR— ENDWALL SECTION ALONG WIDTH NOTES: 1. OPTIONAL FLOOR FINISHES -16 GAGE GALVANIZED. .090 ALUMINUM. .125 ALUMINUM. .125 ALUMINUM TREADPLATE. 12 GAGE GALVANIZED TREADPLATE. 2. SUB FLOOR SPLICE MUST HAVE 1/2" MINIMUM BEARING ON FLOOR JOIST. 3. ALL LUMBER SPF $1 OR SW #2. 4. LEAVE GRADE STAMP VISIBLE. 5. NAILING SCHEDULE: SUB FLOOR TO JOIST 16d NAILS 5 EACH FLOOR JOIST TO SIDE RAIL 16d NAILS 5 EACH FLOOR JOIST TO SKID BLOCK 16d NAILS 6 EACH 6. SEE DRAWING CC95101 FOR 3 "x1- 1/2 "x3 /16" STEEL TUBING SPACING. .. JOINT STRIP -24 GAGE GALVANIZED STEEL -3" WIDE SEAL WITH SILICONE SEALANT /10x1 -1/2" STAINLESS PHILLIPS HEAD SCREW AT 9" CENTERS ALONG JOINT URETHANE FOAM FINISH FLOOR t }. I 7 -1/4" 8 -3/4" I 1 SCALE INTERIOR WALL .032 ALUMINUM BASE -24 GALVANIZED STEEL SKID BLOCK 2x10 LUMBER 1/2 "x5 -1/2" HEX HEAD BOLT AT TRANSPORT CONNECTIONS 1/2 "x3" LAGS AT ALL OTHER CONNECTIONS FLOOR TO ENDWALL SECTION ALONG LENGTH ' 2' ALLOWABLE FLOOR BUILDING JOIST WIDTH 16" 6' 7' 8' 9' 10' 11' 12' 13' 14' 450 380 306 306 270 306 306 306 306 LOADS (PSF) SPACING 12" 600 507 408 408 408 408 408 408 408 EXTERIOR WALL .032 ALUMINUM FLOOR JOIST 2x6 LUMBER URETHANE FOAM SUB FLOOR 2x10 LUMBER #6x1/2" ROUND HEAD PHILLIPS HEAD TEK SCREW AT 6" CENTERS 3 "x1- 1/2 "x3 /16" STEEL TUBING (OPTIONAL) MN BY OME . DOOR. DETAILS - INSULATED 5 OCT I PIG. 1995 CC95106 CTH 9" CHROME PLATED CAM -UFT HINGES (KASON 1245 OR EQUAL) THREE HINGES ON 48" DOORS MAGNETIC GASKET AT PERIMETER EXTERIOR PAN -.040 ALUMINUM - - A TYPICAL 30" - 48" DOORS SECTION A - A NOTE: 20 GAGE STAINLESS STEEL MAY BE SUBSTITUTED FOR INTERIOR OR EXTERIOR DOOR PAN. 4" B B SAFETY LATCH CHROME PLATED (K -58 OR EQUAL) DOOR LOCKING BAR OPTIONAL URETHANE FOAM INTERIOR PAN -.040 ALUMINUM INTERIOR RELEASE 23" HEAVY DUTY ZINC PLATED CAM LIFT HINGE (KASON 1277 OR EQUAL) DOOR SIZE 30x72 0 __ _ 36x72 . . 36x78 48x72 48x78 60x72 60x78 60x84 c_ SYMMETRICAL A 32 _ 32 . 38 38 50 50 62 62 62 HEAVY DUTY SAFETY LATCH CHROME PLATED (KASON K -56 OR EQUAL) 74. _ 80 74 80 74 80 74 80 86 i MAGNETIC GASKET AT PERIMETER • SCALE A TYPICAL 60" DOOR URETHANE FOAM INTERIOR PAN -.040 ALUMINUM INTERIOR RELEASE 4" SECTION B - B ' EXTERIOR PAN -.040 ALUMINUM REV BY DATE DOOR DETAILS - SERVICE 5 OCT I I OW/ 1995 CTH I CC95107 1 -3/4" THICK 18 GAGE STEEL DOOR RIM TYPE EXIT DEVICE (OPTIONAL) 7 PEEPHOLE - (OPTIONAL) VIEW FROM INSIDE 0 16 GAGE STEEL A- l DOOR FRAME 4" JAMB DEPTH 1' EXTERIOR WALL .032 ALUMINUM SCALE 2' 3' VIEW FROM OUTSIDE DOOR SWEEP DOOR SIZES 36 "x80" 42 "x80 ". 48 "x80" URETHANE - C3 x 6.0 FOAM / CHANNEL INTERIOR WALL .032 ALUMINUM 2 "x1/2" STEEL • PLATE DOOR TRIM PLYWOOD 2x6 LUMBER WELD - • #10- 16x5/8" A- - r TEK SCREW DOOR - TRIM WELD ' OUTSIDE PULL DEVICE KEYED LOCK (OPTIONAL) SECTION A - A - VINYL GASKET STEEL SERVICE DOOR JAMB STEEL SERVICE DOOR JAMB 1/4 "x4" STEEL PLATE SECTION B - B FLOORLESS 0 3" 6" #10x1 -1/2" SS FLATHEAD PHILLIPS WOOD SCREW SECTION B - B WITH FLOOR SCALE STEEL SERVICE DOOR JAMB U 820 AMERICAN SAFETY THRESHOLD OR. EQUAL FLOOR URETHANE I BASE 24 GAGE GALVANIZED STEEL 1/4"x1 -1/2" HIT FASTENER (BY INSTALLATION TECHNICAN) 265A PEMKO SADDLE THRES OR EQUAL REV RY.. GATE . DOOR FRAME DETAILS INSULATED ` (I I IL. 5 OCT °"G. 1995 CTH CC95108. 5 -1/2"' - 8 B - - W ELEVATION - DOOR FRAME ASSEMBLY 0 3" 6" 1' 3' SCALE #10- 16x5/8" TEK SCREW " ON 6" CENTERS TYPICAL 5 -1/2" NOTES: DOOR HARDWARE MOUNTING PLATE CONSISTS OF 1/4" STEEL PLATE WITH 16 GAGE GALVANIZED CHANNEL URETHANE FOAM , EXTERIOR JAMB -24 GAGE GALVANIZED STEEL VINYL GASKET- -. URETHANE FOAM DOOR SIZE WxH __ 30 x 72 30 x 78 36 x 72 36 x 78 48 x 72 4_8x78 60 x 72 60 x 78 60 x 84 VINYL GASKET EXTERIOR JAMB -24 GAGE STEEL INTERIOR JAMB. . .040 ALUMINUM DETAIL D - 1 INTERIOR JAMB .040 ALUMINUM DETAIL D 2 SCHEDUCE OF DETAIL DRAWINGS DETAIL D - 1 0 BREAKER STRIP • DOOR HARDWARE. MOUNTING PLATE ._ BREAKER STRIP EXTERIOR JAMB -16 GAGE GALVANIZED STEEL C4x7.25 CHANNEL 3" 6" SECTION A A SECTION 8 - DETAIL D - 3 DETAIL DETAIL D - 2 D 4 SCALE EXTERIOR JAMB -16 GAGE GALVANIZED STEEL C4x7.25 CHANNEL DETAIL D - 3 DETAIL D - VINYL GASKET INTERIOR JAMB .040 ALUMINUM URETHANE FOAM BREAKER STRIP VINYL GASKET INTERIOR JAMB .040 ALUMINUM URETHANE FOAM • BREAKER STRIP TIE DOWN AT CORNER TIE DOWN AT CORNER TIE- DOWN AT CORNER BUILDING . L IiIiI IDS FOUNDATION BY CUSTOMS. FOUNDATION BY CUSTOMER FOUNDATION • BY. CUSTOMER acv n cart FOUNDATION PLANS - - -- UNIT LENGTH VARIES 6'- 50' -• - L r- OUTLINE OF ICS BUILDING OUTUNE OF FOUNDATION TIE DOWN - SEE DRAWING #CL95110A FOUNDATION PLAN 0 1' 2' 3' SCALE FOUNDATION NOTES: 1 2500 PSI MINIMUM COMPRESSIVE STRENGTH CONCRETE AT 28 DAYS. 2 MINIMUM SOIL BEARING CAPACITY SHALL BE 1000 PSF. 3 INSTALLATION OF FOUNDATION IS RESPONSIBIUTY OF CUSTOMER. 4 FINISH EDGES OF SLAB WITH 1/8" SLOPE FROM BUILDING TO EDGE. 5 WHEN ICS STORAGE UNIT IS ADJACENT TO ANOTHER BUILDING REDUCE OVERALL WIDTH BY 6". 6 8" MINIMUM CONCRETE DEPTH REQUIRED AT TIE DOWN. 7 SEE DRAWING jCL95110 FOR DIMENSION A AT EDGE. TABLE - SUMMARY OF SKID LOADING (PLF) DL + LL UNIT WIDTH EXTERIOR SKIDS 482.2_ 599.7 860.5 443.2 463.6 CENTER SKID 443.0 635.8 480.5 571.1 537.8 FIELD WORK ALL DETAILS THIS SHEET ARE BY OWNER UNIT WIDTH VARIES 6' -14' 1ST INTERIOR SKID N/A N/A 473.4 558.6 DL = DEAD LOAD LL = LIVE LOAD PLF = POUNDS PER LINEAR FOOT A C T1 1L C 1995 TIE DOWN DETAIL 25 NOV1 I 011 G , 1995 1ICTH CL95110A 5/16" 0 HOLES 10 REQUIRED STAGGERED 4" 1 -1/2 """ 2 " 1 -1/4" ALUMINUM 13 H 16" L12 TIE DOWN 0 HOLE 1 1" 1" 2" 1/4" ALUMINUM 1 ' 0 " 5/16" 0 HOLES 20 REQUIRED STAGGERED NOTES: 1 TIE DOWN ADEQUATELY RESISTS OVERTURNING. UPLIFT AND SUDING LOADS DUE TO LOADS CONFORMING TO ASCE-7-93 AT 110 MPH. EXPOSURE C. 2 FOUR TIE DOWNS REQUIRED PER BUILDING. INSTALL AT CORNERS OF EACH END WALL. 3 INSTALL EXPANSION ANCHORS PER MANUFACTURER'S RECOMMENDATIONS. 4 SCREWS - 1/4"x1 -1/4" HEX WASHER HEAD. SELF DRILLING. ZINC - PLATED STEEL. 5 ANCHORS: 3/4" 0 STAINLESS STEEL ADHESIVE ANCHOR (HILTI HVA ANCHOR WITH HEA x 6 5/8" ADHESIVE CAPSULE AND HAS 5534 -958 ANCHOR ROD ASSEMBLY. 6 TIE DOWN L22 CAN BE USED FOR 6' WIDE 46' -50' UNITS PROVIDING 3/4" 0 ANCHOR BOLTS ARE CAST IN SLAB (7 MIN. EMBED). 7 INSTALL COVER OVER TIE DOWN WITH 4 (f6x1/2" ROUND HEAD PHILLIPS SCREWS. 8 1/4" x 4" AND 1 -1/4" x 4" ALUMINUM TO BE ALLOY 6061 OR 6063. FIELD WORK I 0 INSTALLATION OF TIEDOWNI ANGLES IS RESPONSIBILITY' OF THE OWNER. 1 -1/4" ALUMINUM 13/16" L22 TIE DOWN 0 HOLE TIE DOWN 112 L22 A EDGE 6" 9 " 6' WIDE 8' -28' 29' -45' 3" 7' WIDE 8' -33' 34' -50' 6" 8' -34 35' -50' 8' -34' 35' -50' SCALE TIE DOWN SELECTION SCHEDULE RANG E . _ .N 8' WIDE 9' WIDE OF 10' UNIT WIDE 11 WID E 8' -35' 1' 36' -50' COVER .032 ALUMINUM MATCH BUILDING COLOR 8' -35' 36' -50' 12' WIDEI13'. WIDE 8' -35' I 8' -35' 36' -50' 136' -50' 14' WIDEI 8 -35' 36' -50' #'10- 16x5 /8" TEK SCREWS AT 6" CENTERS ROOF -24 GAGE - GALVANIZED STEEL ROOF TRIM -- .032 ALUMINUM 1/2"x2" TOP RAIL -24 GAGE - GALVANIZED STEEL 1/2 "x9 /16 "x2" EXTERIOR WALL .032 ALUMINUM URETHANE FOAM -- SEAMS STAGGERED ■ 1 1 SUB ROOF - (SEE CHART) URETHANE FOAM 12" 1/2" 1 -1/2" VARIES } #10- 1 6x5/8" TEK SCREWS AT 6" CENTERS CEIUNG (SEE CHART) VINYL GASKET SECTION A - A TAGGER 310 STITCH FOLDER ON 4" CENTERS OR #10- 16x5/8" TEK SCREWS AT 6" CENTERS A- NOTE: IF UNIT LENGTH IS LESS THAN WIDTH ALLOWABLE LOAD MAY BE TAKEN FROM THE ALLOWABLE LOAD TABLE ON CC95113 FOR SHORTER SPAN IF CEILING AND SUBROOF SEAMS ARE PARALLEL TO SHORTER SPAN. SUB . ROOF (SEE CHART) ... ............. ... • ............. ...... ... . . ` CEILING - VINYL GASKET - '` (SEE CHART) l #10- 16x5/8" TEK SCREWS AT 6" CENTERS URETHANE FOAM INTERIOR WALL .032 ALUMINUM UNIT WIDTH 7' 8' 9' 10' 11' 12' 13' 14' 0 3" 6` • 1' SUB ROOF METAL 24 GA GALV: /.032 ALUM 24 GA GALV. /.032 ALUM 24 GA GALV. /.032 ALUM 24 GA GALV. /.040 ALUM 24 GA GALV. /.040 ALUM 24 GA GALV. /.040 .ALUM 24 GA GALV. /.040 ALUM 24 G" A GALV. /.040 ALUM. 24 GA GALV. /.040 ALUM, ROOF UVE LOAD SCHEDULE CEILING D ALLOWABLE LOADS (PSF) METAL WITH COND. UNIT NO COND. UNIT .032 ALUM. 7" 83.7 .032 ALUM. 7.5" 67.7 .032 ALUM. 8" 56.6 .032 ' 032 ALUM. 8.5" 48.9 .032 ALUM. 9" 42.6 .032 ALUM. 9.5" 37.2 .040 ALUM. 10' 33.2 .040 ALUM. 10.5" 29.8 .040 ALUM. 11" 27.0 • THESE VALUES MAY BE USED IF CONDENSING UNITS ARE INSTALLED INTERIOR WALL OR INSTALLED WITH SUPPORTS. 3' SCALE OVER 101.6 84.9 72.8 63.5 56.3 - 50.4 45.5 41.5 37.9 • REV RATE ONE WAY ROOF 5 OCT I IRVG 1995 CTH CC95111 acv WE GABLE ROOF 5 OCT 16 1995 I0' CTH I CC95112' #10- 16x5/8" TEK SCREWS AT 6" CENTERS ROOF TRIM • •- .032 ALUMINUM 1/2"x2" TOP RAIL -24 GAGE GALVANIZED STEEL 1/2"x9/16"x2" EXTERIOR WALL .032 ALUMINUM URETHANE FOAM ROOF -24 GAGE GALVANIZED STEEL SEAMS STAGGERED SUB ROOF (SEE CHART) URETHANE FOAM - CEILING (SEE CHART) 1/2" 12" SECTION A - A TAGGER 310 STITCH FOLDER ' ON 4" CENTERS OR #10- 16x5/8" TEK SCREWS AT 6" CENTERS 1 -1/2" } VARIES } I10- 16x5/8" TEK SCREWS AT 6" CENTERS - VINYL GASKET URETHANE FOAM /( H r SUB ROOF / (SEE CHART) 1 . �-�.. A- UNIT WIDTH- NOTE - IF UNIT LENGTH IS LESS THAN UNIT WIDTH ALLOWABLE LOAD MAY BE TAKEN FROM THE ALLOWABLE LOAD TABLE ON CC95113'FOR THE SHORTER SPAN IF CEILING AND SUBROOF SEAMS ARE PARALLEL TO SHORTER SPAN. ROOF -24 GAGE GALVANIZED STEEL CEILING VINYL GASKET» (SEE CHART) • #10- 16x5/8" TEK SCREWS AT 6" CENTERS INTERIOR WALL .032 ALUMINUM 0 3" 6" UNIT WIDTH 6 ' 7' 8' 9' 1 11' 12' 13' 14' SUB ROOF METAL _24 GA_ GALV. .032 ALUM 24 GA GALV. /.032 ALUM 24 GA GALV. /.032 ALUM. 24 GA GALV. .040 ALUM 24 GA GALV. /.040_ ALUM 24 GA GALV. /.040 ALUM 24 GA GALV. /.040 ALUM 24 GA GALV. /.040 ALUM. 24 GA GALV. /_040 ALUM. SCALE 3' J. • ROOF LIVE LOAD CEILING METAL .032 ALUM. .032 ALUM. .032 ALUM. 032 ALUM. .032 ALUM. .032 ALUM. .040 ALUM. .040 ALUM. .040 ALUM. SCHEDULE D ALLOWABLE LOADS (PSF),_ WITH COND. UNIT NO COND. UNIT' 5.5" 83.7. 101.6 5.7 67.7 84.9 6" 56.6 72.8 6.25" 48.9 63.5 6.5" 42.6 56.3 6.75" 37.2 50.4 7" 33.2 45.5 7.25" 29.8 41.5 ' 7.5" 27.0 37.9 • THESE VALUES MAY BE USED IF CONDENSING UNITS ARE INSTALLED OVER INTERIOR WALL OR INSTALLED WITH SUPPORTS. REV DATE (7-t ' 4" FLAT ROOF 1995 I j CTH CC95113 #10- 16x5 /8" TEK SCREWS AT 6" CENTERS ROOF TRIM -- -032 ALUMINUM 1/2 "x2" TOP RAIL -24 GAGE - GALVANIZED STEEL 1/2 "x9/16 "x2" EXTERIOR WALL - .032 ALUMINUM URETHANE FOAM SEAMS STAGGERED MIN. 4" ROOF -24 GAGE GALVANIZED STEEL SUB ROOF - (SEE CHART) URETHANE FOAM CEILING (SEE CHART) SECTION A - A ROOF -24 GAGE GALVANIZED STEEL r SUB ROOF f _(SEE CHART) VINYL GASKET - - #10-16x5/8" TEK SCREWS AT 6 " CENTERS INTERIOR WALL X71 .032 ALUMINUM I t 4" L - VINYL GASKET URETHANE FOAM TAGGER 310 STITCH FOLDER ON 4" CENTERS OR #10- 16x5/8" TEK SCREWS I I AT 6" CENTERS - 1 -1/2" F 4" #10- 16x5/8" TEK SCREWS AT 6" CENTERS NOTES: 1. ROOF MAY BE INSTALLED FLAT OR PITCHED 1/2" PER FOOT. 2. IF UNIT LENGTH IS LESS THAN UNIT WIDTH ALLOWABLE LOAD MAY BE INCREASED IF CEILING AND SUBROOF SEAMS ARE PARALLEL TO SHORTER. SPAN. 0 3" 6" UNIT WIDTH • 6 7' 13' 14'' • THESE VALUES MAY BE USED IF CONDENSING UNITS ARE INSTALLED OVER INTERIOR WALL OR INSTALLED WITH SUPPORTS. 1 SUB ROOF METAL 24 GA GALV.�.032 ALUM 24 GA GALV. .040 ALUM 24 GA GALV. /.040 ALUM 4 GA GALV. /,040 ALUM 24 GA GALV._ •_ 24 GA GALV. _ 24 GA GALV. 16 GA GALV. 16 GA GALV. SCALE 3' CEILING ALLOWABLE LOAD (PSF) METAL. WITH COND. UNIT NO COND. UNIT • .032 ALUM. 84.0 .032 ALUM. 68.0 .032 ALUM. 57.0 .032 ALUM. 48.9 .032 ALUM. 42.6 .032 ALUM. 37.2 .040 ALUM. 31.2 .040 ALUM. 30.4 .040 ALUM. 26.1 96.7 77.9 61.6 49.7 - 44.9 37.5 31.4 30.6 26.3 REV BY DAiE ONE WAY REINFORCED ROOF 31 JUL' ° "' I I 1995 CTH CCA114 W2 d TOP RAIL -24 GAGE GALVANIZED 1/2 "x9/16 "x2" URETHANE FOAM EXTERIOR WALL .032 ALUMINUM ROOF TRIM .032 ALUMINUM 1/2"x2" SEE SCHEDULE SNOW LOAD DRIFTING DIAGRAM W PROFILE OF TAPERED 2x JOISTS L - I • #10- 16x5/8" TEK SCREWS AT 6" CENTERS WI EQUIVALENT UNIFORM LIVE LOAD => W = W1+V22 < ALLOWABLE UNIFORM LIVE LOAD (PSF) 2 d2' d =d1 +d2 L =UNIT WIDTH -6" d1• • SEE SCHEDULE -4=- CEILING .032 ALUMINUM .040 ALUMINUM >12' WIDE BUILDING .. >40' LONG BUILDING NOTES: 1. TAPERED LUMBER SHALL HAVE NO LOOSE KNOTS WITHIN 2" OF SAWN EDGE AND NO KNOTS LARGER THAN 1 -1/2" DIAMETER WITHIN 1" OF SAWN EDGE. 2. MAXIMUM SPACING TO FIRST ROOF JOIST FROM INSIDE FACE OF PARALLEL WALL NOT TO EXCEED JOIST SPACING AT SCHEDULE. 3. LOAD VALUES GIVEN DO NOT ACCOUNT FOR THE CONDENSING UNIT WEIGHT, CONDENSING UNIT MUST BE INSTALLED OVER DUAL TEMP. WALLS OR INSTALLED WITH INDEPENDENT SUPPORTS. TAPERED 2x ROOF JOISTS SYP #2 • (SEE CHART FOR SIZE AND SPACING) UNIT WIDTH 8' 9' 10' 11' 12' 13' 14' UNIT WIDTH L (IN) 91 103 115 127 139 151 153 d1 (IN) 4.50 4.50 5.50 5.50 5.50 5.50 5.50 d2 QN ) -. 4.00 4.50 4.75 5.50 5.75 5.75 5.75 0 3" 6" d (IN) 8.50 9.00 1 0.25 1 1.00 1 1.25 1 1.25 11.25 1 ' SELECTED MEMBER 2x10 2x10 2x12 2x12 2x12 2x12 2x12 SCALE VINYL GASKET #10- 16x5/8" TEK SCREWS AT 6" CENTERS INTERIOR WALL .032 ALUMINUM ROOF -24 GAGE GALVANIZED STEEL SUB ROOF ' 24 GAGE GALVANIZED STEEL - ALTERNATE .040 ALUMINUM ROOF SLOPE 0.5:12 0.5:12 0.475:12 0.5:12 0.479:12 0.442:12 0.411:12 3' 259.9 232.7 197.1 165.2 140.0 SEE SCHEDULE dl 174.9 153.3 129.6 108.3 91.5 2x4 LUMBER AT TOP OF INTERIOR WALL BETWEEN SEAMS LIVE LOAD SCHEDULE ALLOWABLE UNIFORM LIVE LOAD (PSF) AT 6" CTRS _ AT 9" CTRS AT 12" CTRS AT 16" CTRS`'- 289.8 191.5 142.4 105.5 238.5 157.3 116.7 86.3 129.9 113.6 95.9 79.9 67.3 96.1 83.9 70.6 58.6 49.1 REV BY DATE GABLE REINFORCED ROOF_ 31 JULI .: Iwa. 1995 CTH CCA115 SUB ROOF- 24 • GAGE GALVANIZED STEEL ALTERNATE .040 ALUMINUM UNIT WIDTH SELECTED MEMBER 2x8 2x8 2x10 2x10 1 SEE SCHEDULE dl 2x4 LUMBER AT TOP OF INTERIOR WALL BETWEEN SEAMS W2 d • � TOP RAIL -24 GAGE GALVANIZED 1/2 "x9 /16 "x2" ROOF TRIM .032 ALUMINUM 1/2 "x2" SEE SCHEDULE URETHANE FOAM EXTERIOR WALL- .032 ALUMINUM SNOW LOAD DRIFTING DIAGRAM PROFILE OF TAPERED 2x JOISTS L } - #10- 16x5/8" TEK SCREWS \AT 6" CENTERS 4" L 2• d =d1 +d2 d1 • L =UNIT WIDTH -6" • SEE SCHEDULE t TAPERED. 2x ROOF JOISTS SYP #2 (SEE CHART FOR SIZE AND SPACING) CEILING .032 ALUMINUM .040 ALUMINUM >12' WIDE BUILDING >12' LONG BUILDING W1 EQUIVALENT UNIFORM LIVE LOAD => W = W1 +W2 < ALLOWABLE UNIFORM LIVE LOAD (PSF) 2 NOTES: 1. TAPERED LUMBER SHALL HAVE NO LOOSE KNOTS WITHIN 2" OF SAWN EDGE AND NO KNOTS LARGER THAN 1 -1/2" DIAMETER WITHIN 1" OF SAWN EDGE. 2. MAXIMUM SPACING TO FIRST ROOF JOIST FROM INSIDE FACE OF PARALLEL WALL NOT TO EXCEED JOIST SPACING AT SCHEDULE. 3. LOAD VALUES GIVEN DO NOT ACCOUNT FOR THE CONDENSING UNIT WEIGHT, CONDENSING UNIT MUST BE INSTALLED OVER DUAL TEMP. WALLS OR INSTALLED WITH INDEPENDENT SUPPORTS. UNIT WIDTH 8' 9' 10' 11' 12' 13' 14' L (IN) 91 103 115 127 139 151 153 dl d2 (IN), (N) 4.50 2.00 4.50 2.25 5.50 2.50 5.50 2.75 5.50 3.00 5.50 3.25 5.50 3.50 0 3 "'6" 1' d (IN) 6.50 6.75 8.00 8.25 8.50 8.75 9.00 VINYL GASKET #10-16x5/8" TEK SCREWS AT 6 " CENTERS SCALE INTERIOR WALL .032 ALUMINUM ROOF LIVE LOAD SCHEDULE SLOPE 0.5:12 0.5:12 0.5:12 0.5:12 0.5:12 0.5:12 3' s: T ALLMid9LE UNIFORM LIVE LOAD (PSF) - AT 6" CTRS Ai 9" CTRS AT 12" CTRS AT "CTR =' 289.8 238.5 259.9 232.7 197.1 165.2 140.0 191.5 142.4 157.3 174.9 153.3 129.6 108.3 91.5 116.7 129.9 113.6 95.9 79.9 67.3 105.5 86.3 96.1 58.6 70.6 58.6 49.1 Ruhl-Parr Architects Prepared for: Structural Calculations for: Wendy's Restaurant Location: Wendy's Restaurant 16200 West Valley Rd. Tukwilla, WA Date: July 10, 1998 ‘k! ^11 Arefftiett EN9eNeeiti -4, %KC. Consulting Engineers P.O. Box 2168 • Woodinville, WA 98072 (206) 489 -1901 Made by Da /, 0 Job No. ' 2 Checked by Date Sheet NO. __ �__ _" Descri 1 62er it /(r - Job Narriel L i . c VVVVI �m:xxurrtir tSISPIe .ararv,,.mr C M t-k- 69 , it/7- Poi/ (- pa wit-eoaiti of- 7, w P-oaF ),2 0' _ /267 'xJ$PSp' U3 /f- w = /Z2" zgefp '9Z (")04..11-4- — 760 /Fe G41.. c✓ L . 5v P z.5 4 45- t 12..' jL 6 ' � /0i, ` /Fr =6o6d' V (may, c3) XIo/o - "503 4 6) 1010 /Cr ,(6Z,ZsFr9- f$9y5 LAS � t = i "x 162.5 17i) /e z 6 X 6 x - /?6.66' -Pv - 9-to y Ins - -3-, jeKx/i- /71 y ro, /, /Sx 86p^r %J, /5)43wpsr.e 1701 Mo 6O7_0 rehe-9-urteri Psi V = 933i`s /"1 tt.,,,,,) 2 3yS' to , a l b TA.) f✓PP.0477NGX r - G L wow t/vp, t✓.rtti% (.3 .)� 5 P5F) � /Fr mac. flu-4 1 -X / / Z3oog �' °if' z.��o Abnixie r e - - - M -•% �/y 3,33 �r YbSS ,ce k C3.3 x3oo - i ". L l{/? 3;s,r I ' ��, -� � y`f 19 1 2 0 � � �` einer,e7 gory Fr-46 1 7'16' -` T (3)- 2,k -z, l'o-v AL= Y. Sxi. as%5 S x =4xy5 ; 0G2s' - 5 9Y. Z>< 5-140_ ' I I,2 P " ' S 12.08y. 1 L � � 2L P ;� Fv = J. / /e ?S ') o 4 �� 9 u- E 3 .w/ z F l/h i 0,12.4.A. (,0.00 OM /3 �,� �"w L)Q L 39 ' 1 i / E3rq f 94 /Ai' 3 . 7 ro // }r W = /7'x Z.$D F ' V25 (f L.1e)( -1 ci., = / /ZpW /Fr pti � ` 8 /Fi' %39' V -(z 4,43�x /izc'� /Fr % 24370 : >e 111- Fr'>'e(,7,2SF0 ?3s9./ 70 0) Lxtz 1 / 4«z . % 3 2s -7.o , g�� - % 73M(12, 9 9,9 J 9500,P- 2/ 50. Qy 6/ i l (pis'% gc, Psi Ft % 1, /SK eco = q 76 PSeV v ( 76 0) '7. b r-0-v _ Y,n. = 9 33 e 4 M, ,i 233ySF1- L AneoClcn SCCgdCC j,14e. Consulting Engineers P.O. Box 2168 • Woodinville, WA 98072 (206) 489 -1901 Job Name wend � — Ti'/1 c{ 1 L Made by Checked by t Y /0l9$ Date Job No. D 7Z . Sheet No. 7 1 F Smelfg cv L F. emtate 77 s Hort. koL rT 6 74 10 OF .Thee n //r/Altv+r► Swett?. y45 p i 1/ - 56 Lo /Fr= 33.404-5 ry" r 1 6 / OT 2 /Fr ICJ o-, 336o L % Zoo Fr -tar S - Mitt"' F Hits 77#6 c+4P i , r Td ge 4sr r p FAQ. ntf ( /T" 70% OP PAC . 52-0 S/t 2 Wei t, F r'° F Ho IAAatt. 77 pLA-s Lome'► in gin"— iegeoktA S 1,00, PLo(.) Dc-Tm( MO 77 77ee Fmcuctlin' - (, t C a I-A a_S MT LY = 51 2 )u{ $ 4.) r lC Flo 5' Ftz IA) • 33 6 tr3.s 5 �N 5(9F IF s tovroft. Moo) TO sw e= 2269 ` l4rvioomr of sme7/4- 77 N s Tv eE r $ 712 Sw = 3340`e-3—Z20 bogl os V•+u:.ow (24.0,DF b1t 9J1&F4-w1 'Rim 11 2,4 14 /a 1.141 4 Vi 20aF DIRPI1, *'t % 5 60 L v744 -n7g- Dr G- srev T' e - r; v ) 01I 6 - 1 157 - Jim Anderson Ruhl -Parr & Associates 3625132nd Ave. SE, Suite 100 Bellevue, WA 98006 Dear Jim, GENERAL FOUNDATION LATERAL RE: Wendy's Restaurant - Tukwila Premier Engineering, Inc., P.O. Box 2168, Woodinville, WA 98072 Ph (425) 489 -1901 June 5, 1998 rmw.auendrnunw. This letter is in response to the City of Tukwila's plan check, structural comments indicated in a letter dated May 5, 1998. Please note that we have added calculation sheets 8 - 16, 1/L - 6 /L, and 6 /Fdn — 8 /Fdn. 1. Mr. Timothy J. File has now sealed both the calculations and the drawings. 2. The note on sheet 3 has been changed. 3. Structural notes have been added addressing items 3a — 3f. 4. The note on sheet 8 has been changed to indicate that Wind Exposure Factor "B" was used in design. 5. The note on sheet 8A has been deleted. The species and grade of lumber is called out in the added structural notes. The design stresses are shown in the individual calculations. 6. Masonry veneer notes have been added to the general notes. 7. New calculation sheets 14 & 15 have been added. 8. This note has been deleted from sheet 3. 9. The notes referring to a 4" slab -on -grade have been deleted from sheet 3. 10. New calculation sheets 6 /Fdn to 8 /Fdn have been added. 11. Separate calculations were provided for this sign. We are resubmitting them with this letter. 12. The reinforcing has been indicated in these sections. 13. Additional calculation sheets 8 —10 have been added for the roof joist layout indicated on the drawings. The roof framing plan has been revised so that all roof joists are now called out. 14. New calculation sheets 8 and 11 have been added. 15. See new calculation sheet and detail. 16. The beams have been changed to a 3 -1/2 "x12" Parallam beam. Refer to sheet 8 and new calculation sheets 12 and 13. 17. The note in section A/8 has been changed. 18. The lateral calculations have been changed to indicate wind exposure "B ". A new detail has been added to show how the drag strut is connected to the shear wall. Revised calculation sheets 1/L to 6/L have also been added. 19. The revised lateral calculations show the correct wall lengths and location 20. The drag strut and chord member detailing have been revised on tOrPgiF TUKWILA framing plan. New lateral calculations are being submitted. Des OO7z. JUN - 9 1998 PERMIT CENTER )5 N ew °calculations 6 /Fdn to 8/Fdn are being submitted.: The local dead loads are'suificient to hold down the grade beam. The associated bending in the' grade beam has been checked. The shear in this shear wail is 142 lb/ft. I have copied a paper by AISI'and the' American Plywood Association which shows that a shear wall built with #8: • screws in' 18 gage studs with at least 3/8" plywood: on one side' has an ultimate strength of 748Ib/ft. With a common safety faCtor of 25,,' th allowable shear would be 299 lbs/ft. ty k�t Premier Engineering, Inc. P.O. Box 2168 Woodinville, WA 98072 Ph ( 425) 489 =1901 St ructural Calculations for: W endy's Restaurant ocation: ' ; Wendy's Restaurant 16200 West Valley Rd. Tulnvilla, WA Ruhl -Parr Architects €�s Consulting Engineers P.O. Box 2168 • Woodinville, WA 98072 (206) 489 -1901 Made by D 6 Job No. 9 Checked by Date Sheet No. Descri r_ O F Am, . Job Name W e M4 y S- 72! / l //1‘. U- EZ.Y''DP j4- /3SLJ0 /sb SP Pae-- P1_/ 37/ pot o( 3/9 ` � t'..% 3r' 7,b), = ((2. / oi + J A 1 6 1 2 '1 L � 12 L.- = /8fsfr Lc. = ` ZSfSG �v�,5y S- oo�= 5ysts ico36 , i t J Ib £ ZrOP TJy /3SC. 5P/0 ' R00F P ittttit111101111t+ `,;. 1 ' )LooF Jo 's.r R-t t g_oa•c 1$ r y zs L% 37' Ar /„ , �.. - ()el I 1 AJi w = /1' -6'' % � ,_ S-4" )C l / sh y e J asr5 S / g 19 frP 27 u3 /11`r /i C z Sp% �' 3 ($44 P� �= 9Y U3 vS F 2.9 "p 33 . 361/4; Y i k SP Iet =g. stoop p<ry -I 2.3 , � 1. � oG J� 153 a�• t � Mi'Ut tic vrlrr 1503 ` Po 663149 � =9y L ' 37' T M/ry% 3 '6 '' 026t 3 , 5 ' P 5 ! 3 / / , 43 Wes' 3, 5' ><Z$ ' P % goo • 1_ h FL' t- P ►.cs z J wo.t.= (3'O/h- Oc► -- y , �lt��'/1� 444_1; Ga taw- r RECEIVED CITY OF TUKWILA JUN - 9 1998 PERMIT CENTER RJ -2 @ Mech. Equip. EF -1 & EF -2 f' f " ` TJI ® /35C JOIST @ 21.0" o/c TJ- Beam v5.03 Serial Number. 707204825 TJBEAMD 1001 611198 11:38:34 AM Page 1 of 1 Build Code: 041 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED / Member Slope: .25/12 Roof Slope: .25 /12 4 4 37' All dimensions are horizontal. LOADS: Analysis for JOIST MEMBER Supporting SNOW Application. Loads(psf): 25 Live at 115% duration, 18 Dead, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Floor(1.00), 0 200 3' 6" Adds to Point(lbs.) Floor(1.00) 0 200 10' 6" Adds to SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x6 plate 5.50" 5.5" Left Face 809/ 910 /1719 TJI Blocking Panel 2 2x6 plate 5.50" 5.5" Right Face 809 / 656 /1465 TJI Blocking Panel - Web stiffeners are required at support(s): 1, 2. See TJI JOIST INSTALLATION INFORMATION for nailing requirements. DESIGN CONTROLS: MAXIMUM Shear(lb) 1691 Reaction (lb) 1691 Moment(ft-lb) 13722 Live Defl.(in) Total Defl.(in) - Allowable moment was Increased for repetitive member usage. - Deflection Criteria: STANDARD(LL:U240, TL:U180). - TJM maximum bearing length controls reaction capacity. Limits: End supports, 3.5 ". Intermediate supports, 5.25 ". ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code LAC analyzing the TJM Custom product listed above. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - (Minimum cut length) = (Overall horizontal length) x 1.000 + 1/2" PROJECT INFORMATION Wendy's - Tukwilla, WA DESIGN ALLOW. CONTROL 1685 3519 Passed(48 %) 1691 3364 Passed(50 %) 13722 14310 Passed(96 %) 0.974 1.813 Passed(U447) 1.873 2.417 Passed(U232) LOCATION LT. end Span 1 under Snow Roof loading Bearing 1 under Snow Roof loading MID Span 1 under Snow Roof loading MID Span 1 under Snow Roof loading MID Span 1 under Snow Roof loading Copyright 0 1997 by Tnrs Joist MacMillan, a Ilmhed partnership, Boise, Idaho, USA. TJ -Beamn Is a trademark of Trus Joist MacMillan. TJI® Is a registered trademark of Trus Joist MacMillan. e Product Diagram is Conceptual. OPERATOR INFORMATION: Premier Engineering Tim File 20223 131st Place NE 425-489-1901 Woodinville, 98072 RECEIVED 425 -489 -1901 CITY OF TUKWILA JUN - 9 1998 PERMIT CENTER w.n�� u. M' a. fFYPMdpK► AnY3�bi4RSi933M !'W.CH1i1W"nGMkwlrlrw,rWMrr.r TI TJ•Beam v5.03 Serial Number. 707204825 TJBEAMD 1001 8/1/98 11:31:56 AM Page 1 of 1 Build Code: 041 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: .25112 Roof Slope: .25/12 4 All dimensions are horizontal. LOADS: RJ -2 @ RT -1 Mech. Equip. TJI ® /35C JOIST @ 19.2" o/c 37' Product Diagram is Conceptual. Analysis for JOIST MEMBER Supporting SNOW Application. Loads(psf): 25 Live at 115% duration, 18 Dead, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Floor(1.00) 0 94 23' Adds to Point(lbs.) Floor(1.00) 0 94 28' Adds to SUPPORTS: INPUT BEARING REACTIONS(lbs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x6 plate 5.50" 5.5" Left Face 740 / 591 / 1331 TJI® Blocking Panel 2 2x6 plate 5.50" 5.5" Right Face 740 / 663 / 1403 TJI® Blocking Panel - Web stiffeners are required at support(s): 1, 2. See TJI JOIST INSTALLATION INFORMATION for nailing requirements. DESIGN CONTROLS: MAXIMUM Shear(lb) 1377 Reaction(lb) 1377 Moment(ft-lb) 12372 Live Defl.(in) Total Defl.(in) PROJECT INFORMATION Wendy's - Tukwilla, WA DESIGN ALLOW. 1372 3519 1377 3364 12372 14310 0.891 1.813 1.677 2.417 CONTROL LOCATION Passed(39 %) RT. end Span 1 under Snow Roof loading Passed(41 %) Bearing 2 under Snow Roof loading Passed(86 %) MID Span 1 under Snow Roof loading Passed(U489) MID Span 1 under Snow Roof loading Passed(L/259) MID Span 1 under Snow Roof loading - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL:U240, TL:U180). - TJM maximum bearing length controls reaction capacity. Limits: End supports, 3.5 ". Intermediate supports, 5.25 ". ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code LAC analyzing the TJM Custom product listed above. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - (Minimum cut length) _ (Overall horizontal length) x 1.000 + 1/2" OPERATOR INFORMATION: Premier Engineering Tim File 20223 131st Place NE Woodinville, WA 98072 425 -489 -1901 425 -489 -1901 Copyright 0 1997 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. TJ- BeamT" is a trademark of Trus Joist MacMillan. TJI5 Is a registered trademark of True Joist MacMillan. © e RECEIVED CITY OF TUKWILA JUN - 9 1998 PERMIT CENTER CwstoetAvvirimr. RJ -3A @ Mech. Equip. RT -2 ' TJI ® /35C JOIST @ 19.2" o/c TJ•Beam^' v5.03 Serial Number: 707204825 TJBEAMD 1001 &1198 11:51:59 AM Page 1 of 1 Build Code: 041 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED /I Member Slope: .25112 Roof Slope: .25/12 37' All dimensions are horizontal. LOADS: Analysis for JOIST MEMBER Supporting SNOW Application. Loads(psf): 25 Live at 115% duration, 18 Dead, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Point(lbs.) Floor(1.00) 0 94 13' 6" Adds to Point(lbs.) Floor(1.00) 0 94 18' 6" Adds to SUPPORTS: INPUT BEARING REACTIONS(Ibs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x6 plate 5,50" 5.5" Left Face 740 / 640 / 1380 TJI® Blocking Panel 2 2x6 plate . 5.50" 5.5" Right Face 740 / 614 / 1354 : TJI® Blocking Panel - Web stiffeners are required at support(s): 1, 2. See TJI JOIST INSTALLATION INFORMATION for nailing requirements: DESIGN CONTROLS: MAXIMUM Shear(lb) 1354 Reaction(lb) 1354 Moment(ft-lb) 12771 Live Defl.(in) Total Defl.(in) - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL:U240, TL:U180). - TJM maximum bearing length controls reaction capacity. Limits: End supports, 3.5 ". Intermediate supports, 5.25 ". ADDITIONAL NOTES: - IMPORTANT? The analysis presented is output from software developed by Trus Joist MacMifan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code LAC analyzing the TJM Custom product listed above. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. - (Minimum cut length) = (Overall horizontal length) x 1.000 + 1/2" PROJECT INFORMATION Wendy's - Tukwllla, WA DESIGN ALLOW. CONTROL 1348 3519 Passed(38% 1354 3364 Passed(40 %) 12771 14310 Passed(89 %) 0.891 1.813 Passed(U489) 1.708 2.417 Passed(U255) LOCATION LT. end Span 1 under Snow Roof loading Bearing 1 under Snow Roof loading MID Span 1 under Snow Roof loading MID Span 1 under Snow Roof loading MID Span 1 under Snow Roof loading OPERATOR INFORMATION: Premier Engineering Tim File 20223 131st Place NE Woodinville, WA 98072 425-489-1901 425-489-1901 Copyright 0 1997 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. TJ -BeamTM is a trademark of Trus Joist MacMillan. TJI® is a registered trademark of True Joist MacMillan. Product Diagram is Conceptual. RECEIVED CITY OF TUKWILA JUN - 9 1998 PERMIT CENTER r. K+` isv, �+; P'{: 74A' SUI': t9SY .4'F.WAwvtnil:�ro+N�.v�a.nYtar J. eM! '+nw...+.w'r.n.x.x.NL^]isar.�xt �x�tlr. Nrw xvt� I - P,x%3x1 :u i 11 y PSG 2 4 e 6ZS FV Z /5 1 5 86 Frx M o G000 rr rmr.nrfR.....x.*.veNtoo. walmtvnilgt!l1'FPRS3117. Pusan SK9imee ," 9rre. Consulting Engineers P.O. Box 2168 • Woodinville, WA 98072 (206) 489-1901 Job Name - i t, - L _ t Made by •• Checked by D Date Job No. ... 9 - Sheet Na. -lZ Description 1?- r m,iw T . 4 , , ) (2.04P f, tA /7,6 PCP"'3 /0 /fr . 6 7 I A /SPt,F'y9 - 760 / ., 5-9 P zs0 'f 1 LI,VoloQ =6odu `/ trs z' %' 57/3 /x. /olo' ��2.?- SF'l� /$qY5 f -t.& S /q-/z.. ./ /� GrP5 /24,6 g /" /s,■c(35o ('cry 17 1 use 3%" re.sw-.11-Lutin psi VIA 933 L.,.) 1 /4 b v) ker- 70c12.- ArPP0 #147 �r - 3 Pt e LLr1w WPB VfrYL 6 X.5 6P) (5 ,k 3 P5e) GOO (.., i c. 13i-f c.`= 1-x r /c)( 231t3 POL;- Z ?.nom -. (e`'',, 3 %S " j ,' 4 4 g-' 'Pi /9 lb M eve)r % 60341 Fr -6 T (3) - 7,),-( 2, /44-7..., A-7 V. P ti. 2S % 50, 4vk4s z . /% 3X W' /i9 i =� gOoYxlL j 2 7S1 i IoZZ PV Fv = i ' i e ?.S IA j MQ"l� a,t,y v.1 3' - P/+h201-4- IF I/hl w.... L4 0l is 01 1Z w9. 3 .2o'd /� f(l, 'x13P5 � ) t 89 ------ ��3 /rr /A L = / 7' X Ls PP r-' y 1-5' (k L.J� t.-1 Lc, 1. // Z0�(f�" (L . S �i z(`Q7r' %3q2 -O' V-----2-7_- � D,Q3)k' 112'1//Fr . Z437osa 1i= >i I/W Fr xL7,z5Tr) 2- ' 735 i (3)- L >,Z , /",� +2 3 Z$7d % g�f . % � 7351 )(1 Z J g3O RECEIVED T IVED A 2/ �D. 9�/9 r ( 5� / i / 7S 66 f n. = 1, /5-x 89 - q 7 g P5,4 Z)< ��6z l s - 9 Y.9 ou✓ %233Y Cr Sx y s`k /zil% "9/„- JUN - 9 1998 PERMIT CENTER lis C 3- c ! 2. Pte. Mttar, i 6 rh Wc- .o r✓ 9 3 3 8 1 233Y6 us I J • 001 0 0 /ti1/48 1 , 4 alt . vS.03 Serial Number. 70720482S TJBEAMD 1111 8/1/98 1:10:29 PM Page 1 of 1 Build Code: 041 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0 Roof Slope: .26112 PROJECT INFORMATION Wendy's - Tukwilla, WA 3.5" xri' Parallam® PSL Commercialtam • BM Drive Thru Area DESIGN CONTROLS: MAXIMUM DESIGN ALLOW. CONTROL LOCATION Shear(lb) 6222 5072 9338 Passed(54%) LT. end Span 1 under Snow Roof loading Moment(ft-lb) 18926 18926 23345 Passed(81%) MID Span 1 under Snow Roof loading Live Defl.(in) 0.238 0.608 Passed(U612) MID Span 1 under Snow Roof loading Total Defl.(in) 0.552 0.811 Passed(U264) MID Span 1 under Snow Roof loading - Deflection Criteria: STANDARD(LL:U240, TL:U180). ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code LAC analyzing the TJM Custom product listed above. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. 126" All dimensions are horizontal. LOADS: Analysis for HEADER MEMBER Supporting SNOW Application. Tributary Load Width: 17' 8" Loads(psf): 25 Live at 115% duration, 18 Dead, and: TYPE CLASS LIVE DEAD LOCATION APPLICATION COMMENT Uniform(plf) Floor(1.00) 0 250 0 to 12' 6" Adds to SUPPORTS: INPUT BEARING REACTIONS(Ibs.) WIDTH LENGTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 1 2x4 plate 3.50" 4.51" Left Face 2760 / 3632 / 6393 Blocking 2 2x4 plate 3.50" 4.51" Right Face 2760 / 3632 / 6393 Blocking - Bearing length requirement exceeds input at support(s) 1, 2. Supplemental hardware is required to satisfy bearing requirements. OPERATOR INFORMATION: Premier Engineering Tim File 20223 131st Place NE Woodinville, WA 98072 425-489-1901 425-489-1901 Copyright 0 1997 by True Joist MacMillan, a limited partnership, Boise, Idaho, USA. TJ-Beemn Is a trademark of Trus Joist MacMillan, Parallarn0 Is a registered trademark of Trus Joist MacMillan, Product Diagram is Conceptual. • RECEIVED CITY OF TUKWILA JUN - 9 1998 PERMIT CENTER POrenteeft E Kg 1Fr Consulting Engineers P.O. Box 2168 • Woodinville, WA 98072 (206) 489-1901 Job Name Made by- Checked by Date Job No. °e 7Zs Sleet Nov L Description- .. TI✓d Y fig Z S-ry a e/4"0,( DL( ): lS P-SF T AIg. 4/ lo7H 40 >'F % - _, ' to /5PSP 30v1&- G✓ 5e2 .575P - 5g GJoL % 6 0. 44 /'y I /C infrrn, S1 Jo, F � x/ $ Gn-E P7E17fri. Sr"2 e /6 ``o.c, W o L• 5 00 43`,9- L.✓� % 5V ler 4 - 'prz C mrt.o y IF 113 F;4)S 550 4 S tyr, S/6 "0,c, 1F ►,v IMr, PP4Sale =15 nP ) Ls 17- Frj STUD SPAZ1r'(r Pottkow= 3S >/o47 (rc9 4.44, x o0 /lam - 107 Qt 61-k l.Z 1L,VPsF)(J, RECEIVED CITY OF TUKWILA JUN - 9 199 8 PERMIT CENTER 1_ Wood Stud Design per 1994 UBC Thickness Width 5.5 Stud Size Wood Grad Spacing(in) Length(in) Sawn Lumber Wind Pres. Floor Loads Wdl(lb /ft) WII(Ib /ft) WII(Ib /ft) WII(Ib /ft) Wdl +WII(Ib 12.2 psf 1.5 #2 16 135 Mwind A(inA2) Sx(in ^3) fb(PSI) Duration Factor fc/F'c 0.2228806 (`Axial load O.K. 300 Total 0 Floor 500 Roof 500 Total 800 Total Pdl +ll 1066.6667 lbs. fc(psi) 129.3 psi Wwind 16.3 lb /ft 257.34 ft -lb 8.25 7.56 408.35 Bending O.K. 1.15 FILE:STUD -94 Wall Studs @ Bearing Walls 2x6 HF #2 @ 16" Fb(psi) Fc(psi) E(psi) Fb' (psi) le /d Kce Fc* (psi) Fce c' Fl F2 F3 F'c(psi) Unity Equation (fc/Fc') ^2 +fb /(Fb' *(1- fclFce)) = 0.3006419 GOOD Df .. 1.6 1.15 850 1250 1300000 2033.2 24.55 0.3 visually graded lumber 1581.3 647.3 0.8 sawn lumber 0.881 0.776 0.512 580.1 Pleodett Saglseeeit(), Tote, Consulting Engineers P.O. Box 2168 • Woodinville, WA 98072 (206) 489-1901 Job Name -77./444,■ 114: Made by - De Checked by DC// 41?, Date Job No.f?zr Sheet No. Description ' E pg we_ T LJ/114904,) ED J Dor SPAL,,,, eottiir or- swoopatbz j4G 5' c'k3sestr-CM 1. x/75 V67 c ' 5 ' V -= 3 0 16 / LA' f citAn..? fivo Swas 1,33 I V 2.0(6 577.10 RECEIVED CITY OF TUKVVILA JUN - 9 '1998 PERMIT CENTER r. .........w ....... .._....,r......«- .....,,.,,._r. ,...- ...,..- ....aan..ato, 1,1•mta. - term V ?F.^x^YeMM Y.'.A'.'!'1'R tN! ra', v^' avaiwsw +.�y�srnsr�...� »....._...___. ... 4 -90 02:09 PM JEF[EY A NELSON PE Steel Framed Shear Walls with Wood Structural Panel Sheathing On One Side Only The wall racking frames were built and tested in accordance with the provisions of ASTM E72, Standard Methods of Conducting Strength Tests of Panels for Building Construction, except for the use of higher test loads and referencing deflection to the base of the wall. Details for the metal stud shear walls included the use of single end studs and the use of two self - drilling, self - tapping screws at each stud -to- track joint. Studs were spaced at 24 inches on center. One side of the assembly was unsheathed. There is currently very limited published infomlation on the shear capabilities of structural panel sheathing applied to metal framing. It was therefore necessary for test purposes to select target design shears based oa assumptions. It was assumed that Number 10 fasteners in 14 -ga studs fully develop recognized wood framed shear well values for 10d nails. Similarly, it was assumed that Number 10 fasteners in 16 -ga studs fully develop recognized wood framed shear wall values for 8d nails, and that Number 8 fasteners in 18- ga studs fully develop values for 6d nails. Therefore, target design values were selected SHEAR WALLS WITH STEEL STUDS - WOOD STRUCTURAL PANEL SHEATHING ONE SIDE Stud Size'' ._.. (9 14(0,074) 14(0.074) Panel Type Thlckness(In.) STRUCTURAL. I 14(0,074) Plywood 3/6 16(0.059) Plywood 3/8 16(0.059) OSS 7/16 18(0.047) Plywood 3/8 18(0.047) Plywood 3/8 18(0.047) OSB 7/16 RATED SHEATHING 058 19/32 Plywood 3/8 • Research by the American Plywood Association Fastener Sloe . Spacing"'(In.) 10.24 which correspond to these nail sizes for the testedpanel thickness. The use of these values provide results which would be conservative in a properly designed and constructed shear wall. St. Pin'' St. Pin''' Target design shears for the steel pins were determined using the principles of mechanics. Previous testing established lateral fastener values for the pins. These tests determined that the pins are equivalent to 8d common nails when used with a minimum of a 3/8- inch -thick Structural 1 panel and equivalent to 10d nails when used with 15/32 -inch- thick or thicker Structural I panels. The basic design lateral loads for these nail sizes aro then increased 25% for the metal side plate (framing member), 30% for nails used in diaphragm construction and 33 % for short -term load. An 11% reduction is also applied for used of 2 -in. nominal framing. Failure of the tested walls generally occurred due to buckling of the studs or tearing around the anchor bolts. Premature buckling was likely affected by the lack of stud flange bracing on the unsheathed side. 4,12 10.24 4,12 10.24 4,12 8.18 0,12 748 8.18 4,12 880 8.18 3,12 1095 390 6,12 4,12 (a) Studs spaced a maximum of 24 Inches on center. (b) The first number Is the spacing at supported panel edges, the second Is (c) The load factor Is determined by dividing the ultimate load by the target Factor Is 2.5 for shear walls), (d) Design shear limited by 3/8" panel thickness. (e) 0,144' die, x 1•1/4" long pneumatically driven tempered steel pin. Reference: John R. Tissell, Structural Panel Sheer Walls, Research Association, Tacoma, Washington, May 1993. 20641136 Diaphragm/ 00 Shear Wall Tables Ultimate Load (pit) 1666 1093 1245 1088 1665 Target Design Shear (pit) 360'" 360 395 200 300 36$ 54$ the spacing at Intermediate framing design shear. (Nolo! A commonly e4 Load"' Factor 4.6 3.0 3.2 3.7 3.2 2.8 3.0 3.4 JUN -- 9 Report #154, Artlerlca iE't'1 o P.96 /7 VILA 998 TER / iw ce. C is Cf5f) P (j ) D - I S ' - 20' 0,(0 - 1_ O,h7 1.3 1.3 ) ,1 Y /6, /. Q l• 0 13, - 1y,3 t, Amain SK9GKeeir ;;, Sue. Consulting Engineers P.O. Box 2168 • Woodinville, WA 98072 (206)489 -1901 Job Name (..fie _ Made by Dac /p /? Q Job No. (1 7 Z5 Checked by Date Sheet No. Description / W /No dim P=c, ( $p pp = V o r►1Pk W1 D irnooDst' ( 13` tJ l,'t 0 Fob RAF % /56 .AW (yr,33'xisti- 0' Po/viz. = 672.7 Sroa 70 Slog °. �c✓/ ►� = gd633 lSb ° S )2.)Vai M • 7t3� -t3 i,J 5 S►ntfi% I 76 1 °/ � j — Got 1totiS ..,,,- n..n..A,■••■ L% 2/ ' SO ' y Loi L% t.) G I 5,4l. P t1 t Ft' ` � ' s fna 7 7 rev I t= 11/41P-A- P /,4P 1+'7ir •% .S kt Feo4.4t w /U % d c 2-0 2- `45 P-07(2. vertu, N = 6?u /" 37,33 ! i 5 /f - Sro c us �U% y 6, O US fG CD P L y i ✓ / l o d e 6w o o, &.4S I)528S w l M 71,-a.m 49/ 071 suPPvae RECEIVED CITY OF TUKWIL.A JUN - 91998 PERMIT CENTER Plemiel SiggGKeC 9, Sue. Consulting Engineers P.O. Box 2168 • Woodinville, WA 98072 (206) 489 -1901 Made by— DE.://18 Y lob No. 9 7� Checked by Date Sheet No. . 2 � �' ' Description k . • --- -- Job Name / 7 vA'40 1.4,1fr C -45 (!/ A4.et 6P4P -� %63 33 3, 33' X t.o ,33')- C3,33 „ ,5)-r(35767 1 'r' 3 +l /y'K ,')- Zen, rrl 1) = 2,E92 Fr /SP�� - y 3360 L8 V =Z►G Z (.2_0Ne =b, I•7. CiZ,"7S �w= g 0, 3,4 o kt.7s k 0,103 !,J e3 I , 50.5#4(c- fo✓`€ r 710 p2-p,1 wD� wo / /.S . 5'x5 "nPSr�%.57e 11 - - 7 - p c w r r 14 s = Z x y/, 33 5 7 13 / 1 ' ' 7 ' % If 7 7 3 6 - b G , `/ 3 5 3 ` bCr CTo 71)-t 0 111 1 6 13 1i= 410_3 Y gl/lb L ' 9344 ti 93 ?6, 37 a1/41 3 ?, 6 7' / P 7 5•pl, r1 . (1 S ,oC Tv s ,a2 la 12 G✓a� w 578 '' 6 Fr” pc,i,� -s= 2.-K79,67 C7$`a 90 ?Y2, PC,- I33 3 o b rork. 13V 3 22- V % 0 o3 )e )3s/3z2 -` 13 S 2- 13 S Z ` /a, 6'' ;17& Fiz-onr .7 97,61 a 9..an/2-141.lt. ., 7 ; r aS 16 *h' , e 9, ZS' % /7// /+-r Pe ws LPYL- T = 60` AT 6 te 1 wrnL. T 1= 6o re 2 Z' : 1� 2cA 1 2 - % 60` ,</2 - 7w G Cr- C6- f A I F s It, 11+ shoe To Sloe 0,241-(0/1 tar-t- < 8, 67 136 /3 Pr ck% 3 C -T =3 6/57 fr- cO /C3v6-.)