Loading...
HomeMy WebLinkAboutPermit D98-0179 - NEWPORT BAY RESTAURANT - BUILDING098-0179 17920 Southcenter Pkwy. Newport Bay Restaurant CERTIFICATE OF OCCUPANCY CITY OF TUKWILA . 6300 SOUTHCENTER BOULEVARD, SUITE 100 TUKWILA, WASHINGTON 98188 Occupant :: NEWPORT BAY'RESTAORANTH No t9-0179 • Building Addrps ,17920 SOUTHCENTER PY SuiteNo:, . -- • •■•• ••• THIS CERTIFICATE ISSUED PURSUANT TO THE REQUIREMENTSASECTION '109 OF THE _ . . ._ — . UNIFORM BUILDING CODECERTIFyING'JHAT'AT 7HE:TIMEOF ISSUANCE THIS STRUCTURE WAS IN 'COMPLIANCE WITWTHEVARIOUSOROINANCES OF7TOECITYREGULATING BUILDING CONSTRUCTION OR USEFOR Parq4'1 Owner MBk NORTHWEST BUILDING' ,J 044pancy: RESTAURANT . .:OccupanOerpup :A-3- • . . Occupant Loadi, 368 Type ofCsii „.7.y ,•-• • • ' ,Lis,'';,; • CONSTRUCTION OF NEW 7,815 SO FT RESTAURANT WITH A 839':\SO FT 'UNCOVERED DECK INCLUDING2: % WATER METER AND '' 5000 GAL GREASE INTERCEPTOR:: VAULT:, _ ,•J.; THIS CERTIFICATE MUST 'BE CONSI?ICUO4SLy THE PREMISES City of Tukwila s. Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 Parcel No: Address: Suite No: Location: Category: Type: Zoning: Const Type: Gas /Elec.: Units: Setbacks: Water: Wetlands: WARNING: NRST DEVPERM V -N 001 North: TUKWILA Contractor License No: RBICOI *13203 OCCUPANT NEWPORT BAY RESTAURANT 17920 SOUTHCENTER PY, TUKWILA WA 98188 OWNER MBK NORTHWEST Phone: 206 575 -8090 C/O TRAMMEL CROW COMPANY, 17560 SOUTHCENTER PY., TUKWILA WA 98188 CONTACT JEFF HAMMOND Phone: '503-226-0590 34 NW FIRST AV, SUITE 309, PORTLAND OR 97209 CONTRACTOR R B I CONSTRUCTION Phone: 425 -881 -1985 1807 132 NE, BELLEVUE WA 98005 **********************************************• k**** * * * * * * * ** * * *. * * * * *. * * * * * * * ** ** *fir *** Permit Description: CONSTRUCTION OF NEW 7,815 SQ.FT RESTAURANT WITH A 839'SQ FT UNCOVERED DECK INCLUDING 2" DOMESTIC WATER METER AND A 5000 GAL GREASE INTERCEPTOR. VAULT,. ****************************** * * * ** * * ** * * * * *: * *, * * * * * * * * * * * ** Construction Valuation: $ 520,470.10 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) -Eng. Appr: JJS Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: S.i'.ze(in):: .00 Flood Control Zone: N Hauling: N Start Time: End Time:: Land Altering: N Cut: Fill: Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: Y No: Sewer Main Extension: N Private: N Public: N Storm Drainage: N Street Use: N Water Main Extension: N Private: N ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 6,385.73 ********************************** * * * * * * * * * * * * * * * * * * * * * * * * * * *,rr * * * * * * * * * * * * * * * * * * * ** Date: h 2 - ?dr Permit Center Authorized Signature: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I m authorized to sign for and obtain this deve1opmen , permit. Signature:_i� Print Name: nL/- -1 IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. 352304 -9061 17920 SOUTHCENTER .0 South: Sewer: Slopes: DEVELOPMENT PERMIT PY It .i Cam^ Date: _ 1//0 2 '1ff Occupancy: UBC: Fire Protection: .0 East: .0 West: TUKWILA N Streams: 6- z .(20 Sri Permit No: Status: Issued: Expires: (206) 431 -3670 D98 -0179 ISSUED 11/02/1998 05/01/1999 RESTAURANT 1994 SPRINKLERED .0 Public: N This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. f CITY OF TUKWILA Per'mi t No: D98 -0179 Address: 17920'SOUTHCENTER PY Suite: s (� Tenant: Status: ISSUED Type: DEVPERM Applied: 05028/1998 Pare .4: 352304-9061 Issued: 11/0211998 •k•kk v*• k• r" k*• k• kk*• k• k• k• k*• k• k*A k• k*• k* kkk• k*• k*' kk• k* k**• k *k•k•A• **%*•kk•k*y.*•kk•k•k*k• :*A* ;4 **A.4k Permit Conditions: 1. No changes w i l l be made to the plans u n l e s s approved by the Architect or Engineer and the .Building Division. .. Plumbing permits sha i i. be ob.taa ried tf rough the Seattle -King - County Department _ot' P4a`.l irc Health. ` Plumt,in.g; -will be inspected by tha- .t:a +genc.v. r:inOudin-g all a.. :p'ip;i' (296- 4.722) r .r ,. h 3. Electrical p ie in�its ,.s be obtained ..thr oAugh -:the Waai),ington State Division of L bor,'`and Industries. and a`1lettr~1 . work will , be inspected . by, that agency (243- 6630) . ' 4. All mechanical work shall be" ,under separate per:m,i`t the Ci Tuk la. , 5. All p,ermi ts, inspe,ction ..r eco and approved` p cans she. avai 1`able a.t the `1,ob site prior to'the start of .any .con- structlon *These documents are .:to be maintained and t :v'ai abWiincr'rfina•'l i.nspe:ction approval is granted. 6. Al l s tructural . concr ete'shaf,I be special inspected <CUB Sec 3O6 (a`) 1) , ,:r 7. All tructura'1 we�l:d,ing shall h s �.done. by., :..W °. A. B. ►J. cer t i•f ie Via. Bolts instil led' • > in. =concrete 'sha11` be�3'sp�e alai inspected ( UBC =Sec . 170'1 S':'2'). ', .i ' ,, c 9. When special -• inspection` is requir act .either the owner, , and :htect, or `enairieer sha'l l notif_tir`'the'' •Tukwila Bu ltdir g 'i 0iviszion..,of: appointment of the ` ir i` s.pect ion - : agencies :r'pr,i" +r , 't . the '`.f i_r st b01ld inspection. Copies f. o...al1, ::special . . inspection' :reports shall be subnii'tted',tothe,.Buitaing4 i Division in a timely manner. Re•po ., conta.in'addres,s pro,jec name, perm .it number and ?type. ,;of ins,p,t~.ct� ion being performed. 10 The specia,.l sp 'shall submit'a- fina :report:, r:. a , stating whether k;` ' the wor requirin insp.e'r tior..w as, to the best 'of the` i nspector,' s knowledge ; in cOnforma'nc`e with approved . plans and specifAcat;ion's. and the applicable workmanship provisions of t.,6e 4BC. 11. Any new cei 1 ing g0d•,and light ,,•f fixture` instal:lat is . required to meet lateral bracing reguirere:�r,,t`s`'. for Seismic Zone •3. 12. Readily accessible access to roa'f :: : mounted equipment required. 13. Engineered truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of Washington State Professional Engineer. 14. Any exposed insulations backing material shall have a Flame. Spread Rating of 25.or less, and material shall bear identi fication showing the fire performance rating thereof. 15. Subgrade preparation including drainage, excavation, compaction, and fill requirement shall conform strictly with recommendations given in the soils report. 16. A statement from the roofing contractor verifying fire retardant class of roof w i l l be required prior to final inspection (see attached procedure). 17. All construction to be done in conformance with approved plans and requ i rements of the Uniform Bu i . 1 d i n g Code (1997 Edition) as amended, Uniform Mechanical Code ,(1997 Edition). and Washington State Energy Code (1997. Edition) . 18. All food preparation. establishments must have Seattle- King , County Department of Public Hee 1 th sign -off prior to opening for doing any food process i ng. Arrangements for f i na i . Heal th Department: inspection should be made by cal ling Seattle-King County Department of Public Health, 296 -4787, at least three . work ing. days prior to desired inspection date. On work requiring Health Department approval , it is the contractor' responsibility to have a set of plans approved by that agency on the • ob :site. 19. Openings: to Mechanical room #11 shall. provide 45 minute fir�e resistive rating and shall be provided with self closing or automat i c closing hardwa`r»e s Up.. � q3 ` 20: shall be, no ooeu" p ncv of t he.biitld i'n s 'g'(: unti1 the final inspection ha ' been coprp1eted. by th e Ty };wi la. Building Inspector, , 1 A . CERTIFICATE, aF OCCCIPANCY` iditiLv°`BE REOUIF ED,1 FOR THIS; FERMIT. 2't, Validity of Permit - The o f permit f or appro f. val :o plans, 'specif t;eatior and : -s c'omputa shall' nbt ; . bev ,a6n . s .rued Gu. -;be r permit , for, or. a rty approval ..Of , a nv..,v`,io.l`at°i•.on of an y ,of t h •e''pro vis'ions of ` the b4r•iY'ding codeoiC Z anv ` u'' • :o „•o, therrdi,nance of ''the, j ' diction„ No permit pr,�e umjn 4 ,� give; uthor ;,i•tv toy viola f:). , cancel the' pr. ions of th ij c o d e`jsfia 1l'''•be val id , n 4 ;11''''' °i. ,? ,, ' k'* �* P 1.1'13 ! I C ; f, •W n K S �r,� k * r * � . Tem ,t.1 po rary erosion coni�l me .1 al l be implem s< 'r st`'or,der of bcisi'nRss'it pr eyent4 s•edtmentatio9 df,i s i , te, or into Fex. i sta.ng storm ? drainage f a c i l i t i e s r l,. The site sh,a :h ave,�ue r man ent ; e'r,osi or c ontrol mea, „ins place ac soon a's p t,inal grading hay be .: e n comp, e ted, a prior to .the F ..ins l Irispecti.cr • 26. It.Shal l be verified in writing g, to the City Utz •l ites' Insp t•ha't the •f t r e, l op system ?'',9 - {the bui lding con, 'ins a Department of ` H`be a l :,h app "r u've .' de:tecto'r doub a Whack valve assembly. Thi s h a ll - - -b •di n pr i(C the ''FA ,nal Inspecti on . 'a ,, `,, ` . A l 1 doub l e' check , v.a l ve assemblies shall;,. h a;p,pr owed State of Health. =,,Y, WATER METER B • WATER METER, r Applied Date: 05/2811998. Issued Date: 11702719 :.: Permi t•No:. 098 -0179 Status,: ISSUED • .:ite. Address : 17920 'I.OUTHGENTER PY LocaCion Water. Meter. Type Water Meter . Size;- Quant'i � w •. C i 7= Work Or d e t; rwt Connect1p s Inst;.a 11 pdy it Add' 1 Instal IFDe•pa,.z i`.t :.. pi a ri R ;i= w Fe e: I n p e i ia,r# ori': Fee Water Turn On f''' Fie <e :? Special 'A s: a a:s rn a f'� t .Other' Feew TOTAL WATER ft,METE 'F,EES: PUBLIC WORV•.S }E NNNG.INEER 'APPROVAL: ( .... Project Name/Tenant: 1s 1.aPorzT e, A.� t215 c,TAt3r " 1 . ..% 7 Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital El Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office El School /College /University ® Other Pf12L .i 4C Lac Value of Construction: -6a.4 - .54o `17O,DO Site Address: 1 20 - )GUTI'10E.1 - 1 1'E.R 7A 21cu.:A' - { City State /Zip: - 11..(✓1).1 , WA • Tax Parcel Number: 2GZ 3 o -I - G 06, 1 Property Owner: PAC%1-ic COA477" R - rr4 , 1P Area of Construction: /4! " >‘'i 8 &5 Phone: 50 3 6 1 - ZQ�o 3 Street Address: 1t(9 5 5vJ Ft a. LOOP, �viTe. Zoo , City State /Zip: Pon..rLA,Jo, OR. 9 1223 Fax #: 503 - G,2o - !014 Contractor: Phone: Street Address: City State /Zip: Fax #: Architect: ARc1 - 1TECrS VA rI (_ow% / t: DvJA2DS Phone: . .70 - 224 - 0590 Street Address: City State /Zip: 34 OW Ft IW i 6U I TG - ( t (b 2TGA, - tD , 02 ql 2.09 Fax #: x,'03 - 213 - 8C04 `i Engineer: J/ ( R /r LoQ TO Ynvh4le n -Jc . Phone: Street Address: City State /Zip: 6)4 7...c. 51.J MACADA✓m, it 3(0c. POrL LAMD cr/201 Fax #: Contact Person: (TEFF (A3 . IA Avn1vvlorap Phone: 5o3- 22G Street Address: City State /Zip: 34 Ow f r2ST ALL . , but r'l. ;o RUILTLAn)0 012 9'1209 Fax #: 503 -27 3 - 8( 9 Description of work to be done: Had RE'S TAO 2Atity Aril) LOutZC,lE, Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital El Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office El School /College /University ® Other Pf12L .i 4C Lac Proposed use: ❑ Retail 61 Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital ❑ Church El Manufacturing El Motel /Hotel ❑ Office El School /College /University ❑ Other Will there be a change of use? ❑ yes ❑ no If yes, extent of change: Existing fire protection features: ❑ sprinklers El automatic fire alarm ❑ none ❑ other (specify) Square Feet: existing 78s TC Eyr,102/03r Building q g 997 pAT c new Area of Construction: /4! " >‘'i 8 &5 Will there be storage of flammable /combustible hazardous material in the building? ❑ yes F3 no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets CITY OF TU / " VILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 New Commercial / Addition / Multi - Family Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW'OF`THEFOLLOWING: (Additional reviews may be determined by-the- Public Works Department) }: El Channelization /Striping El Curb cut /Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: El Flood Control Zone El Hauling ❑ Land