- ypo5' F 5 ( . %15,w, iI fz.or{r ro _j21 t 24 M = '1 6 dd 23 7 LI3 /r e / 37.3) P0� WiZ Fr- L 6, fir c ri y1 7.47 r � J 25 67 Fr' NeCEIVED c ry of TUKWILA JUN - 9 1998 ;:RMar CENTER Piteot6GPl Estgcsacv ;,t, Tote. Consulting Engineers P.O. Box 2168 • Woodinville, WA 98072 (206) 489 -1901 Made by _ _. D y /C t / / Job 7 ZS No. 12 Checked by Date M or (Fr -6) Sheet No l� / Description Liefr • - Job Name 1 _ 14/10 6115 .- 77/41 3v 3 Siie74Q. to Logo-77t 0064?-7" G try_ 0.6i) Wog- of �.vc) M2 (Fr- t o M or (Fr -6) TI &,M «li__ f.1"•114 12421) l00t@3 "0.c„ it 13,6s 3v 3 275 Z20o Y78/3 c n ��c�` 000 O I 1 5/0 13J Y X3,633 3 Y 63 275 2Z0o '178 Hu /Yi // /S Mc 37/o 2-7S 30gy 6n,ois H9 2df ! o d a ,z," o c 13 13,83 32-11 1- -75 1.3 ) 2.3 g HL /hK 2 U IS 13 2134 570 57,37S 2.776E 1,0 1/ A✓d a ra.c. • 1 S 13 25 510 92 33 22,5 13,63 ZY3/ 5/0 a o'`l 33621 'LI 13,7g" 2.26q St.O /1 2JY55 3 / 19ct 5 /tom wet/. ti Coot) 5 ! -0"r Uj N>4it,5 e. P47 co //- M m L-5 a /r+� -'fah 021,r me (1)a-ow), LIZ/PO eq-1 \2 64, kL 'GOk eom heiv-3 l00t@3 "0.c„ /oQ c2 I 2`' o,'. 95Y 42 $db - "CDA' &'m P a io d &3 "o. c. /od e- " 0.4 9 8Y 13J 2'X,13 - ccw a Wezic►I✓i '' /0,466 /ode /2" o.c, -55/ 82, 25/8 // /Jd e 6`'o.c, /ode /L`" 0.G ZST G I `a' ,, . . — lose d "o. c, ! o d a ,z," o c z - 'f 0 1 5/2. '� lOd e 6 /od a /Z" ac 25' 6 10i ,, /ode d "o,c,. /Od @, IL O.C. 2.5y F 1,0 1/ A✓d a ra.c. iod c- Iv o,c. 29f 511v 6J''LLS r 1 aT `N1 F� oisfr- I-tr2 1 Lf Tm cow. L L8s� /33 , 3 0 2775'482 -2z7S Go•n M 1/4'ri Tf' !z• )vie ex4 PrideP0S7- (Z) -2 6 H-Ficv \1 4I L kT goo Yeaur >c u, t3 Z i 7 79 5 /Boc.T # '#9.8 t2ey b @ se.,J 35/C3 7y? ' -1 ask l� � `` 4, e ' RECEIVED CITY OF TUKWILA JUN - 9 1998 PERMIT CENTER Tom I E,gL a (J 7KC. pZ t NCI. _ _ �v Consulting Engineers P .O. Box 2168 • Woodinville, WA 98072 (206) 489 -1901 Made by - -Tr t : : .: • 1 �'� U C U �7 / t7 Job No. p . 17 Z _ Checked Checked by Date Sheet No — Li Description /..,,,,t7441.... I/I t'7SS Job Name wind H ) /" i. A main Eirogeepo, ,/ Constilting Engineers P.O: Box 2168 • Woodinville, WA 98072 (200'489-1901 Made by - 77F DCwo,6 - .1ob No. 9 7 Checked by Date Sheet No Desai . pion borepot..... e,e4( Job Name ... id et4 _ •..... 7 10 4 , ai --- . Heck_ co/ ec-vay oP- Streii4.- L f kis#11.4. 978 i41.15 1 sx 2-c oeff 2- I? '53 >f e676 ProlPg44--K. .5 14 V,I. Ye uv / - 3$9, --, 257 • V. 5 'A La/ 3y3 L Lbre (3)..,/‘ a i (...1 E. G S 77-40 • )eR— zwrrtic.- F re V tot-k,f,„J ). k 3 x comme O srk4dr- 112 .CooLine- 4.0ta Yo 1g 4- 3S - Ccac ix3e.g\i." p /6 A 1 It 3 3K 1 ' 5 — i 05(45 % /013 isqV fiebez Rw r- 1.6foic °8 7 %tit. 1-Y13 14Fet WEAVED CITY oF TuKWILA JUN - g998 PERMIT CENTER Job Name Ate■itiet SNOte-eitC; /KC. • Consulting Engineers • P.O. Box 2168 • Woodinville, WA 98072 • • (206) 489-1901 Wend_ 71/4A l/c4_ PoutqA Sr1-4.) 7' ra-o, rr' kflt 01 149 16, gep-r e 5-00 ></, 33 , c CF c 3Y63 6 7 hitio.e...„ 2 we P5y4 edwo 0 6 _ eat-4C0-11 5714 P.07(.1•_) 61(4 Po5r Made by Checked by Description k'.,(.s re<=1?!.0 33L� 9i ` 37 ' / z.ke 6L00,,,,,, -,•• (Jerk_ e. ()Any Ai( $914,..9 w I t, 1, ! e - LYrifra. /4? Job No.? Sheet Na.— - e SigA/7" Zret3 79Ger7ia IA)/ itot A1 N "24 .. o c, Sm-t 6x6 poC-r RECEIVED CITY OF TUKWILA - 9 1998 PERMIT CENTER . Asescieft EsviteevrC, lee. Consulting Engineers P.O. Box 2168 • Woodinville, WA 98072 (206) 489 -1901 Made by .. pat4/9 Job No.772 Checked by Date Sheet Descn . piton i /11,/ r itei. Pi.- i' Naine___W. - . '.. - lz-le s riS ve(-/prespA ) • Pou...7iA) oDo F )"q- / /41' D F &1244J0c5 600-1 &/i o gtec.(Deec.,si_./;s; 42(si= ese70 ootx 'Yv,43-/kimpsp-)fis--30-° paw Locpt„ r' nrns. c1i4L-14- GeIV G1 6 . - 2 , r"A - 2y"44 2 .0 . 0 , 2 - ofri Po' ),Y345,1e* 1,,/3 [Lu VJ td)tic- ‘ k c r,Y7-rx1-1/f000 Ovc'gd,q k-to.\>/2_k_ 11,, 11.11° )(Yr,- 1141 yee7z.).--r-r 8,Tik/ ektep 5Yieje (0- Ara, r .sbn,c....% 1.338k.. 1/ 1' tz_ 4r , (A.11-0 kr.%_ ken &to u 6-go 9 To-QC-1V, Sglas tV spoei Pcorov ei 44 ry P' c.re RECEIVED CITY OPTUKWMA 9 19911 PERMIT CENTER Ageffteelt Socoinee4 „ , Tom. Consulting Engine P.O. Box 2168 • Woodinville, WA 98072 (206) 489-1901 ' r T Checked by Davi? , _ f , l Job _No. 9 72.57 . 7 :- Da Sheet No. 7 FdA Description P1 LE po/kt Job Name ti-Jed 47 - ''' 71; Ki4 ;.• Foe. socks /6 l(P /1-1, Ca.o 6,24cr P 104 *1 -v /S r 3 Q ‘43 e-r766a) 13 pr //Iry 73I(14 3.77 A-L4,04tir4-044 10 C- ;I - S 40 k4 /t9 LC /-1 0Wri.7 fasent.1p1G1 r*:- 3 c• /114,0 c,0412; intrel RR- 1....) 56 pn Looaf. S 0/4.S sr•q--7 74 n-tE re)A-)044 77?C A-'0 rmio SEI:0)/ I_oriomeo ae• g-oi)v 6r passive olL PRZ502.1 PrtriftYST" 6.0740 fiel9Pii #1.4..ok.)P-e3 L LA.7 cApAvir 0E /71/6 evic.15 r- /-74k7x aory,o) r ay 4,11 IA Goc_i/erset 1- pz 50-77,4( 1607,5 1107,/o,5" 3 77 rige/h4,y0.- ' 4,„- ( , 75-"," tie tiebee if6v, 37s% /8 pa.L D P* WM4 r RECEIVED CITY OF TUKWILA JUN - 9 '1998 PERMIT CENTER A mu:eft Ei It9eceeft `, Consulting Engine' P.O. Box 2168 • Woodinville, WA 98072 (206) 489 -1901 Made by . �.�! Da . < /!r / / ,p Job No. ? / 5 . Checked by Da t Sheet•No. / Fd �( Description f7 ( U g •- - p ,' Job Name ' ' "- t,� �"�� � , -Iy -ii = -Tv /" iim /lti, r . .7» t1 oMt:#r- ceir OF /6 �' P /LC W/ (6).-AA v 2 - 174gL "s 0? -s0ag= 3h arr ".z = k= 9, 33 "4 39 ° % Y S jr. 0.4 -06 13m6 vor►1_f519M Mr\ -. 0.9 60 43 K 6.56? m x e, 6 c'/ v m., yit- HY -1c- IF- 1= 0 1/4°Srt c> - ,s' B41044 13L'Le4) 7 of Bf Sri L= 35- .,v 1 9b P /l-C IF. y o Y o x /9 b mc.e./' . 7 8, if V5ei.5 1363'2. 14 v_3 13852,` ; 11'3o .2(6)i6 )s !>•,0' ✓ yr l_ J&1MP x 35' i i/6" a)-04 k 25 40,5 P09-- G0P 11at& ZEE, /VP TO I LOS, of rt.ek-va4.- Le-NH 07/N, rS = n IF- 5% IBS %lv" P ( l0 / ' 0,37 5`') — p , 00YZ C_23,5"/"4: 7r x.8 /ft /9.c.,= 0 "2 % 791 /eY ??19 - t - SPA-Li/VC,/ : Sir i , /l c! CJ) 4 RECEIVED CITY OF TUKWILA JUN - 9 1998 PERMIT CENTER March 5, Ruhl-Parr Architects . „ ;'• . 1.• +1 „ • Prepared for: Date: renuer Engineering, Inc. P.O. Box 2168 Woodinville, WA 98072 , Ph (425) 489-1901 Location: Wendy's Restaurant 16200 West Valley Rd. Tukwilla, WA ' • • • ..,„• .; •••• ..• ; ', • „ • ' .• . • .• • , , • • • , , • : 1 „ Structural Calculations for: Foundation for Pole Sign Ay • • s. • . , • • , . , „ ' • ' , • • • • • '" •• • ' RECEIVED crry TuKwaA JUN - 9 1998 eeRma cEaren • • • . • • ' • . . . • • •••,' • .• • ,,.. • . • „ Premier Engineering, Inc. Made By: P.O. Box 2168 Woodinville, WA 98072 Job Name: Ph (425) 489-1901 Description: Sign Model VVP50 • Area of Sign= Height to CG of sign= Area of Column= Height to CG of Col.= Design Criteria: Wind Speed= 80mph Wind Exposure= B Wind Pressure P= Ce*Cq*qs*I P= 15.4 psf F1= 769.2 lbs. M1= F2 203.1 lbs. M2= F(Total)=. 972.2 lbs. M(Total)= Foundation Design: Sign supported on Piles P(allowable)= V(allowable with a fixed head)= Area of pile cap= Depth of footing= Volume of Conc.= Wt of Footing= Wt of Sign= Total Weight= 50 ftA2 12 ft 13.2 ftA2 4.42 ft 33.8. ftA2 2.5 ft 84.5 ft^3 12675 lbs. 475 lbs. 13150 lbs. Moment at Bot. Of Footing= 12558 ft.-lbs. e=Mot/Pd1= 0.95 ft. Closest set of piles at 1.25. From column location Therefore there is no net uplift on piles Load Condition 1: DL Only Pdl= 13150 lbs. # of Piles= 3 Pdi Ea. Pile= 4383 lbs P(allowable)= 30000 lbs. O.K. TF Date: Wendy's - Tukwilla Sign Foundation Ce(Exp.B,H=20)= Cq(Sign)= qs(80mph)= 30 kips 10 kips 9230 ft-lbs. 898 ft-lbs. 10127 ft-lbs. Load Condition 2: R (DL on 2 piles)= Pd1(allowable)= O.K. Assume 3 pile pilecap, 30" Deep, pile spacing =4'-6", Edge Distance =1 DL + Wind 3/5/98 Job* 9725-2 Sheet No. 0.67 1.4 16.4 psf 13150 lbs. 30000 lbs. Conservatively c) 3 RECEIVED CITY OF TUKWILA JUN - 9 199a PERMIT CENTER Pfgemiel SN9iffeeitir , Tote. ----- Consulting Engineers P.O. Box 2168 • Woodinville, WA 98072 (206) 489-1901 Checked by Die Sheet No Description vi ji , _, i r (-- (1.1 s / 6.iy $( jee002.7 Job Name t 4 - 1(c4... - • - --- Atest e4 E iaevte /J AI r i Consulting Engines P.O. Box 2168 • Woodinville, WA 98072 (206) 489 -1901 Made by r' r1 Dat / f/9 a 7 v Job No. p '•L� � / Checked by Da ----- W Sheet No. Description 6/1, F H o �ON Job Name btio,loyrs W I ail -... 0 I a It ..S.n.T PILE LAP • PyLo,.± $ /ter e Y ortfa S ,4N G lt4 3 0 03 pL -, M (6)-4=6 var. x /S=o . pf, 3 els'o.G e TVP THEN 6 ''o G, Fog. TOP I a ProF P /Lt RECEIVED CITY OF TUKWIIA JUN - 9 1998 PERMIT CENTER . • - - • — ti ; zz •. si :21 -• •r•I : - — • CONTR. TO COORD. CONNECT WATER CONNECTION TO SERVICE TO EX. GAS STUB: METER }1. StE BP STA11ON CIVIL BY DAVID EVANS - AND ASSOCIATES FOR - - ADDITIONAL INFO. - BP STATION PAVING.. CONTRACTOR. TO MATCH AND JOIN EX. PAVEMENT . ' — ...... - — -cn - - CONNECT (-)t 8" WATER ,. MAIN TO EX. •_ 1- Y% sr: • - ! :: 1 1/2 ..., . . ..•„; i: :-.0, i i-. _____:, i. Y-' 21 : .---.1! w ;;-*-,..' • . - • • A.011,4WATER WATER SERVICE REFER TO ARCH. PLAN FOR INFORMATION REGARDING CONCRETE SIDEWALKS (T11 1 //2" DOMESTIC WATER METER AL A rt I' %am' A "" 1 11.11111.111111111.111 CONCRE1 AND GUT TEX. r L FRONTAGE I' THEIR IMPRP' - - FRONTAGE IMP 3/4" and 1" W.3.36 Blocking. All Tees, plugs, bends and hydrants shall be provided with reaction blocking per the City's standard plans. Tie rods or joints designed to prevent movement may also be required. Concrete shall originate from a commercial batch plant. All tie -rods shall be painted with a bituminous coating. Concrete blocking shall be cast in place. Blocking shall bear against fittings only and shall be clear of joints so as to permit dismantling at the joint. Backfilling shall not occur until the blocking obtains 3000 psi strength. All fittings shall be wrapped with plastic sheeting. W.3.4 DOMESTIC WATER SERVICE/METERS All domestic and/or industrial consumption of water, except for fire- lines, shall be metered. Water service connections and plumbing shall conform to relevant Seattle/King County plumbing codes and City of Tukwila standards. All domestic water service connections require an approved water meter permit from the Public Works Department. 1. Single family residential water service connections shall be a minimum of three - fourths inch (3/4 ") and use copper tubing type K from main to meter w/o joint and materials between meter and house must be approved by the current Seattle/King County Plumbing Code. 2. Water service connections to other.than single family residential shall be a minimum of one inch (1") type K copper from main to meter w/o joint. 3. All pipe and fittings shall be for pressure of twice the maximum working pressure. Water services to be connected to an existing, in- service, water main, shall be made by a wet tap. The costs (labor, supplies, and equipment) for the completed installation shall be reported on the bill of sale form as a condition of acceptance of the installation. 1. Tapping Saddle: Single strap Rockwell, Mueller, or approved equal (iron pipe thread). 2. Corporation Stop: Mueller H -10013 or approved equal. W -10 1 -1/2" and 2" 1. Angle stop: Mueller H- 14258. Meter tail piece shall contain angle cheek valve. Meter Setter: Mueller H- 1470 -2 or approved equal, set four inches (4 ") to six inches (6 ") from finished grade. Pipe: Type K copper tubing. Meter Box: Olympic Foundry #511 or approved equal for 3/4" meters_. #2 Fogtite or approved equal for 1" meters. Plastic meter boxes may be used in landscape areas only. Solid steel 1/2" diamond plate lid is required in traffic areas. Tapping Saddle: Double strap Rockwell, Mueller, or approved equal (iron pipe thread). Corporation Stop: Mueller H -10013 or approved equal. 3. Meter Valve: Jones, J -372F, or approved equal, one on each side of the meter. Highest point of valve to be 8" to 10" below fmish grade. Meter setters may be used in place of meter valves. The meter setter must have a check valve on the downstream side and a built -in bypass assembly with lock wing (Mueller). 4. Bypass Assembly: A 1" bypass assembly will be installed on all 2" services; optional on 1 -1/2" services. 5. Pipe Material: Type K copper tubing or high molecular weight black polyethylene pipe, with tracerwire. Pipe to be bedded in pea gravel, sand, or crushed rock (3/4" minus or smaller). 6. Meter Box: Fogtite #2 with 1/4" diamond plate solid steel lid or approved equal for 1 -1/2" meter; Fogtite #3 or a 2' x 4' meter box with 1/4" diamond plate solid steel lid for 2" meter with three 12" minimum risers. Lids must have a hinged inspection plate, centered over meter. Plastic #2 in planter area. W -11 Poat•it Fax Note 7671 Date/ 4.9 ,pepea ►_i ' . Joh rl Morals+ Han I K11�, Co. �,ct-- Phone 0 Co/Da�. t?u k1 Parr mow • F / (4 4 4 tt t Fax l Peat-n• Fax Note 7671 aab 1 •56 f of ao To F t� V�.51 ><- 1 1c Co� Co Phone I Phone n Fax • 04.431. 346_Fau • - . 06/09/1998 03: 425 - 255 -3099 C 1 1) %I F ;M:I Vlil lt!1 May S, 1998 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Regarding: 98 -T -12 Wendy's Restaurant (D98 -0072) Dear Mr. Griffin: We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The following comments should be addressed: Statral CRYSTAL L KOLKE C A PRUYE.S$1UN \t. 2030 FIRST .' E \t'E SERVICES SUITE. 203 CORMIAT1ON Sr..TTI.E. N:A.Htv1.TnV 98121 1. The structural engineer that sealed the drawings is Mr. Timothy J. File. The calculations were sealed by Mr. Jeffrey A. Nelson. The engineer that seals the calculations should be the same engineer that seals the drawings. The Engineer of Record needs to be clarified for the project. Refer to UBC Section 106.3.4.1. 2. An incorrect date for the geotechnical report is noted in Foundation Note 4, Sheet 3. The proper date for the geotechnical report is 9/17/97, not 10/17/97. 3. We have not assumed that the specification sheets are part of the structural documents since they are sealed by the Engineer of Record. Typically, general structural notes should be provided on the structural drawings. Some information was provided, however, the following information needs to be included on the sealed drawings: a) Reference to the 1994 Edition of the UBC. b) Design load for the floor. c) Items requiring special inspection per UBC Section 1701.5. d) Concrete strength and reinforcing grade. RFA #980102 -12 PAGE 01 I,hPll"R ►• eSi:• I lur.� PAN 1206) 51i•111 06/09/1998 03:00 May 5, 1994 Wendy's Rertaurent Page 2 425- 255 -3099 c CRYSTAL L KOLKE PAGE 02 e) General material specifications usually provided in the structural notes. E) A note indicating that all welding will be performed by WABO - certified welders. 4. Sheet 8 notes that a Wind Exposure Factor C was used for the design. Only Exposure B is referenced to the structural calculations. The drawings should be revised to coordinate with the design. 5. The allowable stresses called out on the General Notes, Sheet SA, do not correspond to the base design values in UBC Table 23-1-A-1. These notes should be corrected to correspond to the tabus values. 6. We were unable to locate general information regarding brick veneer will ties. Refer to UBC Section 1403.6.4.2 for requirements and note this information completely on the 7. Calculations need to be provided that evaluate both wood and metal wall studs for combined flexural and axial forces. Refer to UBC Sections 2308 and 2003.1. Eindation 8. There is a note on the Foundation Plan, Sheet 3, that indicates that the design soil bearing is 2000 psf. This does not coordinate with the recommendations of the geotochnical report. Refer to page 10 of the report. 9. There is a general note on the Foundation Plan, Sheet 3, that calls out a 4-inch concrete slab - on- grade. This note should be removed since a 9 -inch structual slab is designed and detailed otherwise. Refer to the main Floor Slab Area as well as the Cooler/Freezer Slab Area. 10. The zootechnical report indicates that piles are subject to liquefiable soils to a depth of 30 feet. UBC Section 1807.5 requires that piles be designed per the applicable column formula at this area. Refer to Section 1907.10 for lateral reinforcing required at compression members. We have not found any calculations for the design of the piles; a complete analysis is required for our review. Refer to UBC Section 1809.5.1 for additional requirements at tike. 11. Complete calculations need to be provided for the foundation design for the pylon sign, as detailed on Sheet 3. 12. Minimum reinforcing needs to be provided at the pole light and exterior signage footings, detailed on Sheet 2A. We assure that the exterior signage footing and the pylon sign foundation are different elements. Clarification should be provided. MOW Lanai 06/09/1998 03:00 425 - 255 -3099 CRYSTAL L KOLKE May 5, 1998 Wendy's Restaurant Page 3 PAGE 03 13. Pap 2 of the calculations indicates that double TIISSC joists are intended at roof joists R2. Sheet 8 only calls for T1I35C joists. The drawings should be verified with calculations to show adequacy. Also, there are a few roof joists that are not identified on each side of the R2 joist call -outs. 14. The loading condition shown on page 3 of the calculations for the HVAC load on the R3A roof joists does not reflect the actual loading condition. According to the Roof Framing Plan, Sheet 8, two point loads will occur, spaced about 5 feet apart, supporting the mechanical unit. Revised calculations should be provided. 15. Details need to be cut at the roof at both drive - through window pop -outs. The construction of the steel angles needs clarification. See Sheet 8 and page 4 of the calculations. 16. It appears that the allowable base design values for wood are not correct; however, the calculations are not clear as to how the allowable stresses were calculated. We are specifically concerned with allowable bending stresses. Refer to the following: a) The (4) 2x12 beam on page 4 of the calculations is inadequate for the noted loading condition. b) The (3) 2x12 beams on pages 6 and 7 of the calculations are overstressed by a small margin and should be rechecked by the Engineer of Record. 17, Section A/8, cut along Shear Wall A, references the note in plan for the splice connection of the (2) 2x8 drag strut. We do not find this information called out in plan, Sheet 8. 18. The (2) 2x8 drag strut, cut along Shear Wail A, needs to have an appropriate connection to the shear wall. The (4) A35 Framing Anchors called out in Section A18 are not of adequate structural capacity. Refer to page 5/L of the calculations. 19. Page 5/L of the calculations assume that Shear Will B is 38 feet long. About 9 feet should be removed from the calculation for the door and window opening unless the wall is specifically designed and detailed to accommodate the shear forces around the openings. Revised calculations should be provided that evaluate the shear and overturning forces based on the actual lengths of the walls along this reaction line. 20. The chord force perpendicular to the long direction of the building are significant. The CS Coiled Straps called out in the Roof Framing Plan, Sheet 8, do not appear adequate. We are also concerned with the chord numbers themselves and the load path to them. These chord members running longitudinally along the building should be identified. Supporting CRYSTAL L KOLKE calculations should be provided that evaluate and resolve these chord forces. Section 2314.5.2. We were unable to find recommendation in the geotechnical report indicating the uplift capacity of piles. We are concerned with the uplift due to overturning at Shear Wall A. This condition should be specifically addressed by the geotechnical engineer and the Engineer of Record. Refer to UBC Section 1807.1. Metal studs are used at Shear Wall C. This is the only location, as far as we can tell. Per the notes in the Shear Wall Schedule, Sheet 3, it is clear that #8 self- drilling wafer head screws are to be substituted for the shear wall nailing. Calculations should be provided in support of this substitution to veritS► structural capacity. The above listed review comments should be responded in itemized letter form. We recommend that the permit applicant have the structural Engineer of Record, Premier Engineering Inc., respond . to the above comments and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office. We have forwarded a copy of this letter to the architect, Ruhl -Parr & Associates, for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255 -3099. Sincerely, ROBERT FOSSATTI ASSOCIATES, INC., P.S. ry dal Kolke Senior Plan Reviewer cc: Mr. John Moran Ruhl -Parr & Associates 3625 -132nd Avenue SE, Suite 100 Bellevue, WA 98006 c.Vowankui wils\9tt12H.doc a s • c it�': "its . � ••{. 'iii:: Si, t . I atit b : >'Cl i :s r : ; i, ♦.:.: n,: . ............. A v.. w; :.. :{::.:.r.!::.: ::• : }:: {i. !• }:•. . }....;.. /.., w::: :v.y k. v.n...J. .v v£ •x:;,w:: .; � ..:..v.{•.:: ::::•:i;.•r:}ti::, �.{'.. <h { ::::.�::....... ...:.� ..... ...K. .C. ^ }:::: }•ham } +. +. {. n,, {..:,.:. .; :. {.::{ •:,s:..•::: : }.:.. .... � .:..:::.. :.:.: {:. :.:.. ♦....... r. !;.}Yni } }i:f:Ji:f:iX: { {• }...... ... }......,:. A.:........ .v NAME OF DEVELOPMENT: VJkst•V`'I S DATE: i '2- .9 1 DEVELOPMENT ADDRESS: 1(o3c,b 1") . J qy R) (r PERMIT NO.: 1$ • 0072 t CASH ASSIGNMENT NAME: -1-21404.,,A ^ N r TEL NO. 2,D$ . i g ({ 8,s33 SHALL BE REFUNDED BY MAILING TO: ADDRESS:' .e.. Giaz agt (please print) CITY/STATE/ZIP 15 - - ID . 4,5 DESCRIPTION OF ITEMS TO BE COMPLETED ALE TED (CE IBED): E .�-f (�( , ANS DO T ER 15,1 6A:TL v�I Pr L.Y.. V Ark - PLANSIDOCUMENTSWRERE ITEMS ARE DESCRIBED): ► ` ^ ' � , Y L S - a - v460. trrcT -b1J '7) • 0 .-r . S -c.‘ 045 . 1 i/ As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ (97.S• ($150% of value to complete work described above) and attach supporting and station for value of work. I will have this work : . out and call for a final inspection by this date: 26 / ? `) ), or risk having the City use the : nds to carry out the work with their own contractor or in -house manpower. If I fail to carry out the work, I hereby : ' the the ity to go onto the property to carry out completion of the above deficiencies. I further agree to co • to all wo listed ve prior to requesting inspection release of these funds. SIGNED: L TITLE: - V\A\- 1A(NY S CASH CITY CHECK NO. CASH EQUIVALENT — LETTER AUTHORIZING RELEASE RELEASED THIS DATE: RELEASED BY: , FINANCE DEPT. { :`s':;Yti• {?:i 4:oyi ti k ?:yi e r#% K!} ••• ?%k :;Y..,m <,3 „„ it i :3 : �A • • THIS FUND IS AUTH RIZ ijKAmit_s BE ACCEPTED. • thiblit SIGNED: DEPARTMENT HEAD: AMOUNT: (01 E , 0 0 C'hQ fk `t3L\ 7 CASH O CASH EQUIVALENT DEPOSITED THIS DATE: " CiTY RECEIPT NO. co Z-- RECEIVED BY: ^� 4 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS DEVELOPER'S REPRESENTATIVE: CHECKED BY: Upon completion through Section 2, Finance personnel shall send copies to: — Developer — Finance Department — Permit Coordinator, DCD Lily ul 1 ukwila DEVELOPER'S PRC, :CT WARRANTY REQUEST FORM All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. I hereby request Inspection and release of my cash/cash equivalent. DATE: F ” " "` I have reviewed the above work and found it acceptable and therefore authorize the release of the above cash assignment. AUTHORIZED BY: DEPARTMENT: Upon completion of entire form, Finance personnel shall send copies to: — Developer — Finance Department — Permit Coordinator, DCD '• 6717 Pacific Hwy. E. Fife, WA 96424 (253) 926-860° osie 27 - 9 afr t po pf 20 -Nari Nom Address 50 A Se4;47 A p /de 5 5174 ewer Pores Sosspreon 144 61)1 414((i NAL 37.)14103 014003S 60:9T 66. 42 1401: PRICE AMOUNT — -1 4 , - . ., , • ( 4 i‘ ....zik- = '• 6717 Pacific Hwy. E. Fife, WA 96424 (253) 926-860° osie 27 - 9 afr t po pf 20 -Nari Nom Address 50 A Se4;47 A p /de 5 5174 ewer Pores Sosspreon 144 61)1 414((i NAL 37.)14103 014003S 60:9T 66. 42 1401: 'ti • : ji".. ' • - „ • ..• - : .. , .. . " , . ... ''l • ,1* *.- .1/4 A * A * -A . ;.1/4'..1/4. A—.4* * * A cit .1 *** ;', A ..4 ..1/4 A ..1/4 * :1/4* A ..1/4 :1/4 * .4 A *...4 * ,1/4 * * I T Y • (F : T U W. IL $4::'...• A : ... . , ,, -- !?...% '‘,:' 1/4*A ..4'..1/4 .1/4 A * :1/4 -.4 ** ..** A. : * ** T + • . A .r'tt **** A A.** 4. k -.4 * *4 A '64 i '4..1/4* 7;' - t A: J r ' :C v A ': . '.'S : 1'1: T R;i1.8t4I T... O. ejlit, er.2:: .1Z 980 01. 2 :Am c, IA n t : 677.: ..0 . 0 I /2%) '.. ..... P:ivmeflt Aez5hod1: 'CHECK N 0..,14CPC4 Gailifl'ilVi'. •••.:.:11 V.t ' t4 d : ' • D 9 8 - 0 ' T .., 0 i: : : I.) F . y P VIA - 1)E V E 'I,: 0 P il E. 4 ... R ce ar.1:..1 .4..,.; .. ..::, 3 t i A d d r ti i a .1 1 ti Sr, c' W r '3 T . .) L. 1 A '. i H1 .: . :. , • --•:‘ . -: ,...... . . . . • : ■4 1".:tx , I _ — 1.:.4.;:,:::1!:::',•:.: .' Th'is Pvnnt C•' .0 Ti ALL::PmtE:. :..! ..: .A: -.4: .p:-.i, ir 1 -,,, 4. ***...t it* 4- ii* ,,,.. * -i- * .it ..k-A; iv ..+. *,‘,$-.4*** * .ft .: .A .A * ..., * * A 4. .i, 4, * * * :1/4 .+ w -.4.40.7.-644 . f4cpou1 '4:Coi.1 : ' bescr.lptnon• .", : °co./74E16.90a 13.00CSYDEPW3ITS .. .. 675:.00 "." ueloper5 T(o•ecf Wavran-H waccoq _parr +0 mez-1/4- staA-e W.ch DOT - (5e..0 . --Pk'caii 0c Fec-ekpt r-k0 r.. ry � t �"'" ' %. �1'-�-�ti��t 'Jr. T � . : 1'1 ' -• - ,- •r, w � p r,1r. �k. �:,� - ; 'a Az m f NAME OF DEVELOPMENT: , - 4, , S DATE: 'I t5 DEVta _oemel1TADbRESS: l G3c:■o V4u {'r•c . , p�rnrrtio. • '' - 60 '' l . 2 c Sfi ASSIGNMENT NAI ' C,2 i) A..4 c r- TEL No. SY MAIU ufyDa3 ADDRESS: L5 7 85- .5 ,47LLf' �' 7 SY MIIAJPIGTO: Iptoaso prime CITY/STATE ZIP 7 / G - r .i 3 / �• o . oft ms • _ .:' , 9'' t • //, , .. a 11` .∎. ;: rrn „. _., .,,,: : r =2,1• L.. 0, 1-4 �L.. T 1 "5 � 1aJ - .,=" 1 � Wel - .'•. a . on/ tJ a l - .• l' —jvc - - - • As the owner, or authorized agent, of the owner, I hereby submit cash or cash equivalent in the axnaurd of $ '"2- 5' °°-- ($150% of value to complete work described above) and attach supporting and . • documentation for value of wont. twin have this work carried out and call far a final tilspac,•tlon by this date: l / ' I g`L ), or risk having the City use these funds to carry out the work with their own contractor or in-house manpower. if I fail to carry out the work 1 hereby authorize the City to go onto the property 10 carry out oomptetion of the above deficiencies. I further agree to corn* all work listed abov r to requesting Inspection release of these funds. 1 • • SIGNED: ,.,„ / nil.f ill ^,v.'•, I:M}iN NEAT43C:.Mi4wvw . r »_....,...•... SIGNED: DEPARTMENT HEAD: 72 HOUR NOTIFJCA71O INSPECTION AND RELEAS DEVELOPER'S A- L. EI4TAT1VE RIO ���.� GASH CITYCHEC)<NO. )O91 i CASit EOUNALE - LETTER AUTHOITIZIUG RELEASE AMOUNE: . cg, 5.C/0 RELEASED THIs DATE: 9 - 1 9 ,FINANCE DEPT. Atla •. Jt 111n CHECKED BY: � q) \lo c t 1 I All work identified in Section 1 of this form has now been completed and r; : • to department which authorized warranty. I hereby qu $ • n and release at my cas ,•- sh equ atent. � r A 4. 1• .I DATE IttiavTi: ed the authorize the release Upon completion through Section 2, Finance personnel shall send copies to: - Developer - f=inance Department -- Paimit Cooniinotnr, DCD Lay ui i ukwila DEVELOPER'S PRA� ' :�ECT WARRANTY REQUEST' O � RM Upon completion of entire form, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD :i: riSiS ?;#`;'C.' $. . "�T:4 'A: ' :rcr f< ' t`: 3.....,,. x: , . . .. aA ,•;�,•r. ,+ .r .i. h•..::a»a.: •.,w2 "'T.V 3: .:: y! ; < :, : <?5:::: ,f. fi x '� a :. x �'. .• p,$. . # 4',k„'C" :iva;E 33r , " ' :. ; . ,:ty��r. s: w: ?•• . 5 .. L<g� •''.3 A: �.: iafA�r, .r?'.: � : {3 u • \ „ � s `� • � � s L� • x: <: j r. ; . s ,l ?.`3 < . ?v :< :•' :;i :X > "x3 ;j .; T, : ; ,�a.' :h v 4s � : � � Mj %" :. � f i .•�' �; • ��� � (� o-. � : .; > F 'fiC a>2. °'C•., . .'t # :. ;'+:• ��'S.'.;• ?w •,.. •:, r. ,.. •..: t. ,: .f �, •.. : •.: :. ,.:: :''' .::.. ,: �. �+: •:. r;: ' i : ,• : : : :: •• ::.:.,:...., . �.. :s •:.r +> " �K • � �.. , .a��I. : • . r: r :.� £"fa �^"ros.3•. Xa :::f'•'. r+•.,a% • .�.• � ...24:•, :x ... :3Fir 4,. ✓: .F� :. . :C �. „� :: r. .: .L: T r , . ..xn. , r .. .:. t..: <.:i .. :r,. L• .: : ? >., u?E •, �i .: ... a.... �..... v ... ...... �F� .�ta.... . <3., ;i •: NAME OF DEVELOPMENT: y_. t , S DATE: cj C c DEVELOPMENT ADDRESS: I (d" j ©CD ' \/92L - ti l , PERMIT NO.: 7) 6 - b 0 7 z. C A S H ASSIGNMENT NAME: / 1 jct v /l.{. /4 t' TEL. NO. BY MA LI REFUNDED ADDRESS: 5 8 5" j i j7- BY MAILING TO: (please print) (----), CITY/STATE/ZIP - r - )17/ C 7 ,3J 7/k, DESCRIPTION OF ITEMS TO BELETED (REFERENCE PLANS/DOCUMENTS WHERE ITEMS ARE DESCRIBEDI: (,-0 7 z-= I `J:'� 3D / of 4 7 E/Q S . h /4 "/ ( : , ( i'J7 -- L2 A 1 7 : 1 2 - 0 V �- - r �1, . ' J -- /477 . 0 CASH O CASH EQUIVALENT DEPOSITED THIS DATE: As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ 2' °° ($150% of value to complete work described above) and attach supporting • documentation for value of work. I will have this work carded out and call for a final inspection by this date: ( -5 / 2 / 9' ), or risk having the City use these funds to carry out the work with their own contractor or in -house manpower. If I fall to carry out the work, I hereby authorize the City to go onto the property to carry out completion of the above deficiencies. I further agree to comple e all work listed abov :Iii r to requesting inspection and release of these funds. SIGNED: . ! TiTLE: / / �7 i W.;;:!;j »Y4•,-) Y.i.:Y: %:f Wsc;'/ititi ; :2;5 ,, : , ;Ile, •Y/'/A'.•� : r i4 .kf' v %v:r(Y'.�C.i tuIX I :: I1 ?'''.. = THIS FUND IS AUTHORIZED TO BE ACCEPTED. SIGNED: darilIMIFEW DEPARTMENT HEAD: If i4 .% !..,And AMOUNT: a Z S ;'_.) 0, /78o5 0 CASH O CASH EQUIVALENT DEPOSITED THIS DATE: / - 6 )- (Q ' 9 9 CiTY RECEIPT NO. RECEIVED BY: CASH EQUIVALENT- LETTER AUTHORIZING RELEASE CASH CITY CHECK NO. 72 HOUR NOTIFICATION INSPECTION AND RELEASE DEVELOPER'S REPRESENTATIVE: �i•.0 :�t? �: oa::b: r,:•::G'ra:n:an:.•:': �^j;r :;a• : :.. :. :Lx : : :.�9.`;..; CHECKED BY: ..x� FOR OF FUNDS laity ul i ukwila DEVELOPER'S PR(. ECT WARRANTY REQUEST FORM �r.w laMl;)• >� �YlRF �MM� /I�/�I� VM� �!FJ yii!!I Upon completion through Section 2, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. I hereby request inspection and release of my casts cash equivalent. DATE: iw*ix I have reviewed the above work and found It acceptable and therefore ,4,V `` ' authorize the release of the above cash assignment. AUTHORIZED BY: DEPARTMENT: AMOUNT: RELEASED THIS DATE: RELEASED BY: it.x�Prh Upon completion of entire form, Finance personnel shall send copies to: - Developer - Finance Department - Permit Coordinator, DCD owi3o JAN-25-99 MON 15 : 05 WENDYS INTERNATIONAL FAX NO. 206 226 7240 14- iHAPIROCK 4 .27 8266 22 January 1999 Wendy's International 555 S. Renton Village Place, Suite 200 Renton, WA 98055 Attu: Garry Gracey RE; Wendy'efrukwila Dear Mr. Gracey: !le cost of hand-seeding the bioswale area of the Wendy's / Tukwila will be $15000 . 1114 will be done with King County approved seed mix in April depending on weather 12409 148th &E., Renton, Washington 98059 • (425) 2714668 • Fax: (425) 227.526 S. ; JAN -25 -99 MON 15:04 E fl WENDYS.JNTERNATIONAL FAX NO, 206 ?2A 7240 p P.01 TO: Cr ,te FROM: 6c-rr . a DATE: 1-15- MESSAGE: 3/kri4"-1 4tyLk If you did not receive ' pages, including this cover sheet, please call me at the number listed below as soon as possible. (425) 235 -8570 Our Fax Number is: (425) 226 -7240 Wendy's International, IncJSSS So. Renton Village Place, Suite #200, Renton, WA 98055 JAN -15 -99 10:43 FROM: RUHL PARR rOCIATES 4256434115 mka- affir o ° meat natse Architects Planners January 15, 1999 Ms. Joanna Spencer City of Tukwila Public Works 6300 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188 RE: Response to Correction Letter #1 for Revision #2 Development Permit Application Number. D98 -0072 Wendy's Restaurant 16300 West Valley Hwy, Tukwila, Washington Dear Ms. Spencer This Letter is to reaffirm what we discussed on the phone this morning. Your comments on Correction Letter #1 for Revision #2 ask for the civil drawings to reflect revision #2: deletion of one fire hydrant and fire hydrant bug, and to cloud all effected areas of revision. I stated to you on the phone that the civil drawings do not show a fire hydrant in the revised location. We had revised the architectural drawings to reflect the civil drawings. I consulted with the Tukwila Fire Marshal to make absolutely certain that a fire hydrant is not needed in the revised location. As requested, I sent you a summation of our discussion. I hope that the comments on the above - mentioned correction letter have been adequately responded to, and the City can approve the revisions. If you should have any further comments or questions, please feel free to contact me at 425- 644 -4000. Thanks for your help. Sincerely, RUHL-PARR & ASSOCIATES Bobby Thomsen Designer BT:v 97000!05 Resp to con Itr 51 Spcncer 01159Q.Jou TO: 4313665 A Professional Service Corporation PAGE: 02 RECEIVED JAN 1 5 1999 PUBLIC WOR Newport Corporate Center • 3625 132nd Ave. S.E. Suite 100 • Bellevue, WA 98006-1399 • (425) 644.4000 • (425) 643.4115 FAX January 12, 1999 John W. Rants, Mayor Steve Lancaster, Director Bobby Thomsen Ruhl -Parr and Associates 3625- 132nd Avenue SE, Suite 100 Bellevue, WA 98006 Dear Mr. Thomsen: SUBJECT: CORRECTION LETTER #1 for Revision #g Development Permit Application Number D98 -0072 Wendy's Restaurant 16300 West Valley Hy This letter is to inform you of corrections that must be addressed before your request for Revision #2 can be approved. AU correction requests from each department must be addressed at the same lime and reflected on your drawings. I have enclosed review comments from the Public Works Department. At this time the Building Division, Fire Department and Planning Division have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your review does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431- 3671. Brenda Holt Permit Technician Enclosures File: D98 -0072 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 COPIES DATE NO. DESCRIPTION - ►Z q fts I A i 4 lit 2 it. * t' ilde,f5 I ( 1Z -gift lielei A 4 4,r., Architects Newport Corporate Center Planners 3625 132nd Ave. S.E. Suite 100 TO WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via COPY TO Alf &A d Mw4# 6v, , t 1 k/a Of* ❑ Shop drawings ❑ Copy of letter Bellevue, WA 98006 -1399 (425) 644 -4000 (425) 643 -4115 FAX ❑ Prints ❑ Change order THESE ARE TRANSMITTED as checked below: ❑ Plans ❑ Approved as submitted ❑ Approved as noted ❑ Returned for corrections UTICA OF nalei1Q trL DATE • el. 90 RE 0,4 g44.,,, 4- JOB NO. 41 ❑ Samples the following Items: ❑ Specifications ❑ Resubmit ❑ Submit ❑ Return copies for approval copies for distribution corrected prints ❑ For approval For your use ❑ As requested ❑ For review and comment ❑ ❑ FOR BIDS DUE 19 El PRINTS RETURNED AFTER LOAN TO US REMARKS SIGNED. 4. 101/& CITY OFT UKWILA DEC - 7 1999 ENTER r;; RE: Wendy's Restaurant — Tukwila Site Address: 18300 Valet Valley Highway Tukwilla, WA Permit Number. D980072 Dave Larson Department of Community Development City of Tukwilla Tukwilla, WA Dear Dave, I have been informed that you have requested verification from us that we we aware of the as- built condition of the structural slab-on-grade and the reinforced concrete grade beams, and that we find the as -built condition to be structuraly acceptable. As you are aware I visited the site on October 22, 1998 and wrote a site visit report that called for some rebar changes from what was on the drawings And what was already placed, An inspector from Mayes Testing Engineers wrote a report on October 23, 1998 that addressed the rebar placement, Including the changes noted in my report. The mbar placement as described in Mayes' report is structurally acceptable. Their report also states that the concrete mix was not approved by us, I received a concrete laboratory report dated 11/2/98 for Mix #02550. This mix is structurally acceptable. The report by Mayes dated 1123/98 also Indicated that the clearances for resteel were not maintained during concrete placement. As a result of this, I met with the architect, the owner's representative, and the inspector for Mayes on October 27, 1098. During this meeting, we decided to visit the site the following day to determine the location of the rebar using a magnetic device. After reading the Inspection reports, talking with the Inspector, locating the rebar in the field, and performing some additional calculations, I have concluded that the as -built condition of the slab is structurally acceptable with regard to the strength of the slab and grade beams. I have warned Me owner's representative that them is an Increased chance that the slab could experience nuisance cracking or spalling due to the reduced concrete cover over some of the slab rebar, but that it is not a structural problem. In summary, I have concluded that the mislocated steel may be a maintenance problem, which may lead to repairing finishes over time, but that it is not a structural problem. Please call if you have any questions or if you need any further information. Sincerely, 1)./ f Timothy J. File, P.E. Cc: John Moran, Ruhi -Parr & Assoc. RECEIVED NOV 2 3 1998 DEVELOPMENT :1 tic ",� °iS31 COPIES DATE NO. DESCRIPTION 2 /0 ' 2 S 1 B 5/445 6, e 'S 7 ' Reti 15 /b 1 rare, /1 lb • 2s3 PIPE" v1.to-tez.._ S (c t F3 CAll c't.s Ft S1114 E j5e. I E Mural -Parer o Ammo - Aatem 1C 77 U->3 OF 'name inr Architects Newport Corporate Center Planners 3625 132nd Ave. S.E. Suite 100 Bellevue, WA 98006 -1399 (425) 644 -4000 (425) 643 -4115 FAX TO reel A/4°A aly Or IF etvaA G 3A) j3r_vp $k./fib �.�rlla &d4 It /OS WE ARE SENDING YOU ❑ Attached i'Under separate cover via ❑ Shop drawings ❑ Copy of letter ❑ Prints ❑ Change order THESE ARE TRANSMITTED as checked below: ❑ For approval For your use ❑ As requested ❑ Plans ❑ Approved as submitted ❑ Approved as noted ❑ Returned for corrections COPY TO SIGNED: DATE . 2.3 • f�7/ RE: roe riy. p /Os- p eOp - O#'/ ❑ Samples the following Items: ❑ Specifications 0 ❑ Resubmit copies for approval ❑ Submit copies for distribution ❑ Return corrected prints ❑ For review and comment ❑ ❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS f - /°40,ni1 `12.e4 t' /t7 - July 17, 1998 City of Tukwila Department of Community Development Steve Lancaster, Director Gary Gracey Wendy's International 555 South Renton Village Place Renton, WA 98055 Re: Wendy's Restaurant, 16300 West Valley Highway Dear Mr. Gracey: Thank you for your letter of July 16 concerning the status of approving the freestanding 'menu board' sign and site plan issues. I appreciate your efforts in working with Ruhl -Parr to resolve the minor problems with their site plan concerning the landscaping island that was required by the Board of Architectural Review (BAR). While a seemingly minor detail, the inclusion of the landscape island along the south property line was required by the BAR in their approval of your project. I had requested that the landscape island be included in my written comments to Ruhl -Parr on March 24 and again on July 15. This, and other required revisions related to the BAR approval, were also made in numerous telephone conversations with Ruhl -Parr staff. You can imagine my frustrations when the smallest of details are not correctly carried through to all plans. Unfortunately, I do not have the authority to overlook any seemingly minor details that an elected or appointed official has entrusted me to implement as part of a permit approval. On the issue of approval of the 'menu board', it is my understanding that there were numerous conversations with Deborah Ritter of our office concerning the appropriateness of such a large menu board. The menu board that you have proposed is larger than those typically presented in the City of Tukwila. I personally contacted 6 local sign companies that do work with other regional and national fast food restaurants. Based upon my discussions with these companies, it appeared that your signage was much larger than those typically installed at other fast food restaurants in Tukwila. Accordingly, resolving your request in a manner that was equitable to past and future fast food restaurants was our focus. ..R.