Altering 0 Cut cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: gl Sanitary Side Sewer #: Grec& - --W ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public O Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only M ..,/ Water Meter /Permanent #1 Size(s): a Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: Date application expires: Project Number: Permit Number: Size(s): 0 Fill cubic yds. A tion taken by: (initials) PLEASE SIGN BACK OF APPLICATION FORM NCPERMIT.DOC 1/29/97 BUILDING Q N OR AUTHORIZED AGENT: Signature: ` W . u c,, Date 528.98 Print name: .., Fr w. 1 - 1Ar►A V O►JI> Phon • . - zz4 - asgo F ax # 5 03 .273 .8 ( Address: .. N(A.) I . lr7Sr AVE, culiE 309 City /State /Zip ALL NEW CO lI IIIERrYAI'ACDITION /It NCPERA91T.DOC 1/29/97 TI- FAMILY PERMIT APPLICATIONS M BE SUBMITTED WITH THE FOLLOWING: r .,, ii e1 r ALLZBAWINGS iO Be STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER D 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 ® in Copy of recorded Legal Description from King County Ti El Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433- 0179 for servicing district. Cl Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433 -0179 for servicing district. C!I El Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Five (5) sets of working drawings, which include • ❑ 5 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). El f Vicinity Map showing location of site El gl Building Elevations (Include dimensions of all building facades and major architectural elements) ❑ G3 Mechanical Drawings ❑ r11 Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) ❑ CO Architectural drawings ❑ IJ Specifications (if separate document) ❑ ® Structural Calculations ❑ Sprinkler structural calculations indicating load of water - filled sprinkler piping 5 ❑ Height Analysis ❑ '❑• Soils Report stamped by Washington State licensed Geotechnical Engineer • ❑ Topographical and Boundary Survey ❑ Tree Coverage Analysis (Multifamily only ) El 3 Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 • El Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) ❑ El Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions El ® Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Pub- lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) El 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 / AM AUTHORIZED TO APPLY FOR THIS PERMIT. rk** ***. 1-. k*****•***•** t: 4* A* k, A4 A*. N.A.***: 1•** *A***A *:1kGS*A*** * **** *•**:t *;* CITY OF TUKWILA. WA • TRANSMIT • * *k:k* *A***h:4:4:4*Air *.,kA*** *:kk*A h�14*A** *A. ***:1': A**kA :k * ,*A* TRANSMIT Number: 89700059 Amount: 4,451..00 11/02/98 12:41' Payment Method:, 1 Notation: PACIFIC COAST Ini'atl . Permit No: A)98-0179 Type: E)EVPE M DEVELOPMENT PERMIT ' Parcel No: 352304 -9061 Site Addreest 17920 SOUTHCENTEU PV Total Fees: 8 This Payment 4.451.00 Total .ALL Pmts: 6.385.73 13x.1 once: .00 A******A***> 4*******' t•* A* tl*** A******* A* * * ** * * * * * * * * * * *, * * * * ** *4 * * * ** Account Code 000(322.100 000/345.830 000 /386.904 402/342.400 401/388.102 401/386.520 401/342.400 4011343.405 Description • BUILDING - NONRES PLAN CHECK •- WATER METER STATE BUILDING SURCHARGE INSP FEE - 'SMG/SSS • WATER CONNECTION 'WATER INSTALLATION (DEP) WATER INSPECTION . FEE WATER TURN-ON FEE Amount 2.976,. 10.00 4.50 20.00 400.00 1 15.00 25.00 7324 11/03, 5►717 TOTAL 4451 ».00 ir tl hk** k**: A h* A* kk *4kAkAkkkA *A• *k *A *A•kAkh:A .k***A*•A *.A*4h•A*k #k **7kAA•'k CITY . O F 1' U K W I L A .. WA : T R A N S M I T ' h***h A: A# bEA *k4 *A *•A**A.kA*A * * * kk•4k•kA **A *•4A ** A * *k*A•kA* Ahk*A * * *4 fRANSaMIT. Number: R9700/71 Amount: 1.934.73 :05/283/8 ..14::33.';` Payment Method: CHLCK Notation: PACIFIC ' COAST RE Init:.t3LH ..,'. Permit. No D9B--0 79 , Type: EE "PERM DEVELOPMENT PERMIT Par i. e'1 No: 352304-9061 Bite Address: 17920 $.QU1HCI:NTER PY fc1:aI Fees: 1. ''415.73 1h i a Payment. 1.934.73 fatal ALL Pmts: 1..934.73 Balance: 2.981.00 * 4; tA* A** *a•*A.A **1 *AA ** *AAAAtrkkA•A* ***** A*44- Ak*kAk*A•Ak* *Ak*A ** Account Cade Uescriation Amount' 000/345.830 PLAN CHECK - NONRC:3. 1..934.73, 2431 Q6 /OI 9717 TOTAL or.win«.».n.w•w ke.:4Y.311, Cw�x'fl �MS RETAKE OF PREVIOUS DOCUMENT Account Cod • 000(04 5.830 , P.+ ,or41 4 " 'r tk.A.:54 *A.:Ork*A 4cA* * .* * ** * *, *k * At *.h*A k*A A7 * * *:4 *A *A4 ** ,i *.* * * **, ** CITY OF. TUKWILH,. WA ::1RHh►s Wl 4•k :4k *A1 A * * * * *4. *k *4..A **..•1. *k! * * * *..;:., 1 *:t * * *A: * *A * *At *kd * * **A 4A*• 4*4A *k. *A IR;t�Pl3M•IT .Number: 197OC Amount: i,9,4.7:a. Qi/28/98 14L 3. Pa' ihen L : t Mchod CI1ECK :'. Natation: PACIFIC CO(bf RE In.it;.;l3Ly`. :P.Atirm.it: Nor I)98- 1)1'7.9 Tyne: I)EU.PERM )EVELOPMEtff PERMIT_ Para: el Poor 352304- 9Q61. ite .Address: 17920 tSOU'f HCLNlTLu P!( Toi ;a1 rers;,• 4015 T h i s . P?vmerit j . 1,934,70 `, atal ALL Pmts:. 1.904„.73. Hal ancC: 2.•9t1.00; *A AA1 ** * *0ir *4 * *0 *** kA 4 A A*• k***** * * *'*“4 +.•k* It 1t4"AAt•A*0Iv* Qescr i nt i ol1 'Amount PAW. CHECK 7 NC E::1 1.).,.9q4;„7,3 I .4 >• 11...21W Address: v q 0.n )off you) ' . - a -Q q Special instructions: .� Date wanted: w (.m Q R - ,5• q p.m. Requester: Q .1:: b Phone t5'76-10L-114/49 r . .mss proved per applicable codes. INSPECTION REC O_.J 'Retain a copy . with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 b9 ?-oi�9 PERMIT NO. (206)431 -3670 Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: Project: Neurp Bay Re5 gevo;anst� T of Ipe do . pw F'na Address: /712 0 (h oc /Y nl,w�te /- called: 7 2 ? q / 7 Special instructions: ate wa ed: a.m. Req stet: Lob / ya ns one: 2061 575 711 ( INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 COMMENTS: Approved per applicable codes. INSPECTION RECORD ( Retain a copy with permit PERMIT 06)431 -3670 Corrections required prior to approval. Date: of, ll r E $47.00 REINSPECTION FI4 REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reins.ection. Receipt No: Date: Project: 1\)C°A) Type of Inspe�cti ` (JJ �i lna J `7C s: C)c(iffY" `p tZO y Date called: 9-co-c19 Special instructions: Date wanted: C _ C C ,► Requester: --- rak. rt1rti`■ V �� Phone: t 'rrr - ► I 1 C. . INSPECTION NO. INSPECTION RECOR( Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Receipt No: Date: PERMIT NO. (206)431 -3670 0 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: r1 Inspector: Date: Ej $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid- at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: F/4 /fist /Wit (1 pL�. \f eel P477 -t A dr s /�� Ir sC 0-C A cs .se& c _ e 6"xr - ct-,,nA Cctl— 4 7D re- -.V 1L5E 9 /AaP Ol' it9)4. 0 " ?.---(7 . /e5.& -. /4"4 -(Ar 6z2 .. Requeste ( _ 4e .,c_r 6 ':( 49-c g )c- r7) 2'. &,- 4 _�_ '�_, Af t C- 4 A /1 - DO ASo T C(1 - / Pr / (d0. )) n.7. I /fist /Wit pe � Ty (�1 e of ls coon; /y A dr s /�� Ir sC ,, / i't/ Date called > ? f.�p / / _ Special instructions: Date wantedq�j raf m (��/ / p.m. Requeste ( _ r✓hon37 .s-3. 7/ / Ins INSPECTION NO. INSPECTION RE Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 • Dat D9F-ot PERMIT NO. .(206)431 -3670 n Approved per applicable codes. orrections required prior to approval. %IC 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspect on, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. e_ Receipt No: Date: Pr j t: f � 40 y 6 of gction: A dre : ' ,, ■ / ,Irrtspf11 a ailed: - S ecia instructions: th f Date wanted: 27/ a.m. P.m. Request Phonee71' g7 // Inspect INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 S Quthcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. • INSPECTION RECORD Retain a copy with permit 691 0/79 PERMIT NO. (206)431 -3670 COMMENTS: Corrections required prior to approval. Date: 7/ ert ID $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee be paid. at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: COMMENTS: if gook e k - 0 4 CC. o7 -/Z fjA_/ ,.o/ () /}-t �C cr eir, 96 $ A dM6 /�c.LG _ 0 f, f4c l E7 5 5,ece'.i _(SPEcr eolL Ph (( 27/ / OTC -a $ 1 a\Pi a7o)tti Cc4d' c`f78- C . Pityg 0 Ty of Inspection 1,1130- ate called: - 1 ../ 961 Special instructions: Date wanted: f/ q • P.m. Requester: 7 t; (( _ Ph (( 27/ / INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter. Blvd, #100, Tukwila, WA 98188 Receipt No: INSPECTION REC Retain a copy with permit .T9' -a/ 75 PERMIT NO. (206)431 -3670 . Approved per applicable codes. a Corrections required prior to approval. 7t D $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to reinspection. Date: COMMENTS: , 67,t &46..6 ; t ;Alec 1 .. ,fir -- f- /1- - potEcr / Pvc� / �. 0, ,P�rT/e 69/ r, ` ee,44 -t t , a.(ry4 ece frPov, I :e- .,c/UC,4 5/ /A.0 74-7,0 ` u&r Pho D0 75 -g7// Pro ct: //4k ,�lit "..• '' a of lns ti r�� �' 'ri /0 r' azto n . w.'mb: AAddre�s i S / f � / Date called: �'7 / j9 a / / 5p ial instructions Date wanted: qC� m RequesterA Q Pho D0 75 -g7// INSPECTION NO. INSPECTION RECO Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 206 )431 -3670 proved per applicable codes. El Corrections required prior to approval. Inspe�;t f $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: I COMMENTS: row (A)C41 C-)e ' ( Z ) rez,4se..._ klt3c () .<-- \ G■C., U-- LAY' ' r e._ 01e: .ee' I..s VI ' (IT) I--', r..,- .-.,-1-L.;p a1 , zE)eclfrtcc4,1 ,... i ". c,..i 5 !no-V.." .7c_ot..4., . le f.. 4 ,1 5-e. — 1 . 1 Requesb 0 Clpte' ...... • . r - ,,e vleeA,•., 'RA. 4 , p'eG...41 0 t 1 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION NO. Inspector: INSPECTION REC Retain a copy with permit Approved per applicable codes. n Corrections required prior to approval. 09R -Or Date: 6 PERMIT NO. (206)431-3670 Z`{ El $47.00 REINSPECTION FEE REQUIRED, Prior to inspection, fee mus be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. [Receipt No: Date: Protti an, ,t_ 6L Typpof InsMon: . ■ . 1 Ad c Date called: J y 7 Special instructions: ' f Date wanted: Co/ 7 a.m. P.m. Requester: ",,, L i . Kl \----- -- Phone 7/7 INSPECTION NO. INSPECTION'REC Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Receipt No: pli('-0179 PERMIT NO. L•ni (206)431-3670 roved per applicable codes. Corrections required prior to approval. COMMENTS: ( P Ot 42 i , a/ 4 4 Z5/4 • c 47 -c.6_.c7e-c4c, l aemiez< I. $47.00 REINSPECTION FEE REQUIRED. Prior to inspec on, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: ct: T of In ec ion "�/ t."'"4 •Addres . �7. SCE Date called: 6/9h Special instructions: Date wanted: ClO/ a. p.m. Requester: b . Phone: 0 —..575= 7 // INSPECTION NO. Receipt No: INSPECTION REC Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION ;6300 Southcenter Blvd, #100, Tukwila; WA 98188. Date: pq8 PERMIT NO. (206)431 -3670 proved per applicable codes. Ei Corrections required prior to approval. COMMENTS: -«rr,_,e- t CT r 5,/. '44 (0 /e(sef . f $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, ee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: / (0/ aii t TV A 1 CA t 6 c mr Date called: i j i. 0 9, 11 f4N-4-3( 4 " C 9L k i' KriliA T gsa o &As._ uLte.,c fin I 5 us 0 ciik.4 Ph ' 7) 11 2 (thl : 67b 5SZto 41 lk ...