+w.rn+w.a vr. um+�y;wefi+«Y7S)38 . John W. Rants, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 July 17, 1998 Gary Gracey Re: 16300 West Valley Highway Page Two However, it is my understanding that the 40 square foot threshold for internal information signs has been favorably resolved. Your application for the 43 square foot 'menu board' will be approved, on the condition that the board is not oriented to a right -of -way and that it meets any structural review requirements for appropriate footing. If this was not clearly stated to you in your conversations with Jack while I was on vacation, please accept my apologies. On the issue of the review of your 'menu board' at the. Design Review hearing, we typically do not include incidental signage during this type of review. We did include a brief mention of the freestanding sign on West Valley Highway. Such mention during a hearing will be made if material use, placement and /or development standards are germane to the design review. As you may recall, no information on either the 'menu board' or the freestanding sign was included with the original application materials. Only the freestanding sign details were included on the final submittal submitted to the BAR, based upon my request following our January 23, 1998 meeting. Your final submittal only included a mark on the site plan for where the 'menu board' would be located. This plan was reviewed by the BAR as Attachment E to the February 19, 1998 staff report. Frankly, I was somewhat surprised by the seemingly adversarial tone of your letter. The City of Tukwila has made numerous efforts to facilitate the processing of your land use and development permits, including favorable interpretation on calculating required parking, shared access, shared parking requirements and the use of a drive through for a required loading space. While we have been stringent on issues surrounding use of building materials, appropriate drainage and quality of construction, these standards are equally applied to all new development that occurs in Tukwila. I will discuss the remaining issues with Deborah Ritter concerning approval of your 'menu board'. It is my understanding that there are other requirements to be resolved prior to the issuance of your building permit. I believe that the permit for the 'menu board' will be ready within the next few days. Sincerely, AZZJ- Michael Jenkins Assistant Planner cc: John Moran 111 OS IATI'I A S S O. C 'I A T E' S CONSUMING ENGINEERS •'A PROFESSIONAL • ' 2030 FIRST AVENUE SERVICES .: • SUITE 203. CORPORATION SEATTLE. \W SI IINGTON 00121 TELEPIIONE: (200) 250.1003. FIX: (206) 256-0197 PERMIT CENTER f.) Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Regarding: 98 -T -12 Wendy's Restaurant (D98 -0072) RFA #980102 -12 Dear Mr. Griffin: We have reviewed additional information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The applicant has successfully responded to our concerns. We have stamped Sheet 3 since it was the first sheet that contained structural information. Enclosed are the drawings, calculations, geotechnical report, and other information that was forwarded to our office. We have forwarded a copy of this letter to the architect, Ruhl -Parr & Associates, for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255 -3099. Sincerely, ROBERT FOSSATTI ASSOCIATES, INC., P. Crystal Kolke Senior Plan Reviewer cc: b eeee„ Mr. John Moran Ruhl -Parr & Associates 3625 - 132nd Avenue SE, Suite 100 Bellevue, WA 98006 c :\fossaltiltukwila198t12r4.doc TIE :° a ff Architects Planners July 16, 1998 Ms. Kelcie J. Peterson Permit Coordinator City of Tukwila Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 RE: Correction Letter #2 (July 15, 1998) Development Permit Application #D98 -0072 Wendy's Restaurant Ms. Peterson: The following corrections have been done on the permit drawings; Planning Division Comments (6/16/98) Sheet IA: The landscape island has been added. Sheet L1: The additional required landscape at the additional required landscape island on the south property line has been added. Public Works Department Comments 1. (A) The pipe size has been revised to 1 -1/2 ". (B) The location of the irrigation deduct meter has been relocated. 2. The earthwork quantities information has been added to the drawings. Structural Review Crystal Kolke has informed us that her review is finished and Ruhl -Parr & Associates has sent her two (2) complete sets of stamped drawings per her request and for her files. Resubmittal: Attached are the requested four complete sets of revised plans. mmedatsm A Professional Service Corporation Newport Corporate Center • 3625 132nd Ave. S.E. Suite 100 • Bellevue, WA 98006 -1399 • (425) 644 -4000 • (425) 643-4115 FAX John W. Moran Associate Please review this material and let us know if you need any more information. Attachments: Correction Letter #2 Revision Submittal Form 4 Sets Revised Plans , Garry Gracey, Wendy's International ,4UL -16 - 98 TNU 15:49 July 16, 1998 WENDYS INTERNATIONAL Mr. Michael Jenkins Assistant Planner City of Tukwila Department of Community Development 6300 Southcenter Blvd. Tukwila, WA 98188 Re: Wendy's Restaurant Permit #D 980072 16200 West Valley Highway Tukwila, WA FAX NU, 205 225 (240 Dear Mr. Jenkins: This letter is being written in regards to the size of our proposed exterior menu board for the above referenced site. On July 9th, I had a telephone conversation with Jack Pace regarding our project. I had called Jack to verify whether there were any outstanding Planning comments for our project and to also discuss the fact that our exterior menu board was apparently larger then what the City of Tukwila would allow. In regards to the outstanding Planning comments, Jack was kind enough to fax me your comments dated June 16, 1998. I have forwarded them to my Architect for their immediate action. Please note that sheet 1A was only to be considered "an informational sheet" and even though the Architect failed to show the added planter on the south property line, it really should not matter. However, the landscaping plan should have been revised to show the added planter and both drawings will be corrected and reissued to the City. In regards to the exterior menu board, it is my understanding that Jack Pace has already given you direction to approve our menu board. However, apparently when Jack checked with you regarding this issue, you conveyed to him that you were waiting for me to send you a letter stating our concerns. Consequently, I have reviewed the "Code Interpretation" regarding the size of "Internal Informational Signs" that you sent me on June 2, 1998 and wish to make several comments. First of all, it is my understanding that until the "Code Interpretation" was made on February 24, 1998 that the current Tukwila Zoning Code did not specifically limit the size of exterior menu boards. However, as part of our Design Review Process, Staff determined that there should be something in the Zoning Code which determines the maximum size of "Internal Information Signs ". However, I want to point out that Wendy's should be considered grandfathered to the existing Zoning Codes as we had already started the permit process in November 1997. N, U 1 WENDYS INTERNATIONAL, INC. / 555 SOUTH RENTON VILLAGE PLACE, SUITE #200, RENTON, WA 95055 /425- 2354570 / FAX 425•226 -7240 ":; ti I HU 15:49 Also, during the several meetings with Jack Pace and yourself prior to our Public Hearing on.February 27, 1998, nothing was ever mentioned regarding the size of our exterior menu board. Furthermore, during the Public Hearing the Design Review Committee did not mention anything about the size of the exterior menu board, even though your office had made a "Code Interpretation" regarding this issue on February 24th. If Staff seriously wanted to reduce the size of our menu board, I believe it should have been discussed at the Public Hearing which did not happen. Also, please understand that National Companies which build multiple units every given year, have standardized the size of certain equipment which would include signage. Otherwise,, every single project would be different which would lessen customer recognition of that business, it would increase Development Costs, and would also make the maintenance of signage and /or equipment an absolute nightmare. Consequently, our exterior menu board is +/- 42 to 43 square feet depending on the manufacturer. However, the internal display for the Menu Information, electronic .. scoreboard, etc. are standard for each manufacturer. Furthermore, due to the fact that the, mcnu boards are placed at the edge of the drive thru lane, it is not unusual that sometimes they get. hit by an automobile or even vandalized. Therefore, it is imperative . that. our manufacturers keep to a standard size so that parts can be ordered and delivered in a timely manner when the need arises. We also need to be able to use the same size Menu Information in all stores, as products change. Consequently, I am requesting that our previously submitted exterior menu board be approved for this project. Finally, please feel free to contact me if you should have any questions. Sincerely, A Garry L. Gracey Construction Manager cc: Jack Pace John Moran WENDYS INTERNATIONAL FAX NO, 206 226 7240 P.02 • A . S S C I A T E S CONSULTING ENGINEERS A PROFESSIONAL; ; SERVICES . ' CORPORATION . 2030 FIRST AVENUE • SUITE 203 • SEATTLE. WASHINGTON 00121 TELEPIIONE:(200)250.1003 FAX: (200) 250 -,0197 • . RECEIVED Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Regarding: 98 -T -12 Wendy's Restaurant (D98 -0072) RFA #980102 -12 Dear Mr. Griffin: We have reviewed additional information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The following comment should be addressed: 1 We received Sheets 3, 3A, and 8 that were stamped and signed by the Engineer of Record. There are other sheets that contain structural information, such as Sheets 7A, 7B, and 8A. Two copies of those sheets also need to be stamped and signed for our records. It is highly recommended that two complete sets of drawings, that are stamped and signed by the appropriate design professionals, be submitted to complete the City's records and, therefore, facilitate the permit process. We recommend that the permit applicant have the structural Engineer of Record, Premier Engineering Inc., as well at the architect, Ruhl -Parr & Associates, respond to the above comment and resubmit two complete sets of sealed drawings directly to our office. We have forwarded a copy of this letter to the architect for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255 -3099. Sincerely, ROBERT FOSSATTI ASSOCIATES, INC., P.S. Crystal Kolke Senior Plan Reviewer cc: Mr. John Moran Ruhl -Parr & Associates 3625 - 132nd Avenue SE, Suite 100 Bellevue, WA 98006 c:\fossatti \tukwila \98t12r3.doc July 15, 1998 Dear Mr. Moran: Kelcie J. Peterson Permit Coordinator Enclosures File: D98 -0072 City of Tukwila Department of Community Development Mr. John Moran Ruhl Parr & Associates 3625 - 132nd Avenue Southeast, Suite #100 Bellevue, Washington 98006 SUBJECT: CORRECTION LETTER #2 Development Permit Application Number D98 -0072 Wendy's Restaurant 16300 West Valley Hy John W. Rants, Mayor Steve Lancaster, Director This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Division and the Public Works Department. At this time the Building Division and the Fire Department have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 P Engineering, Inc., P.O. Box 2168, Woodinville; WA 98072 Ph (425) 489 -1901 John Moran :'. Ruhl -Pare & Associates 3625 132n Ave. SE, Suite 100 Bellevue, WA 98006 ear John, This letter is in response to the City of Tukwila's plan check structural comments indicated in a letter dated July 7, 1998. Please note that calculation sheet 7/L has been added and calculation sheet 12 has been revised. • The revised drawings have been stamped and signed. • The note on sheet 3A has been modified: • Note 5 on sheet 3 has been revised. A note has been added to section 1/3 to indicate that the pile reinforcement in this detail also applies to the building piles. The beam and header sizes on sheet 8 have been modified. Calculation sheet 12 has been revised. The beam and header callouts on sheet 8 have been fixed. Detail 2/3A applies to the front wall only (at SW A) where there is a 26 ft long drag strut, not to the rear wall where there is a 4 ft long drag strut. Per calculation sheer 4 /L, the chord force at the front end of shear wall D is 3228 lbs. Sheet 8 indicates that we have (2) CS16 straps with a tension capacity of 3300 lbs. At the front end of shear wall F the chord force is 4005 lbs. The strap has been changed to a CMST14 strap with a tension capacity of 6795 lbs. At the back end of shear wall F the tension force is 1091 lbs. Per calculation sheet 7 /L. We have added (1) CS16 strap. A note has been added to section 2/3A. July. 10, 1998 Sincerely, Timothy J. File, P. R O B E R T FOSS/ I1111 A S S O C I A T E S CONSUMING ENGINEERS July 7, 1998 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Regarding: 98 -T -12 Wendy's Restaurant (D98 -0072) Dear Mr. Griffin: We have reviewed additional information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The following comments should be addressed: General Vertical A PROFESSIONAL SERVICES CORPORATION 2030 FIRST AVENUE SUITE 203 SEATI1E.11ASIIINGTON 08I21 TELEPHONE: (206) 256-1803 FAX: (206) 256.0197 RECEIVED JUL 8 1998 DEV RFA #980102 -12 1. The revised sets of drawings were not sealed by the appropriate design professionals. New sets of drawings that are stamped and signed need to be submitted. 2. The information regarding brick veneer wall ties on Sheet 3A needs to be corrected to call out a 24 -inch maximum horizontal spacing. Also, wall ties are required to have a lip or hook on the extended leg that engages or encloses a horizontal joint reinforcement wire having a diameter of 0.148 inch or equivalent. Joint reinforcement shall be continuous with butt splices between ties permitted. Refer to UBC Section 1403.6.4.2.1. 3. It appears that the reinforcing for the piles shown in Section 1/3 is to apply to the building piles as well. Foundation Note 5, Sheet 3, needs to be coordinated with the pile reinforcing requirements in Section 1/3 and page 8/Fdn of the calculations. 4. Page 12 of the calculations indicates that a 3 -1/2 x 12 Parallam is required at the 7.25 -foot drive through window; refer also to the Engineer of Record's response to Comment 16a of our previous letter. The Roof Framing Plan on Sheet 8 only calls out a (3) 2 x 12 beam. 5. There are still references to (3) 2 x 12 beams where 3 -1/2 x 12 Parallams are also called out. Refer to the Left Elevation side of the building near the R3/R3A roof trusses. Only a 3 -1/2 x 12 Parallam is to be called out per page 12 of the calculations. • July 7` 1998 '~ Wendy's Restaurant` Page 2 Lateral k3i Crystal Kolke Senior Plan Reviewer cc: Mr. John Moran Ruhl -Parr & Associates 3625 - 132nd Avenue SE, Suite 100 Bellevue, WA 98006 c:\fossatti\tukwila \98t 12r2.doc Vin!, t`3 k; • (.1 >sF' ,7.. tt< 6 Detail 2/3A shows a drag strut connection, which appears to apply to. Shear Wall A and B The R oof Framing Plan, Sheet 8, should reference this detail at both locations to assure that the wall connections are built correctly. Refer to the drag strut forces on page 2/L of the calculations. The chord force perpendicular to the long direction of the building is significant. The calculations show a chord force of 4005 pounds; refer to pages 2/L and 4/L. The capacity of the CS16 Coiled Straps is only 1650 pounds. Also, we are still concerned with the provision of a chord member at the jog in the roof at the intersection of Shear Wall E and F. Additional detailing and calculations should be provided that properly evaluate and resolve this chord force. Refer to UBC Section 2314.5.2. Page 3/L of the calculations calls for all blocking in Shear Wall A to be 3x6 members. We do not find this requirement called out on the drawings. The above listed review comments should be responded in itemized letter form. We recommend that the permit applicant have the structural Engineer of Record, Premier Engineering Inc., respond to the above comments and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office. We have forwarded a copy of this letter to the architect, Ruhl -Parr & Associates, for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255 - 3099. Sincerely, ROBERT FOSSATTI ASSOCIATES, INC., P.S. 4. T+ June 30, 1998 PUB LIC WORKS DEPARTMENT COMMENTS PROJECT: Wendy's PERMIT NO:.. D98 -0072 PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions it regarding the following comments. Please revise your site plan per attached markup. A. PW does not allow 2 1/2" domestic water service connection. Please revise pipe size to 1 1 /2 "- see attached PW standarts pages W -10 and W -11. Revise location of the proposed 1" irrigation deduct meter, wchich shall be located downstream of the 1 1/2" domestic water meter. (Your sketch faxed to PW on 6/30/98 shows a water only irrigation meter.) Please note that a deduct water meter shall read flow quantities in cubic feet and shall be purchased by the developer. 2. Please state earthwork quantities on plan: cu yards of cut and fill. Ross A. Earnst, P. E., Director Permit Center Public Works Engineering DATE: July 23, 1998 SUBJECT: Wendy's Restaurant 16300 West Valley Hwy Project Number: PRE97 -034 Permit Number: D98 -0072 Contact Person: John Moran Phone: (425) 644 -4000 THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED. ON JULY 23, 1998: Land Altering 156.00 Sanitary Side Sewer 20.00 Storm Drainage 25.00 Landscape Irrigation 25.00 1 1/2" Perm Water Meter 625.00 1" Deduct Water Meter No Fee Curb & t/ mce* s / Sia'eeda 1 k a5. CO TOTAL: — 8 ?‘, 00 Two copies of the confirmed Utility Permit Application and plans are attached for inclusion in the permit file. JJS /tkf City of Tukwila Department of Public Works l• NOTIFICATION OF UTILITY PERMIT ACTION CF: Development File (with copy of application and plans) PW Utilities Inspector (with copy of application and plans) Finance Dept. (with copy of application) PERMIT FEE 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 4313665 FILE: D98 -0072 APPLICANT: Wendy's Restaurant ADDRESS: 16300 West Valley Highway City of Tukwila Department of Community Development Please contact Michael Jenkins at (206) 431 -3685 if you have any questions regarding the required revisions detailed below. Sheet 1A does not correctly show the additional landscape island as requested in the March 24, 1998 comment letter. This feature was however included in Plan Sheet 1 of the June 9 plan set. The. Landscape Plan (L1) does not show the additional required landscape island on the south property line nor any planting detail. John W. Rants, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fac (206) 4313665 twk`„-) azff Architects Planners June 5, 1998 Kelcie J. Peterson Permit Coordinator Department of Community Development City of Tukwila 6300 Southcenter Blvd., #100 Tukwila, WA 98188 RE: Correction Letter #1 Development. Permit Application Number D98 -0072 Wendy's Restaurant 16300 West Valley Highway eloodatse, A Professional Service Corporation 97 -605/5 This letter is in response to your correction letter of May 14, 1998. I have answered the items for the different departments in the same order as their checklists. A. Building Department Ken Nelson: Plan Review D98 -0072 Item 1. This information is attached. 2. See Revised Envelope Summary Sheet. The perimeter slab insulation will be deleted. 3. The low counter to the right of the serving line is for accessible counter service. 4. There are 96 seats in the dining area (see Sheet 9). Code requires 5% or five to be accessible. Five accessible sheets are shown on Sheet 9 which can be used by moving the chair. See l0 /6B. B. Planning Department Michael Jenkins D98 -0072 Item 1. This has been put on the Landscape Plan 1.b) This has been put on the Landscape Plan. 1.c) This has been put on the Site Plan Sheet #1. Additional: An Irrigation Plan Sheet has been added to the Landscape Plan. C. Public Works Department Comments Joanna Spencer Items 1 - 6. Please see attached Revised Civil Drawings from Washington Land Design, Civil Engineers. Item 7. The off -site drainage plan and engineering information is being done by the consultants for the BP station, which is on the other portion of the site. The Sheet for this is attached to our set, but the calculations have been turned in by others for BP. Newport Corporate Center • 3625 132nd Ave. S.E. Suite 100 • Bellevue, WA 98006 -1399 • (425) 644-4000 • (425) 643.4115 FAX • Kelcie 3. Peterson , , RE: Correction Letter #1(97-605/5) Structural Checklist Duane Griffin/Crystal Kolke D98-0072 Item 1. See attached checklist from Premier Engineers. 97600/05 Response Ltr to K Peterson 060598.doc • MAW Premier Engineering, Inc., P.O. Box 2168, Woodinville, WA 98072 Ph (425)489 -1901 RE: Wendy's Restaurant - Tukwila Jim Anderson Ruhl -Parr & Associates 3625132" Ave. SE, Suite 100 Bellevue, WA 98006 Dear Jim, GENERAL FOUNDATION LATERAL June 5, 1998 RECEIVED JUN 3 0 1998 This letter is in response to the City of Tukwila's plan check structural comments indicated in a letter dated May 5, 1998. Please note that we have added calculation sheets 8 - 16, 1/L - 6 /L, and 6 /Fdn — 8 /Fdn. 1. Mr. Timothy J. File has now sealed both the calculations and the drawings. 2. The note on sheet 3 has been changed. 3. Structural notes have been added addressing items 3a — 3f. 4. The note on sheet 8 has been changed to indicate that Wind Exposure Factor "B" was used in design. 5. The note on sheet 8A has been deleted. The species and grade of lumber is called out in the added structural notes. The design stresses are shown in the individual calculations. 6. Masonry veneer notes have been added to the general notes. 7. New calculation sheets 14 & 15 have been added. 8. This note has been deleted from sheet 3. 9. The notes referring to a 4" slab -on -grade have been deleted from sheet 3. 10. New calculation sheets 6 /Fdn to 8 /Fdn have been added. 11. Separate calculations were provided for this sign. We are resubmitting them with this letter. 12. The reinforcing has been indicated in these sections. 13. Additional calculation sheets 8 —10 have been added for the roof joist layout indicated on the drawings. The roof framing plan has been revised so that all roof joists are now called out. 14. New calculation sheets 8 and 11 have been added. 15. See new calculation sheet and detail. 16. The beams have been changed to a 3 -1/2 "x12" Parallam beam. Refer to sheet 8 and new calculation sheets 12 and 13. 17. The note in section A/8 has been changed. 18. The lateral calculations have been changed to indicate wind exposure "B ". A new detail has been added to show how the drag strut is connected to the shear wall. Revised calculation sheets 1/L to 6/L have also been added. 19. The revised lateral calculations show the correct wall lengths and locations. 20. The drag strut and chord member detailing have been revised on the roof framing plan. New lateral calculations are being submitted. 5 �p� incere • eW caloulationie/Fdn to 8*dn are being subrnitied. The local dead loads „ are sufficient to hold down the grade beam. The associated bending in the grade beam has been checked. • . , The shear in this shear wall is '142 lb/ft. . I have copied a paper by AISI and the American Plywood Association which shows that a shear wall built with #8 screws in ,18 ,gage studs with least 3/8” Plywood, on one side has an ultimate strength of 748Ib/ft. With a common safety factor of 2.5, the allowable shear would be 299 lbs/ft. • •• • • :• ' • • , • • • ,, , • une 5; 99 • .• , ,••• • ;:• Architects Planners June 5, 1998 Kelcie J. Peterson Permit Coordinator Department of Community Development City of Tukwila 6300 Southcenter Blvd., #100 Tukwila, WA 98188 mosccnatsm A Professional Service Corporation 97 -605/5 RE: Correction Letter #1 Development Permit Application Number D98 -0072 Wendy's Restaurant 16300 West Valley Highway This letter is in response to your correction letter of May 14, 1998.. 1 have answered the items for the different departments in the same order as their checklists. A. Building Department Ken Nelson: Plan Review D98 -0072 Item 1. This information is attached. 2. See Revised Envelope Summary Sheet. The perimeter slab insulation will be deleted. 3. The low counter to the right of the serving line is for accessible counter service. 4. There are 96 seats in the dining area (see Sheet 9). Code requires 5% or five to be accessible. Five accessible sheets are shown on Sheet 9 which can be used by moving the chair. See 10 /6B. Planning Department Michael Jenkins D98 -0072 Item 1. This has been put on the Landscape Plan 1.b) This has been put on the Landscape Plan. 1.c) This has been put on the Site Plan Sheet #1. Additional: An Irrigation Plan Sheet has been added to the Landscape Plan. C. Public Works Department Comments Joanna Spencer Items 1 - 6. Please see attached Revised Civil Drawings from Washington Land Design, Civil Engineers. Item 7. The off -site drainage plan and engineering information is being done by the consultants for the BP station, which is on the other portion of the site. The Sheet for this is attached to our set, but the calculations have been turned in by others for BP. RECEIVE CIT( TUKWILA JUN - 9 1998 PERMIT CENTER Newport Corporate Center • 3625 132nd Ave. S.G. Suite 100 • Bellevue, WA 98006 -1399 • (425) 644 -4000 . (425) 643-4115 FAX K elcie J. Peterson RE Correction Letter #1 (97 605/5) Structural Checklist D uane Griffin /Crystal Kolke D98 -0072 item` 1. _ See attached checklist from Premier Engineers. review these items, and let me know if you have any questions. PARR &''ASSOCIATES JWM :v - Attachments: Checklist Memo Premier Engineers w /Structural Calculations (2 total City of Tukwila Checklists (4) Envelope Summary Sheet Structural Analysis of Ref. Storage Unit :;.97640/05 Response Ltr to K Poloist* 060598.doe RECEIVED CITY OF TUKWIIA JUN - 9 199 PERMIT CENTER • j ■ May 14, 1998 Dear Mr. Moran: SUBJECT: Enclosures File: D98 -0072 PRE97 -034 Department of Community Development Mr. John Moran Ruhl -Parr & Associates 3625 - 132nd Southeast, Suite 100 Bellevue, Washington 98006 Sincerely, /Val iegteeifri)t, Kelcie J. Peterson Permit Coordinator John W. Rants, Mayor Steve Lancaster, Director CORRECTION LETTER #1 Development Permit Application Number D98 -0072 Wendy's Restaurant 16300 West Valley Hy This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Division, Planning Division and the Public Works Department. At this time the Fire Department has no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431 3670 • Fax: (206) 431-3665 May 14, 1998 Mr. John Moran Ruhl -Parr &Associates 3625 - 132nd Southeast, Suite 100 Bellevue, Washington 98006 Dear Mr. Moran: Sincerely, 1/61-e •�y t Kelcie J. Peterson Permit Coordinator Enclosures File: D98 -0072 PRE97 -034 6300 Southcenter Boulevard, Suite #100 • Tukwila Wash! City of Tukwila Department of Community Development RECE■VE) 7ATE _ S- / t• 4� RUML PARR 3 ASSCCtATES :PCMITECTS SELLEVUE,WA John W. Rants, Mayor Steve Lancaster, Director SUBJECT: CORRECTION LETTER #1 Development Permit Application Number D98 -0072 Wendy's Restaurant 16300 West Valley Hy This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Division, Planning Division and the Public Works Department. At this time the Fire Department has no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a Revision: Sheet must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. BUILDING DIVISION REVIEW DATE: March 26, 1998 PROJECT NAME: Wendy's Restaurant permit application APPLICATION NO: D98-0072 PLAN REVIEWER: Ken Nelsen, Plans Examiner (206) 431-3670 Please provide additional information, clarification, and/or correction on revised plans for the following Building Division comments. 1. Provide the structural design criteria (seismic and roof load) for the modular freezer/cooler. Plan details must include tie-down connection to foundation. 2: The proposed slab insulation shown in the wall details on plan sheet 7a and 7b does not comply with Washington State Energy Code section 1311.5. The slab insulation must extend from the top of the slab down 24 inches or to the bottom of the footing. 3. The service counter railing system (equipment item 109) shown on plan sheet 9 does not provide for the barrier free access requirements in U.B.C. State Amendments section 1105.4.7. • 4. The fixed seating layout on plan sheet 9 must provide a minimum of 5 percent accessible/barrier-free seating locations as required by UBC State Amendment Section 1105.4.5. No further comments at this time. City Tukwila John W Rants, Mayor y o f Department of Community Development Steve Lancaster P lease contact Michael Jenkins at (206) 431 -3685 if you have any questions the required revisions detailed below. FILE D98- 0072 APPLICANT: Wendy's Restaurant ADDRESS: 16200 West Valley Highway Please revise Plan Sheet L -1 to comply with following requirements imposed by. the Board of Architectural Review: ,a) An additional landscape island shall be included on the south property line ti) Only Douglas Fir shall be planted along the City Trail c) : An additional luminare shall be included on the lighting standard adjacent to the recycling /garbage area 6300 Southcenter Boulevar4 Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fay (206) 43313665 DATE: May 6, 1998 PROJECT: Wendy's PERMIT NO: D98 -0072 PUBLIC WORKS DEPARTMENT COMMENTS PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. 1. Number all the catch basins. ADS N -12 shall be used for storm drainage pipe material. 2. Relocate storm drainage line at the west side of the building to avoid conflict with building pilaster. Specify estimated yardage of both cut and fill on plan and reference the geotech report (name, address,contact person, phone # of the consulting firm , tile and date(s) of the report. 3. Submit calcs for sizing of the grease interceptor. 4. Show frontal improvements in front of your property (curb /gutter /sidewalk, storm drainage, street widening, channelization, street lighting). 5. Identify on plan which water meter is domestic and which one is irrigation water meter. Submit a landscape irrigation plan and cross reference the irrigation water meter on plan. 6. Submit a letter from the adjacent property owner to allow off site curb removal. 7. There is no formal drainage system that your site can connect to. Please submit off site storm drainage plan and engineering storm drainage calcs per King County Surface Water Design manual to assure that NW Expo storm drainage system can handle additional flows from Wendy's, BP Gas Station and CSM hotel. Please note that the permit can not be issued until NW Expo and BP construction permits are approved. VA REVISION SUBMITTAL DATE: PLAN CHECK/PERMIT NUMBER: S w PROJECT NAME: WE,fldL3 - PROJECT ADDRESS: (Q 3 V v cSf CONTACT PERSON: PHONE: REVISION SUMMARY: SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: CITY OF LKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 3/19/96 DATE: May 6, 1998 PROJECT: Wendy's PERMIT NO: D98 -0072 PUBLIC WORKS DEPARTMENT COMMENTS PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. 1. Number all the catch basins. ADS N -12 shall be used for storm drainage pipe material. 2. Relocate storm drainage line at the west side of the building to avoid conflict with building pilaster. Specify estimated yardage of both cut and fill on plan and reference the geotech report (name, address,contact person, phone # of the consulting firm , tile and date(s) of the report. 3. Submit calcs for sizing of the grease interceptor. 4. Show frontal improvements in front of your property (curb /gutter /sidewalk, storm drainage, street widening, channelization, street lighting). 5. Identify on plan which water meter is domestic and which one is irrigation water meter. Submit a landscape irrigation plan and cross reference the irrigation water meter on plan. 6. Submit a letter from the adjacent property owner to allow off site curb removal. 7. There is no formal drainage system that your site can connect to. Please submit off site storm drainage plan and engineering storm drainage calcs per King County Surface Water Design manual to assure that NW Expo storm drainage system can handle additional flows from Wendy's, BP Gas Station and CSM hotel. Please note that the permit can not be issued until NW Expo and BP construction permits are approved. DATE: PROJECT: Wendy's May 6, 1998 3. Submit calcs for sizing of the grease interceptor. PUBLIC WORKS DEPARTMENT COMMENTS PERMIT NO: D98 -0072 PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. 1. Number all the catch basins. ADS N -12 shall be used for storm drainage pipe material. 2. Relocate storm drainage line at the west side of the building to avoid conflict with building pilaster. Specify estimated yardage of both cut and fill on plan and reference the geotech report (name, address,contact person, phone # of the consulting firm , tile and date(s) of the report. 4. Show frontal improvements in front of your property (curb /gutter /sidewalk, storm drainage, street widening, channelization, street lighting). 5. Identify on plan which water meter is domestic and which one is irrigation water meter. Submit a landscape irrigation plan and cross reference the irrigation water meter on plan. 6. Submit a letter from the adjacent property owner to allow off site curb removal. 7. There is no formal drainage system that your site can connect to. Please submit off site storm drainage plan and engineering storm drainage calcs per King County Surface Water Design manual to assure that NW Expo storm drainage system can handle additional flows from Wendy's, BP Gas Station and CSM hotel. Please note that the permit can not be issued until NW Expo and BP construction permits are approved. L4; 3 R 0 B E R F( ) )l )/ \riv111 A S S O C I A T E S CONSULTING ENGINEERS May 5, 1998 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Regarding: 98 -T -12 Wendy's Restaurant (D98- 0072);:- ,. RFA #980102 -12 Dear Mr. Griffin: We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The following comments should be addressed: General T A PROFESSIONAL SERVICES CORPORATION 2030 FIRST AVENUE SUITE 203 SEATTLE, WASHINGTON 00121 TELEPHONE: (208) 250 -1003 FAX: (200) 250.0107 RECEIVED CITY OF TUKWILA MAy 061998 PERMIT CENTER 1, The structural engineer that sealed the drawings is Mr. Timothy J. File. The calculations were sealed by Mr. Jeffrey A. Nelson. The engineer that seals the calculations should be the same engineer that seals the drawings. The Engineer of Record needs to be clarified for the project. Refer to UBC Section 106.3.4.1. 2. An incorrect date for the geotechnical report is noted in Foundation Note 4, Sheet 3. The proper date for the geotechnical report is 9/17/97, not 10/17/97. 3. We have not assumed that the specification sheets are part of the structural documents since they are sealed by the Engineer of Record. Typically, general structural notes should be provided on the structural drawings. Some information was provided, however, the following information needs to be included on the sealed drawings: a) Reference to the 1994 Edition of the UBC. b) Design load for the floor. c) Items requiring special inspection per UBC Section 1701.5, d) Concrete strength and reinforcing grade. May 5, 1998 Wendy's Restaurant Page 2 4. Sheet 8 notes that a Wind Exposure Factor C was used for the design. Only Exposure B is referenced in the structural calculations. The drawings should be revised to coordinate with the design. 5. The allowable stresses called out on the General Notes, Sheet 8A, do not correspond to the base design values in UBC Table 23- I -A -1. These notes should be corrected to correspond to the table values. 6. We were unable to locate general information regarding brick veneer wall ties. Refer to UBC Section 1403.6.4.2 for requirements and note this information completely on the drawings. Foundation e) General material specifications usually provided in the structural notes. f) A note indicating that all welding will be performed by WABO - certified welders. Calculations need to be provided that evaluate both wood and metal wall studs for combined flexural and axial forces. Refer to UBC Sections 2308 and 2003.1. 8. There is a note on the Foundation Plan, Sheet 3, that indicates that the design soil bearing is 2000 psf. This does not coordinate with the recommendations of the geotechnical report. Refer to page 10 of the report. 9. There is a general note on the Foundation Plan, Sheet 3, that calls out a 4 -inch concrete slab - on- grade. This note should be removed since a 9 -inch structural slab is designed and detailed otherwise. Refer to the main Floor Slab Area as well as the Cooler/Freezer Slab Area. 10. The geotechnical report indicates that piles are subject to liquefiable soils to a depth of 30 feet. UBC Section 1807.5 requires that piles be designed per the applicable column formula at this area. Refer to Section 1907.10 for lateral reinforcing required at compression members. We have not found any calculations for the design of the piles; a complete analysis is required for our review. Refer to UBC Section 1809.5.1 for additional requirements at piles. 11. Complete calculations need to be provided for the foundation design for the pylon sign, as detailed on Sheet 3. 12. Minimum reinforcing needs to be provided at the pole light and exterior signage footings, detailed on Sheet 2A. We assume that the exterior signage footing and the pylon sign foundation are different elements. Clarification should be provided. May 5, 1998 Wendy's Restaurant Page 3 Vertical Lateral 13. Page 2 of the calculations indicates that double TJI55C joists are intended at roof joists R2. Sheet 8 only calls for TJI35C joists. The drawings should be verified with calculations to show adequacy. Also, there are a few roof joists that are not identified on each side of the R2 joist call -outs. 14. The loading condition shown on page 3 of the calculations for the HVAC load on the R3A roofjoists does not reflect the actual loading condition. According to the Roof Framing Plan, Sheet 8, two point loads will occur, spaced about 5 feet apart, supporting the mechanical unit. Revised calculations should be provided. 15. Details need to be cut at the roof at both drive - through window pop -outs. The construction of the steel angles needs clarification. See Sheet 8 and page 4 of the calculations. 16. It appears that the allowable base design values for wood are not correct; however, the calculations are not clear as to how the allowable stresses were calculated. We are specifically concerned with allowable bending stresses. Refer to the following: a) The (4) 2x12 beam on page 4 of the calculations is inadequate for the noted loading condition. b) The (3) 2x12 beams on pages 6 and 7 of the calculations are overstressed by a small margin and should be rechecked by the Engineer of Record. 17. Section A/8, cut along Shear Wall A, references the note in plan for the splice connection of the (2) 2x8 drag strut. We do not find this information called out in plan, Sheet 8. 18. The (2) 2x8 drag strut, cut along Shear Wall A, needs to have an appropriate connection to the shear wall. The (4) A35 Framing Anchors called out in Section A/8 are not of adequate structural capacity. Refer to page 5/L of the calculations. 19. Page 5/L of the calculations assume that Shear Wall B is 38 feet long. About 9 feet should be removed from the calculation for the door and window opening unless the wall is specifically designed and detailed to accommodate the shear forces around the openings. Revised calculations should be provided that evaluate the shear and overturning forces based on the actual lengths of the walls along this reaction line. 20. The chord force perpendicular to the long direction of the building are significant. The CS Coiled Straps called out in the Roof Framing Plan, Sheet 8, do not appear adequate. We are also concerned with the chord members themselves and the load path to them. These chord members running longitudinally along the building should be identified. Supporting may 5, 1998 Wendy's Restaurant Page 4 calculations should be provided that evaluate and resolve these chord forces. Refer to UBC Section 2314.5.2. • 21. We were unable to find a reconunendation in the geotechnical report indicating the uplift capacity of piles. We are concerned with the uplift due to overturning at Shear Wall A. This condition should be specifically addressed by the geotechnical engineer and the Engineer of Record. Refer to UBC Section 1807.1. Metal studs are used at Shear Wall C. This is the only location, as far as we can tell. Per the notes in the Shear Wall Schedule, Sheet 3, it is clear that #8 self-drilling wafer head screws are to be substituted for the shear wall nailing. Calculations should be provided in support of this substitution to verify structural capacity. The above listed review comments should be responded in itemized letter form. We recommend that the permit applicant have the structural Engineer of Record, Premier Engineering Inc., respond to the above comments and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office. We have forwarded a copy of this letter to the • architect, Ruhl-Parr & Associates, for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255-3099. Sincerely, ROBERT FOSSATTI ASSOCIATES, INC., P.S. rys al Kolke Senior Plan Reviewer cc: Mr. John Moran Ruhl-Parr & Associates 3625 - 132nd Avenue SE, Suite 100 Bellevue, WA 98006 efossatti\tukwila198tI2r1.doc "*. DATE: PROJECT NAME: APPLICATION NO PLAN REVIEWER: BUILDING DIVISION REVIEW March 26, 1998 Wendy's Restaurant permit application. D98-0072 Ken Nelsen, Plans Examiner (206) 431-3670 .\4 Please provide additional information, clarification, and/or correction on revised plans for the following Building Division comments. 1. Provide the structural design criteria (seismic and roof load) for the modular freezer/cooler. Plan details must include tie-down connection to foundation. 2. The proposed slab insulation shown in the wall details on plan sheet 7a and 7b does not comply with Washington State Energy Code section 1311.5. The slab insulation must extend from the tog of the slab down 24 inches or to the bottom of the footing. 3. The service counter railing system (equipment item 109) shown on plan sheet 9 does not provide for the barrier free access requirements in U.B.C. State Amendments section 1105.4.7. 4. The fixed seating layout on plan sheet 9 must provide a minimum of 5 percent accessible/barrier-free seating locations as required by UBC State Amendment Section 1105.4.5. No further comments at this time. City of ThkWUa Department of Community Development PLANNING DIVISION COMMENTS V' March 24, 1998 Please contact Michael Jenkins at (206) 431 -3685 if you have any questions about the required revisions detailed below. FILE: D98 -0072 APPLICANT: Wendy's Restaurant ADDRESS: 16200 West Valley. Highway Please revise Plan Sheet L -1 to comply with the following requirements imposed by the Board of Architectural Review: a ) : An additional landscape island shall be included on the south property line b) Only Douglas Fir shall be planted along the City Trail An additional luminare shall be included on the lighting standard adjacent to the recycling /garbage area John W. Rants, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 4313665 kt' C rystal: Kolke Robert Fossatti Associates '> onsulting Engineers 2212 Camas Circle S.E.. Renton, WA 98055 Department of Community Development Steve Lancaster, Director. 98 -T -12 WENDY'S RESTAURANT - (D98- 0072) ear; Ms.. Kolke: Please do structural review per U.B.C.; 1994 Edition. If you have any questions, please call me at 206-431-3671. Sincerely, Brenda Holt. Permit Technician Enclosures XC: Permit No. D98 -0072 6300 Southcenter Boulevard, Suite 11100 • Tukwila, Washington 98188 • (206) 41313670 • Fax (206) 41313665 City of Tukwila Department of Community Development John W. Rants, Mayor Steve Lancaster, Director • John Moran Ruhl -Parr and Associates 3625 - 132nd.Avenue SE, Suite 100 Bellevue, WA 98006 Dear Mr. Moran: SUBJECT: LETTER OF COMPLETE APPLICATION Development Permit Application Number D98 -0072 Wendy's Restaurant 16200 West Valley Highway This letter is to inform you that your permit application received at the City of Tukwila Permit Center on March 12, 1998, was reviewed at the March 17, 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 anyy 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. Sincerely, l� Brenda Holt Permit Technician File: D98 -0072 PRE97 -034 6300 Southeenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 431,3665 Kelsey Peterson, City of Tukwila LETTER OF TRANSMITTAL Proposed Wendy's; Tukwila, Washington Washington Land Design 9709 Third Avenue N.E.; Suite 203, Seattle, Washington 98115 -2027 (206) 522 -9510 FAX: (206) 522 -8344 E -Mail: wId@wIdengr.com find enclosed four complete copies of the Technical Information Report, prepared by Washington Land Design, dated November 10, 1997, for the above referenced project. This report was recently submitted to your office. However, several pages were inadvertently omitted. Please disregard the original four copies which were submitted, and . replace with the enclosed four copies of this report. We appreciate your assistance with this matter. Please call if you have any questions. cc: John Moran, Ruhl -Parr Garry Gracey, Wendy's PPi .03'f Demi- om RECEIVED CITY OF TUKWILA MAR 1 8 1998 PERMIT CENTER City of Tukwila Department of Public Works PROJECT: Wendy's Restaurant Revision #2 PERMIT NO D98 PLAN REVIE'WER: Contact Joanna Spencer at (206) 433-0179, if you have any questions regarding the following comments. 1. Please revise civil drawings to reflect revision #2 : delition of one fire hydrant and fire hydrant bug. Please "cloud" or highlight all areas of revisions and date revisionS. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 4310179 • Fax (206) 431•3665 November 7;1997 City of Seattle King County Vurmun li. Rirr. ,3luyor Run Sims. Karrutirr Jim Anderson, Ruhl Parr & Assoc., 644 -4000 3625.132 " Ave. SE, Suite 100 Bellevue, WA 98006 RE: Wendys 16200 West Valley Hwy. Tukwila, WA 98188 Seattle -King County Department of Public Health. Alonzo L. Plough, Ph.D.. MPH, Dirpetor We have approved the plans for your new fast food.service establishment. Your establishment has been assigned the business identification number (BID #) HB- 51892. Please use this BID# in all future contact with us. Before you can open for business: 1. You must complete the attached application for a permit and return it with the correct fee. 2. The food service establishment manager /operator must schedule a "pre- occupancy" inspection of your establishment with the Environmental Health Specialist (EHS) in your area. Please contact the Northshore Office at 296- 9791 or this inspection. Be sure all other final inspections are done (plumbing, building, fire, etc...) before you call. Be aware that if you open for business before the permit fee has bee paid and/or before your required pre- occupancy inspection, your establishment may be closed and/or there may be a late fee charge of 100% of the permit fee. A preoccupancy inspection by the King County Health Department is required prior to opening. Applicant plan set is required to be available on site during that inspection. Sincerely Michael Bratcher, R.S. Senior Environrental Health Specialist/Plans Examiner Eastgate District Service Center, 11296 -9741 Eusigutr Public Health Center 14330 SE. Euetgute Wuv Bellevue. Washington 96U07 (206) 296.4920 "Primed on NrrJrled Paper" pST f ?'.1Se'iwC:i livic40.4 APPLICATION TO OPERATE A PERMANENT FOOD SE BUSINESS NAME AND ADDRESS: LOE;` (A) 7AKA j het 6 181% MAILING ADDRESS (if different from above): Seattle -King County Department of Public Health Environmental Health Divition- Licenses and Permits 999 - 3r Ave., Suite 700, - Seattle, WA 98104 - (206) 2964727 • ABLISHMENT . cram.. ne., m,. ro<.« a ...a.........e......... » ,.... » OFFICE USE ONLY g - ( 3q DATE BI ' T PE •4 APPROVED / SIGNED OVED FEE SCHEDULE - FEE SEE REVERSE SIDE OF THIS FORM PRORATION (PERIOD - 10 /1 THRU 3/31 = % annual fee) S PENALTY S TOTAL FEE DUE S ESTABLISHMENT INFORMATION PLEASE CHECK ALL BOXES THAT APPLY: // // // Permit Renewal New Operation Change of Name* Sole Owner Corporarion Partnership / / Change of Ownership *If name change, what was previous name' WHAT CLASSIFICATION ARE YOU APPLYING FOR? (See�e�se) If a restaurant or tavern, what is seating capacity? bZ� If a restaurant, is establishment 100% non - smoking? / / Yes / / No If a grocery store, T of checkout stands? MANAGER/OPERATOR NAME NA LE OF OWNER (if partnership, list names of all partners. Attach additional sheets if necessary) Name OWNERSHIP INFORMATION Address, Phone 1• 2 L\ PORTANT MESSAGE TO APPLICANT: Please complete all information requested above and return this form and your check to the address at the top of this form. Failure to fully complete form may result in it being returned for completion. All permanent food establishment permits expire on March 31st of the permit year. Renewal applications are mailed each year in late February. This office should be notified of any change in your mailing address. If you do not receive a renewal application by February 23th, please notify thk office at the phone number listed above. Late fees are charged if permits are not renewed prior to expiration. �� Signed X Date a; ACTIVITY NUMBER: D98 -0072 DATE: 12 -7 -98 PROJECT NAME: VENDYS RESTAURANT Original Plan Submittal Response to Correction Letter # XX Revision # 2 After. Permit Is. Issued Response to Incomplete Letter DEPARTMENTS: Building Di i ion ‘)PigI1,` iti 1 604 st L� /ROUTI SLIP 11 Fire Prevention X Oa 12;15 ❑ Structural Planning Division ❑ Permit Coordinator ip DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete ❑ Incomplete ❑ Comments. TUES /THURS ROUTING: Please Route ❑ Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 12 -10 -98 Not Applicable ❑ No further Review Required DUE DATE: 1 - - 99 Approved ❑ Approved with Conditions ❑ Not Approved ch comments)„ f ` cam (,fir 1":1(16-al Hi te, C REVIEWE S I I�LS: DATE: El REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved ❑ Approved with Conditions El Not Approved (attach comments) E REVIEWERS INITIALS: DATE: \PR•ROUTE.DOC 6/98 6 DEPARTMENTS: Bytilding Divisi n c PLAN. REVI�ROUT�� Y':S:'RESTA UMBER: D98- 0072 . ' DATE: ' 10-23 -98 rigmal Plan Submittal Response to Incomplete ' F Fire Preven, tjoon e, ID ?�i, WA_ Public Works fyl� ❑ Structural DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete ❑ Incomplete ❑ Comments: TUES /THURS ROUTING: Please Route ❑ No further Review Required Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 11 -24 -98 Approved ❑ Approved with Condition REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved ❑ Approved with Conditions❑ V'R•ROUTE.DOC 6/98 ti m� Planning Division ❑ e P DUE DATE: 10 - 27 - 98 Not Applicable ❑ Not Approved (attach comments) E Not Approved (attach comrnents) ❑ REVIEWERS INITIALS: DATE. C` . ?evwit (.o4 PLAN REVIEW /ROUTINE LIP ACTIVITY NUMBER: D98 -0072 PROJECT NAME: WENDY'S RESTAURANT DATE: 6-9 -98 Original Plan Submittal XX Response to Correction Letter # 1 Revision After Permit Is Issued Response to Incomplete Letter DEPARTMENTS: lnng, Division blic P X kLlr� / 7f 512 Fire Prevention fL 3 Structural DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 6 -11 -98 Complete ❑ Incomplete ❑ Not Applicable 0 Comments: TUES/THURS ROUTING: Please Route 0 mamYswrox.nungeohia WMtX Routed by Staff 0 (if routed by staff, make copy to master file and enter into Sierra) Planning Division d 44,4ed (1- 12- Permit Coordinator No further Review Required REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 7 -9 -98 Approved E Approved with Conditions Not Approved (attach comments) ❑ Coffec*cfl (Q a 1 -19 . !cif REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: 'PR-ROUTE.000 6/58 <t 1 DEPARTMENTS: 8uildin Division ❑ 1�G1, P 4* . I APPROVALS OR CORRECTIONS: (ten days) WR•ROUTE.DOC 6/98 Fire re e�tion Structur�I TUES /THURS ROUTING: Please Route ❑ Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) PL EAKJ SLI P ACTIVITY NUMBER: D98 -0072 DATE: 7 -16 -98 PROJECT NAME: WENDY'S RESTAURANT Original Plan Submittal Response to Incomplete Letter Revision After Permit Is Issued xx Response to Correction Letter # 2 Pl n i g )jision Permi DUE DATE: 7 - 21 - 98 DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete Incomplete ❑ Comments: Not Applicable ❑ No further Review Required DUE DATE: 8 - 98 REVIEWERS INITIALS: DATE: Approved ❑ Approved with Conditions❑ Not Approved (attach comments) Ei REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved ❑ Approved with Conditions 0 Not Approved (attach comments) 0 REVIEWERS INITIALS: DATE: ACTIVITY NUMBER: D98 -0072 PROJECT NAME: DEPARTMENT: �Id� n Tc 4 ivision Notic k li n l'Pck L5 \PR.ROUTE,000 1/98 PL NEW /RO TIN SIP NERDY'S RESTAURANT it P vention u ' 31510 Structural DETERMINATION OF COMPLETENESS: (Tues, Thurs) DATE: 3 -12 -98 P nning Division Ito( e rmit nI o ordinator DUE DATE: 3 - 17 - 98 Complete Incomplete ❑ Not Applicable Comments: 1 o-' f`eMb 14, Q 0n �tei 1 'W..01 $q4 TUES /THURS ROUTING: Please Route ❑ No further Review Required Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 3 -31 - 98 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) 5( C ©r re'c - ic r \ Le-Her - 1 mat 1-ecI 5-15 YP REVIEWERS INITIALS: DATE. CORRECTION DETERMINATION: DUE DATE: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: Revision No. Date Received Staff Date Staff No. Staff Initials Initials Date Issued Staff Initials a' 10 -2 - ... r niIIMIIIIIIIIIIIIIIIIMIIIIII %,i Il .► r : n, •' Summary of Revision: , , • . 4 , i , - II , • ,r f , ■ u 1 Received By: N / -A Revision Date Staff Date Staff No. Received Initials Issued Initials I Revision No. Date Received Staff Initials Date Issued Staff Initials 14 12.14 44 „„„y,,i- ? 1 + -z‘-fy ' 14 Summary of Revision: DritAG , h�. Summary of Revision: Received By: /‘....-N----1 Revision No. Date Received Staff Initials Date Issued Staff Initials I Summary of Revision: Summary of Revision: Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials Summary of Revision: Received By: PROJECT NAME: Wen Site Address: WOO U. ssw �w.m w,uw..a +a�•�..¢a;ra+»nw rwrr.rwxw. Fens ,� .r.�..n'.. +.�...»�r:.m....w.s. REVISION LOG PERMIT .0:. I71 - 0072. Original Issue Date: g - 1$ (please print) l " (pleasrint) Summary of Revision: Received By: (please print) (please print) (please print) a).".AI' k 7 :if ec'' rtvva.+ sircN! ..wit.......n..,.wnt....zutmctr nX- 1ptvAN.,.. — >.. ...w.,w.w•,u+wrw. mmNk.t.ttw+tes*z JUN 08 '98 09 :25AM TUKWILA DCD /PW c CITY OF TUKWILA Department of Community Development Building Division- Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PROJECT NAME: k E Q ? PROJECT ADDRESS: REVISION SUBMITTAL DATE: 4 (Z -4-gP PLAN CHECK/PERMIT NUMBER: IDA& - 0072 CONTACT PERSON; +t 4 Ttio Psv�•, PHONE: Volt- �. . - th iE (-% REVISION SUMMARY _T C46oezwe _ F/l tepgkinrir in rvT 426 y4•'/Qoo SHEET NUMBER(S) "Cloud" or highlight all areas of revisions and date revisions. P.1/1 SUBMITTED TO: CITY USE ONLY RECEIVED CITY TUKWILA 3/y 9/98 • ---- -- DEC OF -� 7 1998 PERMIT CENTER ), , " 1)1/1 REVISICo\ DATE: it> Z3.1 43 PROJECT NAME: was Q. tv lG.1 PROJECT ADDRESS: _1 Qom. est__V u.Ey +41,0%1 CONTACT PERSON: tnBP„1 731ov --t.1 PHONE: �2S" 4 - 4€O o ' ?mu.- man_ 4 A-sst. - 14ftc14►teris REVISION SUMMARY: r 6w IAu 17L Fp _ l4 i PSIZr<K• - -- M SHEET NUMBER(S) 5, $ A 63 - 5l6c4 "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: 'iiJj {L'N�1'Y 1ft,�;•f��.l �1�'� nv �� I/I'd dos 1♦ 1 GATE . REC�7 S 4 RUHL PARR & ASSOCIATES ARCHITECTS BELLEVUE, WA ment JOB NO. CITY OF TUKWILA Department of Community Dave' Building Division - Permit Conner 6300 Southcenter Boulevard, :Tukwila, WA 98188 Telephone: (206) 431-3670 PLAN CHECK/PERMIT NUMBER: Q 0 l 8 - Do'72. 'rPool tci~; DECEIVED CIT`� Uf 113I414I1 cs k„, 2. 1993 PERMIT CENTER PliC 11/1 Md /Q0Q tilIM>ifl WHEO: Z Z 86, 62 100 3/19/90 ' �s; 1vb5Sx, Y.+ n.. s�: r:•. va_ ;. a: M• wm+. .c:..no,..u�.«...,........,.... ___... ...... JUL 15 '98 04 :58PM TUKWILA DCD /PW CITY OF TUKWILA Department of Community Development Building Division- Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL DATE: 1 . 1 1x'9'8 PROJECT NAME: I , .I; I \ PROJECT ADDRESS: 1 lY 300 V V 5f M1I CONTACT PERSON: — RibµGm - nt PHONE: REVISION SUMMARY EAT IA - LoWnbcoVE ISL,n t1AS AsE4 ADDEO Slit L t - thoOiht» AL LAistW PE "DM) At- Z DodionIAL. l c,e,Rilmj we I9- Den()Gf WGi9r kRS (ei c4tal ea PLAN CHECK/PERM1T N MBER: LANO� 16LAr SHEET NUMBER(S) (A I C z, C S "Cloud" or highlight all areas of revisions and date revisions. U 475" -L)44. Orr L RECEIVED CITY OF TUKWILA SUBMITTED TO: i�a 4s.•i•r• •..• tw i' �ti'i 'J'�Sf :� �. r • •.•dS• .. •. 9` !.•X 7 � t� � , oi :. .e �... rr't.✓�. " y I..� i ... L11+ .Y4.; M'�.• 1 ; "'r% t„4 .:f! :�i• S ri ; : .• .Id' 'V:f.. }: . :.4�.�� e 4 •1 f<r.r v1 Ta �� . .•)� � ` 1Y ;�` jl�i �1 i°':i. '.,I , "1 +"1'. ..'.1.'!. �'':1�, �,.tC' C' 1 P �'; } w; M•. ;� 1 , .v:i• '�.�. I I ✓✓'v:p,: .1 .l.�t.113 �. • n . 1tii 1 � • .i'• 't ,µ •... u':i ►•.j• Manning! ... : N .: , al•:•ti:. • .� . �;. /, }'•.% p N t lak{ 'y'ndL!��' :9:':'1� •, 3/19/96 rea4Af51Sii�ii�i >� q 31iR9l1�UE.S ".°�"si ay....�. ..,..M.... saNit Vailwilsewaa.n JUN 08 '98 REVISION SUBMITTAL DATE: 6• 8•i 09 :25AM TUKWILA DCD /PW CITY OF TUKWILA Department of Community Development Building Division - permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PROJECT NAME' L-.1 Gr.11,4 s PROJECT ADDRESS: 6 CONTACT PERSON; KELc.IE 'f ,5cr4 SUBMITTED TO: REVISION SUMMARY: •RIB b4 To COMZ1104 LE'I'TH i* I rEtTliA SHEET NUMBER(S) Coq, 74 A, 3 3A 8, 8A , "Cloud" or highlight all areas of revisions and date revisions. PLAN CHECK/PERMIT NUMBER: Yw \SI f4,4A t+A.%) PHONE: tiZs' 6y4' y06o t -cb Z P.1 /1 CITY OF TUKWILA JUN -91998 PERMIT CENTER Qua 0° i GV� 3/19/96 DATE: ;' 5j'Q CITY OF TUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 PROJECT NAME: Gt <P(5 (2 - A/4011.A PROJECT ADDRESS: 4 ).- VALLe — < m 1Z�k��LA. CONTACT PERSON: -1 ©Inv 6(A.1 SHEET NUMBER(S) l , 5, rb / I--t SCbre lapsed wl ( "Cloud" or highlight all areas of revisions and date revisions. L A NDScioa Cl+ es PLAN CHECK/PERMIT NUMBER: 1)/5 G�b1 Z SNT REVISION SUMMARY: 6 It I^elmoveA — sNF IA-M1 Sin)A V'Qwtbkrek -Ce 'tev -660. 5 4dcLeA - S fT (o REVISION SUBMITTAL PHONE: 4q'(to ) RECEIVED CITY OF TUKWILA MAR 3 0 1998 SUBMITTED TO: PERMIT CENTER CITY USE ONLY 3/19/96 City of Tukwila Fire Department Fire Department Review Control #D98 -0072 (512) March 16, 1998 Re: Wendy's Restaurant 16200 West Valley Highway Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) A sodium bicarbonate or potassium bicarbonate dry - chemical -type portable fire extinguisher having a minimum rating of 40 -B shall be installed within 30 feet (9144 mm) of commercial food heat - processing equipment, as measured along an unobstructed path of travel. (UFC 1006.2.7) 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 John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 575-4439 City of Tukwila Fire Department 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) Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. (NFPA 10, 4 -3, 4 -4 and 4 -4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 4 -4.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10A -4 -4) Commercial -type food heat - processing equipment from which grease -laden vapors emanate in normal cooking application shall be protected by an approved automatic extinguishing system. The extinguisher system shall be interconnected to the fuel and current supply so that the fuel or current is automatically shut off to all equipment under the hood, when the system is actuated. (UFC 1006) Maintain fire extinguisher coverage throughout. All new automatic fire- extinguishing systems and all modifications to existing automatic fire- extinguishing systems shall have fire department review and approval of drawings prior to installation or modification. Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 2. Exit doors shall swing in the direction of exit travel when serving any hazardous area or when serving an occupant load of 50 or more. (UBC 1004.2) 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, John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone (206) 575-4404 • Fax (206) .57$4439 City of Tukwila Fire Department 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. Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207.1- 1212.8) Internally illuminated exit signs shall have both bulbs working at all times. (UBC 1013.3) When two or more exits from a story are required, exit signs shall he installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 1013.1) 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) Exits shall not pass through kitchens, storerooms, restrooms, closets or spaces used for similar purposes. (UBC 1003.5) The power supply for the exit pathway illumination shall normally be provided by the premise's wiring system. In the event of its failure, illumination shall be automatically provided from an emergency system. Emergency system shall be supplied from storage batteries or an on -site generator set and the system shall be installed in accordance with the requirements of the Electrical Code. (UBC 1012.2) Manually operated edge- or surface - mounted flush bolts and surface bolts are prohibited. When exit doors are used in pairs and approved automatic flush bolts are John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) S7S - 4404 • Fax (206) 57S-4439 . � . <.4�t4',��Y%NNJRi *C iw.Mr/ Ww�ww�nwn.ti.w City of Tukwila Fire Department Thomas P. Keefe, Rre Chief used, the door leaf having the automatic flush bolts shall have no door knob or surface - mounted hardware. The unlatching of any leaf shall not require more than one operation. (UFC 1207.3) Combustible material shall not be stored in exits or exit enclosures. (UFC 1103.3.2.3) Current supply to one of the lamps for exit signs shall be provided by the premises' wiring system. Power to the other lamp shall be from storage batteries or an on -site generator set and the system shall be installed in accordance with the Electrical Code. (UBC 1013.4) 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 manufacturer's specifications in all areas including: closets, elevator shafts, top of stairwells, etc. (NFPA 72, 5- 1.3.4) Local U.L. central station supervision is required. (City Ordinance #1742) Remote indicator lights are required on all above ceiling smoke detectors. (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) 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 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 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) H.V.A.C. units rated at greater than 2,000 cfm require auto - shutdown devices. These devices shall be separately zoned in the alarm panel and local U.L. central station supervision is required. (City Ordinance #1742) Dedicated fire alarm system circuit breaker(s) shall be equipped with a mechanical lockout device. (NFPA 72 (1- 5.2.8.2)) Duct smoke detectors shall be capable of being reset from the alarm panel. (City Ordinance #1742) Fire alarm systems shall be maintained in an operative condition at all times. Fire alarm systems and their component parts shall be inspected and tested per manufacturer's specifications and N.F.P.A. 72 at a minimum frequency of every twelve months. A copy of inspection, test and maintenance records shall be forwarded to the Tukwila Fire Prevention Bureau. (NFPA 72 (7 -3.2, 7- 3.2.1)) (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) 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) 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 he 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 John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 City of Tukwila Fire Department installed. (UFC 701) When walls and ceilings are required to be of fire resistive or noncombustible construction, interior finish materials shall meet the requirements of Uniform Building Code 803. The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 8 -B of The Uniform Building Code. (UBC 804.1) Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. Numbers shall contrast with their background. (UFC 901.4.4) All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (UFC 901.3) Fire hydrants shall conform to American Water Works Association specifications C- 502 -54; it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 1/4" Pentagon open -lift operating nut. 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) . 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. John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) ,575-4404 • Fax (206) 5754439 ;AI Headquarters Station: 444 Andover Paric East • Tukwila, Washington 98188 • Plane (206) 5754404 • Fivo (206) 57$4439 BAUMGART CONST 1 EPARTMENT OF LABOR AND INDUS REGISTERED. AS PROVIDED BY LAW AS CONST CONT GENERAL BAUM HART. CONSTRUCTION' INC 5085' S APPLE • ST • BOISE ID 83705 1 Please Remove And Sign Identification Curd Before Placing In Billfold TOTAL P.03 Dcu telt And Display. Certificntc REGISTERED AS PROVIDED BY LAW CONST CONT GENERAL REGIST.'# EXP. DATE 0001. BAUMGCII26JN 03/15/1999 EFFECTIVE DATE ' ''04/15/1988 BAUMGART. -CONSTRUCTION• INC. ' 5085 S•APPL'E`:ST.' . BOISE ID '83705` Sigituture Issued by DEPARTMENT OF LABOR AND INDUSTRIES • INDEX OF DRAWINGS No. DESCRIPTION COVER 51-1EET 1 SITE PLAN 1A DEVELOPMENT SITE PLAN 2A SITE DETAILS 25 "ADA" STANDARD COMPLIANCES 3 FOUNDATION PLAN 3A GENERAL NOTES/DETAILS 4 FLOOR PLAN 5 EXTERIOR ELEVATIONS 6A INTERIOR ELEYAT IONS/DINING ROOM 65 INTERIOR ELEYATIONS/DINING ROOM 6C INTERIOR ELEYAT I ONS/RESTROOMS 6D INTERIOR ELEYATIONS/BACKROOM IA WALL SECTIONS 75 WALL SECTIONS 8 STRUCTURAL PLAN /ROOF PLAN SA STRUCTURAL DETAILS 4 ANSUL SYSTEM SB ROOF PLAN 9 EQUIPMENT PLAN 10A REGISTER SYSTEM 4 MENU BOARDS 105 SECURITY PLAN 11 NYAC PLAN 12 ELECTRICAL PLAN 13 . LIGHTING 4 REFLECTED CEILING PLAN 14 ELECTRICAL DISTRIBUTION 15 PLUMBING PLAN 15A PLUMBING ROUGH -IN PLAN INDEX OF DRAWINGS No. DESCRIPTION F -4 FINISH SCHEDULE - CASCADE 5.1 SPECIFICATIONS 52 SPECIFICATIONS S3 SPECIFICATIONS 5.4 SPECIFICATIONS 5.5 SPECIFICATIONS Sh SPECIFICATIONS L1 SITE PLAN - PLANTING Cl EROSION /SILTATION PLAN C2 GRADING AND DRAINAGE PLAN C3 PAVING/UTILITY PLAN C4 NOTES AND DETAILS SURVEY GENERAL NOTES I. SCOPE OF WORK 2. OCCUPANCY 3. CONSTRUCTION TT Yt 4. ALL POSTING REQUIREMENTS SHALL BE MET PER UPC 1994 AND LOCAL REQUIREMENTS CAS FOLLOWS) USE GROUP ASSEMBLY (A3)" 5. DESIGN LOADS FLOOR ROOF WIND NEW RESTAURANT A3 RESTAURANT TYPE 5, UNPROTECTED SEISMIC ZONE 6. ALL EXITWAYS SHALL COMPLY WITH UPC 1994 1. ALL HANDICAPPED REQUIREMENTS SHALL COMPLY WITH WA. STATE REGULATIONS FOR BARRIER FREE FACILITIES REQUIREMENTS E THE REQUIREMENTS OF THE AD A. 8. ALL VENTILATION SHALL COMPLY WITH UNIFORM MECHANICAL CODE. S. ALL FIRE DAMPERS SHALL BE INSTALLED PER WA. STATE BUILDING CODE t NFPA 10. ENERGY NOTES: PRESCRIPTIVE METHOD PER WSEC TABLE 13 -1 MINIMUM INSULATING VALUES ROOF R =21 WALLS R =11 OPAQUE DOORS U =bO SLAB ON GRADE R =10 GLASS: U -VALUE _ .90 SHADE COEFF = 10 MAX GLASS AREA 499 = 14% WALL AREA: 3469 ' 100 pep za F5 s0 MPI-t EXPOSURE °B° 3 IMPORTANCE FACTOR 1 av pate Pet m 4 t t - 19-96 6 -08 -98 PLAN NUMBER CCx- 3480 GRILLE CENTER P.RIQGBERIEB II/TRAM GAS FEAT GAS and ELECTRIC COOICNG LOC417ON TUKWILA, WA BRIO CABCIA BUILDING RPA JOB .NO. 97 -&05 PLAN ONE FEBUARY 1598 e1G SET ADDENDUM 9 605COV — 10:45 21 May 1998 RECEIVED CITY OFTUKWILA JUL 1 6 PERMIT CS, GENERAL NOTES ( SITE PLAN SCALE: I• • 20-0 L PRIOR TO STARTS& CONSTRUCTIWI THE CONTRACTOR SHALL 8E RESPONSIBLE FOR MAKING SURE THAT ALL REQUIRED PERMITS AND APPROVALS HAVE SEEN OBTAIED. NO COSTRUCTION OR FAGRICATION SI44LL BEGIN UNTIL THE CONTRACTOR HA8 RECEIVED AND T40ROU PLY RENEWED ALL FLANS AND "OTER DOO 1E NTB APPROVED 8Y AL OF THE FHIMITTIYs AUTHORITIES: 2. ALL WORK S DE PERFORMED N ACCORDANCE WITH THESE PLANS AND EFEcIFIcAtioNS AND TIE REQUIREMENTS AND STANDARDS OF THE LOCAL GOVERNING AUTHORITY. TEE SOILS 1REPORT. AND RECOMIfETDATIONB SET FORTH TdMNEN ARE A PART OF THE REWIRED CONSTRUCTION DOOU18NT8 AND N. CASE OF CONFLICT SHALL TAKE PRECEDENCE INLESB SPECIFICALLY NOTED OTHERWISE ON THE PLANS: THE CONTRACTOR SHALL NOTIFY WEIDY'S CF' ANY ND A.I. I6CREPANCIFA SEMEN SOILS REPORT 4 PLANS, ETC. 4. THE LOCATION CF U4DERSR011F FACILITES *NOUN ON THESE PLANS ARE BASED CN FEL.D SURAYS Am> LOCAL UTILITY COMPANY RECORDS. IT SHALL BE THE CONTRACTOR'S RILL R'.'8PON1 ILITY TO CONTACT THE VARIOUS UTILU:JY COMPANIES TO LOCATE THEIR FACILITIES PRIOR TO STARTING CORT RUCTION: NO ADDITINIAL COMPENSATOR SHALL 8E PAD TO T4E CONTRACTORFOR novae AND REPAIR TO THESE FACILITIES OAST BY HIS WM<FORCE 4. Al- DIMENINCS0 AND GRADES SNOW ON THE FLANS SHALL BE FIELD vEJRFIED BY THE CONTRACTOR PRIOR TO CONSTRGTION CONTRACTOR SHALL NOTIFY WETDY'& CONSTRUCTION MANAGER IF ANT INEOEPANCIES IONS PRIOR TO PRDCEEDNG URTN CONDTIRICTICN POR NECEBBAlY GRAVE CHIMES. NO EXTRA CONPISSA11cN SHALL SE PAID TO THE COMRACTOR FOR WORK TO. BE REDONE PUE TO DIMENSIONS OR GRADES SHOW MOOR ECTLY ON THESE PLANS F WEI NIOTTPICATION HMB NOT BEER G14BR 5. THE CO4TIRACTOR.DHAN.L SE RE8PON101DI.H POR PROVIDEWG ADEGLATE 6 F!GNIANDS, SAFETY DEVICE. PROTECTIVE RIM Jli PROCEDURES AND PRACTICES TO PROTECT THE L. HEALTH, AYD: BRETT OF THE 1Me1.IC ON WHORKS111104 THE RIGHT- OF -WAY. ALL WORK AND SAFETY PROGEPA E9 6NALL DE COORDINATE IUM4 ALL GOVERNING AUTHORITIES, AFFECTED 460:006,;' UTILITY COMPANIES HAVING AziNeDRCTEO L A HEAI.Tj-DEPARTMENNTINSPEC.TION IS RECESSED CR COMPLETION CF W7RKPRIOR TO OFENING. KALL AN; INSPECTION AT LEAST N' HMO MICR TO THE INSPECTION REWIRED. SITE STATISTICS LEGAL DESCRIPTION LOT 2 OF CITY OF TUKWILA SNORT PLAT NO. UNDER KING COUNTY RECORDING NO. COUNTY, WASHINGTON SEWER + WATER SEWER AND WATER ARE AVAILABLE THROUGH: CITY OF TUKWILA UTILITIES PAT BRODIN. (206) 433 -0115 D9s-Doid, AS RECORDED RECORDS OF KING ASSESSOR'S 1k SITE AREA- �p��p. SITE AREA TOTAL. . 36151 SF. 100% ADORESS: 16200 WEST VALLEY HIGHWAY TUKWILA, KINCG COUNTY, WA. ZONING (1) THE PARCEL AND ADJOINING PROPERTY ARE ZonED TUKWILA URBAN CENTER (2) FRONT SIDE: REAR 000580- 0038 -04 %OF AREA - . TOTAL SITE BUILDS* AREA A 3015 SF 8% WALKWAY AREA 1256 SF. 3% PAVING AREA • 21315 SF. 16% LAWDSCAPE AREA - - 4121 5F. E% BEGUIREL2 A21141. IS% FROM Raul 51' -8" 10 5b 4 40' -11' 10 81' -0• BUY_DING STATISTICS EUILDING AREA: OCCUPANCY: TYPE CONBTRiC'TICN: OCCUPANT LOAD: 88 + t2 EMPLOYEES (SEE SEATING PLAN - SHEET S) PARKING PAWING FWD: PARKM SHOLLN: LANDSCAPE REWIRED: R PROVIDED: 3015 SA A3 RESTAURANT vN RESTAURANT - DRIVE -IN 4 FAST FOOD • 150 SF. 3015 SF. (BLDG. AREA) /50 • 62 STALLS REQUIRED STANDARD 30 COMPACT 10 BARRIER -FREE 2 SHARED PARIC'G 23 TOTAL 65 15' FRONT YARD 5 CONSTRUCTK N NOTES 0 CONSTRUCT ASPHALT PAVING AS BPEGFIED. NEE CIVIL 4 SOILS REPORT. O ASPHALT PAVING BY OTHERS. O 4• CONCRETE SIDEWALK SEE DETAILS SHEET 2B O SIDE WALK 4 NC RAMP BY OTERS. O CONSTRUCT MONOLITHIC CURS 4 SIDEWALK. SEE DETAILS SHEET 3 ® ACCESSIBLE PATHWAY -MAX SLOPE Ct: 416 W41AX CR088LOPE OF 216. ® EXTRUDED CONCRETE CURB. SEE DETAIL SHEET 2A 0 CONSTRUCT ACCESS RAMP - MAX SLOPE I :Q. SEE DETAIL SHEET 28. O CONSTRICT 6° THICK POURED CONCRETE SLAB I 1 / 6x6 - WW x1.4411 WWM. (CONSTRUCTION JOINTS • E' -0.00J OVER b' CRUSHED AGGREGATE OR GRAVEL SEE TRASH CORRAL DETAIL SHEET 2A AND SOILS REPORT. O camas= meow( TRASH ENCLOE!!RE ON 6• POURED CONCRETE PAD FER DETAILS CN SHEET 2A ® DO1SLE FACED ILUd4INATED WEfaYO MO4tENT SIGJL 11 DOUBLE FACED ILLUMINATED DIRECTIONAL SIGN MD FOU DATILN (SIGN FADE AS NOTED). FONDATON, CONDUIT, AND POKER SY GC. SIGN. SIGN INSTALLATION AND ELECTRICAL HOOK - UP BY WENDY'S SIGN SUPPLIER SEE DETAIL SHEET 2A 4 10 12 MOW BOARD 41 P SPEAKER GN PEDESTAL W/ 8$0OR LOOPS PER DETAIL IN ARCHITECTURAL DRAWINGS. MU/CATION, CONDUITS TO BUILDING, AND POIER BY GC. %ENVY* TO SUPPLY 4 INSTAL-I- ll-1E J'IET42 80ARD 4 SPEAKER GC. TO INSTAL SBN80R LOOP. SEE DETAIL SHEET 2A 4 10 ENTRY DOORS TO NAVE 5'X6' CLEAR SPACE W( I/442 SLOPE MAX AWAY FROM DOOR(ONE WAY). O INSTALL TYPICAL 6° BOLLARDS ACCORDING TO DETAIL • TRASH ENCLOSURE, SWEET 2A, PAINT YELLOW. O LT. POLE SEE DETAIL SHEET 2A CONSTRUCT FOUNDATION 4 PROVIDE CONDUIT a MILLER FER PLANS V GAS LIE TO BUILDING - FINAL LOCATION 1 SIZE PER UTILITY IT PAINT TRAFFIC ARROWS - TELLOLL2 SEE DETAIL SHEET 2A O PAIN' HANDICAP SYMBOL - WHTE ON GLUE BACKGROUND (2 LOCATIONS). SE DETAIL 5 SHEET 20 CI PAINT 4• WIDE SOLD STRIPE - YELLOW.' (12• CLEAR SPACE EVERY 48• IN MU LANE STRIPING/ 0 LANDSCAPE AREA ( LANDSCAPE PLANS) 0 D01P5TERR AREA DRAIN 4 SS LINE - SEE CIVIL DRAWINGS 22 PERIMETER Q1RB BY OTER (N/A) @ PANT E WIDE, SOLID, STRRrE - YELLOW 24 or.. HC PARKING STALLS 4 AISLES TO BE W/ 1/442 SLOPE MAX 24 CONIC. QIRsB 4 SIDEWALK BY OTHERS CI PROVIDE POLE MOWED HANDICAP SIGN 36• BACK Epsom Q. SEE DETAILS SHEET 28 O PROVIDE POLE MQl4TED HANDICAP SIGN AND VAN ACCESSIBLE SIGN. 36 BACK FFSOM CURS. SEE DETAILS BEET 25 0 TRANSFORMER - VERIFY LOCATION WITH UTILITY. 28 WATER METER SEE SHEET 0 O GAS METER 6EE SHEET 15 ELECTRIC METER SEE SHEET 12 3I SAN. SEWER TO BUILDING SEE SHEET 15 4 CIVIL 32 GREASE INTERCEPTOR 2090 GAL. SEE SHEET 6 33 TELEPHONE LINE SEE 5NEET 2 - NOTE PHONE MOUNTING WARD 4 GRO ADWIRE IN BUILDING BY CONTRACTOR ALSO 4 PIA UNDERGROUND TELEPHONE CONDUIT AND ALL REQUIRED TRENGHMG (AFFROX 150 L FT.. / -) BY CONTRACTOR VERIFY CONDUIT LOCATION WIN UTILITY. O IRRIGATION CONTROLLER SEE SHEET O REMOVE CURB CONTACT JIM ANDERSON RJHL -PARR 4 ASSOCIATES 3625 - 132ND AVE. S:E. BELLEVUE,WA84. FEONE: (425) 644 -4000 FAX: (425) 643 -41S MAR 121998 6 OCT 281997 EASTGATE RECEIVE +1 SITE 10:11 21 Oct '591 6 PRINT - DATE 1 t s O N .1 N a PRELIMINARY O BIDDMCs D. CONSTRUCTION Rte WETDY'8 18200 WEST VALLEY HIGHWAY TUOIIL.4. 041 WBDY10 STORE No. EWOCPASCIA BUILDING c-8ALAO BAR SCALE. 1 • 2 ®. - 0 . DRAW BY CHECKED BtMN 10/14/91 PLAN No. (1®svI*Ion •2) oe3415 0.6 RPA JOB No ri -605 SHEET No. El 2 $1 -6051 1 WA Joa No. I cg3480 camuc PLAN N., wore BL VALLEY HWY. 11JOULA, UC46H1NSTON 11301 WORE Ne. OIeidGPAECIA d1LLDN3 Ca46 HEAT GAMELECTIRIC COMM I SCALE v. 2m. - PRELIMINARY C J BIDDING i CONSTRUCTION CI Will D11 S , • Wardle Old FooNorod 14oesurgore No. DATE SY 1622 { —�- � i 1 11,.,, ,, ,i„,,„„t 1 E ° SSOCkla OS 1 605.1 14:44 4 Dee 19981 I MVOS PEWIT' eileMITTAL MT 06/111/01 IND SET 03/26/S8 SIGN FRIT REVISION Architects Planners A Pf oroon 3825 132nd Ave. S.E. Suite 100 roeeelonal Service Corp tI (425) 644-4000 Bellew., VIA 98006-1399 FAX (425) 643-4115 BMW 2 12/4/I1S FIRE HYDRANT REVISION — SFEET NO. - SITE PLAN 4 NOTES 11I—/ ea\ VaZI:41.01%M.1=4.1*Nt.I.X.Mr>." ;NA MW toizairtuarn _ 1111111111 191: 11 AN IDS , 4r4k get / a NS° XVII= ft=t0M 11 15 63 0 ®® CD CD CD 0 0 ( ® ® i ri 1 ORi 41 i ! ! ! il 1 i N WI A , ' z 1 . 9 " 6 ! i 1 i 211E 4 6 en. • - f,(16:311 tor/ ell Li> a fro RELOCATED F.H. - "Cr VINS L MIT SEE -.NIL ONO PARALLEL TO so. PROP LINE N 85! 50 26' T1JKWILA PKWY _ STRANDER BLVD. 16TH ST FPA JCS '31 - 605 - : 4" INIDE PAINT STRIPES FOG LINE Sc DIAGONALS - ' • ,• L.-_-.71• -_-_-_-_—_-= 1 -__—_-. 17.-- =ill - = - _-- _ — __ _ I 1 MING SINCE_____ ___________ _r___________ _, pEy, G., _______________ _ NEI ME -7_"----_'-----______-_-_,------ ___ - __ _ ___ - 1 , Maiq --- : i ii -___ — _ — 7 CS 1,-. 4.443 -, I -fr e .4! iii, ,,.)17 .... ._ UTILITY EksEmEALT <f==' ws # 4. �#20 CO e • n 111111111 t :SA META.L CANOPY OVER CONCRETE DRIVE S. AND FUEL DISPENSER ISLANDS ,,? CONCRETE VALLEY GUTTER - SEE SHEET C2 _ UNDERGROUND FUEL STORAGE 0 o oo Ooo oo 0 TANKS UNDER CONCRETE SLAB LOA6INC SPACE TUKWILA CITY T DOM FENCE S 0112.22-E 335.96* tAcire' ottt- 51121 -- DENT See-r VFW Nal 22221 PYLON 516a . SEE SHEET 5 - "Ft2R FOUNDATION DTL5 MICH EKG= SODIPLK 00 NIL NOM MUMS ORIENTATION EAST/IMST WALLS PARALLEL TO ?MTh PROFERTY Lite ST BIT E 'TACO ---7- .01 - TYIST IF.H. .. ... ...... 1777 c Vieir VN-Lrf 1416kWiPz (55z- emir oF rzczK mom naarrs FEssirr BALANCE OF PORK 560itt ts atom EP P1311141T PAV FIDRIFFORMATION ONLY REVISION. No CD) RECEIVED erre OF TUKWILA DEC - 7 1998 be:WA 14:51 4 Doc z z _14 (1- ILI 1- ,L1- cT) CI iu z ICI CI, Z 0 PRELIMINARY r BIDDING CONSTRUCTICN YALLET 5.101111.6,,, ttlAtINI.SITON OTCIRE /4a. - notowta,4 toutt.i,r4s GAG /EAT t5ASRELECTR4C COOKING ,' scALE, MOWN Wr 000 .cQ -3460 .asok-:, 111■11010112IMMESZOMMIEWEb.N1116010961111LIEWillilliklall ® a kil GATE SBILAR GATES ON -A ' TO FRONT I .. 0§ u E E K _ E r If k a • LI T BOLLARDS. Comma FILED 6' STEEL POST& 4 y ABOVE BLAB. (2' - 9• INTO CO. FOOTNG • . � . PER Al2A PANT Tfl.LOW. (EQUA-SPACES NOTE: 2 '-0' 1 2' -0` SEAL CONC. COATS of 6• CONCRETE SLAB L1/6x6 S• IT-0. T T 'THORCSEAL• COMMERCIAL ERCIAL WIRE MESH (8EN_ CONCRETE 8LA6 • CO 1 ACRYLIC BEN.EAR BY n+oRD AGAINST GREASE ABSORPTION) 8781H'16 PRODUCTS -APPLY PER MANFACiURER'6 RECOMMENDATIONS I 8 ' S' r n o• la � .., (� • I II l�. . TRI DUMPSTER AREA aarslc 6lTE PLAN FOR 617E AND LOCATION e I rT -;AGED 01.1 WALL- s rip. (4) DOORS: DROP P66 ON DOORS FOR HOLD -OF84 • O SEE ADA ELEVATION GATES, 4 'TYPICAL FRONT SHEET 2A, FOR ETC.. CONC. O� • SCALE: 1• • I•-0• BONDING C SCALE: I• • I•-0• LIGHTING NOTES • LNE OF WM. • DRYS - UNIT' AREA NOTE: ALL CONCRETE CURBS TO HAVE ExPANSION JOINTS OR SAW OM NOT MORE THAN 20'-0• MART CONCRETE CURB DETAIL EXTRUDED CURB DETAIL a LIMNAIRE FIBdd TO BE BIR7NZE 6. LIGHT POLES t LU'1NAIE8.41E TO MATGN BP STATION SITE LIGHTING N APPEARANCE t Fa410HL BP POLE LIGHTING SPEC.'S ARE A6 FOLLOI6, 461 OTT - 2MVR 400 LAMP 20' POLE UVCONC BASE LITONA- K5F2- 400MR32066P8401215 55421556C1115DDIS POLE LN - CT340LP9F CT56020 -55C POLE DESCRIPTION METAL HALIDE CUT OFF LUMINAIRES RMEI•IA 111 OPTICS DARK BRONZE POLE, MX ARMS AND LIGHT, BASE covet ANCHOR BOLTS FOR PROPER INSTALLATION OF BITE LIGTNG ALWAYS USE DOBLE NITS ANND LLASHER& -TNI6 smarmy E. PREVENT MO*TLIiE MILD-UP N THE POLE BY ALLOWING AIR TO:CIRCULATE TFSROIYGN THE MOE OF POLE BASES MOUNTED DIRECTLY TO CONCRETE CAN CAUSE A MOISTURE BUILD -UP AND DETERIORATION OF THE POLE'S STABILITY (DO NOT GROUTA06@'ELY) 6 CRUB•aED STONE (COMPACTED THICKNESS) L SITE LIGHTNG TO BE A 1000 WATT METAL HALIDE VE RTIC4. BURN FIXTURE MULTIPLE DISTIf8ITI 4 SHAPES (TYPES I, 2, 3. 