-...... IVULL fki- o cO4&i Aa.04t LAJ,QA.c_c i (6 Project: 30 „ fiwi Type of Inspection: \ 4 Address. . ) Date called: i j i. 0 9, 11 Special instructions: Date wanted: a.m. C 7 fig P.m. Requester. ki i D ttlt(A/Yik S, Ph ' 7) 11 2 (thl : 67b 5SZto INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Receipt No: Date: Date: PERMIT NO. (206)431-3670 E , Cpections required prior to approval. Inspector: D $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd. Suite 100. Call to schedule reinspection. Project: ezt Type of lnspectio : Address: Address: Date called: / Special instructions: t ' Date wantedi Iii0/3 P.m. Requester: , Phobe /0 C • " INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 N 75 PERMIT NO. (206)431-3670 0 Approved per applicable codes: Corrections required prior to approval. COMMENTS: 'OM ai- NO/ke.4 ritg41. El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No: ' Date: CITY OF TUKWILA r PUBLIC WORKS ENGINEEAh.G 6300 Southcenter Boulevard Tukwila, Washington 98188 (206) 431 -3674 PERMIT NO. 1.1 S - 01 y cj The following items are found to be deficient DATE: (o/ 3 9 q and not in accordance with the approved plans TIME: or City standards: JOB ADDRESS: 1 4 7001!1( ,N1 Q(wy 4-'; A5TM a7 ?AI sou iT y 46) 'kw- A - ALL�� 1/7 Srvwev T I CORRECTION NOTICE SIGNED: Vd6mitit, PUBIC WORKS INSPECTOR COMMENTS: 41,, 6 0 0 C/ CP V P OA— - # ' /4r/ (.3,- G.S. � ��, Atoilfe Addl es Project: , :q� S � /- .t/,2S S �r /p e/s. A. /07e S Date called: 0 0 1..4 ( 7 Z-› ie e .' ac Special instructions: Ft9.4, 1 Y / Date wanted: 0 ., �/ p.m. Requester: b / / / #,, 6Y ,Ai P vcT •S xlft/ 7./.6 70 1 c// /-31,44,07 �r ! �f / v.''e L''S' r!C / [.� c 4 lets€ e A 1 INSPECTION NO. INSPECTION RECtfRD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 - ' Approved per applicable codes. PERMIT NO. (206)431 -3670 orrections required prior to approval. Li $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: Type of Inspection: , D . ' Addl es Project: , :q� S � 1 ce t Date called: Special instructions: Ft9.4, / Date wanted: 0 ., �/ p.m. Requester: b hon ��' ` ' ' �� "J v .7 —7l 1 INSPECTION NO. INSPECTION RECtfRD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 - ' Approved per applicable codes. PERMIT NO. (206)431 -3670 orrections required prior to approval. Li $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: COM 'i /i�� / Se ( rs, 70 t ( 7 C re_fx fc Ze .` G - Q iew,7 _.1c. /Tr bv4 `r S Tex° -eveweice - t' 4 b -ree,,,pf s , .c -4e 2Z,. L 0...G�55 f (77?-7_ ' , C,n b" G .472s - * "(c., r..iC - n a.m. � P Requester: , 44, / 1 P j t: r r3a..4 Type Inspection: -, r r r�. 4 0 ,, Add? . 1 a te called: / f, //' a tut ecial instruct Sj ion's: P ,: , Date wanted: I �-�/� °/ r a.m. � P Requester: Phone: O 575 v 23 'INSPECTION NO. INSPECTION RE D Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 D Approved per applicable codes. 'Corrections required prior to approval. Inspe I 1� f � $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: COMMENTS: ot aipigE4e .. c e r a,/ . /5 3 Re4y 97 6 0( 40 - S t (wore .e re, /AA %. r e-lw /A/ .444e.e... • p "iPod# p.z../,/te (trm "/'w/. z,,, P /7/A7/t4(4 Reprb g 'rvekt 7 19,04* - -ce..5 CO/J ( 44- 47 • ______ I r ect: Re4y spect4n{' ,..-=•."' p Dat zglItcr Ig Da051:tem (trm Special instructions: rm:" Reprb -A per applicable codes. 1 INSPECTION REC Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reins ection. Receipt No: Date: • , „ ”1,1 • 1Y PERMIT NO. (206)431-3670 LI Corrections required prior to approval. COMMENTS: 0 : 7 164, j e j C Da Cr c 7 - 6., (j(:xz 7 x i r6 - (,41 ("-frigere olc S /121-c-- 0 .A349 ofle-0 /2 ) -A-7 6 ec.77(97t4 ste-60-.4 a),4-e4 - A-cr: pt-s&A7 SeE lc_ - rcl-- le-- l '7 . f e : /e‘-‘--rst oy( , e04//, 1 6,..b ,Af VII-ggi " - 461 Cc6)04 O /4 8 Aty '' Afoix b /A.( .g.- 6 - 'Docr 1 'Sthei Pr ece/4744-itrcee, 4 _4 I / p vi. it 5 Typ . .. 1 d uci- 1 ( rc . (L ,../ -Ai)i Date called: _ 5 / 226a / 99 Special instructions: 71 ) Date wanted: Requester: .--2 I )6 0 Phone: 0 0 —575-17/1 : INSPECTION RECb 1 Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 • [: (Ti Approved per applicable codes. F. El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: orrections required prior to approval. 72bp/.. e j_ TypB6fInsrectr /..... ' ` A Date call Special instructions: Date wanted: � 1 m P.m. Requester: Bo 6 Phgo(o _ 5.7.5 -8 7 // Receipt No: INSPECTION REC Retain a copy with permit INSPECTION NO. PV--0/ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION !1►� 6300 Southcenter Blvd, #100, Tukwila, WA 9818: (206)431 -3670 Approved per applicable codes. erections required prior to approval:' COMMENTS: pI 7'Dr ; /7 S ,e 54/,� , A /06 ( )' �.� GLoS,4_.7" �..4,e .2"57"za Ins D$Ctof: Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: " Prt A / 6 Type of Inspection ai_ _564.ae..1 7 A dress. ,.._ ed ‘..) Date called: instructions: Date wanted: / ../4 pecial Requester: B 8 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100Jukwila, WA 98188 PERMIT (206)431-3670 Approved per applicable codes. KCorrections required prior to approval. COMMENTS: bwae . /17-, ae 'tf,,e • Inspector:.7 EI $47.00 REINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: Ii t rail rn•!e;1% ce 4-%.1724C 5 ~4 6 • ` . F ¶773S C6074/1yee Z.-SS ... gCe-c7C.4 e. fiA-Are-e- Special instructions: JL, ,'/ ..,.,, • .,„ 4, Ok, 70 r7 6 ff/e 6 - (4/ D ' X r)v at ,Rzer xerec ___ • ,e2 _5772,6., K.„-x.-76-/c7 /- e- ((ioci //c 564rz PrM /:#,,,, A Type nspect o 24 il Fi i2,,, r Ac 5 i ( ... 7;77 Date called: 51a 1 Special instructions: JL, ,'/ ..,.,, • .,„ 4, • 99 OP) Date wanted: 5 / a.m. i flfr.) Request Requester: -'10 i (0743 Phone: .s75 INSPECTION NO. ri '7 Approved per applicable codes. [Receipt No: ^•A ■■••■••••,,, INSPECTION R( )RD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd #100, Tukwila, WA 9818 PERMIT NO. (206)431-3670 orrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter, Blvd., Suite 100. Call to schedule reinspection. Date: "" • Proie i :,.. AA, 0 / s 4 Type cif Iroectil n: / V IfiCAjt I A( ( Ii ArC70 5 d\c-Pk 1/‘. Date called: Special instructions: -- 1 Ot&rfor I (af yoor ,.... . 144,2rIcac_ vja 3 _,. ..:6 LA- 61,7 Date wanted: //9/ .r Requester: o 1 Phone: e-O' LP .575— INSPECTION NO. INSPECTION R RD Retain a copy wit permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Cq-10/7? PERMIT NO (206)431-3670 Approved per applicable codes. Ocirrections required prior to approval. COMMENTS: 6,2ki.ote721 5e4/-fr1 "471i)1/ Ej REINSPECTION FEE REQUIRED, Prior to inspection, fee must be paid Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: $47.00 at 6300 Receipt No: COMMENTS: WrZitretie cA//k-C • g et9A.., I ('e9721, re Pg---,97-7 0 (e-/?.e) • _5...