4) WILL BE ALLOWED TO MEET FOOTCAIDLE.MORDENTS USING SEGMENTED OPTICS 2. LOT 6 REQUIRED TO. HAVE AN NTAL AVERAGE CF 10 FOC/TCA/DLES AND THEN BE REWIRED TO MANTA' A M'I1W1 OF 2 FOOTCAIDLE5 4. BALLAST SHALL BE MILTITAP G0, 209 240, OR 2T1 VOLT 480 VOLT AVAILABLE LPO4 R=.E6T UN A TWO (2) YEAR WARRANTY 5. APPROVED D*1RIBUTCSR& RIFF LIGHTING I- 800.616 -632 J. E. MARTIN ASSOC. I -600- 462 -•235 DESIGNED LIGHTING CONCEPTS 1 -600- 2465483 RADII* EDGE 1•, TYP. AMON. EXTERIOR POLE LIGHTS 2 X 0 LL HORIZONTAL BRICK ROUT TO MATCH DULDNG BRGK COLOR (2) 4 WW1TH CORER BARB VERTB• 32. OL 8 NORM • 48' DC. TAPER SAID -OUT ST COURSE TO ADJUST FOR SLAB SLOPE - 3• ASPHALT TOPPING GRADE VARIES (COMPACTED THICKNESS) (2) 9 NORM BARS LIGHT POLE TO BE FURNISHED AND 'STALLED DY ELECTRICAL CONTRACTOR POLE.AD LUMNAIRE TO BE FURNISHED BY THE SAME MiMFACTRER POLE. HEIGHT - 30'-0' POLE DIAMETER - 5' (NOES) POLE. TYPE - STEM SOME POLE FINN - BRONZE BOLT SIZE - U' (INCHES) BOLT CIRCLE ANCHHOR BOLTS - 15/36• .00� NUT 4 WASHERS 5/8 • ADJUSTABLE HINGE (TYPICAL b SEE DETAIL 3' SCORE STEM 118'' SCALE: 3• • I-0' (I NEGUIRED) 12'-0' TMl'• 1 ai L T J GATE LATCH DETAIL "5" ALL °IMAGE TO BE INSTALLED BY THE BIGWAGEERECTOR EXTERIOR SIC*AG . DOHA! DRIVE CR CAP 1 V2 • SQUARE STUEI. 11668. SWOP WELD ALL JOINTS XS RGIYH SAO CEDAR 6'-4• LOYs a/ 3B• SPACE / MTSED4 BOARDS (STATED eae / o Q , FINISH SLAB • I • OPTIONAL • • •I I; I COD JOINT I I POET FOOTING I f I DRILLED AT 1 • GATES AND :' 1 8OLLARD6 in 8 01J WALL (SOLID GROUT) COLORED SPLIT FACE O1J AS BFECFED. COLOR TO MATCH BLDG. C1 N1 CONTWO18 FOOTING BEYOND USE TREATED 2x ELOCKSE AT ALL HARDWARE HONING ORAL NOTES 1 ALL sato sou. BE ERECTED is .accORDANm J1U ALL LOCA.. CODES AND SOL COIAma1& 2. DESIGNS ME PER 15 MD 1160 LOADS (VERIFY LOCAL. MC AND SOIL COMMONS/ 3. ALL PANTED PAYMENT MARERB ARE .TO BE SOLID TELLOU AN7 RW2SSIED 6Y GENERAL CONTRACTOR 4. 0-@4 UNABLE TO YEW CARS PLACNG ORDERS DIRECTLY PROM PICK -LP WIDOW! A 24• CO4VEN MIRROR SHALL IE PLACID N AN APPROPRIATE LOCATION TO v186 0.16TOFERS AT ORDER STATIC! HOLE FOR 3/8 • DIA BOLT (TYPICAL) LIE OF PAVB8N'T OR SLAB SCALE: U2• • 1-0• GATE HINGE DETAIL 'CU SCALE: 3' • 1'-0• SCALE: 3• • 1'-0' (2 Rte) NMGE. TAB • 3/8 • 14 SPACER -x TYP. BOLLARD DETAIL U4 •xl IR • STEEL PLATE 7 IM 'xl I2 ' STS PLATE ATE _ GATE LATCH DETAIL "A" POLICED CONCRETE CAP 4' DIA (CONCRETE FILLED) IGA-VA[N® STEEL POST (PAIR AV YELLOW SAFETY PAM) CONCRETE Ewe -.. • - .I WALK . . TIP - BOLL.AI3 SEE SFEEf 3 FOR SIDEWALK PETALS t FIBSH 5/5 • ADJUSTABLE RIME (TYPICAL 4) 12• moss St®. net SHOP ASPHALT PAYING OR WELD AIL JOINTS CMG- SLAB T ISCKESB TRASH ENCLOSURE PLAN (MIRROR IMAGE) SCALE 3AS • • r -0' " 1 I SEE SHEET 3. FORT =BULK FallS4 DETAILS SCAT 3/8 • • I'-0• oP NAND 10' -0• CLEAR 6 . 6' DtBtUG6 MAT Ylllarl FOR GOLD COMM. S® ROW SAWN CEDAR 6' LONG a/ 3/8 • SPACE BETWEHF ( STANED SEL SPECS) TYPICAL FRONT ELEVATION 24 SSW CLEAR LV_J 9 9 n■■■■■■■• oe©.■Ill■ HORIZONTAL BRICK ROWLOCK TO MATCH BUILDNG BRICK COLOR .. T T (2)24 ° LONG 3I •..RODS DRILL HOLES N CONCRETE TO LOCK GATES N OPEN AND .CLOSED POETICS* CITY OF TUKWIIA pPPRO - 0 Jut_ G a 198 rrYOFTUINVILA JUL 1 8; 1998 , PERMITCENT L 1'51998 60521 I3:n 8 Jim 1998 mm g DR,yul BY PRELIMINARY Cam BIDDING 0 CONSTRUCTION IIL VA -Lir ►rnT. ::UNICA illASHNSTO 4 E60YbATORE No. 'CMG HEAT CMG/MOTS= COMM UGC 6 i3 ; 0 ' iii.;g1 1 g 1 lc) i 11 gEl aFfiiR i il 1;.1 11. tt./9 g - 6 II 1 c1R 11 Fill:1 1; c i 6 16 i ill ,r.:6. ill ,;I 211 Ili ti •ii gl ;4111 li ii - 111i1 P- '1 ill iiii ii ti' 0 ii1 71 ; Ili i ;g 1 1 g21 !F !livi: ;1 ii il 111 i' 'fl ;111!1 ti i gii 11 lig g 141 ; , IP1 i N. Mee 10,0tneu # wk. 111114s. Iii 11-1111;i1 I li I ;11 : li III 11 i lli 1 § 1 1 1 . .--ti. 1 il i'g -7:-iiig i ill R'@ii till 11 ss TT,. ligilii1 .1 g( .i;logi ill 1 11 i!ii iiii 4 i.. I 8'ili Iiiii lil!Fl 4 1 1 i l 14114 111!111- ih i 914i-,1 lill t .1:1 Ri.11, ;s ! i..;. t I il - e liti ; P — i k41111I1 0 P 1 1 -e i ; ' IF 1=-1a i I ° ''. Po t - ER? -,.. ig:. 11 ill ii i gl!' tii., c1 !e.,§ 11 1 ti g lsii !!!! ililiii,iq ., x: ,o114.2. , 1''lliiii'lq i il ::.tiil 11 W.Va. M OW , 6 0 . rri 1> r -n 0) r rn 1 FIELD VERIFIED WIDTH It Ulm is P .b z ' µ`�KLQY I w , r IAE111DIIQ� y -.: , , ' , 1 i ' J. — 1 , • . ' Ei3O09 , , ,,,,-....,,,.. . 'm --- r .. -_ - ,--,-- .. • — ., VI . Poe , -tiilZ=:=IIIIIIIIIIIIIIIIIIII 1G22 PEGIS 4 As ate-s. R4tilal-M,uTo ,.4tooi �� 50 1442 25 P40 99l f t litmemitsc==fisim .9 INESS11111111111111 §§,,..4:4..11111EM 10;:', - -- . • nii - Architects Planners A Professional Service Corporation . 3625 132nd Ave. S.E. Sulto 100 - (425) 644-4000 Belle■Ans, WA 98006-1390, . FAX (425) 643-4115 . . , , , . ,, „ ..; "• ,. . .',' `,.... ., ^ . I , , , . , . ,, ,■ , , . , ■ . ,, , , , . r . , .. . . , . , ,., i? )4 1 NO Iill 1111111111111 '" A0,4 111,,E; • : ' '= ' ,0*ID . ' L .. ., IMMil El MINE ISMEMINSMIN Wil ., . INIERIMINIMINEMil 6 i3 ; 0 ' iii.;g1 1 g 1 lc) i 11 gEl aFfiiR i il 1;.1 11. tt./9 g - 6 II 1 c1R 11 Fill:1 1; c i 6 16 i ill ,r.:6. ill ,;I 211 Ili ti •ii gl ;4111 li ii - 111i1 P- '1 ill iiii ii ti' 0 ii1 71 ; Ili i ;g 1 1 g21 !F !livi: ;1 ii il 111 i' 'fl ;111!1 ti i gii 11 lig g 141 ; , IP1 i N. Mee 10,0tneu # wk. 111114s. Iii 11-1111;i1 I li I ;11 : li III 11 i lli 1 § 1 1 1 . .--ti. 1 il i'g -7:-iiig i ill R'@ii till 11 ss TT,. ligilii1 .1 g( .i;logi ill 1 11 i!ii iiii 4 i.. I 8'ili Iiiii lil!Fl 4 1 1 i l 14114 111!111- ih i 914i-,1 lill t .1:1 Ri.11, ;s ! i..;. t I il - e liti ; P — i k41111I1 0 P 1 1 -e i ; ' IF 1=-1a i I ° ''. Po t - ER? -,.. ig:. 11 ill ii i gl!' tii., c1 !e.,§ 11 1 ti g lsii !!!! ililiii,iq ., x: ,o114.2. , 1''lliiii'lq i il ::.tiil 11 W.Va. M OW , 6 0 . rri 1> r -n 0) r rn 1 FIELD VERIFIED WIDTH It Ulm SNEARWALL SCHEDULE WALL PLY DOSSDARr NAILING PLY SFEATHNG W. AB. HOLD -DOUN A 3 O.C. BOTH FACES 4'' HD -14A B 6 O. EXTERIOR FACE 48• OC. (4)14D-2A co) 6 O.C. EXIERIORFACE 32 OZ. ' D 6' OD EXTERIOR FACE 32 O.C. E 6 OG. EXTERIOR FACE 32 OG - - - - -- F 6 OG. EXTERIOR FA 32 OZ. (6) % BARS BOTTOM (314' CLEAR TO EARTH) BUTT SPLICE • 4 PA.E BUMP OUT CONDITION EXfl3D PUE 3' NT GRADE BM TYP TYPICAL LONG WALL GRADE BEAM eras vr•_ro' 15 •IP OC LOSE WAY T IB EXTEND TOP STEE.. e{ • Q' CC SORT WAY BOTTOM Sara IT • ro SPLICE ) TOP ETBS34 PLBS OLT UV 24• LAP 9' STRUCTURAL SLAB 5 (6O GRADE) • C HOCK EPOS Q' 5 (6O GRADE) • V OC BOT(O 1(1 W OR Ex1E60 EARS 16• FRO GRAVE BENS TYP AT FERPET62 16' Air— CAST PILE PER FO1M41T24 FLAN 33 TEFFROCF &ERASE OVER 4• CREW ROCK TYP TYPICAL INTERIOR GRADE BEAM 0J5 TOP AID BOTTOM ExTBD Q' INTO P132PtVIOLAR GRADE BM oi• Q' OC (4)SIDES OF Coam SLAB $4 •V ........f. BOTTOM n 12• CLEAR) COOLER SIDE WALL. GRADE BM eCra vr. ro (4)Yi (60 E) TOP AW BOTTOM SPLICE TOP BARS 24• 4SEMENFILES BUTT *LICE BOTTOM = .. -.: • PILE t EXTEND '6 BARS 14' INTO GRADE 131'7 eats 12' • r® • WIDE X16' DEEP GRADE EFT TYPICAL END WALL GRADE BEAM Bata Ir• ,(: DETAIL - WALL A ONLY NO SCALE - - i 61'-0' 2' -2• L 2' -3 2• -3' L. 2•_2• PYLON SIGN PILE CAP PLAN aa1.a or• 2' -3° NOTE: GROUT TO BE re.3000PSI WITH 9 SACK CEMENT NOTE: BUILDING PILES ARE RIESFORCED PER THI DETAIL (6) -•6• (3 WAYS) BOT 16•+ CONC. ! 1_ ANGER CAST PILE, TYP. PYLON: SIGN 1 PYLON SIGN SECTION g PILE CAP 1 ea[s yr •ra I. MD NEILATION ON EXTERIOR WALLS SNEARWALL E SNEARWALL B CONTROL AND/OR CONSTRUCTION JOINTS (TIP) VS • 64LLEDJONT WINN 24 WOWS OF SLAB FGIR 44 BAR TOP AND BOTTOM AT CORER 531P OUT ES 5I- IEARWALL A SAW CUT 3/4• DEEP (3) PLACES AS SOON AS CCNCPETE KILN SiP"rT7R'( SAW SNEARWALL A 0D -2A UV A6+ x r-6• ALL THREAD IW NIT • BUM END (4) PLACES BEAM 24• UADE X 24 DEEP SNEARWALL B ar-S V2 • SINEARUTALL F I6 Auger Cast Pile 40`•40•NY CONCRETE FOOTING AT PER ONLY •A48 • S EA WAY AT pO1TOM TYP FERB•ETER GRADE BEAM 24' NUDE X 24• DEEP ADD (3)+ BARS TOP• F EINTRA T CORERS TYP FLOOR SLAB AREA alEXC VATED T 100Dt' 6LAB ELEVATKTI 4x6 DF POST CONCRETE SLAB NOTES U. 9• FLOOR SLAMS SMALL OE MAINTAINED AS A MI THICKNESS THROUGHOUT, INCLUDING AREA CF FLOOR SLOPING TO DRAM CONIR4CTOR TO- GRADE 'AREAS . •,DRAINS 10 THAT TIE $E0'D 9• TWI $QE66 E ... 2) FLOORS SHALL SLOPE TO DRAIN AT A RATE NOT TO . EXCEED V6•: PER rooT. - RECEIVED CITY OF.- TUKWI. JUL 1 6 1998 JUL 15199ii • EOLL6LLY SPACE 13E1uEEN MOLD-Don t* •• WHERE METAL 6=6 OCcUR SUBETI7UTE b SELF- DRILLNG WAFER Ir-AD Sf__ f®' IS FOR PAWLNG E1KEPf • 10.131- NOTES: U PLYWOOD E 6)32' M') cox 2) *LOCK ALL ur.RUA l 110RIZ. EDGES W4X4 DF FLAT 3) NAIL FIELD UV YOGI • E OZ. 4) NAILS APE 10d COMM U SEE ELECTRICAL SHEETS FOR LOCATIONS OF COCUIT INNS. O tkpPROVED JUL 8 1998 BUILDING DNISIO FOUNDATION NOTES 2) SEE . FUMING PLAN FOR LOCATION OF PIPNG NUNS ANC DETAILS FOR HAY•NG PIPES FRCII SLAG 3) AT DOOR °PEKING i - : • PROVIDE 3-•4 BARS. AT Q• ON CENTER • 2 LONG, W6• PROJECTION A6 INDICATED CN FOUDATION PLAN • Pais SLAB TISROUCi1 OPBNNG. • FRDVIPE COMROL JOINT CENIERED ON WALL 4) FOU DATICN DE60N COMIPL56 MOILS 49997 DT TES TE6TN6 9Yi NG DA 09R7/9'i :. IWADP@DU7-DATW IOAOM. PLE6_ Y AY RGAGTD 6 TON CAPAGITT. EMBED PILEA 1K bPT NTO BEJ 6TRAT4-GFO1EECfLL ETY SHALL' S'IONITOR PILE WALL. AND KEEP LOG a PRE 5) - PULE REIIFO cE"@NT, EA. PILE SHALL HAVE A cAGE OF (6).6 BARS X 29' LONG, WK3) TES • roc. AT TOP, 6.0G 6ALAS GEC, C4 . PILES SMALL HAVE ONE FILL LENGTH b'BAIR AT 1HEIR'ONTR 6) PILE CONCRETE MSG rC OF • MD( 4,000 PSI (2S. DAT), 6LU'E' SE&LI :OE A MINE SECESSARY. TO PLACE :,THE .CONGETE• 1,053 08,30 14 Jul U 0 m N G PRELIMINARY I= BIDDING CONSTRUCTION . 11 VALLEYi4U1: TaalLAIY emartai LOCY'S'STAIE tea I OPOCKA AOC1A BUILDS* GAS SEAT semLacnee cocoa =wt.' ': we • I'-0• DRAIN 6Y PLAN No - cg348ID maim IPA XIS Nis 91 -60E 1' DALE 0 O G 1 g r a - i im2 G A a A $.g 1 P 11 it 1 1 2 1� a '4lit' r ti at t g gj g - 1 11 g ;! i a $ t 1 11: kgm O 1 P y (� p(� (� e'p a• g W (y� !I) � o $ 1; � -{�- 5 �3a � b C1 (1 'DIs 3 ;71 I R al a itiki; Q 11! h @; 11Rail D FI A 1°8 o 111 111°;11 i9 tpr n;' t14") °' IIIt��j7jj Y 11[1:ini II* WM 11 mil! ill 11 a 111 26 iiih p r Fop i1 di io 0 1. 1 4 a $ Pt !,11 OA heel 4 1PP 16twilli i $o Aa $ NI a 1 1 o z Z n N. 460 Mt 'irdh qpi4 € „.e 6 1H21 11 11111 11!101111 2 41 Ph 140411 18 iA 26 1 H �E��D��S � 9i9 ,p r a ` ' k 9 � � a''4 '�7 �\ Rtihl�� Assoc +iate -s i � Architects Planners A Professional Service Corporation 3625 132nd Ave. S.E. Suite 100 (425) 644 -4000 Bellew. WA 98006 -1399 FAX (425) 643 -4115 C 11 *� *C L@ //D�C�} �ENG L- .NOTED' /✓� l A��� ® NI MMONINIMMOM 0 O G 1 g r a - i im2 G A a A $.g 1 P 11 it 1 1 2 1� a '4lit' r ti at t g gj g - 1 11 g ;! i a $ t 1 11: kgm O 1 P y (� p(� (� e'p a• g W (y� !I) � o $ 1; � -{�- 5 �3a � b C1 (1 'DIs 3 ;71 I R al a itiki; Q 11! h @; 11Rail D FI A 1°8 o 111 111°;11 i9 tpr n;' t14") °' IIIt��j7jj Y 11[1:ini II* WM 11 mil! ill 11 a 111 26 iiih p r Fop i1 di io 0 1. 1 4 a $ Pt !,11 OA heel 4 1PP 16twilli i $o Aa $ NI a 1 1 o z Z n N. 460 Mt 'irdh qpi4 € „.e 6 1H21 11 11111 11!101111 2 41 Ph 140411 18 iA 26 1 H O SEE EQUIPMENT PLAN FOR EXTENT OF CA FETNG. - O 9' -• CETLPG micArr (WAD. N CENTRAL DPI* AREA) O ALL WOOD BASES TO BE OAK S'-0• CEILIF6 FEIGNT G � S'-6 U2 • CEILING HEIGHT l a) 2P-6• CEILING IEIGNT Iv 8-I x Cui e. a g§ g d1 g g ¢ g SPACE DESIGNATION I DOOR ROOM FINISH SCHEDULE Ruhl °EDP eg Assooiate-s EMPLOYEE AREA SERVPG AREA STORAGE LcWicE FREPARATION AREA CLOSET – - - '�7■ PI34g ROOM WO ENG ROOM TESTIBULE FUSLIC AREA ■ 404040 80I 3 °6• 3 ° 6+ 3 °6• 3'1° ® •••40 3 °1° O 40 •• . *IikT $10.. I n clUARRYTILE FLOOR n ELEVATION 111.11111111110111111111111 IIIMIMIMIIMMM ■ • • • G CARPET 4 4 O STEEL CERAMIC TILE • • • •. .. . M141° • • • • DECOR TILE STEEL . ......... No DOOR D n D n QUARRY TILE I •O•• 0 WOOD STEEL CERAMIC TLIE • WOOD 0 •••O DECOR. TLIE ADJUSTABLE ALUM .00O PIVOT NIt4 ES 0000® am • • WD OD PALLING • • • • • • • CERAMIC TILE • ... • .. • PRIVACY LAM BALL COV'G, (p •. T a • 0 KEYED LOCK • • v*rr1. PABRIC • • • RV CLOSER • • • • • •J• • E)QeoSED BRICK DOORSTOP PUSI4•PUw OO••• PAINTED DRYWALL O 40 0••00.0• PNIIC NAIIDV,WRE •• SUSPENDED n C EILINCs • • w • ROOM SIGN 0 O ACOUSTIC • • • • • • • THRESHOLD WASF{,48LE G VIEUER • • • DRYWALL © O Oiortozoioloi0 y! • ©1010 HE IOW [FEET, • • • • PAIN,' 4 • O O STAIN • • 0 • ACM. DDOR TRIM • • • ALUMINUM i • • • • PLASTIC LAMINATE .'\ .O.O.O .0 1 ! ill! 1 i i . h I 4 Em P ;1 p S r 5. b m ! mpi 1 ! 1 6,4 O O G Ili �l 8� U y ,� y 1 . 1 0f l R y II 1 1 1 X i A $ " O I iv it cg3480 cemeAL I PLAN No. I e 0 0 ' ©o 0 o U n LOCATION I DOOR DOOR AND HARDWARE SCHEDULE Ruhl °EDP eg Assooiate-s EEPA O. �. 21MAFA M.. I ®m ® '�7■ .. . Ell • ■ 2 °b• 80I 3 °6• 3 ° 6+ 3 °6• 3'1° ® I 3 °1° O LEAP 017E . *IikT $10.. I n B I1 n n n n n n ELEVATION 111.11111111110111111111111 IIIMIMIMIIMMM ■ • • • • ALUM4LA05 4 4 O STEEL • • •. .. . M141° STEEL No DOOR D n D n DETAIL I •O•• STEEL WOOD 0 V • VO ADJUSTABLE ALUM .00O PIVOT NIt4 ES 0000® am PAIWASE LATC:N -CATCS PRIVACY •. T a • 0 KEYED LOCK • • • • • • • RV CLOSER • • • • • •J• • • DOORSTOP PUSI4•PUw OO••• • • • PNIIC NAIIDV,WRE DOL. ACTH DOOR w ROOM SIGN k. . • • THRESHOLD G VIEUER • cNrE • vI01CN PANEL 9, 6051 IrA J06;µ0..1 cg3480 cemeAL I PLAN No. I DRAM MY PRELIMINARY o BIDDING CONSTRUCTION Wn 1 I' ' s Wady% Old PadWard 14riburgers 1 3? I r T,,w" ID � 1 Ruhl °EDP eg Assooiate-s EEPA O. �. 21MAFA M.. I ®m ® '�7■ .. . Ell • ■ Architects Planners A Profeaelonal Service Corporation 3625 132nd Ave. S.E. Suite 100 (425) 844 -4000 Bellevue, WA 98008 -1399 FAX (425) 643 -4115 - air. ; < RMY9TION -. NW N . 14 eLDPEP sc coocrss µ• . I' SND. MOIIIIIIMMIIIIIIIMII . *IikT $10.. I FLOOR PLAN FLOOR PLAI`i .. : IN 111.11111111110111111111111 IIIMIMIMIIMMM ■ NOTE ALL EXTERIOR GLASS SN4LL BEN SOLAR BRCt1ZE. ALL DOOR LITES Ate P(TERIOR GLASS SMALL BE 114• CLEAR 5AFETY GLASS. ALL GLADra MAST MEET SAFETY CODES AS RECIEFED. TIE GLASS MUST NAVE A • 12:FAB 1 AGANST SEAL FAILURE. -PYLON SIGN * ENTRY DRIVE ec LE 1/4 ' .1' -p• mart FIXTURE (E E &BET PB) SAFE DECAL 16 BADE.. VEEP.. 1304 SCIFPH2 111/45c4. OODEFV R. FAUN MX-2 SOCCI I -LAM 1Rrivre N FEX -2 FAL'TORT 4FPf -330 FO( -1 1R 1 COLOR 2x6 SOC III -LAI1 1RIMAN.61 PEX -1 luulllunl wnlu m E -. ■1131•113/ =.� _ - -i _ ■ /■_3■ ■1111_, •��' ��T�f i/ 1111111.11 1111111 ill maw 11111111111 1111111111111111111111)111∎111 111 111 Iii 1111114 11111111114111111l.111 ∎I1111� 111 'I111111111IIr111r111111r11111 111111' n111111111111111I111.1'.I:n1r^ ®� t0 ■■ ■s ■■■■1•■■■ ■11111• ■ ■3■ _ BUGMTAL CORP- bB •142 (RED) t(ALL TILE PIPE DcweerAv181t'DERCRgID TO 6TOf31 BOATER SY81T3t IENDTS.•SERES IP FASCIA SYSTEM 131" C 'lBPA1L CONTRACTOR. MEN BRIGHT COPPER . FACTORY FMSBN:�'BRONZE' TRIM CMGs. ROCFi1G,CONIRACTOR TO PROVVE AND INSTALL BRACE CAI? Ir'Ageit s FCRR PARAPET 14U.S A!e COLII"N:TOP&. EINCRTAL CORR bm 942 (tom) MU TILE FACTORY MEN 13/u 1RM COLOR - 16..00Exb•DEEPb` 14614 SC1!'F8t W/4514• CCEEF UT. T41SN P X -2 2x6 S00017 -LAI'1 TRPLRJBN FEX - -3 1 1 2x6 SOCCMI -LAM TRhIRUSN FEX -I FACTORY APPLIED FIX -I 1R01 COLOR MOTS 'SERIES 0' FASCIA SYSTEM SUPPLIED BT ODER Ale MULLED ®Y G@S87AL CONTRACTOR MEN BRIGHT OOPPER LEFT SIDE ELEVATION EC.E.E V4 • .I'-0' 2x6 SOCCMI -LAM 1Rt4FIJISN PEX -2 4846 SPLIT-FACED CON- BLOCK 4.16 ' SFLTT -FACED CONC. eLoac 4• BRICK VIEWER 4.13.16 SPLIT-FACED CONC. BLOCK 24• x 24• 1 � J GRADE BEAM 8i£ SPIT. 3 031111■■1• ■■•w •1111•3•■ ■■ ■■•1181■■ !1111 ■1111■■ ■1111 ■■ ■1111■ ■■ ■1111■■ 11 LIGNT-FD(tt E (EE MEET AS) j - - .. .:I - -.. ?. _ - 1 . ® ■� -- '"'"'""" I■■ ■s■■■■■3 MNIIWA1•■■11■i ulsom ■ ■ ■■ ■■■■ l ®r0■■r®> ,1m 1■■■11■■3■11■1•1•3■0M1111■■■ ■■■■■■■1111■ ■s■1110E ... sFl rrae- ■1•i n -1• , !lerimmirm.—.— 1w- ■S 3r ■ =11 SUN BLFTPI.® BY • BUCMAL • - - ..S' ■�■ 9{2 (RED) WALL. TILE — ® II I T A L L E R ED BT FACEB TO Sl! E r-■ ®a ■ =■ . NSTL£F B Tom'. ■� 11°11 BRICK - - ■�■ ■ ie ■�■ RauLoo( 11_11 ■!■� ®® j; IMMINI11.11.111=1.111.11.1.111EMEMINE ■■■■! LIGNT,FIXTURES (SEE SHEET NW GM 00'600 k . pp,R9AI ED • j 3 0` 1996 i ,Ty atia1L iNLG DNI�. - 2x6SOCOMI -LAM 1RB'7fiNISH PEX -1 Fla h1 `FACTORY APPL' ® PEA( -I TRIM COLOR 2xb'S000MI -LAM TRIMIFNIS.1 PIX -3 RECEIVED CITY OF TUKWILA OCT 2 3 1998 PERMIT CENTER REVISION NO -- 11- , _ ugorD - 605 -5 0E-31 23 Oct 1398 a 6 2 PRELIMINARY BIDDING O CONSTRUCTION O YE1OY•S ILL VALLEY NWT: WENDI'8 stare Na. 446 �TCIA GUILD IG 6Ae EL EClltle _OOKINS -.. SCALE 1/4• °:r-0' UNO. DRAM BY - PLAN No. cg 3480 IPA JCS No. 91 -605 5 rnINTED Mit DM OCT`2 31998 WALL (WC-8) • r - IA LLO:3, 2.1G (WC-13) tUALL (WC-13) WAL LCC MC 8) CERAMIC TILE COVE BABE P.O.P. 6c4 OAK BASE---- (FISH 6-1) CERAM COVE SAGE ., — -- ll � I I II t ■/ '1 44rrGtIG P! )1;" PLANTER v ' o w w Q >� 1/4 •x 3/4 • PRERSS ED OAK BATTEN STRIP !FINER 8-1) 3• CORM PANELING (21-68 POPLAR TRIM x/EASED EDGES (MEN TOP P4801T011 P -2) 1 I S � l-v2• F tENeoar� 1-1.12 • FROM "GELLING TILE ® ® ® ®' ® ®� �� ®e ®®�— ®®— ®� —_ ® ® ®■ WALLCOVETENG 4 •x4 1/4 • CERAMIC (I1GB) .WALL TILE ON BOTTOM . OF SOFFIT HANGING PLANTER STOREFRONT WAI.BOAF®� (110-8) CERAMIC TEE ACCENT. (C -2) TILE emptier, AND INSTALLED BY GEERAL" "CONTRACTOR FACO 14:7r- PRE -F AD SERVICE GAINER 1 -i1 \ I I 18 6Y.Iff.BLAMMATE 1,8 OM TRIM arEABED ESE (1.841614 : 8-1) Z2i DECORATIVE LIGHT MOIRE (8 -I) 1/4 •x 3✓. • PREFIN181$D 04. BATTEN) TRIP GASH 8 -1) 3=0•• V4 k 3/4 • PREF4U81E0 OAK BATTI34 STRIP (FRi15M 8-1) (110 EIED MA■■) (2)-68 POPLAR TRIM auEABED EDGES (FINISH TOP P- I/BOTTOM P -2) Dqooia — STOREFRONT • (1er[IC1 atAea (1e1.e® V4 •x 3/4 • PIEFINI8FED OAK BATTEN STRIP (FINISH 8-1) WALL OX-8) 68 OAK TRIM {,EASED EDGES (1..886 5-U 3 . • (1101.1.11ED .1 84 k 3/4 PREFY88FED • • SATTE4 STRIP (FLUSH 6-U Ix4 OAK BASE GRIER 6-I) - MARLITE FIR. DOOR (PL-4) ELALL.COvEREM 8 (2)-68 POPLAR TRM {IEASED SIXES (FINISH TOP P- 1/BOTTOM P -2) HAMBURGER P O P iii ■:EIa/E{/■{■ ■■■ ■/ aa{{ r 21m OAK CAP. AEED EDGES(36886 -)) ORS MATCH OUSTING •681E6 4 1 J- MOLDNG 1 i CERAMIC TILE COVE BASE TO MATCH 1056T8 PA88 (2) -6(L POPLAR TRP1 ■u -AB[D EDGES 0. 31121.1 TOP P- 1801TOM P -2) MALLCOMERI G (LCa8) 68 OAK 7RI1 ../EARED EDGES (RUM 6rU 80 OAK TRIM ...EARED EDGES (ma8R 6 CERAMIC TILE COVE BABE Vt • OCUARE TUBING 1• SOIUAIE s TIMING POST MARLITE HFL DOOR • WALL DECOR ® • s 8 CERAMIC TILE ACCENT (C -2) IMll�ul n 2!-10 V4 WALLCOvERING (UC -B) DIAGONAL • WALL DECORATIVE LIGHT FIXTURE (E -ll CERAMIC TILE COVE BASE DECORATIVE HANGING LIGHT MOUE (E -V OR MATCH • EXIST8s LIGHT FIXTL56 (CENTER OVER TABLES) 5(4 OAK NANDR4IL (EASED EDGES) (1.51844 6-1) MATCH DOTING. SETTINSITNE RAILING PROVIDE BLOCKING (DA6F® AREA), FOR IRIPPO107 AND MOUNTING OF TAOL.E TOPS • y, • 6c4 OAK BASE 154LLCOVERENG 6411844 8-U (WC -5) L CERAMIC TILE ACCENT (C -2) (MATCH EXi6TN 8 • W 68 OAK .RIM • NEARED EDGES "ry MIMSH 6-1) s e NO OPPO6RE SCE OF WALL B 6FL 84 FINI844 2'-10 V4 • (2 )48 POPLAR TRU1 t/EASED EDGES (FINISH TOP P- LDOTTOM P -2) -MOLD 0> rl S SILK FL.4NIER INSERT' . 4• DEEP, 3 UR • WIDE, 6T LONG CUT INSERT TO HT -C8 858) (21-68 POPLAR TR31 m,EASED EDGES (FINISH TOP P- V80TTOM P -2) ■ lNllllllllllllll�ln CERAMIC TILE COVE DAME iIi'1il0,'II 8k16 VA kb -65 PLANTER ./OAK TRIM AND 14154 6 RT' GLACE LATINATE • •20A! 5185 ' , : PMELNG J4101.12 4.LL.500714 ELEVATION (TYPICAL 808454086) (21-68 POPLAR TRM W EDGES 1P1141044 TOP P- 14501701 P -2) W6L.LCOVERI4G (0-5- WALL COVERING (11C -B) CERAMIC TILE, JUL 1 - 1998 PiONT DAT8 ' n■•■...■■ eee■IIII■ PRELIMINARY C=} BIDDING- Cam CCNSTRUCtION ©' SCALE, VN• .. 1.-O' : Ut4O mow RECEIVED ITV OFTUI(WILA J L 1 6 1998 cg3480 cef1IRA1' dR1'LF " MUTT CENTER PLAN NC 85A J05 Na 91-605 6A i= . f CERAMIC CERAMIC TILE ACCENT SUPPLIED AND TILE SUPPL BT fw?NERAL CGMRACTOR - . 0 IN d °' p:,.-W1 r p • , -• AA p ' ' A I %�- -. (C-2) FIST -. • �� ' aI 4= MLA TR..K Ane AL ROAM, TALL) Ali, LOU BI- ` : ELKSUPPLIER t I (21-9'- 2`,P-' -2 BC+'iiFl " - M ° I .A'$7TER PLANTER AND .o. t CAHt_ ti3�D T A..°' _ _ (4 EA CH Tl W TA INTO. 54 . - " (OAK. Ti�"U 1 A [� *' p • Re• • P A p F� LED BY Ij C 0,; i • ` _ • �� / :: •• A e . . Sao I ' - _ - np CERNIIG TILE TILE SUIED BY Cam] RAL PPL . C ' I il t • ' F1'4 U11.1 tr . P. •,...':,,r" ;: 66 ', .,, ' ' 'Afilgfi AGC.ENT A (G ND W ST CONiRAGTOR ALLED m I .. H 1: Sl IMO MS \ r 61/8' .. MI IIIIIIh SEE FINISH SCHEDULE 1 Ma �� (TABLE TOP., " �� _ 1 ' ^. , w• --�• • 1 1 I I I (OAK TRIM) I 1 i= C UALL t („r I hO O, (Faa ACCE POPLAR R. TRIM :/- . . . EDGES (FINISH • • BOTTOM P -2) • . • / • ' 1 ' 7.1'111 .cttl c-oa FOR vwrtn . ■ ■it ■it ■ ■■ ■!! ■ ■ ■!i■ ■ ■i iiititilitlt ■lt .. IIIIIIh �r „„,,..„ w• • 1 1 I J- MOLDING CERAMIC TILE COVE SASE (2)-b<2 POPLAR TRIM 41/EASED EDGES (FM151d TOP P- 1/BOTTOM P -2) t;'qOD1;L U34LLC:OVERNG (WC-B) min D ECGE6 6-u TILE (G2) J- MOLDiT csa> �u ■u P_ O. CERAMIC TILE COVE BASE (2) - lx2 POPLAR TREI -� m /EASED EDGES (FINISH - TOP P- TEOTTOM P -2) _ • COUNTER FACE (FINISH PL -I) CONDIMENT STAND CERAMIC TILE ^.-.^.C1. T (C-2) 11LE SUPPLIED AND NSTALLED BT GENERAL CONTRACTOR 3• CORIAN BULLNOSE W ALLCO'rcx1FG (UIC - S) 2x6 PC (FINISH COUNTER TRIM (FN84 PL -3) (2).b 2 POPLAR TRI JEASED ESXCE (F:.(EP / TOP P- 1:50TTi P -2) 0 BOOTH WALL SECTION . ATTACHES TO 2'-6• SECTION ATTACHES TO 3 SECTION SERPE NTIE-TO BE POWDER COATED BT EEOJT FABRICATOR REFER TO FINISH SCHEDULE PLATE _ FOR COLORS CARPET SEAMING LAYOUT INSTALLATION NOTES O FJSTALL FIRST PIECE OF 10' -0• ROLL ADJECENT TO TILE UITW SEAN: ;ISM* THE UN D114 OFEUILDNG (APPROX. 33' -0.2 O MATCH PATTERN AND NSTALL SECOND PIECE CF - m'-0' ROLL NEXT TO FIRST UITH SEAM RIMING THE WON CF SU0.DNG PCT MATCH PATTERN AND FETAL!. AN ADDITCONAL 36' PIECE OF :..WET WITH 90 EVADING ONLY 0 GUT TfJE 14' PIECE INTO (3) 4'-0' STRIPS, MATCHPATTERJ AND INSTALL ACROSS FIRE IT CF EIIBDNG LIMN TEO CROSS SEMIS (MATCH PATTERD GENERAL NOTES MATCH PATTERNS TIM SELVEDGES AND BUTTER ALL TRIPPED • EDGES UITH LATEX ADFESIVE: TO SEAMING WIC Sml OR USE 6 ODE CFCON - SUPER 3 PRETIY'1:H0T FELT TAPE FOR SEATING. AVIOD ANT SEAM THAT 1'AE:T8 TRANSITION STRIP_ POUER STRETCH TO' ARCNRECEINAL- TAC:LBW STRIP/TYPE C OR tumors ALIP1Ni19 TLE,CARF?E.T 1RAN61TIQ1 REFER TO MAMFAC1IIERS INSTRUCTIONS FOR DETAILED NSTALLATCH NSTFECTIONS PATTERN REPEATS US AMINSTH& PETI®O - 9•a9• US AMINSTER MARDI GRAS - 12SJY US AXMNSTER, - - :NOM - 16547' _OOR TILE /C4RPET>PLAN ATTNT4 3/4 • PLYWOOD TO FRAME -Alm APPLY LAMINATE UN FIDD) 2748 OAK CAP (CUT TO 6 1/2 ./EASED EEGES 5' -4 112 • O PLANTER BOX DETAIL l0• T - 9 . 1'x DAK CAP w /EASED EDGES 1'x2' OAK TRIM ./EASED BOTTOM EDGE ONLY 2x4 FRAMING, SECURE PLANTER FRAME TO WALL RECEIVED CITY OFTUKWILA JUL 1 6 1998 PERMFT `NANPR4 L ELEVATIONS' 0 PRELIMINARY BIDDING = CONSTRUCTION O :UEND7Yi :-,. ILL VALLEY FIUF. TIOILLiIUMMINCiTON SE DY'6_•TORE Na GRlCGFAecdA EUI:Den +; a4e cooio+s ec LE -;VI• . 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ANGNORED 1O COLLL NL40' SCREWS START WATN FULL TILE 4 1/4 •x4 V4 • CERAM WALL TILE (C-1) 15> •••••••••••••II•••••••I•I■ ■ ■ ■ ■ ■ ■ 111 ■ ■ ■ I •■ ■ ■ i • ••••11111111•••••1111•••• ••■1111■•••11■ ■•111 r • ■• ■•••• ■ ■• ■•11 MIRROR •••••••••••••III / \M•■••■ ■■•••••II 11111111311111111111•1111111111111111 1 DRYER III • Ti _I •••••■ ■ ■••■ •■P!I •••••••••r'A•II ■ ■11.11••■ ■1 r • ••II �I ■1111••• ■ ■ ■L ■ ■1111•■• ■••111 1..u1su1 ■ ■ ■ ■•••••••l iaiiEREZ 1111111111011ai ■••••••••••••1• 1 1 GRAB canon VANITY/824C (SEE DETAILS EELCW) P -1 V2 • YWOOD GU GUSSE S0• PLTWOOD — E X•E =NAN VANITY a/IMEGRAL BOIL 7 S/6• PLYWOOD 2x4. FRAME - :C1TYOF JUL 1 6:'1998 ;! PERMLTCENTER BONE CORIAN VANITY m/INTEG04L eau. CERAMIC TILE CITY OF IUKWILA APPROVED J UL t 8 1998 BUILDING 1 06-6c 1040 21 May Berl a � N LL I n cii v i i o m � ° c 3 N ip O .gym n mums 1 CI t Z - J � ft 0 0 0 W FRELII`1MARY BIDDING O CONSTRICTION • ame& cg348P� IPA *?4O, 109! X 449 X 20'N ,KICK 6PACE UV QT. 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TO TOP ar (2)-2x0 (ELOPED) 5. -510 h$ % 4 no rIE Nr 10' -8" gl 11' -40" -- LOW END JO167 BEARING 8R 4 910" 4 D11 UP 4 2 Pg WIPIN dCvil137s0 // , AWN i e i! i! =NAM e_ - e e e e 3' -0";.. 4'_4" e'-8" Mir ■1°_°4 8 e' r�' 4- t'i1, MOW e /0e e� `►�eeee6ee4 eeeeAVekeeeVAaoeeee e e eke 1101110 0113 0,111 1301113101113 0 111\111 1130 II3.'l5 easel 3 ►1 tWg II' -0 ": LOW END SEARING ELEVATION 1 5,`" II'•10" •• NIGH 6IDE 15EARt4 ELEVATION 1 1,2 " 4'-0" 41,2 "1 V4 NZ EIS 12 r • , IPAMM l i:1 1 : 1 it - =.1∎10. ®.a ® ® ® ®. ♦.1 6L4 111 \Ailo.t. r11u r11111,1121 : ►1 \ VAS, ►LIIMN i ii ° o r e t�' ��►;� ► iiiiei eiei ��►; 4' -11 V2 " T. V2" AtIoeltetw 4' -8" 6'-4" • I - nnnn , . I ,' W ' .' 91■1dy4 ola'�+9oira N■bler..:.; - 0 Mild °E) a Assooliat& s KR i Architects Planners A Professional Service Corporation 3825 132nd Ave. S.E. Suite 100 (425) 644 -4000 Belle vue, WA 98006-1399 FAX (425) 643 -4115 ® ..E............ MI 1111111111111111LIMIN ` WAL L SECTIONS MI 1111111111 WIPIN dCvil137s0 // , AWN i e i! i! =NAM e_ - e e e e 3' -0";.. 4'_4" e'-8" Mir ■1°_°4 8 e' r�' 4- t'i1, MOW e /0e e� `►�eeee6ee4 eeeeAVekeeeVAaoeeee e e eke 1101110 0113 0,111 1301113101113 0 111\111 1130 II3.'l5 easel 3 ►1 tWg II' -0 ": LOW END SEARING ELEVATION 1 5,`" II'•10" •• NIGH 6IDE 15EARt4 ELEVATION 1 1,2 " 4'-0" 41,2 "1 V4 NZ EIS 12 r • , IPAMM l i:1 1 : 1 it - =.1∎10. ®.a ® ® ® ®. ♦.1 6L4 111 \Ailo.t. r11u r11111,1121 : ►1 \ VAS, ►LIIMN i ii ° o r e t�' ��►;� ► iiiiei eiei ��►; 4' -11 V2 " T. V2" AtIoeltetw 4' -8" 6'-4" • GEORGIA- PACIFIC ' BIDDING PROCEDURE FOR COMPLETE wFORtATION AND FRUC',Y. O1 THE ROOF TRUSSES AS SPECIFIED, CONTACT DAME- LORENTZ wC£OPGdA- PACFIC CORP AT 1 -800- 999-4742. ANY GNAIMEB OR VAPIATIO45 PROM 114E NATIONAL ACCOUNT DESIGN S44.W BE BROUGHT TO THE ATTENTION OF 1; E Sacra ACCONT COORDINATOR AT TIE TES CF soma. ORDERNG PROCEDURE To pace yok* ardor, ran the Aeooat Service Carter at the Nave weber. Drawings ad/or ealaAeeau sheU be embed for approval as required by the NATIONAL AGLOW agreenrn- tetaBttice tebrctics ad drawings we be provided to the contractor by GEORGIA- PACFIC. The contractor rfl be responsible for the delivery cordlrotbq t nIoadtg, and btalatton of the est aai In 6YS package NORM. DELIVERY THE IS 2 -3 WEEKS AFTER APPROVAL OF TIE SHOP DRALLS45S. MATERIAL LIST AND ENGINEERING SPECS QTY_ TYPE SORES QUT LENGTH P. LIGETH LI E L MET SM. LEVEL 4 M 1351-424-24.22E LVL FLANGES 39' -2• 40-0' 1b09-0' 115% MF R2 11151- 424- 24• -22E LVL FLAN 3Y -2' 34-0' 532' -0° Ill% 21 R3AR3A 831-424-24 LVL FLAKES 33' -10• 34'-0' 114'-0° IBM 34'-0' 442' -0' 1151 8 MA 24' TJ136C 33' -10• 34'-0• 212'-0' 18% 39 - TOTAL - 1426 -0' LIST OF ACCESSORIES DocierTION QTY - SERENE ffi 24• ea 651PEO4 -11536 ERECTION FMS - ,- eItPSCN -1846 ERECTION E RACING FECES 2 IIEB STIFFENERS 24' (38C) 88 W e TRUS JOIST MacMILLAN L BIDDING PROCEDURE FOR COMPLETE ',FORMATION ARC mows a4 THE ROOF TRUSSES AS SPECIFIED, CONTACT' 1HE T1818 JOIST Madfll.LAR SEWS= MEER AT 1- 800 -456 -4181. ANT CHANGES OR VARIATIONS FROM TIM NATIONAL ACGOM DESIGN SHOULD BE BROUGHT TO PM ATTENTION CF T{E n®OY'S AGCOLFIT COORDINATOR AT 1HE TIME OF BIDDP 262-6' ORDERNG PROCEDURE To place yaw order, call the Accaa* Service Center at the above aabr. Drawings and/or colcuaNOS Il be suppled for approver a. required by the NATIONAL ACCONT agreeeet art•BStbn btructkar and drafty. n U be provided to the contractor by TJ'L Tie rneractor rB be nrpaebb for the denvey aoordt., _loading, and hstanatbn of the material h Ws package NORMAL DELIVERY THE 16 2 -3 REEKS AFTER APPR.7' VAL OF THE SHOP MAIMS. MATERIAL LIST AND ENGINEERING SPECS OTT TYPE DEPTH SEPSES Q2T LE4C.1H P. LENGTH L',PA'L FEET STRESS LEVE- 4 RI 24' • TJBSC " 39' -2' 33'-6' 68'-0 16% 14 R2 24• TJf35C 31' - 2' 21-6' 525' -0' 115% 13 R3 24• TJ155C 33' -10' -. 34'-0' 442' -0' 1151 8 MA 24' TJ136C 33' -10• 34'-0• 212'-0' 18% 39 TOTAL 1391-0' LIST OF ACCESSORIES DESCRIPTION QTY - IIEB STIFFENERS 24' (38C) 88 nESI .ST., -o 24° (33C) 68 S,a=eO1 - 7936 EREOTION BRACING rem 112 8M'Fe0N - T848 ERECTION BRACING PEOES 2 n • NOTE: L TRIM LAYOUT IS OARED ON RISME HVAC UMW. F OTHER HVAC WRBARE USED. THE 1(VAC COMPACTOR IS TO COORDINATE THE TRUSS LAYOUT WM.1 THE Tp1166 SUPPLIER PRONDE PO6TTNE HILL TANG DRAWEE AROUND STORAGE MODULE SQFPE R .� DCtNSPCUT LOCATION u ICE MNCUE CONCEMOR COCKCENTERS REFRIGERATOR COMMEOR fit EXHAUST FAN - 2 DQ@BPQR ' L LOCATION 6` 2, 5 . 8 - EXHAUST FAN - 3 EXI -FAUST FAN - 1 ROOF PLAN SCALE v6 • E -PLY FILLY ADHERED ROOF IEMDR8 6' ROOF OPHUI's FOR ICE pt cI8E AND COCKCEN1E R CamaMCQ* PROVIDE POS DRAINAGE TO SCUPPER DRAINS 22'-6• DOUNSPOUT LOCATION SOFPE12 tom' 18'-8• NOTE: L ALL 3x WOO BEATnf TO HAVE CA) - 42 • PLY7IGOD AI.LERB. 2. PLYBR D HALING Rod • 6 OZ. (GLALJ.6 4 ROOF) 3. 2. MOO.* AT JOIST 8PACNG GREATER THAN 3• OC. TOTE: TRU86 LAYOUT scum i8 FOR A BTAFCARD STORE ANY DI8CREPANCY ISEME134 7W6 A4CTHE SITE SPECPG LAYOUT - M16T BE ISROJGH1 TO THE ATTENTION OF THE 18766 8FPLER (2) -2x6 JAGL 61UO6 e Etc of (3) -2xG 4•63 1n •x MEE.'ANGLE 240 R OOF,101ST • 4. 0.C. CUT TOR TO SLOPE TO SC ' SEE GREET w - 10• BEARIiG 1 EIGFIT FOR ROOF 18356 SYSTEM tai !NOMINAL.) METAt a 5 42 'xb GA. •lb• 0.C. 1/2 'x 5/16 ' am. 3' -I• 2 n' -8112 • BEA.8 IE FOR TOO* 118186 SYSTEM tab STUDS 6 OG 45i3 42 Se 5. • 2x6:61106 - STEEL MOLE , Ib OG:. 2 x10'RiOCF JOIST • 16'. Olt TOP; TO PROVDE6LOPE .., TO eaIPPER teE 814IEET m -- (02x4 8 (U 2. FILL HEIC44T SEIDB WKU tab JACKS. TPPIGY- AT EACH 18D CF mamma. rwcw 9t.00Iaa t 2 ) C6: 61',016 43' "4 obi mArst.00ctia, EA 81',01 To LE 14ALEC, To taam PLACE OKB)10d4 NAILED TO 9Looci a UW leo,44' OF 2' 2 1n • 2'-6' 2'-8° 2' 2' -8' 4° ROOF OPB(',G FOR ICE MACNRE ATV COOKCBtIEP CONDENSORS COOKCE TER (86 LBW IEICS1T FOR ROLE . 718156 8Y61E1 fb Y SEE CORER FRA71vG DETAIL ON MEET .4 n b O SECTION SCALZ I• • 1'-0' CITY ill O Vi D Q ppRO s!U1. ' 8' 199' SOONG CMS \ ON RECEIVED CITY OF TUKWILA -q JUL 1 6 1998 Gt PERMIT CENTER JUL 151998 1 PRELIMINARY .0 BIDDING 0 CONSTRUCTION 0 SCALE. v4 • 1' %MO. ORAMN#T 34 1'A 10 91-605 SFIEETNo. EQUIPMENT SCHEDULE Wall 1 • leirrd DESCRIPTION 0 15290 AM& AIITCNAN m/TANK ©- 7693, TAN( at/BRACKET ,O' 4 4835 REMOTE PILL STATION m/DEEQ21PTNE LABEL$ $ .7 2 18016 DUCT NOZZLES 4 0 3 - 56921 Raul NO2ZLE6 0 56930 . APPLIANCE NOZa.EB 4 56831 SERFS DETECTORS ' 1 i , 2 56898 TERMINAL DETECTOR Q 19312 ANSILEX 021-3 GAL. 2 32222 8NGLE DUAL SWITCH ' C 2 5313 TANK CARTRIDGE ,c? O 45111 PA LEY ELBOWS O 4 2 6621 WINE ROPE ` ©, WARNING LABELS ' CI 32663 sr 0644 ABC FIRE EMNCaUIE BR (Br MER) 32811 $r iq4 ABC F RE EMPYUIENER (Br Gamy , Q G 32865 8Y 0624 PK FI EMNGUIBLER (BY 02PER) 33• X 33° X 26• 14 GAGALV. STEEL GELDED NENTILATNG CURB ESELE -PCT TELLY ADHERED ROOF MEMBRANE OVER RIGID NSLLATICN (R -30) ON PLYWOOD ROOF DECK $ EMT E • Q• OC. E4. BIDE ( LAYERS OF FIRE ASTER• 1 V2• m7151. wpm. INS LATICN N 14R RATED MN. COOT, SEAL AR NO EXIT 1400D UV RRE RESISTIVE CALVE* L - TO E 11004ICV 65' MOM FLOOR TO BOTTOM OF HOOD OP'B 44 . (NERFY) 2) TIE ADJIm1PBf OF .0314AFE OF 1IE NWT BACLA8URRE FOR EASE . OF CAN677Ul1CT1a4 16 1LE Reapcsisourr OF TIE CONTRACTOR BUT SHALL BE OGEE WITHN CLEARANCES NOTED ON TIE DRAWING& - 3) RECLINED PIPNG AD CONDUITS PENETRATIONS ENOUGH TIE RATED SHAFT 134CU.O61IUE8 SWILL BE COMPLETELY SEALED PER CODER. 4) TIE LL LABELS CF THE EQUIPMENT 6M4LL NOT BE COMPROMISED N ANY WAY BY THE INSTALLATION OF TIE EQI'MER. 5) TIE ENCLO8IE ACCESS DOORS EM4LL BE RATED AS NOTED AND AS RECLINED. SIZE AND LOCATION SHALL BE DETERRED BY TIE CONTRACTOR AD AS RECOM'BEDED BY THE EQUIPMENT MAMFACTU RER HOOD SECTION B(HNN6T FAN UNIT EF-1 EXTEND GEE UP 6• INTO CURB, TTP 2 X PIESE E TREATED NAILER OYB2 VENTILATE* CURS. 3• MN, 2 MAX SPACE BETWEEN FACE CF DUCT TO FACE CF SLEET METAL COIL VELD REGLET TO STEEL CURB (TYPICAL ALL 4 SIDES OF LUGO PROVDE 0 CDR. CANT STRIP (TYPICAL ALL 4 SDE6 OF DUCT) ACCENNIKE ANOL 61FP-Y PIPE EIRE APPLIED CONNECTION PONT, IYP EEAL.TYP 2) 3J GENERAL NOTES v ALL DPMENOICNAL UMBER SNELL A maximum MOISTURE CONTENT CF 5%. PLYWOOD ROOFING *WALL BE 5/6 • -- 40120 ENTERER GRADE AND SHALL BE HALED TO SUPPORTS* E m URN 10d COMMON WIRE NAILS • 6• CM (LCIE DCB4810N OF 4J PROVIDE PTUIOOD CLIPS AT MIDePAN OF. UNSUPPORTED SPANS OVER 20 LONG. 5) EXTERIOR WALL SODS SHALL BE 2x6' -• Y•• CAL 414D *TALL BE ONE PIECE TO BRG..- ' ELEVATION. PROVIDE 2 -2x6% ON EACH SIDE OF ALL OPENNE. THROWN ALL saws. GLUE AND N439 .24 TOGETIER WITH RILL BED CF GLUE. - 6) SEE PLAN FOR STUD GRADE FOR SIDE WALL PO6T6 BETUEL 4 WNW* NOTES FOR PLYWOOD BEAM AND COLUMNS 1) '&4L P..nixx D TO 2x6'• )314 sd ccprioN uive NAILS • 6• C/C: FRONDE RILL BED O: =sma1L'TI 4DLE8IVE mum EACH 246 APO PYUNOQD. NAIL 2x6'. TOGEINER IINH 2 COMMON WIFE 'NAILS ...1 -0• C.. I vVE 2 - 3/8 CONTNUOUB BEADS GF `NYE BOND CONSTRUCTION DEALER EACH: 2E. .. - - C OR Aa FT 67311. 2X4 FFNMNG • i6 OC. AS REDD FOR HOOD NON RATE) SUSPENDED GELPra ELEVATION VARIES TYPICAL ROOF OPENING DETAIL NO SCALE NEARER DETAIL NO SCALE i425 EA. STUD 5B • CDX PTUK)OD 8d • 6.OG DOUBLE ROW MEOLANIC4LWET AIR DUCT ROOM UNIT 731168 JOIST 2x6 PATES 2, BETWEEN EROS TOENAIL TO STUDS AT EAON END 2x4 BETWEEN JOISTS TOENAIL TO JOISTS AT EACH ETD 5/8 • CDXP (Wad NAILS • EACH PARAPET S1UD TO 171188 `CONEEGTICIt (3) 2x f, PATES AT 13140. ELEVATION SUPPORT M6'8ER BY CONTRACOR NOTE USE 11416 DETAL FOR LOADS EXCEEDPG 250YU -0/141ERSEIE A 25119 MA741N LOAD CAN BE SUPPORTED O4 EACH SCE CF TIE TJI 5111. FLANGE • 5'-0 .PROVIDED LOAD IS INCLUDED N NORMAL CHINO. LOADS LOAD DETAIL NO SCALE LOAD SEE FLAN FCR ?AMER RI 11111MIIP PELTIPLE GUED 4 NAILED 1010d NAYS 6" 0.C. EACH STUD. 01000 70 5 V2 • UMW ■' ' ' , STRUCTURAL ELEVATION S C A L E . 11/2 • • M-C - 7x6 PLAT WEN TO SANT TRIP VP' PAYS BROW CUTER MICROSWITCH 2,6 • 16 RETURN TO EFT SWITCH RED -NOT GENERAL NOTES BLACK NC C PIER MICROW ITC14 MOEN RED -HOT 1 NO BLACK -� 0 , 1---40---4 1 0 • NC C NO SCHEMATIC MICROSWITC-4 PART . DOUBLE THROW, DOUBLE POLE A88FELY I) T1418 NBTALLATION SHALL CONFORM TO R=Q IRE E4T6 SET FORTH N THE 'ANNA- R -102 INSTALLATION 4 MANTENANCE MANUAL_ 2) TMOTE FULL STATION LOCATED AT PONY OF EGRESS. FELDVERFY LOCATION. 3) MECHANICAL GAS VALVE RINNENED TO PLOWER 8T HOOD SYSTEM 5UPP1ER 4) MMECWYSC4L GAB VALVE INSTALLED BY PLOVER AND HOOD SYSTEM INSTALLER ACTNATES FNAL CONNECTION. NOTE: USE 500' FUSE LINKS OVER GAS FRYERS IN BAC KSHELF HOOD 2,6 • 5. O.C. :RURAL :ELE VATION 286 2x6 WEED. 811D6 TOENAIL TO STUDS AT EACH BD NALNG PER [SEAN:WALL BCLEDILE 31 T•3 \ 2x6 PARAPET STUD TYPICAL • EACH 115166 JOIE. I1-10. • HIGH BD - W-®' • LOW E.V BF*. 2x4 BETWEEN JOISTS TOENAIL 10.108131 AT EACH END Ed • 4. DC. 5/8 • CDX PLYWOOD 0)2E. PATES CONT. 41 ERG. ELEVATION LAP MIN 4'-0• UV (2436d (4) SILL PATES REVD. FOR ROOF LL . .6: 30 PER NOTE. PROVIDE DEL BUDS UNDER DBL. JOIST 6•43 - 1/2•x6/16• LLV 811. ANGLE UV I/2• M BOLTS • STUD ANSUL R -102 FIRE SUPPRESSION SYSTEM 2,6 PLATES 2x6 BETWEEN STUDS TOENAIL TO STUDS AT PAPUA ETD 1/2 • P7111001 - 10 • CLEAR BE1UEEN .1081 4 PYUIOOD 2x6 PARAPET STUD TYPICAL •MEACN TRIM JOIST. ANSUL SYSTEM FLOOR PLAN NO 310ALE 41 - • 1011.1 BD E. STRUCTURAL SECTION FOR MA80 1 ABOVE TILE SCALE, 1 1/2 • • 1'-0• ( 2x4 EERIER .104615 TOBLUL TO 40518 AT EACH END 5A8 ° COX PLYWOOD (3) 3d NAILS • EACH PARAPET 6111D TO 131166 CONNECTION DIMING (Um) 5TV#B4BLAS RECLINED COIL 2446 LEDGER / 6/ 131. BOLTS • 3P 0 3 GA TOP TRACK CONT. L 3,0x 1/4 •/ 2 - 6n 807W -5 M0 EACH SEC no • CWYPEL B .NG • 3'-4. O.C. MAX 5 V2 -18 GAGE STUDS • I6 . RECEIVED CITY OF TUKWII A OCT 2 3 1998 -i PERMIT CENTER PP P R°4E O C1 3 1396 I PRELIMINARY 1r=1 BIDDING = CONSTRUCTION O MDT* W VALLEY MN: TIMIALAI W461NIGTOU MDY'6 61012 Mb. ▪ rT CIA BUADP41 GAO BJ .ECTIRIC c00Ql1 3044. 1/2• • T.0• 1.1N0. O RNWBY PLAN No. ce3480 R•A 204 SHAT No. 91 -605 * _ nen DATE OCT 2 9 14431 1) M S) NON-RATED SUSPENDED CEILING. SCALE: 3/4• . i' -0° 1) IS GA STAINLESS STEEL EXHAUST HOOD. 2} 33• X 33" X 26' - 14 GA.GALV. STEEL LLELDED VENTILATING CURS. 3) CONTINUOUS LLEL.D SET TO STEEL. CURS (TYPICAL ALL 4 SIDES CF DUCT). 4) PROVIDE 4° CONTINUOUS CANT STRIP (TYPICAL ALL 4 SIDES OF DUCT). 51 - SINKsL.E- PLY .FULLYADHERED ROOF MEMBRANE OVER RIGID INSULATION! (R -30) CH PLYWOOD ROOF DECK I HR. RATED. WALL PER GYPSUM ASSOC. MANJAL AP 1206 MAY MOOD SECTION 0 0 ) LAYERS MASTER. 1 DUCT URAP MIL_ (I) RR RATED MN. ANSIA. FIRE SYSTEM CABINET SNIT METAL FRONT BY 14000 MANE 0 33 I/4 5Q TO IS I/2° SQ 1S CsA. AEIDED HINGED CNANED CURB ADAPTER 9) DUR -ROc ( SHEArI4 OVER 5/S° TYPE °X• GJMB. OVER C6 X IS GA (5 I/2) e 16 O.C. 10) EXTEND DUCT NEIL. 4° ABOVE ROOF CURB. NOTE: .FOR ALL ITEMS NOT NOTED SEE STRUCTURAL SECTION W6A 5/S' GILID 5/S• EXT. GAB 0 0—) 6 ° 1'ETAL � STUDS 0 0 0 0 -3' M 12• O < i ll l - T DUCT / UV DDCT WR4P INDIA-. / BEYOND 14OO1D SECTION SCALE :3 /4•. -0' ANS A. RIM SYSTEM CABINET BOTTOM OF T.1 1 SS SCALE: I la• • 1' -0" ROOF TRAIN SCUPPER nET4Ii RECEIVED CITY OF TUKWILA OCT231998 PERMIT CENTER 6586 0.21 23 Oct 1398 1 NNAR - O BIDDING = CONSTRIICTIa 1 SCALE- I/4 °.. I! -0° UNO. DR/IIN DY PLANNo. Gg34sa, c LM'A JOd,No: SFET No. MOD OATH' " PRINTED .; OCT 2 3 4 8 44 6 16 B 20 21 22 23 24 25 26 21 28 29 30 31 32 33 34 35 36 3T CENTRAL GRILLE A88ETJLY (LEFT 81DE) 2 THREE DRASEI21"PMC 2 BIN U14RMER 2 2 EQUIPMENT SCHEDULE DESCRIPTION OF EQUIPMENT REMARKS FROM' COUNTER A5891BLY CA9M REGISTER SYSTEM CENTRAL GRILLE ASSEMBLY (10614t ME) SIORTB159 CADDY CONES WARMER BIN TOASTER CHILI WARIER 004ALET 14000 WTM FAN (31S5l•) OPEN NUMBER DR44( STATION DRRK STAGING SHELF 2 TEA DISP9V892 1 COFFEE RACISM r9�tu - x REAR COWER ASSEMBLY DRIVE-TRW COWER ASSEMBLY 919 FRY CENTER AS89'BLY 0E91 NUMBER 909141490U51T92 TOP SASH DROP BOSS OPEN NUMBER OPEN RIVER 11111T1- PRODUCT OVEN TIER 9140194 PRESSUM FRYER RAW-IF/OMEN COMBINATION STARLESS STEEL WALL. PANEL 1764AU8t HOOD 111TH FAN (2' 8549' - CONDIMENT PAN HOLDERS 6 SIN CONDP'ENT HOLDER DRIVE -TRW COINTER ASSEMBLY DRIVE -T1.R U CA8HE R CENTER TOP RIDER COWTE R REFRIGERATOR FROSTY MACIS E OUP HOLDER FUR*51-EL, EIT WALLED By a1.a9t 11114110. .INIPM00 serum MACRM.TaR �� • • • • • • • • • • •' • • • • • • • • • • • • • • • • • • • • • • • • • • 001 • CCNTRACTOP • • • • • • • • • • • • • • • • • • • • • • • • • 1) ()(Ana DESCRIPTION OF EQUIPMENT 35 39 40 41 42 43 44 45 46 49 50 51 52 53 55 56 5 58 59 60 61 62 3 3 5 3 5 54 10 8 5 2 5 6 ICE cam MACNNE 4 BIN HAND SING SOAP DISPENSER TOIEL DISPENSER 3 COMPARTMENT SRK MOP 5989 BROa9 MOLDER 80SE RACK KNIFE MOLDER 1 FRY RIBBON DRY STORAGE SHELVI19 A58B^8LY 1400 WASH STATISM 24.30 DRY STORAGE BELYING 24,04 DRY STORAGE SMELVI70 WALK -IN COOLERT/DR1' STORAGE MODULE WAS WIRE SHELF WITS - COOLER 24x42 WIRE SELF WITS - COOLER 2404 WIRE 84701E WITS - COOLER 2460 SIRE SHELF WITS - COOLER 24,48 PALLETER - COOLER 1800 PALLETER - FREEZER 1E048 PAL LETtR - FREEZER STARLESS STEEL CORER t10DING - CORNER WALL. EQUIPMENT SCI -EDULE REMARKS Bel seendesali'" sense 1LCAT:N ro E ceteeRED 6T 0... STATIONARY STATIONARY 24460 UAN 54ELP 35)5 - FREEZER PREPACKAGED SALAD CART • • • S9: PLAN FOR mugs • niee.+s mO>[1.01 • • • • • • • • • • • • • t6TeLUst • • • • • • • INSTALLED BY PSBGS CODMICELIPP • • • • • • • • • • • • • • • • • • 64 65 66 61 68 69 10 T1 14 4 12 13 2 STARLESS STEEL 1909941E 12x48 WIRE WALL MOOTED B441ELV516 WIT 9x36 UIIE WALL MONIED EHELYNG WITS TRA88 CAN 30'x6' -10' WOW TABLE 30'x6' -0' U 4 TABLE NOT USED BA N BOK 002 TANG MOT WATER TATK PRE D4)759US1ER 5/22 SHELF ABOVE MOiRIS SM 1114.1. ORIN( PUI'1P/RACK SYSTEM RECESSED INTO IU4LL • • • • • • • • • • MNIBNI • • • • • • • • 813 9 STARLESS ViEEL CVR'C}c T901 -1514 G - END 74477 • 8i£ PLAN FOR HEIGHTS • 9 15 GA. GT ANLEM STEEL CORER GUARD NO 8CAL6 (85997.ED BY OWER/ 'O 0 59 U kl■ • ,, ® ..>_ N IA CORNER WALL END WALL 3 I/2 11 CORNER MOLDING DETAIL 61 jI 0 o III II 1�4I o o m m PriA • 0 0 . 1 --_ m 0 0 al 0 0 ©00© lie REV 1'0 MOW. 0170 01500 01500 V.TAILE O ■©, 0 Imp imp leo }0 00© v �-0 _e _ Oo -0 t • • L 63 0 0 0 0 c o 0 pa m ' r 0 00 0 0 0 4'-0' 0 1 1 1 1 S8 0 111 =� LLB 0 0 I '& D- 1 0 1 1 4it 1111111 1 1 ®1 1 u 3' -1P I eD D o 1 ss SSEATS - ..r A COAT RAOC 4' -10' i5 TI 19 80 82 83 84 85 86 8T 88 89 90 81 92 93 94 95 96 9T 9B 99 700 89 1022 103 704 '05 108 109 80 4 Q TACO CHIP PAN MOLDER 2 2 3 4 2 106 1181 EQUIPMENT SCHEDULE DESCRIPTION CF EQUIFt'ENT 'SERGE DESK TOP ATV 911-9 CAIEFET OFFICE SAFE ORRICE CRAIRS WALL CABSETS HEADSET aLARGS6 RACK BULLETIN EOAFID 'WE CLOCK TIME CLOCK CARD RACK COAT NOOK RAOC SWALE COMPARTME0 SING 41/DRAIN OD. 4 CAME) PEADSET SYSTEM DRIVE-14M FErsISTER COWER ELECOOG RAND DRYER FECESSED DETERGENT BLENDING UNIT FIRST AID KIT coe**)* STAND utIRSE44 users EOOSTER CHAIR CARET CARPET/TILE TRANSITION STRIP TOLL COVERS. SEATING PACKAGE RAILING SYSTESI DECOR pacx.AGE RECESSED R-OOR MAT FURNISHED 5T FZEMARKS INSTALLED Ur 1 12/8=9 " 6PPLIIIR asmul. SWIM (U-36x36 CABINETS LOCATED 54 ITE1 • • • RECESSED IN 111-E • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • Go • • • • • • • • • SILK PLANT LEGEND CITY OF TUKWILA A ppRoVLD BUILDING DIVISION GENERAL NOTES I. ALI. OF TIE EDUIFMENT LISTED TO LSE RIRNIERED DT DE KITCHEN EGUIFFENT SUPPLIER 1,311.1236 NOTED 0210219123E. 2. GENERAL CONTRACTOR TO PROVIDE LABOR FOR 151LOADING OF Tie KITCHEI AND DINING ROOM EGUIPPENT PACKAGE AT DIE 611E. Lame Fat umearm Ammo AND CRITICAL oremos, 91.1.216170 AND RECEIVED CITY OF INKY IT CENT 505.9 8605 21 FULA 1998 0111 ED FRELMINARY BIDDING . DIVAN BY PLAN No. I J05 Mo. ,13NEET No. nen Dm L CRB LINE (U CONCWT STUBBED UP FOR ELECTRIC AND BOND CONCRETE BASE I8• Q. 36 (2) CONDUITS 6,tEBED UP FOR EL£C1RIC ADD SOUR SPEAR coati GN CONCRETE BASE 12. SQX I2•DEEP SPEAKER BRE ONLT HERE 20'-0• CONCRETE PAD J r ±4 sIGN CABINET STANDARD MENU SIGN LAYOUT SCALE: I/4 • • r -o• S'-3• OPTIONAL MENU SIGN LAYOUT SCALE V4 • • r-0• SIGN CABINET CURB LINE I SIGN CARET I t CONCRETE PAD I'-6• 20' 4 -T. • ° t SCALE V4 ° • I' -0• (3) CODCUMS 8l eeED UP FOR ELECTRIC, DMA AND MIND COIC9ETE BASE TO EEO'x12S96• DEJ _ 1 1 SPEAKER COLI•N ON CONCRETE BASE I2 SO. X D DEEP SPEAKER WIFE ONLY HERE CURB LINE 4; N s. ikA CONLTffTE BABE 6O. ! 36' DEEP 4 1J SPEAKER MOUSED N FOAM I�? o L� SCOREBOARD MENU LAYOUT MENUBOARD NOTES L FOWDATION DEPT, TO BE DETERMINED BY LOCAL SOIL CODITIONS AND CODE REQUIREMENTS 2. COORDINATE MENU SIGN BOLT LOCATIONS ADD J -BOLT 812E ITN 8I 4 MAIFACIMER. 3. ACTUAL SITE CONDITIONS MAY CAUSE A14 ADJUSTMENT OF LAYOUT, LA•OUT SHOULD BE FELD VERIFIED PRIOR TO CONSTRICTION SONIC DETECTOR 6 PIPE STUBBED UP W. FROM BASE OF CONCRETE. FIFE MUST BE LEVEL COHCTLETE BASE )• / b• SO. a 36' DEEP 11 � V1 1 111 r CONDUrt FOR OPTIMAL PRE -BALE FEft01ANDI566 SIGH I CONCRETE BASE L " L 1 J SPEAKER PEDESTAL . - FRONT 4 M SIDE ELEVATION ecALE, _3/6' - . OPTIONAL FRRE -SALE VERO.L NDI6U* SIGN BY COCA -COLA r CONDUIT FOR DATA LA E TO OUTDOOR MENU (By ELECTRICIAN) 3/4 • CONDUIT RR OUTDOOR MENU • SPEAKER S BY MB•1 ( T ELECTRICAU C � ELECTRIC BT ELEGtpCIAN) ! �l i 1)01g-op-la -o1)01g-op-la OPTIONAL FRE -SALE h 14NDISINS 31E11 I�S.'OtT'S3DED PLACEMENT DFPETDN^s ON THE LAYOUT CF YOUR STORE'S DRIVE THROWN LANE. TIE RECOFtENDED PLACI3134T FOR THE PRE-SALE SICaN I8 AFFROMMATELT 2 62 TO 3 CAR LBYa1TW6 N RIGHT OF 'THE MAN MEiJ B TH BOARD. POSITION E PRE-SALE SIN AT THE SAM ANGLE AS GE E MAN N'ENJ BOARD. 1 • CONDUIT FOR C If ', i'49- 1 I Irz . CODUIT ' I - C BT ELECTRICIAN)` J • END OF T `C ONDUIT (k• AM i 'i AV ..... SCOREBOARD c4a E (SITE ELECTR NAC ACCF EBOAR Ql ) R14 FROM REGISTER 4 /WEAKER CABLE ` • (SCOREBOARD ELECTRIC 6HCLLD ON RE6 LGC&LtIT) NOTE. ELECTISCIAN TO 646TALL ALL COtfUNICATILN AND DATA CONDUITS INCLUDING PULL UJEE BENEEN CCMECTION POINTS OFFICE P/C • J-BOX • DD CF CQCUT (u• AFF) LASS -2 RN TO BABBS4W Ex1BDER f BASEBAD EXTENDER J-BOX • BD CF CONDUIT (66• AF) -`` 3/4 • CONDUIT FOR anDOC RNaJ SPEAKER SYSTEM (BY ELECTRICIAN) ° ° l � j 131J1P64R9 - 3 TWISTED PAR &RA ENDS // TdUN FRQ'1 REGISTER 9 VIDEO • - DOUBLE FL.HWIT TYPE WNW MALE MEG/ ASP FEMALE (VDEO) R W4 FROM REGISTER 4 VIDEO 3 LANG .6 - 2 METED PAIR m. SJU ENDS RN TO BASEBAND EXTENDER VIDEO .1 - DOUBLE FLOUT TYPE WER MALE RE*) AJP FEMALE (MEO) RN FROM REGISTER •3 BJM°BAR 5 - 3 MIRED PAR WRI @OS RUN FROM REGISTER 4 BUMPBAR vDEO •I (• GRILL) VIDEO R (• GRILL LANG 4 - 2 MISTED PAR ./RJl BCE RJN TO BASEBdND EXTENDER I IJ2 • CONDUIT (BY ELECTRICIAN). REGISTER 4 Vl • OGCU• w�\ (BT ELEGTRIQ4 GENERAL NOTES: L ALL CONDUITS SHOULD BE I I/2 • STEEL FLEX OR PLASTIC STLOCED OTT ABOVE THE GALL LINE AND TERMNA1ED NW A STANDARD J -BOX FLUSH WITH GE 841.1. AND CAPABULE CF ACCEPTS* A FACEPLATE COVER 2. ALL J -BOXES SHOULD BE INSTALLED N BICH A WAY SO 'NAT THEY ARE NOT BLOC® BT OTHER EOJFMENT OR STRUCTURAL COMPONENTS. 3. ALL W OUTLETS SHOULD BE CONTROLLED BY ONE BREAKER (F PO661ELE) AND MUST BE CLEARLY LABELED ED 4. ALL CABLE ACCESS E 6 8 T1491 S/8 MIST NAVE RUBBER OR PLASTIC GROMIJ'ET8 INSTALLED. 8. THE ELECTRIC SERVICE FOR THE GFI OUTLET/SCOREBOARD MUST BE NO A SEPARATE BREAKER (NOT CLMECTED TO THE MENJ BOAR CR OUTSIDE LIGHT FEED) VIDEO - DOUBLE K ENJI TYPE WISP MALE GREW ASP FEMALE (VIDEO) f2J4 FROM REGISTER .3 BU1PBAR'2 - 3 MISTED PAIR WRJII I DS RN FROM REGISTER .3 REGISTER .3 LANS 9 '2'3 - 2 MISTED PAR .ARJW ENDS RUN TO BABEBAC EXTENDER REGISTER 4 J -BOX • BD OF COCUIT (14' AF) I I J -BOX • END OF - "t CO CUIT (14' AFB) RREG6TER RECEIVED CITY OFTUKWILA .. JUL 1 6 1998 p PER)1IT CENTER-;, UL I5 Fro 606. RO:n 21 May SW 1 4 a r PRELIMINARY = BIDDft =: CcNMUCTIOt1 = W I DY% IL VALLEY MX. 1YQ11LA. WEIDY'6. STORE _NO. ,. BRICK/FASCIA C BUILDNG GAS 6 S/a1ICIWC COOING I F.A JCS. t41s' 9'I = bP�5 T �iG SAFE INSTRUCTIONS LEVEL 1 SECURITY ITEMS (SAFE INSTALLED INSTALLED BY LOOCBMITH) HARK ITEI mamma NOTES L THE SAFE IS PROVIDED WITH A 3/4 • DIAMETER ANCHOR HOLE N'ME BOTTOM ALONG WITH A LEAD VELD al DOOR COIlACTS N FRAME LEAD ON LATCH SIDE OF OPENING ASS EIBLY FOR FIELD INSTALLATION. tri MOfIGN DETECrORb WALL MONT S BELOW CEILING 2. SAFE AiCHO NING TO BE DONE BY LOOCSIE N. TIE 3. T SAFE B TO BE ANCHORED TO THE FLOOR TO GI WALK -IN mow OUITON W NT 4LL P T4• AFT. MAXIMIZE 6ECURIrY 4. FOR PROPER INSTALLATION TALLATION FOLLOU STEPS BELO WIDOW CONram !PEER JAMB SCE OF OPERABLE LEAF IANCM7R ASSEMBLY V! -13 TI UN IMAD) © WALL. MOT E3' AFF. OR MINTED ACCORDING TO LOCAL OPERATIONS PEIR8G EL GVADT SKBR) TI TIO A MAR: E AREA DESIRED FOR ANCHORING WALL MONT 65• UN AFT. CR MOUNTED ACACCORDING B. DRILL DEO FLOOR INTH A I DIAMETER MASONR PAEL TO LOCAL OPERATIONS PERSONNEL BR r DEEP. SEEN BUST SEEN / STROBE 8 ABOVE MILES DNS- A86E'BLY 714E ANCHORING BOLTAUASER PROM Sr ROBE EASFACE M INTED ON CCEILING THE LEAD WELD ASSEMBLY p OFFlCE SAFE SEE 6AFE NSIRJCTION6 D. TAP THE LEAD SHIELD ANCFNOR N NE FLOOR FLUSH UITH TIE SURFACE CON?ER SAFE BOLTED DOW UNDER RSsIb11 S) E LOCATE AND ALIGN THE HOLE N THE BOSTON OF THE SAFE 02114 THE LEAD SHIELD TI LD ANONOR E POOR F. INSTALL THE FLAT ulABIER/BOLT THROUGH THROUGH TIE a lemma lemma ROOD LIGHTS MOWED CN ROOF AT TOP OF GALL M BOTTO CF THE SAS AND TIGHTEN WORE-Y. DOING SY DO 80, THE SLEEVE ON THE ANCHOR A66@'ISLY Q p- NATO ygNl LOCATION MAY VARY SELL WISELL UEDGN G THE ANCHOR TO TIE RR.0018 O SITE POE LIGHTS ACCORDNG TO SPECIFIC 61IE' IaFfiln�'BN16 - LEVEL 2 SECURITY ITEMS MOUNTING MARK ITEM MOUNTING NOTES O CAMERA WALL MOUNT 6' BELOW CELNG ® MIGR IO GP4E CELNG MONT 6\ M JTOR WALL MONT 60' AFT. TO CENTER OF BRACKET MAL W AC r"c�c i D O , WALL MONT G• X 36 B. • AD.USTAE SHELF B' BELOW CCEILING. ADDITIONAL IC AC POWER REWIRED FRONT LIE EC SECURITY CAMERA, 18 m �T SECURITY CAMERA/MONITOR LOCATION I' 1 SCALE: U2 • • -0• MERIOR ELEVATION CF REAR COUNTER �i■ • � • 4 / SCALE: K • 7- P> SI C ELEVATION 5UTTON O> SECURITY SIGN W R CF REAR DOOR BUILDING FLOOD LIGHTS WITH ELECTRIC EYE CONTROL NLU'IARIC ITEM Rb. PI rBIU.0 KEYED LOCK N SELF-CLOSING STEEL DOOR WITH SECURITY HRYoE6, WRY 35 6CRELS ON ALL DOOR HINGES BUILDING FLOOD LIGHTS 111114 ELECT/BO EYE CONTROL CLU'IARC ITEM 140.... MIEFGLrISFlL) LI FRICNT COINER 2earteY YOAFATOR IINE.LOOK• SAFE ALARM SYSTEM AND CCTV DECALS ,BWLONG FLGOD' i4T5 WTH ELECTRIC EYE CONTROI- (LWARIG gem. MINPfGI.1761•U.L) 'r1'PJ.00 (• SAFE DECAL ''WALIN IT6YSTEC1 DECAL A® ' rr- tv: rXw•.al Awn. no U nu I I I I I I I I I I 1 I I I PI w SECURITY CONTACTS SCALE: V2 • • 2-0• W TER: R ELEVATION OF PICK -IF WINDOW KEYED LOCK 11 SELF-CLOSING DOOR UON G 35' SCREWS ON ALL DOOR HRNC>E6 CD> SECURITME •IMELOCK• SAFE DECAL 4•• AFF o✓ALAR1 SYSTEM DECAL AND CCTV DECAL ABOVE OR BELOW •TI•EI-OCC SATE DECAL le/AL SYSTEM DECAL -Al, .. 'lf.TN flFr..m ANTIC !IC lI-1 TI LS'LJ_1=11 SECURITY ICEO.AD 68' AFF .IADT IFORMATIOH STICKER ABOVE SECURITMEYPAID LOCATION 3dOR ELEVATION AT FR761Y MACPE SITE POLE LIGHTS CLIANn - r AND LOCATION MAY VARY ACCO NDIN G TO 6PECEIC SITE REGUIRETBNTS p KEXSa�OQK NN9RF-p.06NG DOCK 1.15,6 3S' SCREWS ON ALL DOOR iNIY£.8 ELOCK• /SAFE DECAL IS•. AFT. . . 6YEIEM VE _ SITE POLE LIGHTS CCTV, D EGAL ABO CR BELOU GUMMY aro LOCATION MAY VARY ACLORDING TO SPECIFIC ' 48SAS• IIiOIY 4T IRONRAL/NG TO GE.POIDE RCOATED •SAFTEY map. lii7L,151998 RECEIVED CITY OFTUKWILA`, JUL 16 1998 PERMrr CENTgR 605.101, OGE 21 May 1998 ICI 11 1 1 1 mrnb SLIVAL4YI411Y. TuauLA ISISHIFISITON LIQD7b 6TTIIE 0 PRELIMINARY O BIDDfl CONS1RUCTICN Ni46 FIAT . eAsis.ecnep COOKIRS ceuarPcawm- IlliAMII pi • lit : T �iG SAFE INSTRUCTIONS LEVEL 1 SECURITY ITEMS (SAFE INSTALLED INSTALLED BY LOOCBMITH) HARK ITEI mamma NOTES L THE SAFE IS PROVIDED WITH A 3/4 • DIAMETER ANCHOR HOLE N'ME BOTTOM ALONG WITH A LEAD VELD al DOOR COIlACTS N FRAME LEAD ON LATCH SIDE OF OPENING ASS EIBLY FOR FIELD INSTALLATION. tri MOfIGN DETECrORb WALL MONT S BELOW CEILING 2. SAFE AiCHO NING TO BE DONE BY LOOCSIE N. TIE 3. T SAFE B TO BE ANCHORED TO THE FLOOR TO GI WALK -IN mow OUITON W NT 4LL P T4• AFT. MAXIMIZE 6ECURIrY 4. FOR PROPER INSTALLATION TALLATION FOLLOU STEPS BELO WIDOW CONram !PEER JAMB SCE OF OPERABLE LEAF IANCM7R ASSEMBLY V! -13 TI UN IMAD) © WALL. MOT E3' AFF. OR MINTED ACCORDING TO LOCAL OPERATIONS PEIR8G EL GVADT SKBR) TI TIO A MAR: E AREA DESIRED FOR ANCHORING WALL MONT 65• UN AFT. CR MOUNTED ACACCORDING B. DRILL DEO FLOOR INTH A I DIAMETER MASONR PAEL TO LOCAL OPERATIONS PERSONNEL BR r DEEP. SEEN BUST SEEN / STROBE 8 ABOVE MILES DNS- A86E'BLY 714E ANCHORING BOLTAUASER PROM Sr ROBE EASFACE M INTED ON CCEILING THE LEAD WELD ASSEMBLY p OFFlCE SAFE SEE 6AFE NSIRJCTION6 D. TAP THE LEAD SHIELD ANCFNOR N NE FLOOR FLUSH UITH TIE SURFACE CON?ER SAFE BOLTED DOW UNDER RSsIb11 S) E LOCATE AND ALIGN THE HOLE N THE BOSTON OF THE SAFE 02114 THE LEAD SHIELD TI LD ANONOR E POOR F. INSTALL THE FLAT ulABIER/BOLT THROUGH THROUGH TIE a lemma lemma ROOD LIGHTS MOWED CN ROOF AT TOP OF GALL M BOTTO CF THE SAS AND TIGHTEN WORE-Y. DOING SY DO 80, THE SLEEVE ON THE ANCHOR A66@'ISLY Q p- NATO ygNl LOCATION MAY VARY SELL WISELL UEDGN G THE ANCHOR TO TIE RR.0018 O SITE POE LIGHTS ACCORDNG TO SPECIFIC 61IE' IaFfiln�'BN16 - LEVEL 2 SECURITY ITEMS MOUNTING MARK ITEM MOUNTING NOTES O CAMERA WALL MOUNT 6' BELOW CELNG ® MIGR IO GP4E CELNG MONT 6\ M JTOR WALL MONT 60' AFT. TO CENTER OF BRACKET MAL W AC r"c�c i D O , WALL MONT G• X 36 B. • AD.USTAE SHELF B' BELOW CCEILING. ADDITIONAL IC AC POWER REWIRED FRONT LIE EC SECURITY CAMERA, 18 m �T SECURITY CAMERA/MONITOR LOCATION I' 1 SCALE: U2 • • -0• MERIOR ELEVATION CF REAR COUNTER �i■ • � • 4 / SCALE: K • 7- P> SI C ELEVATION 5UTTON O> SECURITY SIGN W R CF REAR DOOR BUILDING FLOOD LIGHTS WITH ELECTRIC EYE CONTROL NLU'IARIC ITEM Rb. PI rBIU.0 KEYED LOCK N SELF-CLOSING STEEL DOOR WITH SECURITY HRYoE6, WRY 35 6CRELS ON ALL DOOR HINGES BUILDING FLOOD LIGHTS 111114 ELECT/BO EYE CONTROL CLU'IARC ITEM 140.... MIEFGLrISFlL) LI FRICNT COINER 2earteY YOAFATOR IINE.LOOK• SAFE ALARM SYSTEM AND CCTV DECALS ,BWLONG FLGOD' i4T5 WTH ELECTRIC EYE CONTROI- (LWARIG gem. MINPfGI.1761•U.L) 'r1'PJ.00 (• SAFE DECAL ''WALIN IT6YSTEC1 DECAL A® ' rr- tv: rXw•.al Awn. no U nu I I I I I I I I I I 1 I I I PI w SECURITY CONTACTS SCALE: V2 • • 2-0• W TER: R ELEVATION OF PICK -IF WINDOW KEYED LOCK 11 SELF-CLOSING DOOR UON G 35' SCREWS ON ALL DOOR HRNC>E6 CD> SECURITME •IMELOCK• SAFE DECAL 4•• AFF o✓ALAR1 SYSTEM DECAL AND CCTV DECAL ABOVE OR BELOW •TI•EI-OCC SATE DECAL le/AL SYSTEM DECAL -Al, .. 'lf.TN flFr..m ANTIC !IC lI-1 TI LS'LJ_1=11 SECURITY ICEO.AD 68' AFF .IADT IFORMATIOH STICKER ABOVE SECURITMEYPAID LOCATION 3dOR ELEVATION AT FR761Y MACPE SITE POLE LIGHTS CLIANn - r AND LOCATION MAY VARY ACCO NDIN G TO 6PECEIC SITE REGUIRETBNTS p KEXSa�OQK NN9RF-p.06NG DOCK 1.15,6 3S' SCREWS ON ALL DOOR iNIY£.8 ELOCK• /SAFE DECAL IS•. AFT. . . 6YEIEM VE _ SITE POLE LIGHTS CCTV, D EGAL ABO CR BELOU GUMMY aro LOCATION MAY VARY ACLORDING TO SPECIFIC ' 48SAS• IIiOIY 4T IRONRAL/NG TO GE.POIDE RCOATED •SAFTEY map. lii7L,151998 RECEIVED CITY OFTUKWILA`, JUL 16 1998 PERMrr CENTgR 605.101, OGE 21 May 1998 ICI 11 1 1 1 mrnb SLIVAL4YI411Y. TuauLA ISISHIFISITON LIQD7b 6TTIIE 0 PRELIMINARY O BIDDfl CONS1RUCTICN Ni46 FIAT . eAsis.ecnep COOKIRS ceuarPcawm- FRONT LIE EC SECURITY CAMERA, 18 m �T SECURITY CAMERA/MONITOR LOCATION I' 1 SCALE: U2 • • -0• MERIOR ELEVATION CF REAR COUNTER �i■ • � • 4 / SCALE: K • 7- P> SI C ELEVATION 5UTTON O> SECURITY SIGN W R CF REAR DOOR BUILDING FLOOD LIGHTS WITH ELECTRIC EYE CONTROL NLU'IARIC ITEM Rb. PI rBIU.0 KEYED LOCK N SELF-CLOSING STEEL DOOR WITH SECURITY HRYoE6, WRY 35 6CRELS ON ALL DOOR HINGES BUILDING FLOOD LIGHTS 111114 ELECT/BO EYE CONTROL CLU'IARC ITEM 140.... MIEFGLrISFlL) LI FRICNT COINER 2earteY YOAFATOR IINE.LOOK• SAFE ALARM SYSTEM AND CCTV DECALS ,BWLONG FLGOD' i4T5 WTH ELECTRIC EYE CONTROI- (LWARIG gem. MINPfGI.1761•U.L) 'r1'PJ.00 (• SAFE DECAL ''WALIN IT6YSTEC1 DECAL A® ' rr- tv: rXw•.al Awn. no U nu I I I I I I I I I I 1 I I I PI w SECURITY CONTACTS SCALE: V2 • • 2-0• W TER: R ELEVATION OF PICK -IF WINDOW KEYED LOCK 11 SELF-CLOSING DOOR UON G 35' SCREWS ON ALL DOOR HRNC>E6 CD> SECURITME •IMELOCK• SAFE DECAL 4•• AFF o✓ALAR1 SYSTEM DECAL AND CCTV DECAL ABOVE OR BELOW •TI•EI-OCC SATE DECAL le/AL SYSTEM DECAL -Al, .. 'lf.TN flFr..m ANTIC !IC lI-1 TI LS'LJ_1=11 SECURITY ICEO.AD 68' AFF .IADT IFORMATIOH STICKER ABOVE SECURITMEYPAID LOCATION 3dOR ELEVATION AT FR761Y MACPE SITE POLE LIGHTS CLIANn - r AND LOCATION MAY VARY ACCO NDIN G TO 6PECEIC SITE REGUIRETBNTS p KEXSa�OQK NN9RF-p.06NG DOCK 1.15,6 3S' SCREWS ON ALL DOOR iNIY£.8 ELOCK• /SAFE DECAL IS•. AFT. . . 6YEIEM VE _ SITE POLE LIGHTS CCTV, D EGAL ABO CR BELOU GUMMY aro LOCATION MAY VARY ACLORDING TO SPECIFIC ' 48SAS• IIiOIY 4T IRONRAL/NG TO GE.POIDE RCOATED •SAFTEY map. lii7L,151998 RECEIVED CITY OFTUKWILA`, JUL 16 1998 PERMrr CENTgR 605.101, OGE 21 May 1998 ICI 11 1 1 1 mrnb SLIVAL4YI411Y. TuauLA ISISHIFISITON LIQD7b 6TTIIE 0 PRELIMINARY O BIDDfl CONS1RUCTICN Ni46 FIAT . eAsis.ecnep COOKIRS ceuarPcawm- WALLS (CONTINUED) • FURNISHED BY INSTALLEDBY O GC ES O GC ES CERAMIC WALL TILE C4 (RESTROOM ACCENT) 'DAL -TILE #D -1462 TEAL 41/4',4 V4' WALL TILE w/ MAPEI/DAL-OUAUTY 60 WHITE GROUT • • • NON -TILE WALL FINISH (FOOD PREP AREA) 48 ALMOND ' FRP 'w /J MOLDING t. CORNER TRIM TO MATCH • CEILING • WALLCOVERING WC -B1 (BACKGROUND ZONE) GENON s2NG -345 COLISEUM 11 (54' WIDE) (FASHION) • • • WALLCOVERING WC-B2 (BACKGROUND ZONE) 'POSSIBILITIES NWEN -2079 TRIANGLE (2T WIDE) (GILFORD) 'BENJAMIN MOORE' WENDY'S 1 IGHT BEIGE REGAL AQUA VELVET (319) • • WALLCOVERING WC -C (ACCENT ZONE) 1)OROSEAL' DESERT SAND S582138BWE SPRUCE (54' WIDE - 8 STRIPS PER YARD) (SINGER) STAIN COLORS S1 • • PANEUNG (HIGH IMPACT ZONE) 'GEORGIA PACIFIC' SIERRA OAK 48,(96,1/4' PREFINISHED WOOD PANELING w/J MOLDING 6 CORNER TRIM TO MATCH • 'DAL TILE' DAL MATTE GLAZED WALL TILE BD 735 ALMOND 4 1/4 - ,41/4 - WALL TILE w/MAPEINAL OUAUTYW WERE GROUT • PANELING (HIGH IMPACT ZONE) . MARLRE . 1 312 -S2V COLONY OAK 16'#96'X PLANKS w/ J MOLDING 6 CORNER TRIM TO MATCH • • • SEATING CERAMIC WALL TILE C 3 (KITCHEN) LIGHTING • 1 TABLES 20'X24• (STANDARD) 'NU -STONE ' TABLE TOPS - ONE PIECE SOLID SURFACE COLOR: MOCHA GLACE DECORATIVE UGHT E -1 • • TABLES 24'X 42 (STANDARD QUAD BOOTH ONLY) TABLE TOPS IN PL -1 w/ VINYL EDGE TO MATCH DECORATIVE UGHT E -2 • • FREESTANDING TABLE BASES FALCON 8203-22 (20'X24' TOPS): BROWN EPDXY FALCON 1204 -2230 (24'x42 TOPS): BROWN EPDXY GENERAL LIGHTING B-1 • • CANTILEVERED TABLE BASES (GLAD BOOTH) PREFINISHED WALL MOUNTED CANTILEVERED TABLE BASE GENERAL LIGHTING B-2 • • CHAIRS SHELBYWIWAMS SCE-3 BENIN/COD IN NATURAL FRAME UPHOLSTER UP -2 GENERAL LIGHTING B3 • • BOOTH SEATING VINYL UPHOLSTERED BOOTH WITH REMOVABLE SEAT AND BACK OF, HIGH DENSITY COMMERCIAL FOAM. FRAME FINISHED IN PL -1, OAK TRIM FINISHED IN S1 BOOTH BASE IN PL-5 AND TILE ACCENT TRIM C-2, UPHCSTER AS SHOWN BELOW ACCENT LIGHT F -1 • • UPHOLSTERY UP -1 NAUGAHYDE 155361 PLUM - WLLSONART #1531.13 UGHT BEIGE • • UPHOLSTERY UP -2 NAUGAHYDE .US426 GROTTO 'FORMICA' 1942 NILE • • UPHOLSTERY UP-3 NAUGAHYDE #PH54 GRAPE - WILSONART #D43 -6 DOESKIN • • COMMON FINISHES I (CONTINUED) ' FURNIS)EDBY INSTALLED BY O GC ES 0 GC ES LAMINATE PL -5 (BOOTH. BASE) . PIONITE . *ST637 CHOCOLATE SUEDE - - • • PAINT COLORS P -1 'BENJAMIN MOORE- WENDYS PURPI F SATIN IMPERVO ENAMEL (235) TINT TO CUSTOM COLOR .1386 PRIME w217 ALKYD ENAMEL • CEILING • PAINT COLORS P -2 'BENJAMIN MOORE. WENDYS GROTTO SATIN PAPER. ENAMEL (235) • CI Hi NG 111E CI I (DINING 110( SA) 01111511 III Cl IKI ICIO N) DRYWALL (HL S I ROOM) • TINT TO CUSTOM COLOR .742 PRIME w217 ALKYD ENAMEL PAINT COLORS P -3 'BENJAMIN MOORE' WENDY'S 1 IGHT BEIGE REGAL AQUA VELVET (319) • , • TINT TO CUSTOM COLOR .239 PRIME w /201 LATEX SEAL STAIN COLORS S1 'BENJAMIN MOORE NATURAL STAIN (241 -56) 'BENJAMIN MOORE POLYURETHANE SATIN FINISH (435) • • CERAMIC WALL TILE C I (RE STROOMS) CERAMIC TILE ACCENT C 2 (DINING ROOM /RESTROOMS) 'DAL TILE' DAL MATTE GLAZED WALL TILE BD 735 ALMOND 4 1/4 - ,41/4 - WALL TILE w/MAPEINAL OUAUTYW WERE GROUT • • - DAL TILE PATTERN sN214 CASCADE. FACTORY MOUNTED STRIP OF 2,2 PERMATONE 6 DAL KEYSTONE TILES - . 12,2, STRIPS CUT TO 6 (ASH ROSE) .6572 (TEAL) 26.536 (SPICE) .6510( GRAPE)B DK-8 8 (MALT).0K368(VIOLET) QUALITY S88 DUSTY ROSE GROUT • • CERAMIC WALL TILE C 3 (KITCHEN) LIGHTING • 1 • • DECORATIVE UGHT E -1 CEIUNG MOUNTED METAL PENDANT. FACTORY SHADE FIXTURE POWDER COATED GROTTO FINISH & G30/60w LAMP • • DECORATIVE UGHT E -2 WALL MOUNTED METAL FIXTURE IN POWDER COATED GROTTO FINISH w/A19/75 WATT LAMP • • - - GENERAL LIGHTING B-1 2'X4' FLUORESCENT RECESSED FIXTURE w/ (3) 32W T -8 LAMPS 35K w/ CLEAR PRISMATIC LENS • • GENERAL LIGHTING B-2 2k4 FLUORESCENT RECESSED FIXTURE w/ (3) 32W T -8 LAMPS 35K w/ GOLD PARABOUC LENS • • GENERAL LIGHTING B3 2x4' FLUORESCENT FLANGED FIXTURE w/ (3) 32W T-8 LAMPS 35K w/ CLEAR PRISMATIC LENS FOR DRYWALL CEILING •. • ■ ACCENT LIGHT F -1 RECESSED CAN WITH GOLD REFLECTOR AND A19/100 WATT INCANDESCENT LAMP • • - WLLSONART #1531.13 UGHT BEIGE + • LAMINATE PL -3 (COUNTER ACCENT) FLOQRING C I . D GC ES O CARPE I (ST ANOMIE, CALIPH (AI It RNA'L ) PAD / I HANSI TK)N STRIP DE CORM FLOOR 111E 111 IT ININD H(A)M) DI EI%IAIIVE EIO(NT TILE I11 MINING H( %AA/ KI ICHI N 11OO511LE 11 2 KI ICIIEN F I(X)R TILE i12 (AI TI HNATE) 611511E MAIS - US AXMINSTE R' SW6207 - LURIKRPE - US R' SW6207 GRAS 'MAST AND 16397 A L E A N A PATIE RN HARIE X 34' CONTRACT CUSHION w /IOU 135 'TACK TRANSITIONAL STRIP w /BROWN VINYL INSERT . CTIOSSVILLE - 6'X6r CROSSIRE AD M/9 DY SMOKE w/ MAPS ORAL OUAt ITV N 7 GROUT - 1 IANDRE - 3RANIT 1 10690 BAVE NO SR 1(5150 RESISTANT) 6',S III w/MAPEI M2 MOCHA GR(XIT - DAL TILE /3,6 SURETRE AD )ED wB - COVE BASE 6 MAPEVDAL QUALITY It47 CHARCOAL GROUT - GERMS TEX - rr E - TRUTRED . .08 , 6' COVE BASE 6 MAPEVDAL QUALIT Y 047 CHARCOAL GROUT RI1 SE MATS IWOS.3 VINYL TREAD MST SAS THICK VINYL HINGE ROLL UP SAW US MILL FINISH RECESSED FRAME 32,48 - • • • • • • • SALAD BAR • �, • 1• CEILING • TRASH UNITS CONDIMENT STAND TOILET PARTITIONS VANITY TOP DOORS CORIAN TOP (SS 11 *ACCENT IN PL 3 AND BASE IN PL 1 CI Hi NG 111E CI I (DINING 110( SA) 01111511 III Cl IKI ICIO N) DRYWALL (HL S I ROOM) - CI IOIEX .MT453 PARCHMENT 24 REVEAL EDGE CL IL LNG TILE w/ DX SYSTEM. COLOR TO MATCH TILE - USG'/GYPSUM CEILING PANELS 13270 WHITE wIDX SYSTEM GRID COLOR TO MATCH CEILING TILES SMOOTH PAIN TED DR /E1P...S,H P3 . . . • • • Q WALLS CORIAN VANITY w/INTEGRAL BOWL AND BACKSPLASH. COLOR BONE • • CERAMIC WALL TILE C I (RE STROOMS) CERAMIC TILE ACCENT C 2 (DINING ROOM /RESTROOMS) 'DAL TILE' DAL MATTE GLAZED WALL TILE BD 735 ALMOND 4 1/4 - ,41/4 - WALL TILE w/MAPEINAL OUAUTYW WERE GROUT • • - DAL TILE PATTERN sN214 CASCADE. FACTORY MOUNTED STRIP OF 2,2 PERMATONE 6 DAL KEYSTONE TILES - . 12,2, STRIPS CUT TO 6 (ASH ROSE) .6572 (TEAL) 26.536 (SPICE) .6510( GRAPE)B DK-8 8 (MALT).0K368(VIOLET) QUALITY S88 DUSTY ROSE GROUT • • CERAMIC WALL TILE C 3 (KITCHEN) - DAL DAL MATTE GLAZED WALL 71LE BD-735 ALMOND 41 /4',41 /4 -OUAUTY 20 WHITE GROUT • 1 • MISCELLANEOUS FURNLST ED BY I6T AIJEO BY D GC ES O GC ES FRONT COUNTER CORIAN TOP (551) *DROP EDGE IN PL -3 BASE IN PI, TILE ACCENT TRIM C -2 AND OAK TRIM IN Si • • SALAD BAR CORIAN TOP (SS 1). DROP EDGE PL -3. BASE PL -1. TILE TRIM C-2. OAK TRIM INS 1 *SNEEZE GUARD TO MATCH SERPENTINE • • TRASH UNITS CONDIMENT STAND TOILET PARTITIONS VANITY TOP DOORS CORIAN TOP (SS 11 *ACCENT IN PL 3 AND BASE IN PL 1 + • CORIAN TOP (55 1) w/DROP EDGE IN PL BASE IN PL 1. TILE ACCENT TRIM C 2 AND OAK TRIM INS 1 • • . MARLITE MCP LAMINATE FINISH 1920 ALMOND CORIAN VANITY w/INTEGRAL BOWL AND BACKSPLASH. COLOR BONE • • •MARUTE• HPL DOORS OUTSIDE FACE IN PL 4. INSIDE FACE IN PL 2 SERPENTINE RAIL WROUGHT IRON POWDER COATED FINISH BEK007U TEAL (PORTER PAINTS OR EQUAL) w2',4 OAK RAIL w/ EASED EDGES + • DINING ROOM WINDOW BLINDS SOS. TCR SOLAR SHADE QO 1 MUSHROOM SAND SHEER WEAVE FABRIC SILL( PLANTS HANGING PLANTS AND BUILT IN PLANTERS PER PLANS A WALL DECOR CASCADE DECOR PACKAGE • COMMON FINISHES SOLID SURFACES SS .1 (COUNTERTOP - STANDARD) CORIAN - BONE (1 THICK) • • LAMINATE PL-1 (TABLE TOP/COUNTER BASE) WILANART *4141.90 MOCHA GLACE • LAMINATE PL -2 (DOORS) - WLLSONART #1531.13 UGHT BEIGE + • LAMINATE PL -3 (COUNTER ACCENT) 'FORMICA' 1942 NILE LAMINATE - PL -4 (DOORS) - WILSONART #D43 -6 DOESKIN ASCADE f#NiSH SCHEDULE 3/23/95 CASCADE FINISH SCHEDULE 3/23/95 CASCADE FINISH 3/23/95 CASCADE FINISH SCHEDULE 3/23/95 bQ OAK TRIM H/EA£ET7 ECG. (Ys RATJRS TOP ATV BOTTOM) Dqg .JJfl 24 PRE-MG/NT T asubmic LE ACC p (awe RA t GROUT TO EE MN. W50/DUSTY LATEX GN.LK TO MATCH 6RO1.17 AT TLLFJY'M17D TRANSIT'. $ G a Gl $ F lT G' L 1 .i J'L J . .: , �� �i G G �', A G I E G A GI` i II GIB A F j3 {{ F G ¢ JJI G G - F 1 � ' q j ' 2 TILE FACTORY MOUNTED STRIP 7i :13 d J t ^'C��/ I 174 STRIP CUT T &K2, WITH A _ nJ G I OKpb - MALT 6603 - ASH RC5E 6672 - TEN_ 6512 - GRAPE PATTE21.4 NO TILE COLORS AS 6610(24N (PATTERN 15. 1 6.16 - SP CE r F 17136E - vKZET 5 CITYOFT ' JUL 1 6 1998 PERMIT CENTER JUL 15 x,998 DDh1...... G9111111 ©11©...... INDEX TO SPECIFICATIONS DIVISION 1 - GENERAL SPECIFICATIONS SPECIFICATIONS OF CONSTRUCTION CONTRACT WITH WENDY'S INTERNATIONAL, IOC. DIVISION 2 - SITE VIRK EXCAVATION, BMX FILLING. GRADING ASPHALT PAVING CONCRETE PAVING STRIPING AND PARKING BLOCKS CURBS LANDSCAPING PLANT GUARANTEE AND REPLACEMENT UTILITIES DIVISOR 3 - CONCRETE FO TINES SLABS AND FOOTINGS SIDEWALKS AND RAMPS SIDEWALK PAVERS PAVING CONCRETE PADS DIVISIION 4 - MASONRY GENERAL MORTAR FOR FACE BRICK FACE BRICK DIVISION 5 - METALS VROJMR IRIS RAILING OUTSIDE - REQUIRED WROUGHT MON RAILING SERPENTINE RAIL @NERED. DIVISION 6 - CARPENTRY ROUGH CARPENTRY STRUCTURAL LUMBER NAILING SCHEDULE TRUSS .GISTS FINISH CARPENTRY VALK -IN COI.ER/FREEZER /DRY STORAGE DIVISIOS 7 - iGISTIRE CONTROL DELIVERY HANDLING STORAGE OVERNIIOI COVER ROOFING AND SHEET NETAL SURFACE PREPARATION WIND DECKS IEMORME BUILDING INSULATOR INSULATOR ATTAC14E1'4T (MECHANICAL) FLASHING PERIMETER LAPS CAULKING CAWING MATERIALS PROJECT / SITE CLEAR -1P INSPECTIINS CITRACTOR WALWICATIIN ASSURANCE WARRANTY SERIES II FASCIA PANEL SYSTEM DIVISION 8 - DOORS, STOREFRONT AND VIICWS ALUONON ENTRANCE IRIRS AND STOREFRONT STEEL SERVILE DOORS AND FRAMES PREMIERED DOCK PICK -UP WINDOW DIVISUM 9 - MIRES STUCCO (ALTERNATE FINISH NO.1) STUCCO (ALTERNATE FINISH NI 2) FLOOR MG WALL TILE INSTALLATIN EXTERIOR DECORATIVE VALL ID1 NTERIIR VALL AND FLOOR TILE GYPSUM DRYVALL SUSPENDED CEILING SYSTEM CARPET CARPET INSTALLATDN WALL COVERING FIBERGLASS REINFORCED PULYESTER (FRP) PANELS PANTING EXTERIIR TR N EXTERIOR FENCES AND ENCLOSURES INTERMIR TRN DIVISION D - SPECIALTIES EXTERB R TRASH ENCLOSURE GENERAL SIOAGE KITCHEN EQUIPMENT 11® FIRE SUPPRESSDN SYSTEM AND PORTABLE FIRE EXTINGUISHERS COMMUNICATION SYSTEM PUBLIC RP-STRO M DOORS / PARTITIONS PUBLIC RESTROOM ACCESSORIES ROCS MENTIFICATICS SIGN ADA RESTROOM IDENTIFICATDN SIGN STAINLESS STEEL CIDERS WALL DECOR SILK PLANT PACKAGE FLOOR MATS DIVISION 11 - PLUMBING WATER CLOSETS • LAVATORY URINALS MOP SINK FIXTURES AND EQUIPMENT DIVSMN 12 - HEATING AND VENTILATION DIVISION 13 - ELECTRICAL APPROVED SUPPLIERS LIST CONTRACTED, BID SHEET DIVISION I - GENERAL SPECFICATIINS WENDY'S INTERNATBNAL, INC. CONSTRUCTION UGNTRACT THIS CNTRACT IS MADE TIES DAT IF 199_ BETWEEN WENDY'S INTERNATIONAL, INC. (VENN'S) OF 4288 V. DUBLIN-GRANVILLE ROAD, DUBLIN, OED 43017 911 ('UMTUACTOR7 OF 114 CONSIDERATION OF THE PROMISES SET FORTH DELOV, THE PARTIES AGREE AS FOLLOWS ARTICLE I - CONTRACTORS VOW L CONTRACTOR SHALL CONSTRUCT (SUCH COSTRUCTIII REFER ZD TO HEREIN AS THE 'VIM') ON THE PREMISES, AS DEFIED 14 ARTICLE 2 BELOW, A VENDY'S RESTAURANT AND OTTER IWRIVERMNTS IN ACCERDANCE WITH THE DESCRIBED PLOT PLANS, PLANS AND SPECIFICATIONS_ DESCRIBED BY SHEET !AMBERS AND REVISOR BATES AS PROVIDED BY EXHIBIT 'A' AND IM.TRPIRATED INTO THIS DISTRACT. 2. CIRTRACTER HEREBY ACIMAVLEDGES RECEIPT IF ALL OF SUCH CISTRUCTIDN DOOUENTS, IN DUPLICATE, AND HAS INITIALED NNE IT SUCH SETS, VFECH INITIALED SET CONTRACTOR SHALL DELIVER TO VENDY'S WITHIN C5) BUSINESS DAYS HERE9, ,FELL LL WHICH ARE HEREBY INCORPORATED INTO THIS CONTRACT. ARTICLE 2 - THE PREMISES THE RESTAURANT SHALL BE CISTRUCTED ON THAT REAL PRIPERTY (THE "PREMISES') CO PI LY TOWN AS IN THE CITY HE COUNTY OF STATE IF AS 1N WIRE PARTICULARLY DESCRIBED ON THAT CERTAIN SURVEY ER SUCH PARCEL DATED MATE BY RECEIPT LL A CORY OF WHICH SURVEY CONORACTIR HEREBY ACKNOWLEDGES - ARTICLE 3 - CONTRACT SON L VENDY'S SWILL PAY CONTRACTOR THE SUM IF DOLLARS S (THE CONTRACT SUMO IN ACCORDANCE VIOL TIE TERNS OF THIS CONTRACT. THE CONTRACT SUM MIMES AND CONTRACTOR SHALL BE SMELT RESPONSIBLE FOR ALL FEDERAL, STATE AND LOOAL TAXES, INCLUDING VIII UT LIMITATION EXCISE TAXES, USE TAXES AND RETAILERS OCCUPATIONAL TAXES Z THE CONTRACT SUN DOS NCT IIVIUDE THE PURCHASE PRICE AND SHOPPING LOST OF THE ITEMS LISTED ON EXFIEIT 'NF HERETO, TAUT DOES INCLUDE INSTALLATION OF SUCH ITEMS NT CONTRACTOR AS NOTED THEREON. CONTRACTIR SHALL BE RESPONSIBLE FIR RECEIVING ULOADDNG, INVENTORYING, WAREHOUSING, PROTECTING, 1MARINO, ASSEMBLING AND INSTALLING SANE IN THE SAME AMBER AS PURCHASED BY CONTRACTOR ARTICLE 4 - START BATE L CONTRACTOR SHALL COMMENCE CONSTRUCTION WITHIN FIVE (5) CALENDAR DAYS AFTER WRITTEN NOTICE FROM WENDY'S. 2 SUBSTANTIAL COG -ETIIN M TIE WORK SHALL BE NO LATER TWIN CALENDAR DAYS AFTER CONTRACTOR 15 GIVEN NOTICE TO COMMENCE VIRK, FOR PURPOSES OF THE PARAGRAPH, SUBSTANTIAL COMPLETION SHALL BE TIE EARLIER IF THE DATE THE RESTAURANT OPENS FIR BUSINESS OR THE DATE A CERTIFICATE OF OCCUPANCY A ISSUED. 3. WRITTEN REOESTS FOR EXTENSORS DF TIME SHALL BE GIVEN TO WENDY'S BY CONTRACTOR WITHIN FIVE C5) DAYS AFTER THE OCCURRENCE IF THE BASIS FOR NE EXTENSOR REQUEST. AG SUCH REQUEST SHALL BE DEEMED GRANTED UNLESS EXPRESSLY AGREED TO BY WENDY'S IN WRITING. ARTICLE 5 - PERFORMANCE AND CONTRACT BIND/LETTER IF CREDIT L WHEN REWIRED BY WENDY'S, CONTRACTUR SHALL PROVIDE WENDY'S WITH A CONTRACT DOD OR LETTER OF CREDIT IN THE FILL MIORNT OF CONTRACT SUM. THE BIND SHALL NAME WENDY'S AS OBLIGEE AID IF LIT OEM IF MEDIT, SHALL BE MADE IN WENDY'S FAVOR AND SHALL BE IN A FORM AND WITH A SUETY COMPANY IR BANK APPROVED BY OWNER THE BOND AND LETTER OF CREDIT SHALL ENSUE WELL AND FAITHFUL PERF6DWCE ff EACH AND EVERY COMMON IF TIES CONTRACT) AID. SHALL BDEPRITY WENDY'S AGAINST ALL DAMAGES SUFFERED BY FAILURE TO PERFORM UNDER THIS CONTRACT. a AT WENDY'S REQUEST, CONTRACTOR SHALL FURNISH WENDY'S, WITHIN FIVE (5) BUSTERS DAYS OF SUCH REOIESTS, INFORMATION DEEMED NECESSARY BY VENDY'S TO SHOW THAT CONTRACTOR IS FINANCIALLY SOLVENT AND CAPABLE CIF FILLY PERFORMING UNDER THIS CONTRACT. W, IN WENDY'S SOLE .GDOENT, CONTRACTOR S FOUND NOT FINANCIALLY IESPONIBLE IR CAPABLE, THEN VENDY'S BY WRITTEN FKSTICE,TERMOUiTE THIS CONTRACT WITHOUT FURTHER OBLIGATION TO CONTRACTOR OTHER THAN ID PAY CORRACTIR FIR TIE VALUE OF TIE WONT 114 PLACE AT THE TILE OF TERMINATES ARTICLE 6 - PERMITS CONTRACTOR SHALL OBTAIN ALL LICENSES, PERMITS, APPROVALS AND CERTIFICATES (COLLECTIVELY, THE ' PERMITS') NECESSARY TO COMPLETE THE WOLK 114 COMPLIANCE WITH ALL APPLICABLE RULES AND REGULATORS, MESS OBTAINED BY WENDY'S. ARTICLE 7 - INSURANCE L PIQOR TO COMENCEIENT OF WORK, CONTRACTOR SHALL FURNISH WENDY'S WITH CERTIFICATES IF INSURANCE, RAMC WENDY'S AS AN ADDITDNAL RETIRED, AS THEN INTERESTS MAY APPEAR, EVIDENCING THAT C TTRACTRR HAS OBTADED THE INSURANCE COVERAGE STATED BELOW IRON COMPANIES HOMING A GENERAL RATING 41 OR BETTER AS SET FIRTH IN THE MOST CURRENT ISSUE OF BEST KEY RATING INSURANCE CEDE, SIMI CERTIFICATES VILL PROVIDE THAT WENDY'S WILL RECEIVE AT LEAST THIRTY (301 DAYS PRDR WRITTEN INUTILE AM ANT MATERIAL CHANGE IN, IR CANCELLATION IF, SUCH INSURANCE. 0. CBQPREHENSIVE GENERAL LIABILITY INSURANCE INCLUDING A BROAD FERN EHDONSEIE`4T AND A BROAD FIRM PROPERTY DAMAGE ENIRSEMENT WITH LIMITS MGT LESS 11494 *1,000,000 CCSH1ED SINGLE LIMIT. IF APPROPRIATE, CONTRACTOR SHALL ALSO MAINTAIN SCAFFOLDING MID DEHAITIO1 INSURANCE. • B VIRKERRS COMPENSATION INSURANCE IN ACCORDANCE V1T14 APPLICABLE STATE REQUIREMENTS C. EMPLOYERS' LIABILITY INSURANCE 114 AN AMOUNT NOT LESS INN' *100,000 B COMPREHENSIVE AUTOMOBILE LIABILITY INSURANCE INCLUDING WINED, 404 -OWNED AND HIRED COVERAGE IN AN FOUNT NOT LESS THAN *500,000 COOLED SINGLE LIMIT. E. CONTRACTOR SHALL ALSO SATISFY ANY INSURANCE REQUIREMENTS NECESSITATED BY ANY`PERTIENT GOVERNMENTAL AUTHORITY. F. CONTRACTOR SHALL MAINTAIN BUILDER'S RISK COVERING TIE PREMISES, SUCH INSURANCE SHALL BE WRITTEN ON AN ALL RISK BASIS, AND WILL COVER ALL TIE VIM UNTIL WENDY'S FDA. ACCEPTANCE IF INC. 2. AT ITS ELECTIIM, WENDY'S MAY WAIVE THE REQUIREMENT THAT CONTRACTOR MARITAN THE INSURANCE SET FIRTH IN PARAGRAPH 7.1-1 IN SUCH INSTANCES, WENDY'S VDLL BEAR T141 RISK OF LOSS TO THE BUILDING STRUCTURE AND ANY EQUIPMENT IF FIXTURES ATTACHED IR INSTALLED TO THE 1521DDG STRUCTURE VENDY'S WILL ICI BE RESPONSIBLE FIR ANY EQUIPMENT OR PERSONAL PROPERTY OF THE CONTRACTOR IR ITS AGENTS UNDER HESE CIRCUMSTANCES. - ARTICLE 8 - RISK IF LOSS 1.114 THE EXCEPTION OF THE RISK OF LOSS ASSUMED BY WENDY'S WHEN THE REQUIREMENT TO MAINTAIN THE INSURANCE SET FIRTH IN PARAGRAPH 71 -F S SPECIFICALLY WAIVED BY WENDY'S, CONTRACTOR ASSUMES AIL RISKS HAZARDS, MID CONDITIONS IN CI*ECTDN WITH THE PERFORMANCE OF 'THIS CONTRACT, AND COTRACTIR-HALL BE SOLELY RESPONSIBLE FOR TFE WORK UNTIL FINAL ACCEPTANCE AM THE - COMPLETED WOtK ARTICLE 9 - CONTRACT T c5....a TS /c' TOOY rr PUPA TIE AGREEMENT AND EACH IF THE CONTRACT DOCUENTS ARE CIPLEIE NTARY, AND THEY SHALL BE INTERPRETED SO THAT WHAT S CANED FOR BY QE SHALL DE AS team AS IF CALLED FOR MOLD THE a:MACON OBSERVE ANY CONFLICTS WITHIN THE CONTRACT DOCUMENTS, FE SMALL BRING TIEN TO VENN'S ATTENTION FIR DECIEI N. AND REVISION. AT ONCE THE CONTRACTOR SHALL SECURE WRITTEN I14119(CTI N FRO WENDY'S BEFORE PROCEEDING VITA ANY WIRE AFFECTED BY CIFLICTS, RMSSIIS DR DISCREPANCIES N THE CONTRACT. S3(TRACf -R SHALL RETAIN ME OUSTUBY III (EXCEPT AS REWIRED Flit THE PERF6tl1AICE OF THE VONO, ALL TRAVDGS, PLANS, SPEMICATDNS AND ANY COPIES THEREOF FURNISHED TO CONTRACTOR BY VENDY'S. A CCNSIOMD SET IT SUCH 'RAVINGS, PLANS, AND SPECIFICATIONS SHALL BE KEPT ON THE PREMISES AT ALL IDES RIME E- TIE MORSE IF COSTRTETDN ALL DRAVDGS, PLANS SPECIFICATIONS AND CIRIES THEREOF FURNISHED BY VENDY'S SMALL RERAN VENDY'S AND SHALL BE RETURNED TO WENDY'S AT THE COMPLETION AM THE VCRI(, TOGETHER WITH A C1PLETE SET OF 'AS- BUILT' PLANS. ARTICLE 10 - METICD OF PAYMENT L UPON SATISFACTORY PRIXRESS IF THE YORK AND WENDY'S RECEIPT OF COMPLETED AND SIGNED PROGRESS PAYMENT REC ISIS %ENDY'S WILL HAKE PAYMENTS ON TIE CONTRACT EXCEPT WHEN IN VENDY'S OPINION R IS NECESSARY TO PROTECT VENDY'S FROM LOSS DUE TO DEFECTIVE VIRK NOT REMEDIED, CLAIMS OR LIENS ON THE PREMISES, MUSE EF TPRTRACTO, TO 1AKE PATIENT PROMPTLY TO SUBCONTRACTORS OR MATERIAL 9PPLIRS, IR UNSATISFACTORY 11SECUTI14 OF THE WORK. Z TFRAXiAT THE COURSE OF THIS CONTRACT, CONTRACTOR SHALL MAW NP NOT IURE THAN FOUR (4) PROGRESS PAYMENT R 4141515 FOR SUBMISSION TO WENDY'S %HEN THAT PORTION OF TIE VIM ASSOCIATED WITH EACH RESPECTIVE PAYMENT REQUEST HAS BEEN COPLETEB EACH REQUESTS SHALL BE SUBMITTED ON VENDY'S APPLTCATIIN AND CERTIFICATE FOR PAYMENT FORM. 3. THE LAST PROGRESS REQUEST SHALL INCLUDE A COMPLETE LIST OF ALL SUBCONTRACTORS AND MATERNAL SUPPLE, D[7 tmnr. MMES, ADDRESSES AND TELEPHONE NUMBERS, USED FOR THE WORE 4. PRIMMER PAYIFM4TS SHALL BE IN PIRTIi41 EF THE CONTRACT SUN AS SHALL REFLECT THE VALUE OF TIE WORK 114 PLACE MESS ma nn ALREADY PAID TO CONTRACTOR), LESS TIE 10X 141599AGE AND ANY AMOUNTS PECEMARY 11 NOW ETE TIE WORK 5. FORTH AMID FINAL PAYMENT 10X [F O NTRACT SUM SHALL BE PAID AFTER THE RESTAURANT IS OPEN, ALL FIRN14EB COST1ETID( ITEMS (DNCLU 1141 POCH LIST) ARE CIBPLETED, AND ALL TEST REPORTS, CERTIFICATBIS, WARRANTIES, PERMITS AND FINAL CHANGE ORDERS HAVE BEEN DELIVERED TO WENDY'S. 6. PROM TO RELEASE OF TIE FINAL PAYMENT, THE FOLLOWING DUCO(ENTS, COMPLETED AND VALIDLY EXECUTED MUST BE DELIVERED TO WENDY'S. A CONTRACTORS FINAL WAIVER IF LIEN (FULLY EXECUTED BY ALL SUBCONTRACTORS AND SUPPLIERS) CERTIFYING THAT THERE ARE Mi LIENS ON PPE PROJECT AND THAT ALL SUBCONTRACTORS AND MATERIAL SUPPLIERS AND OTHER POTENTIAL LIES HAVE BEEN PAID IN 111. S CERTIFICATE 1F QLCPANCY C AS REQUITED BY MINDY'S IN THE BID DOCUMENT, CONCRETE OR ASPHALT PAVING CERTFICATION (CERTIFYING 333- BASE. BASE, AND SURFACE PREPARATION AND APPLICATION/ B CONY IF COPLETE 'AS- BUILT' PLANS E CERTIFICATION IF ANY INFER ITEM OR MATERIAL REASONABLY REQUESTED BY WENDY'S. F. CONTRACTOR'S CONCURRENCE WITH PUNCH UST AS DESCRIBED BELOW IN ARTICLE 12. 7. ALL ITEMS REQUIRED IN CONNECTOR WITH THE FINAL PAYMENT SHALL BE COMPLETED AND SUBMITTED BY CONTRACTOR WITHIN THIRTY (30) DAYS OF RESTAURANT OPENING. 8. N TIE EVENT CONTRACTOR DOES NOT TIELY COMPLY WITH ANY OF THE REQUIREMENTS SET FIRTH ABOVE FOR THE FINAL PAYMENT, W11DY'S SHALL RETAIN ALL OF THE REMAINDER CIF THE CONTRACT SUM TO PROTECT VENDY'S AGAINST ANY LIEN RIGHTS IR CLADS, UNTIL ALL REQUIREMENTS FOR THE FINAL PAYMENT HAVE BEEN SATISFIED. A ALL CERRECTLY COPLETED REQUEST FOR PAYMENT RECEIVED AND APPROVED BY WENDY'S WILL BE PAID WITHIN TWENTY -EDE MD DAYS AM WENDY'S APPROVAL, EXCEPT FINAL RETAINAGE DRAW WHICH SHALL BE PAID VITHN FORTY FIVE (45) DAYS 10. ICTVITHSTANDIMG TIE ABOVE, VENDY'S MAY REASONABLY CHANGE THE METNID [F PAYMENT, INCLUDING VITTEUT UMPTEEN, PAYMENT BY .ENT CHECK, IN TIE EVENT WENDY'S DETERMINES THAT ANOTHER IETIG) WILD BE FIE PRUDENT. ARTICLE 11 - PAYMENT BY CONTRACTOR CINTRACIIR SHW.L PAY SIIBCO4TRACTOLS AND MATERIAL SUPPLIERS IN A TBELY MANNER TO PREVENT MECHANIC'S OR MATERIAL SUPPLIER'S LIENS BEING FRED AGAINST THE PREMISES, F WENDY'S RECEIVES A SWIM CA 111.1. 1 11 FLED IR IF A CLAIM S FILED AS A RESULT OF CONTRACTOR'S NIPAYIENT, WENDY'S SHALL HAVE THE RIGHT, AFTER FIVE C5) DAYS 4QTI1E 70 CONTRACTOR, TO IMMEDIATELY PAY THE FULL AMOUNT OF ANY SUCH CLAN DIRECTLY OR 1MDQECTLY TO TOE CLAIMANT AND DEDUCT SANE FROM THE CONTRACT SUN CONTRACTOR WAVES ANY AND ALL CLANS IR CAUSES EF ACTION CNIRACTIR HAS IR MAY HAVE AGAINST 1.1112 5 FIR PAYMENTS WHICH ARE TO MAY BE MADE NEER' TIES WREN N% VEMIT'S SHALL ALSO HAVE TIE RIGHT AND LPTI1 TO REQUIRE CONTRACTOR TO PROVIDE VENDY'S VITA A BO11 INSURING OVER SUCH LIENS 114 AN MOUNT AT LEAST ONE AND NE-HALF IDES THE AMOUNT OF ANY SUCH LIENS FILED IR NOTICES IF LIEN, MD SUFFICIENT TO COVER VENDY'S FEES, INTEREST AND INCREASED COSTS AND EXPENSES Ill MIKE THIS CONTRACT, CONTRACTOR SHALL PROPTLY DEFEND TO CONCLUSION VENDY'S INTEREST AGAINST EACH SUCH OGLING ARTICLE 12 - PERCH LIST L CONTRACTOR SHALL MEET WITH VENDY'S AND VERDI'S (INSTRUCTION MANAGER, SEVEN C7) DAYS BEFORE THE MENDE OF THE RESTAURANT IN ENDER TO ESTABLISH A FORMAL LIST IF CONSTRUCTION DEFICIENCIES (THE 'PUNCH LISP). IF TOE PUNCH LIST ITEMS ARE NOT CRRECTED WITH SEVEN DAYS THEREAFTER, WENDY'S MAY 1ERE AN INDEPENDENT CONTRACTOR ID PERFORM SAME AND NAY DEDUCT REASONABLE COSTS IRON THE MONIES RETAINED FROM CNTRACTIR, DRAW ON LETTER OF CREDIT/PERFIMANCE BIND) OR, MAY BILL CONTRACTOR FOR SUCH LISTS, CNTRACTO2 AGREES TO PAY DMEDIATELY ALL SINN COSTS BILLED BY WENDY'S IF AN ITEM CANOT REASONABLY BE CRFECTED VIOLIN SUCH SEVEN C7) DAYS, THE REASONS THEREFORE SHALL BE EXPLORED IN WRITING OT TFE PUNCH LIST TO WENDY'S SATISFACTION. a TIE PREPARATION IF A PUNCH UST BY VENDY'S SHALL IN IC VAT VANE IR AFFECT ANY OTHER RIGHTS IF WENDY'S MILER THIS CONTRACT PERTAINING TO WARRANTIES, LATENT DEFECTS, ETC ARTICLE 13 - CHANGE CRIERS L WENDY'S NAY ALTER THIS CONTRACT BY ADDING.TI OR DEDUCTING FROM OR OTHERWISE MODIFYING THE WORK, WITHOUT INVALIDATING THOS CONTRACT. ALL SUCH CHANCMS SHALL BE PERFORMED UNDER 114E CON IS DITI OF THE _ (RENAL CONTRACT, EXCEPT THAT IC EXTRA WORK IR 'EDIFICATION SHALL HE DOE DR PAID FOR BY VENDY'S WITH A WRITTEN ORDER FRCS WENDY'S SIGNED BY THE CONSTRUCTION MANAGER THE CONTRACT SUM SHALL BE DCREASED OR DECREASED BY AN AMGNNT AGREED TO N WRITING BY THE PARTIES. PRIOR TO THE CIIENCEIENT IF ANY SUCH ORME, WHICH AMSRIT SHALL MIT INCLUDE NOIRE THAN COX MARK -UP TO CONTRACTOR. CONTRACTIN SHALL PROVIDE ADEQUATE PRA OF COST OF EACH SUCH ITEMS 2. ANY E111145 N OF IDE FIR THE CIPLETIII OF THE WORK AS A RESULT IV CHANGE ORDER SHALL BE AGREED TO N TIE WRITTEN NJIJIRIZATDN FIR SUCH CHANGE ORDER 3. ALL REQUESTS FIR PATIENT UNDER CHANGE ENDER MST BE SUBMITTED TO WENDY'S WITHIN ONE WEEK OF SUBSTANTIAL COMPLETER ARTICLE 14 - IEFALT BY COTRACTO2 IF CONTRACTOR FADS IR NEGLECTS TO PERFORM THE WORK IN ACCORDANCE WITH THE CONTRACT, WENDY'S MAY, AFTER SEVEN C7) DAYS WRITTEN IR IM TO CONTRACTOR, HAKE GOOD THE DEFICIENCIES AND DEDUCT THE MOST HEREOF FROM PAYMENTS DUE 114TRACIIR AND MAY ALSO TERMINATE THIS CONTRACT BY WRITTEN NOTICE TO CONTRACTC MN 55 /111 FAILSS?E OR tEGLECT BY CONTRACTOR, WENDY'S MAY EXERCISE ITS RIGHT PROVIDED IN ARTICLE 5 WREN. ARTICLE 15 - INSPECTIONS 1) W114115 CONSTRUCTION MANAGER SHALL HAVE THE RIOT TO INSPECT THE vow AND REJECT ANY WORK WHICH IDES NOT CONFORM TO'TIE PLANS AND SPECIFICATIONS WENDY'S ALSO WAS THE AUTHORITY TO STOP THE VIM FOR THE PURPOSE 01 PERFUMING SPECIAL. INSPECTIONS IR TESTING OF THE WORE IN THESE INSTANCES, VENDY's WILL RANT AN MPREPRIATE PREMSIE NN IF TIME TO CONTRACTOR. SHOULD ANY VIRK BE FOND FAULTY AS A RESULT OF SPECIAL INSPECTIONS IR TESTS, CONTRACTOR SHALL REPAIR THE MIRK IMMEDIATELY AND PAY THE FEES FOR SAID INSPECTIONS IR TESTS. S%GLLD TIE VON( BE SATISFACTORY, VEER'S WILL BEAR SUCH COSTS 2). THE MITER SHALL PROVIDE. DDEPENDIX1 SPECIAL TESTING PER COUNTY REQUIREMENTS, SUCH TESTING 113 INCLUDE TIE MASONRY FIR BOND B 1145. GROUT AND ALL REINFORCING/ CONCRETE! AND SOILS COMPACTION THE. CONTRACTOR SHALL OOODINATE INSPECTIIHS WITH. THE DARER. THE CONTRACTOR SHALL CERTIFY THAT ALL WELDING ON -SITE O IN COMMENTS FRO4 OF- SITE - SHALL 01 DIE BY VABO CERTIFIED VELMA/. RECEVED CTTR{ OFTUI(YVIIA JUL 1 6 1998 PERMIT CENTER 605 a C5 09:36 IS Feb 1998 `%ii• � 0 m i- 1 a � o ; n N � n m PRELIMINARY 0 BIDDING O CONSTRUCTION MOTS 4B VALLEY HUY. 11.KUq;A, 4MONIN*101 mom 6TaETN. GAO u 1511.12110 NEAT 44 °Macrlic "via" si cown041i, S L - , 9 (szr) xve 0001 *1,9 00110.10603 coMoes louoloaas-d V SJ9000Id s- a�eTl7O% 66 1-90096 VIA '.MO11o8 001 %I '3'S 'AAV NM MK O am O Iw.l V �1c]0 B o 1! ;. " q i - lig R Ill 1 m i;E ! Rx! 4, 4k k P � W O wag Nn4 : F VS A� n 6 s)oa }1y3JV ppm � � b i U ¢ p ;4 1 4 !a 0 1! !h!" 40 di 54 4 0!6 601I Ala 11 G !it! 4 50, P,1i Mg Pli P IPI il:! 