-,< - CD ,t t e.":cr_c,4 7 .70.4(‘ 0 Cerc..-/A.C67 S 0 (O' 0 C. sgt-o-4.4t C-k. 4 le-, ?/S' Q, l' r/47er---S ejIzAK;e:-/ fi( i‘ovecer6 7. , (0 f "..0)4vre .6' 2v ie-6107PL Phone: xforg .' (-0,ef.‘ric_7 /Ai • . (. S/4/-4-cr" ec4i-4-g.44.7vc4 PAtt t. : rvetw 7. ,400„ Type par A gi4 ....... Address: . I7 4 C /* Date called: Special instructions: 4* D a tOe a.m. P.m. Requester: Phone: •r ■■•••••••,, ,•••■••••1••••,,,V. ;;•••' '•••"••'' •,1 •'••• ,;•'••• • ; r • INSPECTION NO. INSPECTION I PRD Retain a copy wit witirpermit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 b16-0/7", Ei Approved per applicable codes. PERMIT NO. eiP-b," (206)431-3670 .Corrections required prior to approval. Date/ El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: Proj t: nte,Wat:T..et4 Typ tip Aidwo 5 . 6 _ /99 Date called: Special instructions: Date want9d: 41/ / ...._ /49(t a.m. p.m. Reques ;:-/p Phone: v I INSPECTION ORD Retain a copy wit permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Receipt No: ".• PERMIT NO. (206)431-3670 COMMENTS: p2j72/4 6.., ioA 7_ ,41076- /A.-110.exe " Ay #4 4.204 7 .7.1e, ved per applicable codes. 111 Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: P oA t: 1 a i t,J.. 9 , l rof Ins APO cdoe• .raid t4 .li , e I /e-( el f s1 / p Date� -- - ...-. i Special instructions: CA Date anti � ei 9 m. p.m. R ter: ( LamI INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION I PRD Retain a copy 141 permit Dqb - :at7d PERMIT NC.- (206)431-3670 A pproved per applicable codes. El Corrections required prior to approval. COMMENTS: Insp Q $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. [eceiPt No: Date: o1 s J T 4 %egirleintletchtt Date c led: er d / Special:instructions: m Date e : 1 ' e 9 c '� �f' ''� 7 1 p.m. Req er: � ��� ,Yj rr Phone• �] fJ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: INSPECTION R RD Retain a copy wit permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 COMMENTS: IB - ot7y PERMIT NO. 00 pproved per applicable codes. El Corrections required prior to approval. (206)431 -3670 COMMENTS: A 6, 1 0, 4 9.4 774e. „ e:4 "7"--i---49--, c .„, j , 'Z (Pi- S I Pr 6/714 eg• • • ,4--Ai-o---fr Arlo Special instructions: Aer,...--ge'B7e C 0-r/A 16—' 49 (Pia- 7 4-1 c- ,ete.7g._ 4 Project. Mess: Type of ti ti: 6.-- f 7q 2 o • c-pel Date called: Special instructions: Date want/...- ed: a.m. Requeleb Phone: . • • • . . • . dir INSPECTION r7ORD Retain a copy s.permit 77 -o/ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 n Approved per applicable codes. 1..Corrections required prior to approval. $47.00 REINSPECTION FEE R QUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: COMMENTS: ' /4x77g-r.,- 4c77fole zor e: &Low__ vA-ernii exiti Typer spection• 4 &.....- t 34r (Ts. 0 (...ic_.(Afirf 5 &---.4-c_ "c6Afirr'4,-)e)-7206Vc - 772"P itf/A1 kic9 /X a. ac._,477 (92ki 0 1 /44--c .-4 a _ r.,,, - /./cf 0 r 46Ale - 77j 7,4-,—(A_J2A 4: II a if.: L6-7,'-ex6-7._. -'.. 4 ce 0 sop/00-43r o rc_,-7-- ( A Pr katopevt , 5v-ri Typer spection• 4 &.....- Address: nclto--S. C., eiet.0 Date called: Special instructions: Date wanted: -rice a.m. P.m. Requs) ter: f.-5Q Phone: • '• ' •' " • • 14— INSPECTION RD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 D98 -or?9 PERMIT NO. (206)431-3670 0 N Approved per applicable codes. orrections required prior to approval. JJ $47.00 REINSPECTION FE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: • Project: A.) Type of Inspection: c .P- Date called: ,, 4 Address: Special instructions: . Date wanted: i / a.m. P.M. Requester: Phone: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permi INSPECTION NO. Approved per.applicable codes. Pc/ c6 7 — C PERMIT NO. (2)431-3670 COMMENTS: 0 II le I Date: 5/1,p 0 $47.00 REI PECTION IEE REQUIRED. Prior to inspection, fee must be paid at 6300 S thcenter Blvd., Suite 100. 'Call to schedule reinspection. Receipt No: Inspector: 6L1 Date: Cor ections required prior to approval. Proje ov ,,� i e. Typction: A r . s / Date called: ( // e tila to , Special instructions: / Date wanted: ,J y Requester Phonea _575_ g 7 // INSPECTION NO. INSPECTION RECC( Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION' 6300 Southcenter Blvd, #100, Tukwila, WA 98188 ved per applicable codes. COMMENTS: Pieger6160 / ;f.01 ' — Co /11**`-oefirw Insp El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: D PERMIT NO. (206)431 -3670 Corrections required prior to approval. COMMENTS:•. ..r..••',•_.4;,,.,. �O Type of Inspection: Address. , ..��.. -- 'Y U Date celled; 9 (77 ---4-7 Special instructions: ,.....X.,‘,.,:. , f D t w r t . -/ q - 2 I " �r:(? /441r6i`t�t hi R+7. Pr )ecIt:, �O Type of Inspection: Address. , ..��.. -- 'Y U Date celled; 9 (77 ---4-7 Special instructions: ,.....X.,‘,.,:. , f D t w r t . -/ q - 2 a.m. P.m. R qu er: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved'per applicable codes. 'INSPECTION RECOR Retain a copy. with perm 9e -LP/ %; PERMIT NO. (206)431 -3670 Correa ions required prior to approval. El $47.00 REINSPECTION FEE REQUIRED,. Prior to inspection, fee must b• paid , at 6300 Southcenter Blvd., Suite 1D0:''Call to schedule reinspection. Receipt No: Date: Project: 2)4 r ly of Inspection: ate ca le m l , S Add ress: i I i...,A.e/ Special instructions: Date wand: is 4a p.m. Requester: Phone: • •-• Approved per applicable codes. : 1 - INSPECTION REC Retain a copy with pe mit ' INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 47 g543. / PERMIT NO. (206)431-3670 COMMENTS: AA i I 1/4 541a7;t\ ,‘ ' 4, t e4/ Corrections required prior to approval. $47.