4 h 1 its .Ls 019 la0 1V.LLI INI9 UMW 9NOhilAE01 99-8L-S WNW aLra i 14 F5 g S p , 4; 1 .et i .„, A l z„, ,o 6 11 T, .N V 1 1 0 1 04 A 0 " 4p. 1 " g ii; 1 i F- 0! H �y YW �' 6 � � o P h n 44 111 > pi I 11 Ow ' - hill bP P A III: d!: A E erfariqm14 pmeANrI PIO *IOWA s RAI rn CP J � 0 b � q Z f { 1 Q y " ; w l CK � IFS � p p C J � < y >]� � Gl RJ Zq¢li CJ a � � % W~ o i WiOC W . J `-' y^y- >- AO i V yC y� OC yob 0� °i 1y ,8 R O �^ �� p i uosb vis .7'm g twil q .q1 ell � d2 -1 L3 Ogil! 'q W I �. ld g b ig • > ° l ib C b 4461 W ; �afl S S � s O '''' 1 V el q 4 � OWC ;g2!1. II 0 G gi A ligi I I:Per 111 440 or ISM 1 API 16Y4 F � < �' " O6 e : 8 " O y jja i HA y MO, 1b i 1iP! O X1 y i k'l g gg �>3g � � � � iftl g g Ill � � � "� I � L Y 4 1.1 0 H 0 G ' p 4 222 1 A g H ti ' i 6 i g 1 PI 4 51v 1� 4�p �'1 yp h 0 y-I , d y�IZ 1 !! 7K Te r7. a�� ° < ffi3 J SSS UT KI ~ Ogg ~� H�N EGG plH ffAA 4CC°' Y T � � W el • 4:5 )� Sr � ab b � K r JEW � � L- 1n � Z /:; U � "� l'.2 ';L4 �� ! IT i 'isl 14 it � � a �o �� _ g� g AW • o 2 7 =2 hb G ° y < I .� y Q J OLlti v F Uy �j d iti y p) � �W yZ " Fym yp° � 41 2 Wd 6i� 11 q tpo� ��Jj� � � FM il G�2 ▪ >Gi��� ! i O � � 2�� ca 6< < 7gap�I 4i 6'F 441 yyy���p y� j S � � IJ IJ I�. y° Sr". �p " tt��iiBpy�C� i W ` W � W i -W �6 " ^ = u Q Z y ; - d 4 �1 < `JS I' JAb pZ y b °� I w� 'c �q C p�C�" �s1 bpyC= x U 4 . ~ ��PI ��� <" ��U KW J W b b � W6J MLi F Ci�!- ag i� � N� � en �a �!� W�a ti i `' 01 4a h 4 g i i ' wg il id 1 . 1 1 r 1 X q/ ! ,. e 1 9 1 i b � b! IV a . ' � B yg r (y iS y n ] � q 2 o` ' 4 y �' � r �� � p, i�� g ' F< r {�l i '-1 C.y`� " y ICI ��f P1 ' }C II pt II i � • � ( �p p l �� � ��� I�pFyS��p•C IbJ �� � lj . � !!! � 11/1 ��'I ¢ N +� p A � � �C•`S�jR7 1. N Wp �¢ « N S F fJ X C1 w _ L• 42) j LL Vl Q a y ° ySI �ypy y 7� ' 8 1. i Irh lil Iai !!1 1a 1 NG rl� Sy aLh N �� ®j{t5 M a 110 e 5 a hilifi Ill SNOII'v`IA03d9 GENERAL L ALL WORK TO BE LAID TRUE TO DIMENSIONS, PLUM, SQUARE, AND IN BOID IH2 PRPERLY ANCHORED. ALL COURSES SHALL BE LEVEL WITH JOINTS OF UNIFORM WIDTH, H1 MINTS SHALL EXCEED SPECIFIED SUE AND IF NECESSARY, CUPPED COURSES SHALL BE PROVIDED TO LEVEL T. Z PERFORM ALL MAMMY WORK IN ACCORDANCE VITH BEST TRADE PRACTICES BRAN 'GREEN' VALLS AND PROTECT MORTAR FROM 'WASHING-W ' AT END OF DAYS WORN USING PINKS, WEIGHTED CANVAS, OR SIMILAR PEAKS TO COVER VALI. CIEPEP-4TE WITH OTHER TRADES IN JOINTLY EXECUTED WORK WA BUILT -IN ITEMS PATCH OPENINGS AS REQUIRED FIR PASSACA IF MECHANICAL PHD ELECTRIC.. TRADES INURED' UNITS MUST BE USED AT ALL EXPOSED NO OR SEMI - EXPOSED COoITlO S OF BRIO( MULLEN CAPS, SILLS, ETC. SFLE AND LOCATION SFGVN OR CONSTRUCTION MOMENTS. a ALL LINTELS SHALL BE OF SIZE AND SHAPE AS SHOWN OR NOTED EA THE DRAWINGS AND SHALL BE STRUCTURALLY SOUND FM THE SPANS AND LEADS NVO_VEA 4. BUILD INTO MAMMY ALL MATERIALS FURNISHED BY OTHER TRADES, SUCH A . ANGLES, ANCHOR BATS, FLASHING, STEEL LINTELS AND FRAMING, VENTS, SLEEVES, DEER FRAMES, MISCELLAEOUS STEEL WORK VITH ANCHORS, ETC 5 ALL BRICK TO BE LAID IN A RU WIDE BOND WITH ALL FIELD BRICK TO MEET ASTM C -216, TYPE IBS, GRADE SV. ACCENT BRICK TO MEET EITHER AST. C -216 IR AST. C-652, TYPE HIS, GRADES SW. 6. ALL BRICK TO BE LAID WITH FULL MORTAR IN THE BED AND HEAD .AIINTS 7. CONCAVE TOOLED JOVE USING A TOHL lF LARGER THAN 1/2' DIAMETER a WALL TIES SHOULD BE AN EYE AND PINTEL TYPE WHERE THE EYE AFFIXED TO THE VALL ALLOWS VERTICAL MOVEMENT IF THE PINTEL BUT NOT HORIZONTAL TIES MOLD BE HOT-DIPPED GALVANIZED IN ACCORDACE WITH AST. A-153, CLASS B -Z 9. VEEP HOES SHOULD BE AT LEAST EVERY 24, 10. FLASHING TO BE PLASTIC COATED ALI.DNN BY DURO WALL ER THIN COATED COPPER BY YORK FLASHING. THE FLASHIG SHOULD PEW - IRATE THE BRICKWORK AND BE TRIMMED AT THE COMPLETED( OR THE MASONRY WORN. 2. CLEAN AND POINT ALL BRICK AND CONCRETE BLOCK WORN AT END OF EACH WONG DAY. AT THE CONPLETEN OF VON AS AN ENTIRETY, VET WALLS THOROUGHLY AHD CLEAN ALL EXPOSED BRICK VOU( VITH CLEANER AND STIFF BRISTLE BRUSHES. NO METAL SCRAPERS IR META BpMES SHALL BE MED ON ANY TYPE OF MAVMDRY, CLEAWPG AGENT SHOULD BE AS RE[OIENDED BY BRIIX MANUFACTURER MORTAR FOR FACE BRICK MCTAR SHALL BE ONE PART CEMENT PE RTLAD CEMENT; AST. C- 150. TYPE 1 OR 3). OE PART LIME (HYDRATED LIME ASTM C -207, TYPE SE AND FIVE PARTS SAND (AST. C -144 AND POTABLE WATER). DO NOT USE ADMIXTURES N COD WEATHER, HEAT THE SAND AND VATER D' TEMPERATURE DROPS TO 30 DEGREES F., STOP MASEN Y WORK FACE BOCK (STANDARD BUILDING FINISH NAILING SCHEDULE ALL NAILING SHALL BE COWEN WIRE NAILS CONFIRMING TO THE LATEST ETTER OF MEC OR IBC. WHERE AUTOMATIC WADING IS USED, NAILS SHALL NOT PENETRATE PLYWOOD SWATHING CONNECTIONS LISTED ARE MINDNM PERMISSIBLE DETAILS GOVERN OVER SCHEMILE. 1. JOIST TO SILL OR GIRDER, TOE NAIL Z BREDGING TO JOIST ER RAFTER, TOE NAIL EACH END 3. SUB FLEEFING SHEATHING AT ALL BEARING A 1x6 OR LESS, FACE NAIL A lx8 OR WEER, FACE NAIL C. 2x -BIND AND FACE NAIL 4. SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL 5. TOP PLATE TD STUD, END NAB_ 6. STUD TO SOLE PLATE, FACE NAIL 7. DOUBLE STUDS, FACE NAIL 8. DOUBLE TOP PLATES, FACE WAIL 9. TOP PLATES, LAPS AND INTERSECTIONS FACE NAIL 10. CONTDHUAIS HEADER, TWO PIECES (ALONG EACH EDGE, 11. CEILING .AMSTS OR RAFTERS TO ALL BEARINGS, TOE NAIL IZ CONTINUOUS HEADER TD STUD, TIE NAIL l3. CEILING JOIST, LAPS OVER PARTITIONS, FACE NAIL 14. CEILING JOIST TO PARALLEL RAFTER, FACE NAIL 15. 1' BRACE TO EACH STUD AND PLATE, FACE NAIL 16, BUILT -UP CORNER STUDS 17. JOIST OR RAFTER TO SIDES 02 STUDS A UP TD AND INCLUDING 8' DEPTH R FOR EACH ADDITIONAL 4' DEPTH OR LESS I8. CEILING STRIPS A 1' X 4' TO UNDERSIDE OF JOISTS -EACH BEARING-ONE SLANT AND ONE STRAIGHT A 2' X 3' TO UNDERSIDE OF JOIST EACH BEARING -ONE SLANT AND ONE STRAIGHT C USE STRING HOLD ANNULAR GROOVED AT GYPSUM BOARD CEILINGS. 3-84 2 -84 2 -8d 3 -8d 2 -16d 16d2 16'4/c 2-16( 4 -8d 1642 24'oc I6d 16'4/c 2 -16d 16d8 16'A/c 3 -8d 4 -8d 3-164 3-16d 2 -8d 16de 18'4 /c 3-16d 1 -16d 2 -16d ROO JMJISTS 1. JOISTS TO BE USED ARE SUPPLIED BY TRUS JOIST MACMILLAN OR GEORGIA PACIFIC. ORDERS MAY BE PLACED BY - CALLING TRUS JOIST MACMILLAN 1 -800- 456 -4787 OR GEORGIA PACIFIC 1- 800 - 999 -4742 2. SERIES USED ARE TJI OR VSI- SERIES DI LENGTHS AND DEPTHS AS INDICATED a DRAWINGS. 3. SHOP DRAWINGS, NAILING SCHEDULES AND CONNECTION DETAILS WILL BE PROVIDED TO CONTRACTOR ALONG VITH SHIPMENT IF EVERY ORDER TRUE ,LAST CORPORATION OR GEORGIA PACIFIC WILL ALSO BE SUPPLYING THE MICRO -LAM OR GP-LAN LVL BEAMS AS INDICATED ON SHEET 8 OF THE DRAWINGS. SEE DIVISIIM 3. MUTUBA. MATERIALS STANDARD 2 1/2' X 2 1/2' X 7 1/2' FACE BRICK MISSION TEXTURE ROLLED EDuWS S 'COPPE' BRICK COLOR GRADE SW TYPE FBA MEETING R:QNDREI€HTS ME ASTM IC -216 SPLIT FACE BLS( (STANDARD BUILDING FINIS. MUTUAL MATERIALS .358 'BUFF' COLOR TYPE I MEETING REQUIREMENTS OF ASIA .0 -90-92 DIVISION 5 - METALS PROVIDE ALL LABOR, MATERIAL, AND EQUIPMENT NECESSARY TO COMPLETE THE MISCELLANEOUS STRUCTURAL AND DECORATIVE METAL VON( DEDICATED ON THE DRAWINGS, ALL MATERIALS TO MEET AST. A -36. PROVIDE ALL STRUCTURAL STEEL MEMBERS AS INDICATED ON THE DRAWINGS, ALL YORK SHALL BE N ACCORDANCE VITH THE STANDARD OF THE INDUSTRY AND ALL LOCAL GOVERNING CODES. FABRICATION SHALL BE FURNISHED TO THOSE TRADES PRIOR TO THE EXECUTION IF THEIR WORK BY THIS SUBCONTRACTOR FOR PROPER INCORPORATION INTO THEIR WORK. 1. SHOP DRAWINGS, SUBMIT FOUR (4) SETS OF SHOP DRAWINGS TO THE ARCHITECT 102 APPROVAL AND CHECKING AS REQUIRED. 2. PROVIDE PROPER ANCHOR BELTS AS INDICATED. 5 ALL STRUCTURAL METAL ITEMS TO RECEIVE ONE COAT OF RUST INHIBITIVE SHOP PRIMER WROUGHT IRON RAILING (OUTSIDE - REQUIRED) PROVIDE WROUGHT NON RAILINGS AS INDICATED ON THE DRAWINGS, RAILINGS SHALL BE COMPLETE VITH NEWEL POSTS, CORNERS, FLANGED HOSE SHOE AND FITTINGS. RAIL DESIGN SHALL BE 1/2' SD! ORE TUBING AT 6' EEC- TOP RAIL AND NEWEL POST TO BE 1' SQUARE TUBING PI ISIED RAIL TO BE POWDERED COATED SAFETY RED). WROUGHT IRON SERPENTINE RAIL QNTERIDR) PROVIDE PRE - FABRICATED SECTIONS EF POWDER COATED WROUGHT IRON RAILING, RAILINGS SHALL BE COMPLETE VITH 1' SQUARE UPRIGHT POSTS VITH FLANGED HOSE SHOE AND FITTINGS. RAIL DESIGN SHALL BE 1/2' SQUARE TUBING. TO FORM WENDY'S ARCH PATTERN, WITH TOP 1/2' X 1' CHANNEL PRE-DRILLED TO RECEIVE 2 X 4 SHAPED OAK CAP (STAIN S -1) STANDARD RAIL FINISH TO BE PORTER PAINTS - EKOOI7U GREEN (REFER TO SHEET 6B FOR DETAILS) DIVISION 6 - CARPENTRY ROUGH CARPENTRY FURNISH ALL LABOR, TOLLS, EQIPMENT AND MATERIALS TO COMPLETE ALL WORK OMER THIS HEADING AS INDICATED ON THE DRAWINGS AND DESCRIED IN THE SPECIFICATIONS. PROVIDE AND MAINTAIN TEMPORARY ENCLOSURES, AND BARRICADES AS REQUIRED BY GOVERNING LOCAL ORDINANCES.. PROVIDE TEMPORARY DOOR AND WINDOW ENCLOSURES AS REQUIRED ALL INTERIOR FRAMING TO BE COMPRISED IF STEEL STUDS OBLESS SPECIFICALLY SHOWN OTHERWISE ON THE DRAWINGS. I. HEADERS AT STEEL STUD - FRAMED INTERIOR MEAN -LOAD BERING WALLS SHALL BE COMPRISED OF 5 1/2' STUDS ATTACHED TO SIDE STUDS N ACCORDANCE VITH THE MANUFACTURER'S PUBLISHED REQUIREMENT'S FOR LINTELS. MAXIMUM WIDTH OF SUCH OPENINGS SHALL BE 48 INCHES CLEAR HEADERS FOR WIDER OPENINGS IN NON -LOAD BEARING PARTITIONS SHALL BE SPECIFIED BE THE STRUCTURAL ENGINEER OR AS DETAILED. Z PRESSURE TREATED 21 WOOD FLOOR PLATES AT BASE. IF ALL METAL STUD, H14 -LOAD BEARING PARTITIONS ATTACH METAL TRACK OF PARTITIONS TO TOP OF WOOD BASE PLATE. ANCHOR 2X BASE PLLATE TO SLABS. 5 ALL INTERIR NON-LOAD BEARING METAL STUD WALLS SHALL BE 20 GA FOR STUDS AND TRACKS. STRUCTURAL LUMBER I. ALL STRUCTURAL LIMBER SHALL BE GRADE STAMPED PER STANDARD GRADING RULES. UNLESS OTHERWISE NOTED, ALL STRUCTURAL LUMBER SHALL BE No. 1 DOUGLAS FIR INTERIOR NON- BEARING STUD WALLS SHALL BE STUD GRAZE. 2. PLYWOOD SHALL BE DFPA GRADE SOAPED, TYPE CDS 5 PLY MOTH EXTERIOR GLUE UNLESS OTHERWISE NOTED ON 5 ROOF FRAMING AND SHEATHING SHALL BE INSPECTED PRIOR TO PLACING ON R. 4. PRE -DRILL ALL HOLES FOR 20d AND LARGER NAILS AND LAG BOLTS. M - PLANS. 5. DOUBLE TOP PLATES ON ALL EXTERIOR AND BEARING PARTITIONS (NIT OTHERWISE DETAILED). PLATES SHALL LAP 4' -0' MNIMOM AT SPLICES.AND HAVE 6 -16d NAILS MINIMUM THROUGH EACH SIDE. OF SPLICE 6. BOLT HOLES FOR WOOD CO0ECTIONS SHALL BE 1/32' LARGER N DIAMETER THAN NORMAL BOLT SIZE. 7. LAG BOLTS SHALL BE LEAD HOLES BORED BEFORE DRIVING. HOLE DIAMETERS TO 36 AS FOLLOWS A SHAH( PORTION - SAME DIAMETER AND LENGTHS AS SHANK B. THREAD PORTION - 0.6 TO 675 DIAMETER OF THREAD - - AND SAME LENGTH 2 ALL BOLT HEAD AND NUTS BEARING ON WOOD SHILL HAVE STEEL WASHERS. pq- OQi;H FINISH CARPENTRY FURNISH ALL LABOUR AND MATERIALS TO COMPLETE ALL VON( UNDER THIS SECTION AS INDICATED ON DRAWINGS AND DESCRIED N THESE SPECIFICATIONS. ALL HARDWARE DIMENSIONS ARE TO BE NET SIZE AND NOT NOMINAL SIZE MATERIAL FOR - INTERIOR FRESH SHALL BE AS FOLLOWS, A DINING ROOM TRIM - ALL STAINED IRAN SELECT RED OAK SQUARE STOOK WITH EASED EDGES A DINING ROOM TRIM - ALL PAINTED TRIM SELECT CLEAR PINE SQUIRE STOCK WITH EASED EDGES C COUNTERTOPS TO BE FURNISHED AND INSTALLED BY KITCHEN EQUIPMENT SUPPLIER A FASCIA TRIM TO RE SOOOO -LAM FASCIA M: TRIM AS MAMIFACTLRED BY SOUTH COAST LUMBER CO., BRDO!2 GS, ER WALK-IN FREEZER /COOLER /DRY STORAGE PLACEMENT OF PRE - FABRICATED, WALK-D4 FREEZER/COOLER/DRY STORAGE SHALL BE PART OF THIS CONTRACT. UNIT WILL BE SUPPLIED BY OWNERS AND MILL BE SHIPPED DIRECT TO SOME LOCATION VITH ALL UNCRATING AND ERECTED! COORDINATED BY GENERAL CONTRACTOR AND WAL( - MAMP1CTURER. UNIT WILL BE SHIPPED COMPLETE WITH HARDWARE AND INSTRUCTIONS FLOORING N - FREEZER IS PREFABRICATED. FLCORDiG N COO,ER AND DRY 51242GE IS QUARRY TILE BY GENERAL CONTRACTOR, INSTALLATION OF REFRIGERATION TUBE CLUIRDINATED BY GENERAL CONTRACTOR AND WALK -IN MANUFACTURER AND ELECTRICAL HOOK-UP BY ELECTRICAL CONTRACTOR, SEE EQUIPMENT PLAN OF THE CONSTRUCTION DOCUENTS DIVISION 7 - MOISTURE CONTROL ALL COMPONENTS IF THE MANUFACTURERS ROOFING SYSTEM SHALL BE PRODUCTS OF THAT MAMFACTURER SUBSTITUTES OF THEIR RELATED MATERIALS MUST HAVE PROM ACCEPTANCE BY THE MANUFACTURER. ANY DEVIATION FROM MANUFACTURERS SPECIFICATIONS AND INSTALLATIN INSTRUCTIONS SHALL VIM ANY WARRANTY ISSUANCE UNLESS THE DEVIATION IS APPROVED BY A DULY AUTHORIZED REPRESENTATIVE OFF THE MANUFACTURER IN WRITING. SHOP DRAWINGS ARE REQUIRED FOR ORDERING, MANUFACTURIG, AND FINAL NSPECTIIN OF THE RI FIND SYSTEM ALL TOP DRAWINGS SHALL INCLUDE ROOF OUTLINE, SIZE, ALL Riff PENETRATIONS, MILKIER TYPE AND THICKNESS, PIECE LAYOUT AND PARAPET LOCATION. ORDERS AND SHOP DRAWINGS SHALL BE APPROVED BY RO:FDIG MANUFACTURER AND ASSIGNED A MANUFACTURER NUMBER DELIVERY ALL ROOFING AND RELATED RATED: ALS SHALL BE DELIVERED TO JOB SITE IN ORIGINAL PACKAGING AND ALL SHIPPING LABELS IN TACT. IF ANY SHORTAGES OR DAMAGES ARE DISCOVERED UPON DELIVERY, DO NOT ACCEPT THEM UNTIL THE FREIGHT AGENT MAKES ON DAMAGED OR SHORT NOTATION ON YOUR FREIGHT BILL, IN CASE IF CONCEALED LOSS OR DAMAGE, IT IS NECESSARY TO NOTIFY YOUR FREIGHT AGENT AT ONCE HANDLING THERE SHOULD BE ADEQUATE PERSONNEL AND EQUIPMENT TO LIFT ROOFING MATERIAL FOR PLACEMENT ON THE ROME TO PREVENT DAMAGE TO MATERIAL. THE MATERIAL SHALL BE DEPOSITED ON THE Riff. NEAR THE ENDS OF JOISTS OR OTHER ROOF LOAD BEARING MEMBERS OF THE BUDDING FRAME AND CONVENIENTLY LOCATED FOR FINAL PLACEMENT. STORAGE ALL ROOFING MATERIAL SHALL BE STORED IN ORIGINAL PACKAGING TO PROTECT MEMBRANE FROM GETTING VET OR BEING DAMAGED AND BOILER ADHESIVES AND SEALANTS SHALL BE PROPERLY STORED AND PROTECTED AS RECOMMENDED BY THEIR MANUFACTURERS OVERNIGHT COVER A TEMPORARY WATER SEAL SHALL BE PERFORMED EACH NIGHT TO AVOID WATER PENETRATING UNDERNEATH THE INSTALLED MEMBRANE AND CAUSING DAMAGE TO THE BUILDING AND THE INSULATION BEING USER A. INSTALLATION WITH THE MEMBRANE EXTENDED OVER EXPOSED INSULATION (IF USED), SET SET IMO A WATER RESISTANT, NON- BITUMMOUS SEALANT, GENEROUSLY APPLIED OVER A -MAT, GREASE , AND MOISTURE FREE - SUBSTRATE. FASTEN 12' ON CENTER USING TERMINATION BAR. ROOFING AND SHEET METAL. FURNISH AND COMPLETELY INSTALL THE RING SYSTEM PER WENDY'S. APPROVED SIP21166 SPECIFICATIONS AND DIAGRAMS AS OUTLINED AND FUR4OSFED BY THE SUPPLIER, T1E ROOFING SHALL BE INSTALLED EXCLUSIVELY BY A MANUFACTURING APPROVED APPLICATOR FINAL INSPECTION PRIOR 111' WARRANTY ISSUANCE SHALL BE PREFERRED BY AN AUTHORIZED QUALITY CONTROL FIELD INSPECTOR AS PER CURRENT SPECIFICATIONS; INSTALLATION AND INSPECTION POLICIES ',SURFACE PREPARATION R.. .;THE ROOF SHALL . HAVE AN ADEQUATELY PREPARED SURFACE. TO RECEIVE THE :DESOLATE R REEFING -AND PLASHING, '28124 TO.ONSET OF. WORK ;DE APPLICATOR. SHALL INSPECT THE ENTIRE AREA TO BE ROOFED, AND ANY. DEFECTS, AND 'CON { IMPROPERDITDMS AFFECTING 'THE R0F INSTALLATION. SHALL. BE CORRECTED APPLICCT1@N IE -THE ,INSULATION. - INSULATED( ATTACHMENT MECHANICAL) THE R[g INSLATDN BOARDS SHALL BE INSTALLED VITH FACTORY APPROVED FASTENERS AND STRESS DISTRIBUTION PLATES LENGTH WILL VARY TO MEET THE JOB CONDITIONS. A MINIMUM OF 5/8' OF THE FASTENER MUST PROTRUDE THROUGHOUT THE-PLYWOOD DECK. FLASHING ALL FLASHING OR PARAPET WALLS SHALL BE FASTENED 12' ON CENTER ALONG BOTTOM ON MAN DECK MOTH A MINIMUM 6' LAP WELDABLE F TO DECK MEMBRANE, COVERING APPROVED FASTENERS . ALL PARAPET WALLS SHALL BE COVERED .DORM OF 12' 1G1 RING CONTRACTOR TO PROVIDE AND INSTALL BRONZE CAP FLASHING FOR PARAPET WALLS AND COLUMN TOPS. PANTED AS SHOWN EN EXTERIR ELEVATIONS., FLASH AND COUNTER -FLASH ALL IT THAT PASS THROUGH THE ROOF PROVIDE 'PITCH POCKETS' AS REPARED TO FORM A COMPLETE JOB. PROVIDE ALL NECESSARY MOUNTING CLIPS, CLOSURES, FASTENINGS. ETC., REQUIRED TO COMPLETE THE COUNTER- FLASHING, GRAVEL STEPS, CAPS AND CQ'INGS, INDICATED ON THE DRAWINGS PERIMETER LAPS ANY TDE A Riff EDGE DOES NOT HAVE A PARAPET WALL OR ROOF TIE -IN, (LE. DRIP EDGE, WATER/GRAVEL STOP, TERMINATION BAR ON EDGE, GUTTER, ETC) THEN THE ROOF SECTION MUST HAVE A LAP 27' IN FROM THE EDGE AND REVERSED. THIS HELPS REDUCE WIND UP -LIFT AROUND PERIMETERS AND REVERSING THE LAP, ALLOWS CONTRACTOR APPLICATOR TO PLACE Riff SECTION AWAY FROM THE EDGE. CAOLOONG ALL SURFACES TO RECEIVE CAULKING ARE TO BE DRY AND THOROUGHLY CLEANED OF ALL LOOSE PARTICLES OF DIRT AND MIST, OIL, GREASE, OR OTHER FOREIGN MATTER CALK AT EXTERII1 DOOR FRAMES, WINDOW FRAMES, AND ELSEWHERE TO INSURE A WEATHERPROOF JOB, USING GUN APPLICATION CAULKING MATERIALS POLYS11FIDE POLYMER BASE COMPOUND SHALL COFO2M TO AMERICAN STANDARD SPECIFICATION A -116, 1960 CLASS A OR B, AND EQUAL TO THAT MANUFACTURED BY SONNEBOUN OR PECORA (EXTERIOR JOINTS). BUTYL SEALANT SHALL BE BUTYL RUBBER BASE COMPOUND EQUAL TO THE MANUFACTURED BY SONNEBOBN OR PECORA (ALL OTHER CAULKING) PROTECT /SITE CLEAN -LP UPON COMPLETER, THE ROOFING CONTRACTOR SHALL REMOVE ALL RUBBISH, WASTE MATERIALS, ETC. FROM THE ROOF, LEAVING THE ROM M A CLEAN CONDITION AND FURTHER REMOVING ALL SUCH DEBRIS FROM THE WORK SITE. A RIGOROUS INSPECTION FOR WATER TIGHT FIELD SEAMS SHALL BE MADE AFTER COMPLETION OF JOB. INSPECTIONS UPON COMPLETION OF EACH ROPING JOB, CONTRACTOR SHALL FILL OUT INSPECTION CARD AND RETURN TO MAOFACTIRQL EACH RBI SHALL BE INSPECTED BY AN AUTHORIZED QUALITY - CONTROL FIELD INSPECTOR TO MAKE SURE APPLICATION MEETS MANUFACTURERS SPECIFICATIONS, BEFORE ISSUANCE OF WARRANTY. CONTRACTOR SHALL ACCOMPANY INSPECTOR IN INSPECTIONS AND OBTAIN SIGNED WARRANTY FROM CUSTOMER AND RETURN TO MANUFACTURER, VITH NO FINAL PAYMENT BANG MADE UNTIL A 9614025 REPRESENTATIVE HAS WARRANTY. CONTRACTOR QUALIFICATION ASSURANCE THE RIffING CONTRACTOR SHALL BE DULY CERTIFIED BY RHffING MANUFACTURER FOR COMPLETE APPLYCATION AND INSTALLATION OF THIS ROVING SYSTEM TO MAINTAIN ROME WARRANTY, FUTURE REPAIRS AND ALTERATIONS SHALL BE MADE BY PERSONNEL DULY CERTIFIED BY ROPING MANUFACTURER. WARRANTY TIE 010ER SHALL BE FURNISHED AND WILL SIGN FOUR ACCEPTANCE OF A STANDARD ROPING MANUFACTURER'S 15 YEAR LIMITED WARRANTY. - - 'SERIES 11' FASCIA. PANEL SYSTEM EXTERIOR FASCIA PANEL SYSTEM WITH STARTING SEEMED RIBS FASCIA PANELS ARE BRIGHT COPPER COLOR WITH BRONZE COLOR. MOLDINGS ACCENTED 114 RED, AS MANUFACTURED BY VACUFORM CORPORATION OR NATIONAL SIGN, SYSTEM SMALL BE FURNISHED BY OWNER AND INSTALLED BY GENERAL CONTRACTOR. A - CITY OF TuKN JUL A61998 PERMIT CENTER f ct DRAIN 181 9 7.1 -6@5 © 1L . U W cn PRELIMINARY 0 SODDING I= CONSTRUCTION 0 tlR#CY's YL VALLET WRY. %KULA, YUI11148=1 UMW* STORE Na. 0I1QGM8GIA MEMO MO MCAT _ COCKING )%4t..* c 3480 SAL IC'A JCS Na, 81 EET WOOD LACKS ROOF SHALL BE CLEAN, SMOOTH AND SUITABLE FOR ACCEPTANCE OF THE ROOFING SYSTEM, REMOVED AND REPLACE ALL IETERIIRATED WOOD HAILERS, ROOF CURBS AND SOURED OR BADLY DETERIORATED ROOF INSULATION. ANY JOINT O2 CRACKS GREATER THAN 1/4' SHALL BE REPAIRED MEMBRANE _ TIE MEMBRANE MATERIAL SHALL BE L4 ACCORDANCE VITH APPROVED MANUTACTU SPECIFICATIONS. RELATED MATERIALS L SHEET METAL, FORMED METAL SHALL BE FROM 26 GA. (R[M GALVANIZED. ALL METAL COUNTER FLASHING, COPING, DRIP EDGES, GRAVEL SOUP, SHALL HAVE A 3' OVERLAP FOR EXPANSION AND CONTRACTION' 2. ROOF SCUPPER LININGS CUT ROOF SCUPPER LINING TO FIT ROOF SCUPPERS, ALLOWING ADEQUATE MATERIAL FOR FIELD WELTING TO ROOF COVER AND BASE FLASHING APPLY APPROVED ADHESIVE TO SCUPPER, INSTALL LINING IN SCRAPER AND MAKE FIELD WELDS TO ROOF COVER AND BASE FLASHING. APPLY APPROVED SEALANT TO ALL IXTER124 EDGES EV LDOG ON EXTERIOR OF WALL, UNDER AND ON TOP OF THE TERMINATION BAR SURROUNDING THE EIFXT 5 9II10 MEMBERS. ALL LUMBER SHALL BE .2 SOUTHERN YELLOW PINE, DOUGLAS FIR OR OTHER APPROVED SPECIES, AND IT SHALL BE FREE FROM WARPING EXCESSIVE KNOTS AND GRADE MARKED. IT SHALL BE 'WOLMAdIZED' (CCU) PRESSURE-TREATED AND SHALL BEAR.THE TRADE MARK 'VOLMANIZED' OR AN APPROVED EQUAL TREATMENT. AMONG INSLLATION FURNISH ALL LABOR, MATERIALS AND EQUIPMENT NECESSARY TO COMPLETE ALL YORK AS INDICATED ON THE CONSTRUCTION DOCUMENTS AND DESCRIBED IN THE SPECIFICATIONS 2 -8d - A VAPOR BARRIER UNDER SLABS ON GRADE 6 ML 'VISQUEEN' FURNISHED AND INSTALLED BY CONCRETE CONTRACTOR B. EXTERIOR WALL INSULATION - 6' THICK FIBERGLASS BATTS (WITHOUT BACKING) IN THE 2X6 STUD WALLS OF ALL CAVITY WALLS VAPOR BARRIER SHALL BE GRIFFOLYN F -65 BY REEF INDUSTRIES, INC. OR EQUAL THE MATERIAL SHALL EWE A 3-PLY, HIGH 064451TY POLYETHYLENE AND NYLON YARN LAMINATE. MATERIAL SHALL HAVE A REDFORCED Hm - WOVEN MID WITH A PPT TEAR STRENGTH OF AT LEAST 150 L BS. VAPOR BARRIER - RE APPLIED IN THE WIDEST PRACTICABLE WIDTHS. SIDE AND END JOINTS SHALL BE LAPPED AT LEAST 6'. SHALL BE SCALED USING FAB TAPE ANY PUNCTURES OR TEARS ARE TO BE REPAIRED USING GRIFFOLN'S GRIEF TAPE OR FAB TAPE OR EQUAL VAPOR BARRIER MUST PROVIDE A COMPLETE SEAL TO PREVENT MOISTURE TRANSFER C • REID ROOF BNSIA_ATIN - FURNISHED AND INSTALLED BY THE ROOFING CONTRACTOR INSULATION TO BE TWO LAYERS) FIRST LAYER, 2D.' C-5 011846ARD PREMIER RIGID ROOF INSULATION BOARD AND SECOND LAYER. 1/2' RETIO - FIT BOARD BY JOHNS-MANVILLE. PERMALITE ISOPERL 3', R -20 INSULATION BOARD BY INTERNATIONAL PE@WSTE, INC. 1.5 AN ACCEPTABLE EQUAL. A. PQLDETER INSULATION -1' THICK STYROFOAM OR EQUAL ON EXTERIOR FOUNDATION WALL AS SHOWN ON CQISTR CTIM DOOIDEMS 641mlf'E015 01.34 MM Feb 5. >OWMEC Kt m .c P1 gig T • P y r v " K 4 m ijtJ A V v 1 oQ ▪ 0 1 a 0 H t / Y gE vg g c- ° c - . p m n UP HU, my gC/ AAA 4 ,1 ogm 61 E4 °i M g0 1 1( 6 Ai gmi A a a A •± Ra e dam " m C K a t4 �y r A a 1 0 1 Ulwldy% Old Peellland Nr burg" SPECIFICATIONS mrr AP g,„ IrlIPT; : 1;1 15 !!O 1 1 41 1 1 41p1 ii! 9 i; 1h I 11 P 5ii i : 0 PAT 2 9.0:; T 10 9d r ,p pp 1A ��7',� a _ I R r a 0 1 , y°y 1AN9 F A 1 4 S'"'CC' pvr f3" Vs. ,p D 2 rXy� h d! €gym i n � D C K Ne. DATE I. eamfee S -19 -9e Dr F F A Pi m r P v g AR e a a4 " g i 0, 0 0 c� - s m a ij rcaps c ym �j� �, % k ' - 'Y" Ef = -I pm ;'; x I " i4Ig > . - my �� ?�n.�� pp y Z vi 3d a�m II x C 1 �I y :1 1'I f! 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C m -I r O D t_ m a l „ 1 ! V-1 7C3�r{ o � �I rz 1Jm < ( 1 = O SS Pi; S '(ra.. • n�. P +ta � 4 p ; Lm P mm y p p A a J�e A o P " 2C y"Z 7 �t ( r 91m0 In fy/fA " p l = a 2 " -7+�o eY ��.y Jn Z -1 -1 C 1x'1" x K a A O �r 1 41,9 51 r� A �y r ° � N r� y � N _ V � Cy 9 ° �2 ( m V m I �Ip y y r m D i� �1 P 11rn� y 1 .. 1 �� Z § x L m'i -IA �p1 N d S }:1 1'1 2 D y f" m� Y N a �A " Zy7 y s � s r m e� , pY ?p� �5 1�1 Vi m < I7S A d v § T. a q ' a� "�i A' _ rr~ .0 y =d n! y y r T� 4A '1 y 77t 5 D$$ e 12 " yy � y y A CC �n A a i m F g 3 "" LA 1`j _6+ 1 - S Al �DC S m N ± (1 x�m 1�1 r7 D VV r 1 A y y Y w M � m y K " Rtuhl Architects 3625 132nd Ave. S.E. Suite 100 Bellevue, WA 98008 -1399 oP m 2 g v K yry� , A 1.1 G� d 0-R lo pR x5 1 H 4 41 V y R. : Ag Associates Planners A Profeeelonal Service corporation (425) 844 -4000 FAX (425) 843 -4115 POVER STRETCHING ALL AXMDISTER CARPET STRETCHED IN OVER CUSHIER MUST BE POWER STRETCHED ACCORDING TO THE ATTAINED INSTRUCTION. US AXMINSTER'S INSTALLATION SPECIALIST, HOWARD KUTER, IS AVAILABLE TO ANSVER QUESTIONS AND SOLVE PROBLEMS RELATED TO INSTALLATDRL HE CAN BE REACHED AT 601 -332- 1581 FROM 800 AM TO 500 PM (CST) MONDAY THROUGH FRIDAY. B ALTERNATE 'OLEFIN' INSTALLATION PROVIDE SMOOTH FLOOR SURFACE, FREE IF ALL DEBRIS TRIM INTO NAP ON EACH PIE: E IF CARPET APPROXIMATELY ONE INCH TO ENSURE PATTERN MATCH. CUT SEAMS AND DECK FOR PROPER SIDE MATCH BEFLRE SPREADING ADHESIVE. USE FELT BUILD UP AS NEEDED RR PROPER SIDE MATCH. BUTTER ALL TRIMMED EDGES WITH LATEX SEAM ADHESIVE PRIOR TD SEAMING F ER SURFACE USE A `QUICK RELEASE' R •Z -2' CARPET AIKESIVE. APPLY ADHESIVE TO PREVENT EDGE RAVELING MAKE A N1314 COMPRESSION SEAM. USE A 30-5- LB. MAXIMRI WEIGHT ROLLER FOR ADHESIVE TRANSFER FROM FLOOR TO CARPET. CAUTION PROTECT CARPET FACE FROM HEAT. OLEFIN FIBERS HAVE A LOW TOLERANCE FOR HEAT AND ABRASION. WALL COVERDK ALL VALL COVERING INDICATED ON THE DRAWINGS TO BE SUPPLIED BY KITCHEN EQUIPMENT SEFLIER AND INSTALLED HY GENERAL CONTRACTOR. REFER TO FINISH SPECIFICATIOS NC FOR MATERIAL SPECIFICATIONS (CONTRACTOR TO VERIFY QUANTITIES PRIOR TO START OF CONSTRUCTION). PREPARATION ALL SURFACES OUST BE STRUCTURALLY SODD, SMOOTH, CLEAN AND DRY. MOISTURE CONTENT 10 VALLS SHOULD NOT EXCEED (50 5 PERCENT. DRYWALL SURFACES MUST BE FDIISH£D AS TO RECEIVE PAINT. APPLY ONE CWT CIF A NON- PIGMENTED (WHITE) au. BASED PAINT OO 50X SOLUTION OF SHELLAC AND ALCOHOL TO SEAL AND SIZE THE SURFACE, INSTALLATIONS APPLY VINYL WALL COVERINGS USING A PRE -MIXED VINYL ADHESIVE VITH MILDEW INHIBITOR (EVANS 00233 IR EQUAL). BRUSH OR ROLL ADHESIVE UNIFORMLY GIVING SPECIAL ATTENTION TO EDGES, USE APPROXIMATELY ONE GALLON PER 10-12 LINEAR YARDS, PASTE AND RILL, ALLOWING MATERIAL TO STAND FOR AT LEAST FIVE MINUTES HANG EN WALL USING BUTT PROCEDURE REAL SEAMS LIGHTLY AND SMOOTH OUT BLISTERS AS REQUIRED. IT IS CRITICAL THAT ALL EXCESS ADHESIVE BE REMOVED FROM THE WALL COVERING SURFACE, APPLY CLEAR SILICONE CAULKING BEAD WHERE ALL WALL COVERING MEETS V® TRIM TEXTURED FIBERGLASS REINFORCED POLYESTER CRP) PANELS SANITARY WALL SYSTEMS TO BE ALMOND FRP PANEL, INSTALL 4'x9'xl/8' PANEL WITH HARIONQIING PVC MOLDINGS, ADHESIVE AND SEALANTS IN STRICT ACCORDANCE WITH MANUFACTURERS WRITTEN INSTALLATION INSTRUCTIONS .MATE, IT IS THE CONTRACTORS RESPONSIBILITY TO DETERMINE THE USE OF 'CLASS A' OR 'CLASS C MATERIAL PAINTING THE WORK 03 BE DOE BY THE PAINTING @TRACTOR SHALL INCLUDE THE FURNISHING OF ALL MATERIALS, LABOR, TOOLS AND EQUIPMENT REQUIRED TO COMPLETE THE PAINTING OF BUDDING AS SPECIFIED. THE SUBMISSION IF A BID BY THIS CONTRACTOR CONFIRMS AN UNDERSTANDING CF ALL MIDITINS PERTAINING TO THIS VORK AND PROPER APPLICATION OF MATERIALS SPECIFIEDD. 1' i PRELIMINARY O SIDOINCs CJ CONSTRIJCTICN O .ENDYE .L VALLEY MUM: TUOLLA WE DY'6 6T Rio.. gtlpN 0cIA PALMS 446 HEAT COMA PI:AN NO. c' 3480 'IPA JCS No. 91 -605 H 5.✓ WORKMANSHIP 1. ALL MATERIALS SHALL BE APPLIED FREE FROM RUNS, SAGS, WRINKLES, STREAKS, SHINERS AND BRUSH MARKS 01 ALL MATERIALS SHALL BE APPLIED UNIFORMLY. IF ANY REDUCTION OF THE COATINGS VISCOSITY IS 65005SARY, IT SHALL BE DOE IN ACCORDANCE WITH THE MAMFACTURER'S LABEL DDECTIOLS. 3. NEW PLASTER AND OTHER MASONRY SURFACES SHALL NOT BE PRIED UNTIL IT HAS BEEN DETERMINED THESE SUBSTRATES HAVE DRIED SUFFICIENTLY TO SAFELY ACCEPT PAINT. A RELIABLE ELECTRONIC MOISTURE METER SHOULD BE USED TO MINE THIS DETERMINATION UNACCEPTABLE MOISTURE CONTENT SHOULD BE REPORTED TO THE ARCHITECT OR HIS REPRESENTATIVE 4. A MINIMUM ENTERER TEMPERATURE IF 65 DEGREES F SHALL BE MAINTAINED DURING THE ACTUAL APPLICATION AND DRYING OF THE PAINT, AND UNTIL OCCUPANCY OF TIE MOLDING OCCURS. ADEQUATE VENTILATION SMALL BE MAINTAINED AT ALL TIES TO CONTROL EXCESSIVE MBlIDITY WHICH WILL ADVERSELY AFFECT THE CURING IF COATINGS THE GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FIR MAINTAINING SUITABLE TEMPERATURES AND VENTILATION. 5. BEFORE PAINTING BEGINS, ALL OTHER CRAFTS SHALL HAVE COMPLETED 11E1R WORK AND SHALL HAVE REMOVED ALL DIRT AND DEBRIS RESULTING THEREFROM. THE ROOMS DR AREAS ARE TO BE LEFT IN BROOM CLEAN CONDITION. 6 ENAMEL AND VARNISH UNDERCOATS ARE TO BE SANDED PRIOR TO THE RECWTING TOO AND BOTTOMS OF DOORS ARE TO BE FINISHED IN THE SAME MANNER AS DOOR FACING, AFTER THE CARPENTERS COMPLETE FITTING OF THEM. 7. NO EXTERIOR PAINTING SHALL BE UNDERTAKEN 1F AR OR SURFACE TEMPERATURE IS BELOW 50 DEGREES F. NOR IMMEDIATELY F0LL0VING RAIN OO ENEL FROST, DEW OR CONDENSATION HAS EVAPORATED. SURFACES SHOULD ALWAYS BE TESTED WITH MOISTURE METER BEFORE PROCEEDING. PREPARATBN OF SURFACES 1. THE PAINTING CONTRACTOR SHALL BE WHOLLY RESPONSIBLE FOR THE QUALITY OF HIS WORK, AND IS NOT TO COMMENCE ANY PART OF IT UNTIL SURFACE IS IN PROOER CWDITIOL 2. 0 THE PAINTING CONTRACTOR CONSIDERS ANY 511006CE UNSUITABLE FOR PROPER FINISHING, HE IS TO NOTIFY THE GENERAL CONTRACTOR OF THIS FACT IN WRITING. HE IS NOT TO APPLY ANY MATERIAL UNTIL CORRECTIVE MEASURES HAVE BEEN TAKEN, OR GENERAL CONTRACTOR HAS INSTRUCTED TO PROCEED. a ALL SURFACES ARE TO BE CLEAN, IF FOR ANY REASON THE SURFACE CANNOT BE CLEANED, THIS CONDITION SHALL BE PROMPTLY REPORTED TO THE GENERAL CONTRACTOR AND WENDY'S. 4. IF THE PAINTING CONTRACTOR HAS BEEN INSTRUCTED BY THE GENERAL CONTRACTOR TO BEGIN PAINTING UNDER CONDITIONS AND CIRCUMSTANCES HE BELIEVES COULD RESULT IN POOR PERFORMANCE AND' EARLY FAILURE OF THE COATINGS, HE SHALL REQUEST A DECISION IN WRITING FROM 60000 0 5. THE PRIME COAT SHOULD BE APPLIED SOON AFTER SURFACE PREPARATION HAS BEEN COMPLETED, TO PREVENT CONTAMINATION lF DE SUBSTRATE. INSPECTION ) L ANY WORK NOT CONFORMING TO THE SPECIFICATIONS OR DOES NOT MEET WITH THE APPROVAL OF THE OWNER, SHALL BE REMOVED OR CORRECTED AND/OR REPAINTED AS APPROVED BY THE OWNER. PAINT SCHEDULE A EXTERIOR TRIM (PEX -1) WENDY'5 RED COLOR RED (309 -20) BRILLIANT RED (BLDG TRIM) PRIME ONE (1) COAT MOORV00D EXTERIOR PRIMER (094) FINISH TWO (2) COATS IMPERVEX ENAMEL (309) (PEX -2) WENDY'0 BEIGE COLOR BEIGE (CUSTOM COLOR 01074) (BLDG 00I10 PRIME ERE (1) CWT I400RW00D EXTERIOR PRIMER (094) FINISH' TWO (2) COATS IMPERVEX ENAMEL (309) (PEX -3) 60000 5 BIRO ZETONE, COLOR DEEP BRONZETONE 063 -62) (BLDG TRIM) PRIME, ONE (1) CWT MERVOOD EXTERIOR PRIMER (094) FINISH, TWO (2) COATS IRONCLAD RETARDO (163 -62) B EXTERIOR FENCES AND ENCLOSURES ONE CWT ' BENJAMIN MERE' MOORWOOD 011 089-66 CHARLESTON BROWN (VINYL ACRYLIC LATEX STAN). G PAINTED TRIM ALL INTERIOR TRIM TO BE PLANED AND SANDED SMOOTH PAINTED VIED TO BE PRIED WITH BENJAMIN MOORE ALKYD ENAMEL. UNDERBODY (0217) AND FINISH WITH TWO CATS OF BENJAMIN" MOORE SATIN IPERVO ALKYD ENAMEL (235). SEE FINISH SPECIFICATIBN P -1 6 P -2. D. NATURAL WK TRIM NATURAL WOOD TO BE STAINED WITH BENJAMIN MOORE PENETRATING STAIN (.241 -56) AND FINISHED WITH IVO COATS OF BENJAMIN 140000 BENVOOD POLYURETHANE SATIN FINISH (. 435) APPLY PER PRODUCT INSTRUCTIONS. SEE FINISH SPECIFICATIONS S -1. D9g-Ociz E PAINTED DRYWALL DRYWALL TO BE PRIMED WITH BENJAMIN MOORE LATEX QUICK DRY PRIME SEAL (0200 AND FINISHED WITH TWO COATS IF BENJAMIN MORES REGAL AQUA VELVET (0319) SEE FINISH SPECIFICATIIN 0 -3. DIVISION 10 - SPECIALTIES EXTERIOR TRASH ENCLOSURE TRASH ENCLOSURE SHALL BE AS PER SPECIFICATIONS AND DRAWINGS (SITE PLAN AND SHEET 2) GENERA. SIWAGE ALL BUILDING, FREE - STRIDING AND DIRECTIONAL SIGNS WILL INCORPORATE THE CAMEO IDENTITY. TOTAL SIGNAGE INCLUDING MEMO AND SPEAKER 5I3N5 SHALL BE FURNISHED BY OWNER AND INSTALLED BY LICENSED SIGN ERECTOR. SEE APPROVED SIGN SUPPLIERS LIST. BUILDING SIGNS 1. BUILDINGS WITH SERIES 2 FASCIA 36' 'VENDY'S 0.D FASHIONED HR4BRGERS' ■ /CAMEO RED- CLOSEIFACED CHANNEL LETTERS (VACUFTO RMM INDUSTRIES / NATBNAL SIGN). TO. AE INSTALLED PER EXTERBR ELEVATORS (SHEET 5) 2. NEON 'EXPRESS WINDOW' SIGN a/TRANSFO MER NACUFORN / NATURAL SIGN) MENUBOARDS ANTERIOR AND EXTERIOR) 1. ALL BUILDINGS REQUIRE. (ONE) BIRGUDY 8 PANEL MEN.JBOARD (SOFFIT MOUNTED) 2. ALL BUILDINGS REQUIRE, (OE) 4 -PANEL EXTERIOR MENUBOARD DR °SCOREBOARD' MENUBDARD WITH SPEAKER PEIESTAL KITDEN EQUIPMENT 0E0ERAL CONTRACTOR TD RECEIVE AND UNLOAD ALL KITCHEN EQUIPMENT AND SET IN PROPER PLACE. KITCHEN EQUIPMENT SERVICEMAN WILL SET IR EQUIPMENT WITH GENERAL CONTRACTOR MAKING ALL FINAL MOO( -1PS (THIS WOULD ALSO INCLUDE ANY PURCHASED VEBCO KITCHEN EQUIPMENT ITEMS). HOOD FIRE SUPPRESSER SYSTEM 6 PORTABLE FIRE EXT0 015101RS 1000 FIRE SU 000.55DN SYSTEM SHALL BE AS PER SPECIFICATIONS AND DRAWINGS (SHEET AS0) MANFACTURED BY ANSUL. (NO SUBSTITUTES) SYSTEM SHALL BE FURNISHED AND INSTALLED BY H® MANUFACTURER UNLESS OTHERWISE INSTRUCTED BY OWNER. (VERIFY WITH OWNER BEFPRE COOSTRIICTIO) PORTABLE EXTIGIIISIERS SHALL BE FURNISHED BY OWNER AND SHALL BE INSTALLED AS DIRECTED BY LOCAL FIRE CONTROL AUTHORITY. COMMUNICATION SYSTEM TOTAL COMANICATI0N SYSTEM AS INDICATED ON DRAWINGS (SHEET 10) SYSTEM. SHALL BE AS MAMFACTIRED BY H.M.E., SYSTEM SHELL BE FURNISHED AND INSTALLED BY OWNER. CONTRACTOR TO FURNISH CO0100, ELECTRICAL CONNECTER AND CO-ORDINATE INSTALLATION WITH ELECTRICIAN. PUBLIC RESTROOM DOIRS/PARTITDFNS RESTR00M STALL DOORS SHALL BE MELAMINE COMPONENT PANEL (MCP) DOS AS MANUFACTURED BY MARLITE, DOORS SHALL BE 7/8' THICK WITH 0920 ALMOND COLOR LAMINATE THERMALLY FUSED TO THE FACE IF 45 LB. INDUSTRIAL PARTICLE BOARD. ALL EXTERNAL EDGES SHALL BE BANDED WITH COLOR MATCHING PVC EDGE BANDING APPLIED UNDER HIGH PRESSURE WITH HOT MELT ADHESIVE SEE DRAWINGS FOR SIZE AND LOCATDB00 OF OBITS. PUBLIC 005)05OI ACCESSORIES 1. HAND DRYERS 'WORLD DRYER' MODEL Na RA5 RECESSED MOUNTED NA. 468 COUNTRY BEIGE AS FURNISHED BY OWNER AND INSTALLED BY ELECTRICAL CONTRACTOR. a 28' V x 42' H WALL MOUNTED PLATE GLASS MIRROR a /STAINLESS STEEL FRAME. 3. LIQUID SOAP DISPENSERS, LAVATORY MOUNTED TYPE 304, STAINLESS STEEL WITH BRIGHT MUSH FINISH. BOBRICK MODEL N0. 8 -822 INSTALLED BY GENERAL CONTRACTOR. 4. TOILET TISSUE DISPENSERS LAVATORY MOUNTED JUMBO ROLL TISSUE DISPENSER BY SCOTT M DEL NO 09672 JRT INSTALLED BY GENERAL CONTRACTOR 5. HANDICAPPED GRAB BARS 30301 K SERIES No. 3-610 STAINLESS STEEL WITH EXPOSED MOUNTING. FINISH SHALL BE SMOOTH AND FURNISHED COMPLETE WITH MOUNTING KIT. ALL ITEMS SHOWN ON DRAWINGS STALL BE FURNISHED AND INSTALLED BY GENERAL CONTRACTOR. ROOM IDENTIFICATIW SIGN 3/4' THICK SANDBLASTED AND PAINTED IDENTIFICATION SIGNS FURNISHED BY OWNER AND INSTALLED BY G1IJERAL CONTRACTOR ADA. RESTR00M IDENTIFICATION SIGN SIGN SHALL BE 6' X 8' BEIGE WITH CONTRASTING BROWN ICONS IN COPLIAMCE 6156 SECTION 4-30 -6 IF THE ADA MANIAC SIGN SHALL BE MOUNTED ON WALL (LATCH SIDE OF DOOR) SEE SHEET 6A STAINLESS STEEL CORNERS 18 GAUGE STAINLESS STEEL WRAP STYLE CORNER PROTECTORS IN WOMEN AREA INSTALL PRIOR TO FLOOR AND WALL TILE IN ACCORDANCE WITH LOCATIONS NOTED ON EQUIPMENT PLAN 151EET 9 EQUIPMENT 06-3). SUPPLIED BY SW METAL WORKS OR QUADRATECH AND INSTALLED BY GENERAL CONTRACTOR. WALL DECOR FRAMED ARTWORK TO BE MOUNTED TO WALLS WITH CONCEALED SECURITY HARDWARE SUPPLIED WITH DECOR PACKAGE FRO4 CREATIVE PALETTE. LOCATIONS AND MOUNTING HEIGHTS ARE INDICATED ON SHEETS 66 ATD 6B /1NTERIIR ELEVATIONS SILK PLANT PACKAGE THE STANDARD SILK PLANT PACKAGE INCLUDES PRE - ASSEMBLED HANGING PLANTS, FLOOR PLANTS AND DRIP -IN INSERTS AS REQUIRED REFER TO SHEET 9/E(IIIPMENT PLAN FOR LOCATION AND KEY. MOUNTING TEIGTS FOR HANGING PLANTERS ARE INDICATED ON SHEET 6A /INTERIOR ELEVATOWS AND INSTALLED BY GENERAL COTRACTIR. FLOOR MATS ALL VESTIBULES ARE TO HAVE ONE 32' x 48' RECESSED FLOOR MAT WITH ALUION FRAME AND ROSE VINYL INSERT STRIPS (REESE MATS/BY CONTRACT BUILDERS HARDWARE). DIVISION 11 - PLUBING 1. PROVIDE ALL LABOR, EQUIPMENT, AND MATERIALS NECESSARY TO EXECUTE TIE PLUBDG WORT( 'DILATED ON THE DRAWINGS, AMID AS REQUIRED BY LOCAL CODES AND ORDINANCES. 2. PAY ALL FEES AND ARRANIE FOR EXECUTER OF ALL TAPS, METERS WITH REQUIRED ENCLOSURES C ANY), ETC INHERENT TO THE INSTALLATION OO NEV PLUMBING SERVICE 3. SHALL INCLUDE ALL PIPING) DOMESTIC HOT AND COLD WATER, SANITARY AND SUPPLY AND -UP OF ILL FIXTURES SCHEDULED ON THE D 6901405l AND INSULATION IF DESIGNATED P10100 ROO SHALL ALDO INCLUDE ALL GAS PIPING AND EQUIPMENT CONNECTIONS WHERE REQUIRED. 4. ALL ITEMS, SUCH AS FITTINGS, ETC. MAT MENTIONED BUT UNDERSOLD) TO NECESSARY TO COMPLETE THE PLUMBING SYSTEM SHALL BE INCLUDED. 5. SOIL, VASTE, AND VENT PIPING TO BE OF MATERIAL APPROVED BY LOCAL CODES 6. PROVIDE CLEANOITS FOR SOIL AND WASTE LINES AS SEWN ON DRAWINGS, AND IF TYPE APPROVED BY LOCAL GOES. 7. ALL WATER SUPPLY PIPD4G BELOW GROUND SHALL BE TYPE K. SIFT COPPER TUBING, (AV® FITTINGS BELOW SLAB WHENEVER POSSIBLE). ALL WATER SUPPLY PIPING ABOVE GROUT SHALL BE TYPE,L. HARD COPPER TUBING 8. PROVIDE FOR DRAINING: WATER SYSTEM, AND CAE ALL STUBS UNTIL FINISH VAR( IS INSTALLED INSTALL DRAIN VALVE AT WATER METER 60TH 3/4' HOSE TREAD AND VACUUM BREAKER. - - 9. PROVIDE STOPS MI WATER SIFPLIES TO EACH FIXTURE. - - - 10. GAS PIPING FIR HEATING SYSTEMS WITH GAS -FIRED EQUIPMENT SHALL . BE INCLUDED IN THIS CONTRACT. GAS - PIPING. SHALL BE STANDARD WEIGHT, BLACK STEEL PIPE, SDEDUULE 416 PIPING EXPOSED TO ATMOSPHERE CR RUN BELOW GRADE SHALL HAVE POLYETHYLENE PLASTIC COATING. ALL GAS PIPING, FITTINGS AND INSTALLATION SHALL BE IN ACCORDANCE WITH REQUIREMENTS OF UTILITY COMPANY AND "ALL GOVERNDA .BODIES IL 1461LATE ALL C.D AND HAT WATER PIPING WITH ARMSTRONG COPANY ARMAFLEX '11' PIPE INSULATED/ SEAL JOINTS WITH ARMSTRONG 520 ADHESIVE. IMPORTANT - HOLD ALL COLD AND MN VATER PIPING TO VARA SIDE OF INSULATION TO 00011BIT FREEZING. INSULATION SHALL MEET FLAME SPREAD AND SNAKE DEVELOPED RATINGS RE.fuu x0.0 BY LI0Ai- CERISE 1? 00.10 00 FIXTURES SHALL BE FURNISHED AND INSTALLED WHERE SHOWN ON THE DRAWINGS. ALL FIXTURE FITTDES AND EXPOSED FIXTURE PIPING SHALL BE BRASS CHROMIUM PLATED. ALL TRAPS SHALL BE CAST BRASS ALL FIXTURES SHALL BE BONE, FUTURES SHALL BE AS MANUFACTURED BY AMERICAN STANDARD, KOHLER 00 AND EQUAL IN ALL RESPECTS TO FIXTURES SPECIFIED. CLOSET SEATS SHALL BE BEMIS. WATER CLOSET (.6-0 Mo. 3043102 AMERICAN STANDARD ELONGATED 'CADET' 17' HIGH, DESIGNED FOR L6 GAL. FLUSH, 'BONE CHINA' No. 169 PEIDAE FLEXIBLE SUPPLY STEP No. 523 SEAT 0523 BEMIRE, OPEN FRONT, LESS COVER, 'BONE' COLOR No. 0001 5LOAN 'MOM.' FLUSH VALVE FOR L6 GALLON FLUSH WATER CLOSET (A-2) No. 3043.102 AMERICAN STANDARD ELONGATED 'CADET' 17' HIGH DESIGNED FOR 1.6 GAL. FLUSH. 'BONE CHINA' No. 169 MCGUIRE FLEXIBLE SUPPLY STOP N40. 523 BEMIRE, OPEN FRONT LESS COVER, 'BONE' COLOR No. 11003 SLOW 'ROYAL' FLUSH VALVE FIR 1.6 GALLON FLUSH COMM SINGE INTEGRAL VANITY TOP AND BOWL a/2 7/8' BACKSPLASH INCLUDED OVERALL SIZE 31' X 19 1/2' MEWL POSITION •7 (COEA4 INTEGRAL VANITY TIP ./DOUBLE BOWL- CODE REQUIRED) ./2 7/8' BACKSPLASH INCLUDED OVERALL SIZE 49' 122' HOWL POSITION 12 1/2 ' -L0 -12 1/2 • No.8872 MMCG111RE ADJUSTABLE CAST BRASS 'P' TRAP WITH TUBING DRAIN TO VALL 1 1/4 • INLET AND OUTLET, CLEANOUT PLUG ESCUTCHEON No. 2103.736 OR No. 8810 No. 167 UZDVO. (C -0 No. 6546132 No. 18601 MOO SIN( (D-1) u�, 00B -2424 No. 8344-111 - AMERICAN STAM0ARI 'HERITAGE' FAUCET WITH POP -UP DRAIN MIEN 'SITE- STREAM' FAUCET WITH GRID STRAINER WASTE MCGIIRE FLEXIBLE F TUBE RISER, WHEEL HANDLE STOP, ESCUTCHEON, PROVIDE WITH WALL HANGERS AMERICAN STANDARD, WALL MOUNTED WADE GAL. FLUSH, 'BONE' COLOR SLOAN 'ROYAL' FLUSH VALVE WITH INTEGRAL STOP FOR 1 GALLON FLUSH NOTE, MOUNT TOP OF URINAL RIME 17' ABOVE FINISH FLOOR. FLAT PMDEII STONE BASIC 'HERITAGE' FAUCET WITH VACWM BREAKER METRES AND EQUIPMENT 80 -1 THRU K -111) FIGURES AND EQUIPMENT BY OTHERS. RENIOH -IN FINAL CONECTIONS OF REQUIRED WASTE, VENT , AND WATER SUPPLY PIP0G BY PLUMBING CONTRACTOR. ALL SUPPLY PIPING SHALL BE VALVED. 13. WATER METER IS A POSITIVE DISPLACEMENT METER OF THE NOTATING DISC TYPE AS REQUIRED BY LOCAL UTILITY COMPANY. 14. A. GAS 'COMMERCIAL' WATER HEATER SHALL BE A POLARIS MODEL PC100 -50 MANUFACTURED BY MOR -FL0/ AMERICAN . WATER HEATER SHALL HAVE A STORAGE CAPACITY OF 50 GALLONS WITH AN ENERGY INPUT OF 100,000 BTU, A RECOVERY OF 112 GALLONS PER HOUR AT A 100 DEGREE (FAHRENHEIT) TEMPERATURE RISE, AND BE EGADPPED TO OPERATE ON NATURAL GAS WATER HEATER SHALL BE STAINLESS STEEL CONSTRUCTION WITH A 0.0410 D FIVE -YEAR TIN( WARRANTY. WATER HEATER SHALL HAVE A POWER BLOWER, NEGATIVE - PRESSURE GAS VALVE AND HE SURFACE IGNITER TO PROVIDE A THERMAL EFFICIENCY OF AT LEAST 96X. WATER BEATER SHALL BE FOAM INSULATED WITH ZERO CLEARANCE TO COMBUSTIBLE BUILDING !MATERIALS AND UTILIZE 2 -1N. ABS OR CPVC PLASTIC PIPE FOR SEALED EXHAUST AND AR INTAKE. 120 VOLT CIRCUIT REQUIRED. B. (ALTERNATE) GAS 'COIERCIAL' WATER HEATER WITH GLASS LINED TANK AS MANLFACTURED BY A.O. SMITH BT -80 (75 GALLON CAP). CAPACITIES SHALL BE AS NOTED ON PLUMBING PLAN (SHEET 15). C ELECTRIC "COMMERCIAL' WATER HEATER WITH GLASS LINED TANK AS MANUFACTURED BY A.O. SMITH MODEL No. DVE -52 -12 (50 GALLON CAP). CAPACITIES SHALL BE AS NOTED ON PLUMBING PLAN (SHEET 15). D. (ALTERNATE) GAS WATER HEATER BY PAL01A INDUSTRIES INC. MODEL PH -2414-11 'TANKLESS' WATER HEATER, CAPACITIES SHALL BE AS NOTED ON PLUMBING PLAN (SHEET 15). 15. WALL HYDRANTS SHALL BE FREEZELESS AUTOMATIC DRAINING TYPE AS MANUFACTURED BY 600000RD, MODEL 65 IR EQUAL BY ERN OR WADE 16. CO- 00304ATE ALL WORKING VITH ELECTRICAL AND HEATING COTRACTOR. 17. THIS CONTRACTOR SHALL GUARANTEE ALL WORK INSTALLED UNDER THE CONTRACT TO BE FREE FROM THE DEFECTIVE VORKMANSHIP AND MATERIALS, USUAL WEAR EXPECTED, AND SHOULD ANY SUCH DEFECTS DEVELOP WITHIN A PERIOD OF 0E YEAR AFTER ACCEPTANCE OF THE BUILDING BY THE OWNER, THIS CONTRACTOR SHALL PEPAR AP°.0/10 RE - P'F ANY MFECTIVE ITEMS AND ALL DAMAGE RESULTING FROM FAILURE OF THESE ITEMS, AT NEI EXPENSE WHATSOEVER TO 01E OWNER. 18. BADffLOV PREVENTOR TO BE INSTALLED WHEN REQUIRED BY LOCAL COME AND IS TO BE PROVIDED BY AND INSTALLED BY THE PLUMBING CONTRACTOR. 19 SUPPLY AND INSTALL PREMADE GAS COOKING EQUIPMENT MANIFOLD AS SHOWN ON SHEET 15, SUPPLIED BY SIG METAL WORKS DIVISION 12 - HEATING AND VENTILATION L PROVIDE ALL LABOR, MATERIALS AND EQUIPMENT NECESSARY TO COMPLETE THE HEATING AND VENTILATING VON( INDICATED UN THE DRAWINGS AND AS REQUIRED BY LOCAL CODES AND ORDINANCES. 2 INCLUDED IN THIS SECTION IS ALL VGRK TO INSTALL KITCHEN EXHAUST HOODS AND ROOM VENTS AS SHOWN ON THE DRAWINGS. ALL HMS AND FANS ARE TO BE 6010015 STANDARD, AS LISTED ON SHEET 5 -5, APPROVED SUPPLIERS REIF MOUNTED EXHAUST FANS TO BE INSTALLED ON PRE - FABRICATED CURB FINISHED AND INSTALLED BY HEATING CONTRACTOR. ' 3. HEATING AND COOLING UNITS AS INDICATED ON THE DRAWINGS TO BE FURNISHED AND INSTALLED BY HEATING CONTRACTOR HEATING AND VENTILATING [ROTS DDICATED ON THE DRAWINGS AND HEREINA SPECIFIED ARE DESIGNED TO MEET ASHRA5 90-65 BASED ON COLUMBUS, 000 DESIGN CONDITIONS OF 90 F SURER AND D F WINTER. (SEE NOTE 15) 4. DIFFUSERS, REGISTERS, LOUVERS SHALL BE AS PER MODEL AND SIZE INDICATED EN DRAWINGS NO SUBSTITUTES SHALL BE ACCEPTED UNLESS APPROVED BY TIE OWNER DR ARCHITECT IN WRITING DIFFUSERS AND LOUVERS NOT MEETING SPECIFICATION AS SHWA ON DRAWINGS SHALL BE REPLACED AT THE HEATING CONTRACTOR'S EXPENSE. 5. BEFORE 00063_ ACCEPTANCE BY OWNER, A OWNER'S REPRESENTATIVE SHALL CHECK ENTIRE HVAC SYSTEM AND SUBMIT A WRITTEN REPORT TO THE OWNER. FINAL BALANCE OF HVAC SYSTEM SHALL BE PERFORMED BY MECHANICAL CONTRACTOR NO FINAL PAYMENT WILL BE MADE UNTIL THE ABOVE REPORT HAS BEEN RECEIVED AND HVAC SYSTEMS ARE IN BALANCE. _ • 6. WHERE REQUIRED BY GOVERNING ORDINANCES, PROVIDE FIRE DAMPERS CONFORMING TO NFPA 90A SUPPLY DUCTS TB HAVE 1' FMERGLA55 INSULATION, EXHAUST INSTALLATION SHALL CONFORM TO NFPA 96. 7. WHERE REQUIRED, PROVIDE CLASS B' GAS VENT FLUES COMPLETE WITH CAP, COLLAR AND FLASHING. 8. INSTAL THERMOSTAT COMPLETE WITH ALL NECESSARY WIRING AND CONTROLS, LOCATION AS INDICATED ON THE DRAWINGS. THERMOSTAT SHALL PROVIDE FOR AUTOMATIC AND MANUAL FAN OPERATION „ 9. INSTALL AND CONNECT THE COMPLETE SYSTEM IN STRICT ACCORDANCE WITH AI- GOVERNING CODES, ORDINANCES AND THE LATEST CODES AND MANUALS 0. THE NATIONAL WARN AIR HEATING AND AIR G ASSOCIATION. .. 10. ADJUST ALL CONTROLS AND EQUIPMENT FOR PROPER OPERATION LUBRICATE AND CLEAN ALL EQUIPMENT PRIOR TO ACCEPTANCE. Cr BUILDING uAFER IL COORDINATE ALL WOO(: WITH ELECTRICAL AND PLUMBING CONTRACTORS. 12 FURNISH THE OWNER WITH ALL OPERATING MANUALS AND MAINTENANCE' INSTRUCTIONS FOR Eau' MIEN 605 JUL 151998 CITY OFTUKANIL JUL ' 6 1998 PERMIT CENTER 0.5 09:31 IS Fab 1998 PENT DATE ro m N � >Mr r1►7te, rt• n LC ! 9 b y I � � 4=1 y m " Ah mo r„ E. m QRF �tly r'1 " " yy e m �.m A y -, O 1 A �p RR r d y D O MO y r� � y 0 4 � 5 1 g6 0 y =4 `i 1 1 RE ;� 1 1 ! a Vim y A 1 q n A! qi A m l0 48 � § m 91 5 ' E 4 f R € rl I Q 0o > 9 A h m Z 1 N ml- n1 Al E ' y No m VV 1 /��11 g III"'lll " 1< !, i1= 9 N Tit 1P g 1 151!"1 5 I la g r ��� 41/1r ; ;!II it 119 l S r!!! !II e 8 gli ;9i ' ii!r 1 lel . o � lipli 0111 poi p �11111 0141 /ill Ii I A DOD gill 94 11' � �� � � r �ml $ ",' CZ SIP Z� 00V, d V P fp h �1 1 W i P 2 ^� �=' Fm 1DIO V q ' ` Y '-p1 F � l a�i g "y��' ¢ �Q+ P 2y § 1 y e �$ K 6 m a i 1 r Oil +I Je H D T q �Ff $ FE R r s p e Im 0 2 1 � F i . ! 4'iA: , 9 g f' g yde z W ss7 ,y +� ;� -- r y � Sin 1' Irglfr;{I'y.1 r Ni` L 2 ! r !�1 yA 5 a �K K i15� 7�im A ii P1 ij � 1 INm'! �n � gig - v�� P l a h4'' 4 b 1 4 Il PI° kl y =1 gli i 1 ii 00 y y T y> K K k I y � � gig S 1�1 11 f 11 " 1 ill Rally 3 1 ' RI 1110 4 ° . 2 gF a 6 c 0 6 i m d 0 $ " t,�{ TP a ell �. l i , � ' Al E ' 5- ' , ; � �� 1 ny � pLi q � g ITI q��b 1 I�i �E K q 0 m a ra iii` 4 ;, i i ij i $ Noll 1 q 1� A 2�g n O Trili i 1:1 .� ▪ € 'n ! 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Suite 100 Bellew% WA 98006 -1399 (425) 644 -4000 FAX (425) 843 -4115 15 PEA JGHT RaFCATED TRANSFORMER (2) 4 ° x17' WHITE STRIPE L1GHT J4.75' AV MEN = FOG L INE \T SCALE: 1"=20'-0" \G PLA\ 1:x:1' ;UKY:ALA CITY 1RAL EASEMENT FOG LINE CEDAR /15" CEDAR o� 24 EXISTING TREES TO RERUN or _ 22 23 25 PLANT SCHEDULE SYMBOL BOTANIC NAME/ COMMON NAME 0 CRATAEGUS P AEN!OPYRUM, / WASHINGTON ON HA..`1 H ORN FRAXINUS PENNSYL`JANICA 'MARSHALL'S SEEDLESS " / GREEN ASH PSEUDOTSUG.A MFJ' Z ESH/ 6 -8 FT. HEIGHT DOUGLAS FIR RHODODENDRON 'CUNNINGHAM'S WHITEY CUNNINGHAM'S WHIT' RHODODENDRON PINUS MUGO MUGO/ 2 GALLON MUGHO PINE 0 PHILADELPHUS LEWISII/ 2 GALLON WILD MOCK ORANGE 0 PRUNUS LAUROCERASUS 'OTTO LUYKEN'/ 2 GALLON OTTO LUYKEN LAUREL 0 AZALEA KURUME 'HINO— CRIMSON'/ HYBRID EVERGREEN AZALEA ARCTOSTAPHYLOS UVA —URSI/ KINNICKINNIK SEASONAL COLOR: ANNUALS OR PERENNIALS • SOD OR HYDROSEED SIZE 2" CAL. B &B 2" CAL. B &B 2 GALLON 1 GAL. FLATS OF 4" POTS BIOSWALE SEED MIX: USE CITY OF TUKWILA STANDARD SPACING NOTES 3' -6" O.C. 5' 0.C. 5' O.C. 3' O.C. 18" O.C. FULL NOTES: 1. SEE ARCHITECTURAL/ CIVIL DRAWINGS FOR UTILITY LOCATIONS. FIELD VERIFY. 2. MULCH ALL PLANTING BEDS TO A DEPTH OF 2 ". 3. PROVIDE AUTOMATIC IRRIGATION SYSTEM FOR ALL BEDS. C\t i� � � . 1. iiiis itttos THOMAS RENGSTORF AND ASSOCIATES LANDSCAPE ARCHITECTURE SITE PLANNING URBAN DESIGN SITE 444, 911 =STERN Alf.. SEAITIE, WA 98104 PHONE (206) 682 -7562 FAX, (206) 882 -4721 PROJECT TITLE WENDYS T'UKWILA TUK WA SHEET TITLE PLANTING PLAN JUL 23 1998 .NO DATE BY REVISION DESCRIPTION 5//9/98. ' : IMO , -.: 'FL£.Msr egS013i4 TirAL 3/31,98 - VAD BUILDING SHIFT . , iJ ` ` PERMIT SONMITTAL P STATION =:. STRUCTlON R @Z+ _ - REMOVE EX. CATCH BASIN AND EX. SD *HERE CONFUC?1NG - - 'MTH PROPOSED IMPROVEMENTS. H GROUT EX. STORM PIPE (E) DO. NOT DISTURB NEW PAVEMENT. 1 LOWISH k REMOVE EXISTRHG PAVENENT (T`(P) / CONTRACTOR TO_EROTECT EloSTING U/G POWER LINE-- AND ASSIST LATH COORDINATION OF RELOCATION OR REUSE. INSTALL TEMPORARY CONSTRUCTION' ENTRANCE AT EX. DRIVEWAY 1) DEMOLISH \REMOVE EXISTING LIGHT STANDARD AND BASE (T(P) DEMOLISH \REMOVE EXISTING / LIGHT STANDARD AND BASE (TM ,, REMOVE EX. CATCH BASIN AND DEMOLISH & REMOVE EX STORM PIPE .FROM. UNDER PROPOSED BUILDING AND WHERE CONFLICTING . WITH ANY OTHER PROPOSED IMPROVEMENTS. SLT FENCE DEMOLISH \REMOVE EXISTING l LIGHT STANDARD AND BASE •IX (TYP) DESIGNED BY: ESS DRAWN BY:; ESS ISSUE DATE: 1Q -29 -97 PROJECT NO. CCH)CKED BY. CONTRACIOR`TO PROTECT EXISTING SANITARY SEWER AND OTHER UTILITIES TO REMAIN. CONTRACTOR TO DEMOLISH AND REMOVE EXISTING OFF -SITE CURBING EROSION . CONTROL NOTES: 1. TS OF (UT/FILL SEE GRADING, DRAINAGE, & UTBLTFTY PLAN, SHEET C -2` -CONTRACTOR SHALL -STAKE - PROPERTY CO€BdERS AND LIMITS OF - CLEARING PRIOR TO IIIRATING SITEWORK. 2. THIS SHEET SHOWS SCHEMATIC LOCATION OF. SILT F YCc4G. CONTRACT - OR SHALL "PRIME SL1 FENCING AS DI ECTED BY THE OWNER'S REP - RESENTATINE - AS REQENRED BY KING COUNTY. 3. LOCATIONS OF XNELIK DAMS AND STRAW BALE BARRIERS SHALL BE AS DIRECTED: BY OWNER'S REPRESENTATIVE OR AS REQUIRED BY CON- STRUCION SEQUENCING. 4. STABILIZATION ADEQUATE TO PREVENT EROSION OF OUTLETS SHALL BE PROVIDED AT THE OUTLETS OF ALL STORMWATER CONVEYANCE SYSTEMS. 5 Ali EROSION/ NT CONTROL. MEASURES SHALL BE !N PLACE PRIOR TO DEMOLITION AND ANY EARTH MOVING ACTIVITY. 6. ALL TEMPORARY EROSION/SEDIMENT CONTROL MEASURES SHALL BE RE- MOVED WATHLN 30 DAYS :AFTER ANAL STABILIZATION IS ACHIEVED OR AFTER THE MAPORARY "MEASURES ARE NO LONGER NEEDED_ 7. AU EROSION /SEDIMENT CONTROL:MEASIRES SHALL BE INSPECTED, MAINTAINED, AND REPAIRED AS NEEDED TO ASSURE CONTINUED PER - FORMANCE-.OF THEIR INTENDED FUNCTION. 8. CATCH BASINS SHALL BE PROVIDED IV/INLET PROTECTION UPON IN- STALLATION UNTIL FINAL 'PAVING. TUKWILA \ KING COUNTY CONSTRUCTION SEQUENCE 1. PRE- CONSTRUCTION MEETING. 2. FiAG OR; FENCE CLEARING UNITS. 3. POSTSGN WITH NAME AND PHONE NUMBER OF TESC SUPERVISOR.: 4. INSTALL CATCH BASIN PROTECTION IF REQUIRED. 5. GRADE AND. INSTALL CONSTRUCTION ENTRANCE(S). 6. INSTALL PERIMETER PROTECTION (Su FENCE, BRUSH BARRIER, ETC.). 9: CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS ETC_) = SIMULTANEOUSLY WITH CLEARING AND GRADING" FOR PROJECT EE,E0Pitl34T. - 10. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE . WITH -KING COUNTY STANDARDS AND _MANUFACTURER'S RECOMMENDATIONS: 11. RE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO. THAT AS SITE CONDITIONS CHANGE THE EROSICI4• AND- SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE WITH THE KING COUNTY TESC MINIMUM REQUIREMENTS. 12 COVER ALL AREAS THAT WALL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THEORY SEASON OR TWO DAYS DURING THE %ET SEASON WITH - STRAW; WOOD' FIBER MULCH, COMPOST, PLASTIC SHEETING OR EQUIVALENT. 13. STABILIZE ALL AREAS MT REACH ANAL GRADE WITHIN SEVEN -DAYS_ - 14 FEED OR SOD ANY AREAS -T0 REMM4: WORKED FOR M THAN- 30 BAYS: - = - 1 UPON COMPLETION OF THE DISTURBED AR 5 ON COM PROJECT. ALL AREAS MUST BE STAB1LJZEO AND BMPS REMOVED IF APPROPRIATE DEHMIOUTiON NOTES: CONTRACTOR IS .TO REMOVE E E)8STIL4G CONCRETE AND ASPHALT PAVING, CURBS, GUTTERS, AND ALL EXISTING SURFACE IMPROVEMENTS WHITIN THE OMITS ,SHOWN, UNLESS OTHERWISE NOTED IN CONTRACT DOCUMENTS. SEE SHEET C -2 AND C -3 FOR DRAINAGE AND UTILITY INFORMANTION. EROSTON/SEDIMENT.COt1ROL LEGEND SILT FENCE LIMITS OF GRADING EXIS11NG LEGEND ML- ss.. A, TUKWILA \KING COUNTY EROSION CONTROL NOTES 1. APPROVAL OF THIS TEMPORARY EROSION AND SEDIMENTATION CONTROL (TESC) PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (E.G. SIZE AND LOCATION OF ROADS, PIPES, RESTRICTORS, CHANNELS, RETENTION FACILITIES, UALITIES, ETC.). 2 THE IMPLEMENTATION OF THESE TESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE TESC FACILITIES IS THE RESPONSIBILITY OF THE APPUCANT/TESC SUPERVISOR UNTIL ALL CONSTRUCTION IS APPROVED. 3. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED BY A CONTINUOUS LENGTH OF SURVEY TAPE (OR FENCING, IF REQUIRED) PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE CLEARING UNITS SHALL BE PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED BY THE APPUCANT/TESC SUPERVISOR FOR THE DURATION OF CONSTRUCTION. 4. THE TESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED PRIOR TO OR IN CONJUNCTION WITH ALL CLEARING AND GRADING SO AS TO ENSURE THAT THE TRANSPORT OF SEDIMENT TO SURFACE WATERS, DRAINAGE SYSTEMS, AND ADJACENT PROPERTIES IS MINIMIZED. 5- THE TESC FACILITIES SHOWN ON 11115 PLAN ARE THE MINIMUM REOUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION, THESE TESC FACILITIES SHALL BE UPGRADED AS NEEDED FOR :UNEXPECTED STORM EVENTS AND MODIFIED TO ACCOUNT FOR CHANGING SITE CONDITIONS (E.G., ADDITIONAL SUMP PUMPS RELOCATION OF DITCHES AND SILT FENCES, ETC:). 6. THE ESC FAClUT1ES SHALL BE INSPECTED DAILY BY THE APPLICANT/TESC SUPERVISOR AND MAINTAINED TO ENSURE CONTINUED PROPER FUNCTIONING. WRITTEN RECORDS SHALL BE KEPT OF WEEKLY REVIEWS' OF THE TESC FACILITIES DURING THE WET SEASON (OCT. 1 TO MARCH 31) AND OF MONTHLY REVIEWS DURING THE DRY SEASON (APRIL I TO SEPTEMBER 30). 7. ANY AREAS OF EXPOSED SOILS INCLUDING ROADWAY EMBANKMENTS, THAT WILL NOT BE DISTURBED; FOR TWO DAYS DURING THE VET SEASON OR SEVEN DAYS DURING THE DRY SEASON SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED TESC METHODS (EG., SEEDING, MULCHING, PLASTIC COVERING, ETC.). 8. ANY AREA NEEDING TESC MEASURES; NOT REQUIRING IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN FIFTEEN (15) DAYS. 9. THE TESC FACIUTIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN 48 HOURS FOLLOWING A STORM EVENT. 10. AT NO TIME SHALL MORE THAN ONE (1) FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE UNES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT - LADEN WATER INTO THE DOWNSTREAM SYSTEM. 11. STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHAD_ BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION' OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS WASH PADS, MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. 12. ANY PERMANENT FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL. BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE PERMANENT FACILITY IS TO FUNCTION ULTIMATELY AS AN INFILTRATION SYSTEM, THE TEMPORARY FACILITY MUST BE GRADED SO THAT THE BOTTOM AND SDE R ARE AT LEAST ONE FOOT ABOVE THE FINAL GRADE OF THE PERMANENT FACILITY. s. R E •:: EDGE OF EXISTING PAVEMENT R =25' MIN. 4' TO 8' QUARRY SPACES TUKWILA \KING COUNTY GENERAL NOTES 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE KING COUNTY CODE (KCC), ROAD STANDARDS. (KCRS), AND THE KING COUNTY COUNCIL'S CONDITIONS OF PREIJMIN'ARY SUBDIVISION ' APPROVAL IT SHALL BE.THE SOLE RESPONSIBILITY OF THE APPLICANT' PPLICANT AND THE PROFESSIONAL CIVIL ENGINEER TO CORRECT ANY ERROR OMISSION, OR VARIATION FROM THE ABOVE REQUIREMENTS FOUND. IN THESE PLANS. ALL CORRECTIONS SHALL BE AT NO ADDITIONAL COST OR LIABILITY TO KING COUNTY. 2. THE DESIGN ELEMENTS WITHIN THESE PLANS HAVE BEEN REVIEWED ACCORDING TO THE KING COUNTY DEPARTMENT'QF DEVELOPMENT AND ENVIRONMENTAL SERVICES (DDES) ENGINEERING REVIEW CHECKLIST.. SOME ELEMENTS MAY HAVE BEEN OVERLOOKED OR MISSED BY THE DDES PLAN. REVIEWER. ANY VARIANCE FROM ADOPTED STANDARDS IS NOT ALLOWED UNLESS SPECIFICALLY APPROVED BY KING'COUNTY:PRIOR TO CONSTRUCTION. 3. APPROVAL OF THIS ROAD, GRADING, AND DRAINAGE PLAN DCES NOT CONSTITUTE AN APPROVAL OF ANY OTHER CONSTRUCTION (E.G. DOMESTIC WATER CONVEYANCE, SEWER CONVEYANCE, GAS, ELECTRICAL, ETC.). 4. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY, A PRECONSTRUCTION MEETING MUST BE HELD BETWEEN THE DDES'S DEVELOPMENT INSPECTION UNIT, THE APPUCANT, AND THE APPUCANTS CONSTRUCTION REPRESENTATIVE. 5. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 6. CONSTRUCTION NOISE SHALL BE LIMITED AS PER KING COUNTY CODE (SECTION 12.88); NORMALLY, THIS IS 7 A.M. TO 10 P.M. WEEKDAYS AND 9 R.M. TO iG P.M. ON WEEKENDS. 7. IT SHALL . BE THE APPUCANTS /CONTRACTOR'S RESPONSIBILITY TO OBTAIN ALL CONSTRUCTION EASEMENTS NECESSARY BEFORE UIIT1ATING OFF -SITE WORK WITHIN THE ROAD RIGHTS -OF -WAY. 8. FRANCHISED UTILITIES OR OTHER INSTALLATIONS THAT ARE NOT SHOWN ON THESE APPROVED PLANS SHALL NOT BE CONSTRUCTED UNLESS AN APPROVED SET OF PLANS THAT MEET ALL REQUIREMENTS ar KCRS CHAPTER 8 ARE SUBMITTED TO THE DDES'S DEVELOPMENT INSPECTION UNIT THREE DAYS PRIOR TO CONSTRUCTION. 9. DATUM SHALL BE.KCAS UNLESS OTHERWISE APPROVED BY DDES.. 10. GROUNDWATER SYSTEM CONSTRUCTION SHALL BE WITHIN A RIGHT OF -WAY OR APPROPRIATE DRAINAGE EASEMENT, BUT NOT N T UNDERNEATH THE ROADWAY' SECTION. ALL GROUNDWATER SYSTEMS MUST BE CONSTRUCTED IN ACCORDANCE WITH SECTION Bt 102 OF THE APWA STANDARD SPECIFICATIONS. • 11. ALL UTILITY TRENCHES SHALL Bt BACKFILIED AND COMPACTED TO 95' PERCENT` DENSITY. 12. ALL ROADWAY SUBGRADE SHALL BE BACKFILLED AND COMPACTED, TO 95 PERCENT DENSITY (WSDOT 2- 06.3). 13. OPEN CUTTING OF EXISTING ROADWAYS IS NOT ALLOWED. UNLESS- SPECIFICALLY APPROVED BY DDES AND NOTEB ON THESE,APPROVED PLANS. ANY OPEN CUT SHALL BE RESTORED-IN ACCORDANCE MTH KCRS 8.03(B)3. 14. THE CONTRACTOR SHALLBE RESPONSIBLE FOR PROVIDING ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT,:_ FLAGGERS, AND ANY OTHER NEEDED AG 40 PROTECT THE,UFE HEALTH, AND SAFETY OF THE PUBLIC, AND TO PROTECT-PROPERTY 1N CONNECTION WITH THE PERFORMANCE OF WORK COVERED BY THE ' CONTRACTOR. - ANY_WORK WATHBN THE TRAVELED RIGHT-OF-WAY" THAT MAY INTERRUPT NOtmAt:1RAFEtC _,Ft_OW SHALL REQUIRE AT LEAST ONE FLAGGER FOR EACH LANE OF TRAFFIC AffECTEQ ALL SECTIONS OF THE WSDOT STANDARD SPECIFICATIONS 1 -OY.23 TRAFFIC CONTROL, SHALL APPLY. -50' MIN. 15' MIN AAtt - EROSION / SILTAII ( N. CAU11Ot - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICAW Y S C AUTIONlFD THAT THE LOCATION AND/4 ELEVATION OF .' EXISTING 1J11UT!ES .AS SHOWN ON;_i1iE PLA!}S ' IS BASED .ON RECORDS OF• VARIOUS U•ff LITY • COMPANIES ,AND, WHERE' POSSINg,MEASUREMENTS;; TAKEN IN THE FIELD._CONTRACTOR, TO GAIL; 1- 80 - 424 -5555 48 HOURS PRIER TO 1PLANNED11 EXCAVATIONS. THE INFORMATION IS NQT, TO';B,E RELIED ON AS BEING' EXACT, U COh1PLETE,, THE CONTRACTOR MUST CAL THE LAPPROPRIATEIJTILITY, COMPANY AT LEAST 148 I IOURS„BEFORE ANY EXCAVATION TO REQUEST EXACT FIED LOCATION OF UTIUTIES. IT SHALL BE :THE RESPAN$1011 TYT:.OF THE: CONTRACTOR TO RELOCATE ALL':EXISTING,UTjLtHES WHICH CONFLICT MATH, ,TH PROPOSED IMPROHTS :, SHO#4' ON THESE PLANS. NOTES: 1. ALL CATCH BASINS ARE TO BE SITUATED SUCH THAT THE OUTSIDE EDGE OF GRATE FRAME IS AT TOE OF CURB (WHERE APPLICABLE). 2. REFER TO THE FOLLOWING SCHEDULE FOR DETAILS. - - TYPE 1 CATCH BASIN DETAIL - - TRENCH BACKFILL -- STANDARD CLEANOUT 3. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATIONS AND DIMENSIONS OF SITE APPURTENANCES, PRECISE BUILDING DIMENSIONS, AND EXACT BUILDING UTILITY ENTRANCE LOCATIONS. 4. ALL UNSURFACED AREAS ARE TO RECEIVE FOUR INCHES OF TOPSOIL, SEED, MULCH AND WATERED UNTIL A HEALTHY STAND OF GRASS IS OBTAINED, UNLESS OTHER- WISE SPECIFIED ON THE PLANS. 5. CONTRACTOR TO GRADE ALL AREAS TO PRECLUDE THE PONDING OF WATER. 6. STORM DRAINAGE PIPE WITH LESS THAN 2'-0 COVER SHALL BE CLASS IV REINFORCED CONCRETE PIPE, OR DUCTILE IRON, OR APPROVED EQUAL TO SUSTAIN H -20 LOADING. ALL OTHER STORM DRAINAGE PIPES TO BE ADS N -12. 7. CATCH BASIN INLET PROTECTION TO BE USED FOR ALL NEW INLETS. SEE EROeSION /SED MENT CONTROL PLAN AND 8. CONTRACTOR TO REMOVE UNSUITABLE SOILS LOCATED WITHIN THE BUILDING SPLAY UNE OF THE FOOTINGS. REFER TO THE GEOTECHNICAL REPORT BY MAYES TESTING ENGINEERS, DATED SEPT. 1997, FOR BORING INFORMATION REGARDING UNSUITABLE SOILS TO BE OVEREXCAVATED. THE CONTRACTOR IS RESPONSIBLE FOR EXCAVATION AND OFF -SITE DISPOSAL OF ALL UNSUITABLE FILL BELOW THE BUILDING SPLAY UNE. ALL COSTS ASSOCIATED WITH THE OVEREXCAVATION SHALL BE INCLUDED IN THIS CONTRACT. 9. ALL STORM DRAINAGE PIPE, UNLESS OTHERWISE NOTED, SHALL BE SMOOTH WALLED INTERIOR, ADS N -12, MANUFACTURER'S VERIFICATION OF MANNING'S ROUGHNESS COEFFICIENT n = 0.012 OR LESS. _ 10. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON SURVEY BY TIM HANSON AND ASSOC. DATED: MAY, 1998 AND BP CIVIL PLANS BY DAVID EVANS AND ASSOCIATES DATED: 3 -9 -98. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO PRICING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWDRK WHICH WOULD BE AFFECTED. 11. PROVIDE RODENT SCREENS FOR ROOF DRAIN LEADER DOWASPOUT DRAINS WHERE DRAINS DAYLIGHT INTO SWALE. 12. PROPOSED CUT = 300 CY (PRIMARILY EX. ASPHALT AND CURB REMOVAL) PROPOSED FILL = 1800 CY (INCLUDING ASPHALT & CURB PLACEMENT) THESE QUANTITIES ARE PROVIDED FOR THE CITYS BENEFIT ONLY. THE CONTRACTOR IS REQUIRED TO DETERMINE THEIR OWN CUT AND FILL QUANTITIES FOR PREPARATION OF CONSTRUCTION BID PROPOSALS. 13. THE GEOTECHNICAL REPORT ENTITLED "SURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT IS BY MAYES TESTING ENGINEERS, DATED SEPT., 1997. CONTACT: MIKE MAYES, (425) 742 -9360. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND /OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS U11U1Y COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE REUED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBIUTY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTIUTIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THESE PLANS. NO. DATE 7/14/98 5/19/98 3/ 11/7/97 BY WLD WLD WLD REVISION DESCRIPTION PERMIT RESUBMITTAL PERMIT RESUBMITTAL BUILDING SHIFT PERMIT SUBMITTAL PROPOSED BP STATION CONSTRUCTION Dq 'g-OOIa DESIGNED BY: ESS DRAWN BY: ESS ISSUE DATE: 10 -29 -97 PROJECT NO. CHECKED BY: WED 978017 L57LF' 10' DUCTI IRON 8 0.5% 121LF 10 DUCTILE IRON @ 0.5% ry09 ?$ 3 TYPE '.I <CB' 268 ,I qr.. e_ 1 E3Nt ='26.9 iE = 24:3 RIM =- 26.9- . =24.5 ' gS.'_ CURB RAMP TYPE 1 CB 2 @1.7% END PIPE 4 W /TRASH RACK IE = 22.0 END PIPE ; 3 IV /TRASH RACK IE = 22.0 © 9 NigrW/ SOLD LID CONNECT_ TO EX. 12 SD STUB OUT. RIM = 25.6 - 0V€RLAY =ASPH,T AS REQUIRED TO ACHIEVE PROPOSED 35LF 1 0 PVC (� 0.5% TOP - 23.2 TOE = 19.5 ' 11 END PIPE 8� C -4 W/ TRASH RACK (� 1 1E =20:2: TYPE I.CB RIM = 24.7 IE = 22.8 ,TYPE 1 CB • 7 - 25.2 E = 233:1 6 MATCH EX. AC WALKWAY „RIM = 25:5 IE = 22.5 MATCH ETC SIDE TYPE 1 CB CROSSING < - - RDLIE= 21.5 ; STORM 1E'= 22.4 TOP = 23:5- TOE =:20.2 - TOP = 23.5 TOE = 20.2 35LF 10" PVC - @ 0.5% N011: REFER TO BP STATION DWG. BY DAVID EVANS AND ASSOCIATES FOR ADDITIONAL INFO. • . BP STATION PAVING OMIT. CONTRACTOR TO MATCH & JOIN EX. PAVENENT (TYP). ITT - y D CV W Planning& Engineering 97093r AVE NE, SU1TE203 Seattle, WA 98115-2027 (206) 522 -9510 FAX (206).522 -8344 cci i - REFER TO ROAD IMPROVEMENT PLANS BY DAVID EVANS AND ASSOCIATES FOR INFORMATION REGARDING FRONTAGE IMPROVEMENTS. TYPE I CB RIM = 25.2 IE = 22.80 CONTRACTOR SHALL INSTALL CURB 1 SCUPPER GUTTER TO ALLOW DRAINAGE TO PASS BETWEEN CURBS AND INTO ADJACENT CATCH BASIN WenCYS.Ok FeehIcti. Hembwgen CONSTRUCT 4" RIGID PVC PERF. PIPE DRAINS. CONNECT TO PROPOSED STORM DRAIN. au TUKWILA, WASHINGTON Thee@ plane hsve been reviewed by the Public W®U- -' meit for cantor, -- ,. krxr©nt C Accepts,c , ere t e ,,li U NCt;. er, ,., sr Orrtiria :y to' cy of the cic_ n th; - A @bltions. r. 9 thr -s after IIu- 4 As " ill rcq or rev ed ; , eubeeti e,, , ; , Ei- . th, , Dete,"2„:4 By: SLOPE PROPOSED GRADE AT BACK OF CURB TO MATCH EXISTING GRADE. CONTRACTOR TO GRADE ALL AREAS TO PRECLUDE THE PONDING OF WATER. �s subject to field Inspection by ,e u4illtlee Inspector. ENTRANCE DETAIL SCALE 1 = 10' ENTRANCE DETAIL 0 SCALE 1 = 10' GRAPHIC SCALE zo a IN FEET ) 1 Inch = 20 ft. PROPOSED LEGEND: -SD - STORM DRAIN PIPE • CATCH BASIN - 590- GRADING CONTOUR RDL TOP TOE EXISTING LEGEND: BIOFILTRATION SWALE RETAINING WALL ROOF DRAIN LEADER TOP OF WALL TOE OF WALL (GRADE AT WALL) RIDGE UNE OVERLAY PAVEMENT BIOSWALE SECTION NTS EARTHWORK QUANTITIES 700 CY CUT 950 CY FILL 12' GRADING AND DRAINAGE PLAN NO. DATE BY REVISION DESCRIPTION. ' Q 7/14/98 WLD PERMIT RESUBMITTAL 5/18/98 WLD PERMIT RESUBMITTAL 3/3/98 WLD BUILDING, SHIFT 11/7/97 WLD PERMIT SUBMITTAL DESIGNED BY: ESS ISSUE DATE: DRAWN BY: 10 29 97 ESS ' PROJECT NO CHECKED. BY: WED 978017 NOTES: 1. REFER TO THE FOLLOWING SCHEDULE FOR DETAILS. -- TRENCH BACKEILL -- STANDARD CLEANOUT 2. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT, LOCATIONS AND DIMENSIONS OF SITE APPURTENANCES, PRECISE BUILDING DIMENSIONS, AND EXACT BUILDING UTILITY ENTRANCE LOCATIONS. 3 FOR SANITARY SEWER TRENCHING & BACKFILL DETAIL SEE PRECAST GREASE TRAP VAULT TO BE INSTALLED ON 8' MIN. COMPACTED DEPTH GRAVEL BACKFILL (WSDOT STD SPE 9- 03.16) 4. CONTRACTOR SHALL SUPPLY & INSTALL 1 1/2' WATER METER. CONTRACTOR TO CONSTRUCT 1 1 /2' DOMESTIC COPPER SERVICE CONTRACTOR TO SUPPLY AND INSTALL VAULT. CONTRACTOR TO COORDINATE INSTALLATION W/ QTY OF TUKWILA DEPARTMENT OF PUBLIC WORKS. 5. WENDYS TO RECEIVE POWER FROM RELOCATED ELECTRICAL TRANSFORMER. CONTRACTOR TO PROMDE BEDDING BACKRLL AND CONDUIT FOR EXTENSION OF POWER FROM SERVICE TO BUILDING. CONTRACTOR TO COORDINATE POWER INSTALLATION WITH POWER COMPANY. 6. CONTRACTOR SHALL PROVIDE AND INSTALL A SEPARATE METER AND SERVICE CONNECTION FOR THE IRRIGATION SERVICE LINE IN ACCORDANCE WITH QTY OF TUKWILA REQUIREMENTS. ALL WORK ON PUBLIC WATER SYSTEM TO BE IN ACCORDANCE VATH QTY REQUIREMENTS. 7. ALL STORM DRAINAGE PIPE SHALL BE SMOOTH WALLED INTERIOR, ADS N -12 MANUFACTURER'S VERIFICATION OF MANNING'S ROUGHNESS COEFFICIENT n =0.012 OR LESS. 8. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON SURVEY BY TIM HANSON & ASSOC, DATED 5/98. AND BP CONSTRUCTION PLANS BY DAVID EVANS AND ASSOCIATES, DATED 3/9/98. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO PRICING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. 8. AU. PROPOSED SIDEWALKS ADJACENT TO PROPOSED BUILDING SHALL DRAIN AWAY FROM THE PROPOSED BUILDING AT 19 (MIN) SLOPE, EXCEPT WHERE NOTED DIFFERENTLY (TO COMPLY WITH ADA REQUIREMENTS.) CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND /OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE. PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THESE PLANS. MATCH. EX: CURB CONTRACTOR TO COORDINATE REMOVE :%ROWER CON3t11T_ ANA' WIRE WHERE-RE:03 NOTE: SEE BP STATION' CIML DWG_ BY DA MD EVANS AND ASSOCIATES :FOR ADDITIOHAL.INFO. - BP STATION PAVIWG LIMIT. CONTRACTOR TO MATCH AND JOIN EX. PAVEMENT CONNECT- TO_ EX. - OCATED TRANSFORMER CONTRACTOR TO COORDINATE WITH POWER COMPANY 1 CONSTRUCT WATER SERVICE UNE TO • METER. =24.9 WENDY'S FF,_ 27 WRITER Sot 1/2 DOM. WATER MATCH EX AC WALKWAY 8 SSCO =24,3\ E 03T1TR; TO coca CONNECT WATER CONNECTION" TO SERVICE TO EX GAS STUB. METER I CONNECT TO EX 8' WATER - MAIN VIA DOUBLE STRAP MUELLER, OR APPROVED EQUAL (IRON PIPE THREAD) ssco tl= = 20.7 R :1 >D Ili IERCEP T OR RIM = 26.3 IE = .21.35 tt' WATER SERVICE CONNECT TO 8' SS PER CITY OF TUKWILA SEWER PURVEYOR STD. IE = C -4 Of 3 REFER TO ARCH. PLAN FOR INFORMATION REGARDING CON SIDEWALKS 1 1/2 DOMESTI WATER METER IRRIGATION CONTRACTOR � - TO PROVIDE 1' IRRIGATI DEDUCT METER (READING IN CUBIC FEET) •© CONCRETE CURB AND GUTTER (TYP) EX. FIRE HYDRANT CONTRACTOR TO SAWCUT PAVEMENT AT PROPERTY UNE AND REMOVE ON -SITE PAVING AS REQUIRED TO ACCOMODATE PROPOSED IMPROVEMENTS. FRONTAGE IMPROVEMENTS NOTE: ALL FRONTAGE IMPROVEMENTS BY BP AS PART OF THEIR IMPROVEMENT PLANS BY DAVID EVANS AND ASSOCIATES. REFER TO THOSE PLANS FOR ADDITIONAL INFORMATION. These plans have been reviewed by the Public Works Department for conformance with current City sta .-ids. Acceptance is Tr' c rrors of and c g _ns which do nct au. cr ado- ' : _andards or ordinances. .iity for th o adequacy of the desig - - the designer. Additions, deletions cr . _ to these drawings after this date will 1 this acceptance and will require a resuit,atci of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Fa . corks lic utilities inspector. Date:1 x By: t t zo ( IN FEET ) 1 Inch = 20 ft. PROPOSED LEGEND: WATER SS • GRAPHIC SCALE 10 20 10 EXISTING LEGEND: WATER MAIN SANITARY SEWER PIPE GAS METER SS CLEAN OUT CONCRETE PAVEMENT ASPHALT PAVEMENT CONCRETE SIDEWALK P. ;PO TUKWILA,' WASHINGTON PAVING AND UTILITY PLAN 1;1 jr - 1/2 NOE BORDER 3/4' SCAMS SPACED - 5/4 AS MATED - HT. IX 6' PVC INLEf IE=19.1 12 (MIN.) COMPACTED PEA GRAVEL 45 0/8') PvC SRO PPE SC& PER FUN R9RE ATA•T 45• (IX) BEM - PAVFMENT NOTES: SATABLE t4-RE SOLS 1. R. OF ORCINatIK Itrimmc 4m TwoutBS TH. IS COMPACTED DEP HAY BE-U5330 FOR SINEASE PROWDED APPLES TO ALL ECTIONS. • SCR-SWEET REOWTEMENTS Ft STRUCTURAL FILL CLASS W ASPHALT CCNCREIE REARM COURSE TIMED WRE SISZ =swim °sour STD SPEC 5-04.2) FABRIC iVIL=44. • - N--SLOT BOTH 71 NENT . : - UST TO GRADE INSPECTION REV --,. i T i r Or R ) 4 LI- ELBOW . IIII . i 1 ItL, UR 1 . 1 1 . , , NON-SHRINK 4 GROUT Ali_ AROUND BOTH SIDEs 2/3 LENGTH \--SLOT 1/3 LENGTH GREASE. INTERCEPTOR DETAIL 'CLASS 03ENT CCK. Cou.AP GALLON CAPACITY 2000 UV Co. MODEL No. 612-GA HS-20 LOADING DES 7 24%5 LOCKING FRAME & COVER AIR & GAS TIGHT (MARKED PRIVATE SEWER) 3 PLCS RIM=24.3 PF!FPTIL 6• PVC =LET lE=19.0 COAT INTERIOR WITH COAL TAR EPDXY (SEE NOTE 4, SHEET C-5) SELECT FILL MATERIAL STULL BE FREE CF LARGE ROCKS (r+) AND SHALL DE PLACED P4 8 MAX LOO % LIFTS AND COMPACTED TO 95Z OF MAX. DENSTLY PER !AWED PROCTOR TEST (ASIM D1557) -3 VENT PIPE (VENT 0 ROOFTOP) 7//Z5F x2 ,STAKES FILTER-,_FABRIC TO:STAKES, 1.111THiy2}14114: KNOT14',_ MAltM s R 12 t - eMNLitifirIma*X-911:444k - UPON COhMETION OF TI-ff PROJECT OR fklEN DIRECTED BY THE OWNER, THE FILTER . - - ,RY11491E.GEOlger4L"..: • FABRIC FENCE SHALL BE BELOVED UM ITS ENTIRETY MD DISPOSED OF BY THE CONTRACTOR. - • GRAVEL , BACKFILL_ FOR DRAINS - BURIED FILTER FABRIC INLET:PROTECTION NTS ngineenn E2 pososa 47AIWANWA' TSJITS SIDES PER REQUIPSIENTS MEL - TARE MOM -- Tom trirfir BELDIFWElfD 13 BAR SELECT FRI, IIATETWAL STALL BE FREE PIPE DONG MATERIAL SHALL BE PER EASIDE - Cf LARGE (r AND MIA BE lIt3DOT STD. SPEC. 9-03.16 MID SHAIL BE PLACED if r IIAX LOOSE LIFTS AND - _SHAPED TO THE - BOTTOM OF THE PPE COMPACIELYITY 95Z CF DENSITY PER ItODIFIED PROCTER -TEST WOE: iliBlIANCAL COPPCIO4 #3 BAR (514411567) SHP& BE RECURS) EA.WAY FOR ALL TRENOIES. .... 11.4.54m41 MA TrTIO1 TRENCH AMU 4 Tni/iti- Iwit luuwiwi_ AM) BEDDIVF tifTAILS ( ■ i ALL STEEL PARTS .MUST BE GALVANIZED AND ASPHALT COATED (112EATMENT 1 OR BETTER) - PIPE COUPLING 12" LAYER QUARRY 15 SPALLS, WSDOT SPEC 9-13.6 ;- V1 ".. ( ' • 9z,14 0 . 7 _ - 3/4" DM SMOOTH BARS WANDS liElDED TO BAR-FRAME-, BEVELED PIPE END SECTION_ '.e,(7112 IRON WATER PIPE , 3/4- DIA BAR FRAME 4 oc m-Ax IIj AR SPACING I PROJECT SITE -2x5"ANaiOR STRAPS WELDED T0_3/4 DIA. BAR-FRAME 4 PLCS SPACED UNiFORMLY FASTEN IN 1/2 GALV OR NON CORROSIVE BOLTS AND NUTS —BURY FILTER FABRIC IN TRENCH FILLED %MTH GRAVEL BACK- FILL FOR DRAINS 1 /2"R FRAME AND GRATE W/ FLANGE DOAN OR CAST INTO RISER) PRECAST BASE SECTION (MEASURBIENT AT THE TOP OF THE BASE) NM& 1. 18195111 TRENCH WIDTH SHALL BE THE PPE 00. + ze (OR 40' iTHENDER IS GREATER). 2. MAXIMUM TRENCH ItITIR a) 15 DIA PPE AND SMALLER - 40' b) le DIA. PPE AND LARGER - 1.5 A.D.+18 TYPICAL KNOCKOUT.W/ 2" IAN WALL TRIO:NESS 1-f3 BAR HOOP 2-#3 BAR HOOP TRENCH TIDTH PROVIDE le komium DEPTH COP/ICED CRAWL BACKFTLL FCR PRE %KM BELOW CATCH BASINS TYPE I CATCH BASIN DETAIL TYPICAL SANITARY SEWER TRENCH DETAIL . DATE E3Y &AO REVISION DESCRIPTION i Om% CLEAR ACCESS OPENINGS . - . . . . .. . . ; GROUT * IBOTtibES. .Aucti—sfiRINK) ;:-.., , :i'' , ' 1:: i +.; '`,--- PRECASTpIVIDER, 1;1 jr - 1/2 NOE BORDER 3/4' SCAMS SPACED - 5/4 AS MATED - HT. IX 6' PVC INLEf IE=19.1 12 (MIN.) COMPACTED PEA GRAVEL 45 0/8') PvC SRO PPE SC& PER FUN R9RE ATA•T 45• (IX) BEM - PAVFMENT NOTES: SATABLE t4-RE SOLS 1. R. OF ORCINatIK Itrimmc 4m TwoutBS TH. IS COMPACTED DEP HAY BE-U5330 FOR SINEASE PROWDED APPLES TO ALL ECTIONS. • SCR-SWEET REOWTEMENTS Ft STRUCTURAL FILL CLASS W ASPHALT CCNCREIE REARM COURSE TIMED WRE SISZ =swim °sour STD SPEC 5-04.2) FABRIC iVIL=44. • - N--SLOT BOTH 71 NENT . : - UST TO GRADE INSPECTION REV --,. i T i r Or R ) 4 LI- ELBOW . IIII . i 1 ItL, UR 1 . 1 1 . , , NON-SHRINK 4 GROUT Ali_ AROUND BOTH SIDEs 2/3 LENGTH \--SLOT 1/3 LENGTH GREASE. INTERCEPTOR DETAIL 'CLASS 03ENT CCK. Cou.AP GALLON CAPACITY 2000 UV Co. MODEL No. 612-GA HS-20 LOADING DES 7 24%5 LOCKING FRAME & COVER AIR & GAS TIGHT (MARKED PRIVATE SEWER) 3 PLCS RIM=24.3 PF!FPTIL 6• PVC =LET lE=19.0 COAT INTERIOR WITH COAL TAR EPDXY (SEE NOTE 4, SHEET C-5) SELECT FILL MATERIAL STULL BE FREE CF LARGE ROCKS (r+) AND SHALL DE PLACED P4 8 MAX LOO % LIFTS AND COMPACTED TO 95Z OF MAX. DENSTLY PER !AWED PROCTOR TEST (ASIM D1557) -3 VENT PIPE (VENT 0 ROOFTOP) 7//Z5F x2 ,STAKES FILTER-,_FABRIC TO:STAKES, 1.111THiy2}14114: KNOT14',_ MAltM s R 12 t - eMNLitifirIma*X-911:444k - UPON COhMETION OF TI-ff PROJECT OR fklEN DIRECTED BY THE OWNER, THE FILTER . - - ,RY11491E.GEOlger4L"..: • FABRIC FENCE SHALL BE BELOVED UM ITS ENTIRETY MD DISPOSED OF BY THE CONTRACTOR. - • GRAVEL , BACKFILL_ FOR DRAINS - BURIED FILTER FABRIC INLET:PROTECTION NTS ngineenn E2 pososa 47AIWANWA' TSJITS SIDES PER REQUIPSIENTS MEL - TARE MOM -- Tom trirfir BELDIFWElfD 13 BAR SELECT FRI, IIATETWAL STALL BE FREE PIPE DONG MATERIAL SHALL BE PER EASIDE - Cf LARGE (r AND MIA BE lIt3DOT STD. SPEC. 9-03.16 MID SHAIL BE PLACED if r IIAX LOOSE LIFTS AND - _SHAPED TO THE - BOTTOM OF THE PPE COMPACIELYITY 95Z CF DENSITY PER ItODIFIED PROCTER -TEST WOE: iliBlIANCAL COPPCIO4 #3 BAR (514411567) SHP& BE RECURS) EA.WAY FOR ALL TRENOIES. .... 11.4.54m41 MA TrTIO1 TRENCH AMU 4 Tni/iti- Iwit luuwiwi_ AM) BEDDIVF tifTAILS ( ■ i ALL STEEL PARTS .MUST BE GALVANIZED AND ASPHALT COATED (112EATMENT 1 OR BETTER) - PIPE COUPLING 12" LAYER QUARRY 15 SPALLS, WSDOT SPEC 9-13.6 ;- V1 ".. ( ' • 9z,14 0 . 7 _ - 3/4" DM SMOOTH BARS WANDS liElDED TO BAR-FRAME-, BEVELED PIPE END SECTION_ '.e,(7112 IRON WATER PIPE , 3/4- DIA BAR FRAME 4 oc m-Ax IIj AR SPACING I PROJECT SITE -2x5"ANaiOR STRAPS WELDED T0_3/4 DIA. BAR-FRAME 4 PLCS SPACED UNiFORMLY FASTEN IN 1/2 GALV OR NON CORROSIVE BOLTS AND NUTS —BURY FILTER FABRIC IN TRENCH FILLED %MTH GRAVEL BACK- FILL FOR DRAINS 1 /2"R FRAME AND GRATE W/ FLANGE DOAN OR CAST INTO RISER) PRECAST BASE SECTION (MEASURBIENT AT THE TOP OF THE BASE) NM& 1. 18195111 TRENCH WIDTH SHALL BE THE PPE 00. + ze (OR 40' iTHENDER IS GREATER). 2. MAXIMUM TRENCH ItITIR a) 15 DIA PPE AND SMALLER - 40' b) le DIA. PPE AND LARGER - 1.5 A.D.+18 TYPICAL KNOCKOUT.W/ 2" IAN WALL TRIO:NESS 1-f3 BAR HOOP 2-#3 BAR HOOP TRENCH TIDTH PROVIDE le komium DEPTH COP/ICED CRAWL BACKFTLL FCR PRE %KM BELOW CATCH BASINS TYPE I CATCH BASIN DETAIL TYPICAL SANITARY SEWER TRENCH DETAIL . DATE E3Y &AO REVISION DESCRIPTION i Om% t LEGEND - - - BE - - - BP - - - BT - - - FL - - - ML - - - SD - SS VICINITY MAP NOT TO SCALE BE - -- BP- -- BT- FL--- ML--- SD--- SS--- W --- B. B.S.B.L. C. C.B. D. F.H. H.H. L. M.H. P.P. T.S. ,FP'" NOTE: THE UTILITIES SHOWN HEREON, UNLESS SHOWN WITH SURFACE APPURTENANCES, ARE PER PUBLIC RECORD ONLY. PRIOR TO ANY CONSTRUCTION AND /OR EXCAVATION, THEIR EXACT LOCATION SHOULD BE DETERMINED BY CAWNG ONE -CALL LOCATE AT 1- 800- 424 -5555. ZONING - T.U.C. THE PROPERTY AND ADJACENT PROPERTY IS • ZONED TUKWILA URBAN CENTER. SETBACKS: FRONT: SIDE:. REAR: 15' 10' 10' HEIGHT RESTRICTIONS: 115' F 1/2 CONC. FILLED IRON PIPE NAM. CASE �� - BURIED ELECTRIC BURIED POWER BURIED TELEPHONE FOG LINE GAS MEDIAN LINE STORM DRAIN SANITARY SEWER WATER BOLLARD BUILDING SETBACK UNE CEDAR CATCH BASIN DECIDUOUS FIRE HYDRANT HAND HOLE ILLUMINAIRE MANHOLE POWER POLE TRAFFIC SIGN WATER VALVE SPOT ELEVATION 230,00' OF S U RO CEI+61 LINE END. 1/2 REBA4 SAN. SWR. MH RIM = 25.0 INV = 14.7 3i ' 1 **J. a1n rl� al 15' STORM EASEMENT. REC. 19. 9804219002. 1 12' I 12 N 01'22'22" W 197.18 126.08' 15' STOMA EASEMENT. REC. NO. 9804219002. 137.81' TUKWILA STATION LL.C. 600 WESTLAKE AVE. N. SEATTLE, WA 98109 (SR. 181) WEST VALLEY HIGHWAY ( 333_ 6 - BE1. - BASIS OF N 0 22„ ' GRAPHIC SCALE IN FEET P.S.P. & L CO. RIGHT OF WAY �r 65 .81. ONIMPROVED AREA ENCROA13# Eri T AGREEMENT PER REC. NO. 9204150708. ASPHALT PAVING CYCLONE FENCE PLANTER TRASH AREA UNIMPROVED AREA . k' 14' • • --55- -SS- ASPHALT PAVING 1 • ` EDGE PVMNTf III 50122'22'E _ _ 117.97 24' ACCESS EASEMENT. REC. N0. 9804219002- LOCATION OF BURIED POWER IS BASED ON FIEND. LOCATION OF PAINT STRIPING. NO RECORDED. EASEMENTS NOTED ON TITLE REPORT FOR THIS UTILITY. 12' EA ,= 731,837. SQ. FT.± 0 73 AC.± PORTION' OF TAX LOT NO. 70.00' I _ r „ 1 _ - --sst -- .1 l'---- B.B.L 5 - - 1 1 1 1 - V 1 1 .'- 1 I 1 I I I I I I I 1 II 1 1 - i I I f I 1v' WATER F- ASAIF�O. 98042,9002 I N10' I m I I 1 I I 1 I P i1 i / . /// W I I I g 4 I i i i II 1 m a I. PLAT Jaa LE 'DDga SIN I 1 1 I by II " 1 1 1 J I, LOT 1 z I I 1 ; I 1 i 1 a . 1 IoI,W 1 1 I � Irrk I I ij I I- - I � i l WI wI 1 I I im xlI I ZZ W m i w 1 s NI r_i_____,I 1 I 1! 1 1 I J' ' 1 1 L@iil j I i ,2' II ,2' I 1 Y0' OADW L QNt. ' RAY 8 Ut1Un 850 , 7 . 4� I @I 1 1 1 r REC. NOS. Fi525398 ' - I A ` 1 H07V1'30 W 2/900 i I - 1 i ACCSS F - = �I N _=B.S .B .L i ...vlrAl EASEMEN I - � � ----, � � 1 - - ---- ---- ------ ----- ---- --/: - 7 ._„......_..... - 17 1---- - - i - -;_ �l� � ZJ �I -- 07 41 3 -- I ASPHALT ROApWAY BENCHMARK N.W. CORNER OF Sint PLATE ON TRANSMISSION TOWER BASE ELEV. = 28.44 DATUM - CITY OF TUKWILA RN 01'22'22" W TWO U.NES NOR1"SW° n �► QT,Ip y{AY LEFT • TOO Lht7fS SOIITHBOUN� CONC. BASE FOR STEEL TRANSMISSION POLE ASPHALT WALKWAY CT O e- OVERHEAD POWER y o 66 9 0S 8 OB 16 C RIM =23.7 INV = 21.2 7.x x -so 72 SANSM. M ---g• RIM = 24.5 INV = 16.3 `Zb to ° - ts% C STORM M • RIM = 27.6 ASPHALT PAVING � 1 N ' */Z4, pi m 1 11URN 0 1.117 LADLE ASPHALT PAVING STORM 2 H BENCHMARK N IN OPEN ON FIRE HYDRANT ELEV. = 28.50 LEGAL DESCRIPTION LOT 2 OF CITY OF TUKW 1* SHORT PLAT NO. L97 -0053, RECORDED 'NDER RECORDING NUMBER 9804219002: SAID SHORT PLAT BEING A 5UB8NISKXN OF THAT PORTION OF GOVERNMENT LOTS 2 AND 11, ANT OF REFRY MEADER DONATION LAND CLAIM Na 46, ALL IN SECTION 25, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. . IN KONG COUNTY, WASHINGTON DESCRIBED AS FOLLOWS: BEGINNING AT THE INTERSECTION OF THE CENTERLNE OF WEST VALLEY HIGHWAY, ALSO KNOWN AS STATE ROAD NO. 181, MATH THE NORTH UNE 00 THE SOUTH 210 FEET OF SAID GOVERNMENT LOT 11. AND ITS WESTERLY PROLONGATION; THENCE SOUTH 87 EAST ALONG SAID NORTH UNE 40.76 FEET TO THE EAST MARGIN OF SAID HIGHWAY AND THE POINT OF BEGINNING; THENCE NORTH 08 WEST ALONG SAID EASTERLY HIGHWAY MARGIN 808.08 FEET TO THE SOUTH LINE OF THE CITY OF SEATTLE'S BOW LAKE PIPELINE RIGHT OF WAY: THENCE SOUTH 8713'12 EAST ALONG SAID SOUTH RIGHT OF WAY UNE 273.28 FEET TO THE WESTERLY LINE OF A 100 FOOT RIGHT OF WAY CONVEYED TO PUGET SOUND POWER 488 LIGHT COMPANY BY DEEDS RECORDED UNDER RECORDING NOS. 2629432 AND 2644020. FORMERLY KNOWN AS PUGET SOUND ELECTRIC RAILWAY RIGHT OF WAY; THENCE SOUTH 0113'24 EAST ALONG SAID WESTERLY RIGHT OF WAY UNE 791.76 FEET TO THE NORTH UNE OF THE SOUTH 210 FEET OF SAID GOVERNMENT LOT 11; THENCE NORTH 874779' WEST ALONG SAID NORTH LINE 165.55 FEET TO THE POINT OF BEGINNING; EXCEPT THAT PORTION LYING SOUTH OF A UNE PARALLEL WITH AND DISTANT 5 FEET NORTH, MEASURED AT RIGHT ANGLES FROM THE FOLLOWING DESCRIBED LINE BEGINNING AT THE PONT OF IN ItNSEC110N OF THE 506TH UNE OF THE HENRY MEADER DONATION LAND CL 4!M NO. 45 AND 1HE CENTERLINE OF WEST VALLEY HIGHWAY, ALSO KNOWN AS STATE ROAD Na 181; THENCE NORTH 0832'29 WEST A DISTANCE OF 48.98 FEET ALONG SAID HIGHWAY CENTERLNE; THENCE SOUTH 8530'26' EAST 41.14 FEET TO THE EASTERLY MARGIN OF SAID HIGHWAY AND THE TRUE POINT OF BEGINNING OF THIS DESCRIBED UNE; THENCE CONTINUING SOUTH 85'30'26 EAST 227.79 FEET. MORE OR LESS, TO THE WESTERLY MARGIN OF SAID PUGET SOUND ELECTRIC RAILWAY RIGHT OF WAY AND THE TERMINUS OF 1915 DESCRIBED UNE NOTES: 1 111LE INFORMATION IS DERIVED FROM CHICAGO 1111E INSURANCE COMPANY SECOND COMMITMENT NO. 486451, DATED MAY 1. 1998. 601_82- 1165. CERTIFICATE I HEREBY CERTIFY TO ; WENDY'S INTERNATIONAL. INC.: AND COMPANY AND • TO CHICAGO TITLE INSURANCE CO. THAT THIS SURVEY COMPILED FROM A SURVEY ACTUALLY MADE ON THE GROUND' 'UNDER MY SUPERVISION ON AUGUST 13, 1997; THAT IT IS CORRECT; AND THAT IT COMPLIES WITH REQUIREMENTS OF WENDY'S INTERNATIONAL, INC. DATE MAY =15, 1998 IGNED TIMOTHY PL S.,' CERTIFICATE NO. 18003, FWD. 2 1/2° CONC. FILLED IRON PIPE IN MON. .CASE _ •