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • . *; Pr je e t.0.000,. ., ' de5051 e of Inspection: l4- M20-- S C - Keay Date called: 7, _Special instructions: • Date 1,e.i 9, Requ Phone: COMMENTS: Ins • INSPECTION REC Retain a copy with pe INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Date. bfb-ot77 (206)431-3670 proved per applicable codes. Corrections required prior to approval. Ej $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project: Ai ft ga, Type of Inspectio Arm 6 pf Datecalled: Date wanted. y fy .m. Special instructions: Requester: (sob Phonon. s / „5 _ 5 71 r ,�+ :. *:: COMMENTS: Type of Inspection: g Di Llig It 1. Lt" Py 1 AA ci - 1± . LC, 1:4 +7) FA.dwA ek) -17) scityzJA c . u,AkAo4 -t7) liv_hoi A Requester: Paul Ross Work Phone: 206,15Ao-q8266pec ?INS() 6 ikA-A td 1 a 6 cMAAk PI de P _a_i&Li_Lcik4 ill t -igq Ctu-dyk ts-1 1,61,1, ,. 1 lb i I t ,, 0 WA 1 . 1 1 1 11 ‘ /lid( C1M tck- Citk 62Ak . Project: .1 , AfeW orf Bci Restourafrf Type of Inspection: g Di Address: 0 soer pkw,, . Date called:4 _ 13- (71 hoot" Special instructions: Date wanted:4_ n a.m. Requester: Paul Ross Work Phone: 206,15Ao-q8266pec .• , .7'777 ; . . . .,71rr7"7777.^..r7r INSPECTIOr..'RECORD ( i.r\ - 79 Retain a cop). with permit PERMIT NO. C INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431-3670 El Approved per applicable codes. [1 ri $47.00 REINSPECTION FEE REVRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 161b, Call to schedule reinspection. Receipt No: Date: ri Corrections required prior to approval. Date: Project: AJ (' f/� �i}�( .,h - •- l ype of Inspection J Ck f Add,. �/ ate called: 0. Special instructions: Date wanted: ef d J a. m. . . Requester: 6 ,... ) b at Phone r.t - 5 - 7c , 7 / / INSPECTION NO. INSPECTION REC Retain a copy with pe CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes: COMMENTS: - PERMIT NO. (206)431 -3670 Corrections required prior to approval. El $47.00 REINSPECTION FEE REQ ' RED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: 4,fl_— edeu0,2,-de... e".•5 7 "t;e44441e. CO4 a ivy_ LS AZ g A70 7 5e.-7 /x( - 7 - 7!;7i(s/oici i/t/ Ali7/977/tAr7 - .1967S as64) cg2e--- Gl-(/ I Reque;4: __P-4 Pegoo 04 ..„-(Kc-7,f_tKiees "0-,, ro, Itagsgspipopzatere, R09-0,96,____ . _. .4,..... _...,...., 0,... , . , 44 , Mwt Type Alp: 6,...., Dale called: Address: MZeP -5 er"--- My Special instructions: Date wanted: a.m. P.m. Reque;4: Phone: • se) INSPECTION REC Retain a copy with pe) thit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 05'-or79 PERMIT NO. (206)431-3670 Approved per applicable codes. jf.Corrections required prior to approval. El $47. 0 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: COMMENTS: Mali Ad 7 " 5 (i , 0 Date called: k4r A7z6-4 If Date wag7 p.m. 417 4e17,-9e 1 .44/.&///e Phone:62(x, (c (2t-1k7 5 7P--.-t/r ( 4 9 ' rf er ( (0 44€6) 2. 5 WA lic_ oC,‘ i41-,-.) 47 -- 94-wV__ Prc tiO/Ci9}44tr / Mali Ad 7 " 5 (i , 0 Date called: Special instructions: ao lielk 04 ,.6 1 Date wag7 p.m. Requ eri 49,6 ty071S Phone:62(x, • . l D. $ .00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: , Approved per applicable codes. INSPECTION REC Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 D1F-0/79 PERMIT Nif (206)431-3670 Corrections required prior to approval. P of • ct: L r 411 �[ IW:J T • e of Inspe . a Amur tion ' Ohl �.� a " . `n iddist D.called --CI 9 Special instructions: �i CO D want � m� p.m.... ster ' r Pho e 0 Approved per applicable codes. j Corrections required prior to approval. COMMENTS: /1 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 rj $47.00 REINSPECTI FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspector: Receipt No: INSPECTION RECC rr Retain a copy with permit �� Date: Date: PERMIT NO, (206)431-3670 1%ct: V■190?-" Sgt► o Tpe� Inspecti dress. {� r j Date called: / / Special instructions: Date want 1 . ,,_ a. ( Req � (7 t � Phon r24 ) 57r �.i . >.• (*-- INSPECTION NO. Approved per applicable codes. INSPECTION RECO Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Corrections required prior to approval. COMMENTS: /; .0e)x se.. /- OX‘ s re Insp r: ri $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No: Project: Aceiel/,6 . 647 Type of Inspection: 4 46. /x-tSt/ Address: /;7922 Date called: Special instructions: Date wytedv a.m. p.m. Requester: Phone: INSPECTION RECO Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 pproved per applicable codes. Corrections required prior to approval. COMMENTS: • D $4 .00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: D ecd: P kit INN Type of Inspec ion: Address: Dzlte ca e Special instructions: 1 , a o f/Vt p 1.45---,P--- ate w nt . � � l i 7 a.m 1 oa53 Re �/ ° ms s } „�^ — LQC2 ) �7£� -9 ;210 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 n Approved per applicable codes. Cod PERMIT NO. (206)431 -3670 Corrections required prior to approval. COMMENTS: ,5.ei r /l -�v Ling / ;2- a 5 Jd 7 Ak SW/Lk Inspector: Date/ 8 e �„ 1: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 7? COMMENTS: olNeM 6 - e , (.„), S it I „ Fidtt2 D,t.tI s ° 4te,ru ~i / Address: /7t S' / (.n4 eis ° (42 ` illori 1 r o -- -c® t' ki.tw«,. /J4 / l t if< 84 ....e ".- q p � -. _1V.P4 u..a Y _ f9 Air. 1q V 0 Metl t. `. Cialy lid Po 65/ 0 - 98a6, P opori„ l ic;GCYCr Type�.o��pecti r1 Address: /7t S' / 7 Date called: - Special instructions: , Date wanted: 1/7 rm Requester: :1.1l Po 65/ 0 - 98a6, INSPECTION RECORD Retain a copy with permit INSPECTION NO., CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter #100, Tukwila, WA 98188 Receipt No: Vo-oi? 5 G/JJPERMIT NO. Date: (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: erAl $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee 'must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: COMMENTS: , of Inspe li on: n�rn r� i Address. Date called: Special instructions: Date wanted: // . f if t ftu tSf-Ii"- � /6 /l if bbWl4 4 ,;p.c f Act, �(/ S. ' (4,464 ' 0 F; -l.‘, , ile. 71) Pr ject: I Pad . Q , of Inspe li on: n�rn r� i Address. Date called: Special instructions: Date wanted: // . a.m. P.m. RequesterL ,� ((�� Phone: ao sio-9: 6, INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300.Southcenter Blvd, #100, Tukwila, WA 98188 n Approved per applicable codes. o/79 6QI PERMIT NO. Corrections required prior to approval. / / 1 1 Ej $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspector: Receipt No: Date: Date: Pro Ty qg,�fins ectig n Ad r. j420 Date called: Special instructions: Date wan / i ,Q /q a.m. p.m. Requeste Phone No.: INSPECTION RECD u✓ Retain a copy with Limit INS TION NO.. C ITY OF TUKWILA BUILDING DIVISION '`6300 Southcenter Blvd., #100, Tukwila, WA 98188 fI Approved per applicable codes. Receipt No.: I Date: PERMIT NO. (206) 431 -3670 Corrections required prior to approval. , COMMENTS: 4a �f�T�A -tom ,�a73,�.To, d eg,d e-1-404 rote- $42.00 REINSPECTION FEE REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reinspection. COMMENTS: ] �o) 1 - MY.' 1��C D �JU fk,a7_____Esaii4esra 9,4:____Arzt2_fgas4,{64-b 04 ( . , � '�c. /, , / Vi0 -r ,/ ,./�S 60 C �f' orb , 1 ic_,42e'L Q. E/t/i . 1d I TX 5 ®/r �-� / 9 /4 -o - 4- �o.a ,e _ei CZ w/ ,k,, (? 4 or r ,o k- - - 6v6zies DA( ((7 OOt4-ei II li r l ; cI i , - /xf .S PE- - -c 77o _ ` t�c) f I ( 1`� 4 ,e, £. T - paa-r TO (l i LMJVV 0 '5/ Pe ia6i tom-T AA u ST J3 AU4r_ C4 `rC 2 A( ) - / L($ /+ Prot: Type sf inOtion 1d I TX 5 Date Date wan al 7 C Special instructions: �L/ " '" t j ' j Reque rr: Phone i ( t ‘.0/ 51s 3 i I x*'fL!'w +` ,": .Wgrvi`a3'o£.;777 m :a -mss - w r«t.; ,' x' v�•.Mi' INSPECTION REC ^RD Retain a copy with Limit unit G 2 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 6 9 1 PERMIT NO. (206) 431 -3670 Approved per applicable codes. Corrections required prior to approval. $42. REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: /2 - C S�:7 !/ -7l / , Type of inspe li on: ,, GA - Address: Date called: ( bte 44'.'l I ' gal: ' f 'W ti /, V Ott( sz: , Kl4.16) 014 / Ai 6ti Er 6 r, RA.. ti-,,,,(9 1977O /2Obt(4) g 4i.„ gh.,r,e-6,6#7444A. .1_46Aii ' / , Project Ni G�{� ; b j Type of inspe li on: ,, GA - Address: Date called: Special instructions: l elP. 60 / Date wanted: 1 i i 4 .,,,,, Requester:( 01iw T - 5 Phone No.: • Lt)& - '-'15 Se 11 j I INSP = CTION RE ID Retain a copy with } /mit o f INSPECTION NO. CITY`OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. t' I pe-t' Dai x1 Ns or iel PERMIT NO. (206) 431 -3670 Corrections required prior to approval. [� $42.0 REINSPECTION FEE REQUIRED. Prior t'o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: Type of inspection: II Address: i 7q 'AO ..S,w A c Date called: Special instructions: Date wanted: a.m. p.m. Requester: Phone No.: `='"N' .*n+ : c7.';l iECYZ'K '4F+IU�',r. ;. r *qr- .:.ss'X.�,xW,l'!{r.�hriwi^. �v3o•i4P'CAs INSPECTION RECO9P' Retain, copy with pe CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION NO. Approved per applicable codes. 1 076 -O/7 q Corrections requirod prior to approval. COMMENTS: Inspector: [Date; $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 Name /46.:.4.4 xx r / Address I 2 C) .V6 / 'i L ' Retain current inspection schedule Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: ' A A-1 OW-C. Hood & Duct: Halon: Monitor: ALA,(,vl c'..ra I.' Pre -Fire: /1 Permits: Authorized Signature FINALAPP.FRM City of Tukwila Fire Department Needs' shift inspection TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM • Rev. 2/19/98 & N/ John W. Rants, Mayor Thomas P. Keefe, Fire Chief Permit, No. (y�S ' °'' 0i Suite # g : Date T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 Ott ROSENAU & ASS { CIATES, INC. Construction Inspection & Material Testing 6747 MI, King Way South, Seattle, Washington 98118-3216 Tel:(206) 725 -4600 • Toll Free:(888) OTTO-4-US • Fax:(206) 723-2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory 2 July 1999 City of Tukwila Building Division 6200 Southcenter Blvd. Tukwila, Washington 98188 Project: Newport Bay Restaurant Permit Num 17920 Southcenter Parkway Job Number: 99- Ladies/Gentlemen: We herewith certify that we have completed the following types of inspection and testing on this project. To the best of our knowledge, all work inspected is according to approved plans and specifications. 1. Reinforcing steel 2. Reinforced concrete 3. Welds/anchor bolts 4. Epoxied hold -down bolts Copies of all reports have been submitted to your office. Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Susan Rosenau -Moser Vice President SRM/jlp cc: Pacific Coast Restaurants, Inc. fax c: RBI RECEIVED . JUL 0 7 1999 COMMUNITY DEVELOPMENT Project Info Project Address Newport Bay Date 5/27/98 Total Glazing Area Electronic version: these values are automatically taken from ENV -UA -1. (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area' times 100 equals % Glazing For Building Department Use Concrete/1'Iasonry Option 0 yes 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 Q no assembly below. Applicant Name: Interface Engineering Applicant Address: 6542 SE Lake Road Applicant Phone: (503) 659 -6394 Space Heat Type 0 Electric resistance Q 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 Electronic version: these values are automatically taken from ENV -UA -1. (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area' times 100 equals % Glazing 710.0 :- 4063.8 X 100 = 17.5% Concrete/1'Iasonry Option 0 yes 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 Q no assembly below. 1994 Washington State Nonresidential Energy Code Compliance Forms Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R- values Roofs Over Attic All Other Roofs Opaque Walls Below Grade Walls Floors Over Unconditioned Space Slabs -on -Grade Radiant Floors Opaque Doors Vertical Glazing Overhead Glazing Maximum U- factors Maximum SHGC (or SC) Vertical /Overhead Glazing Semi- heated space* R oofs Over Semi - Heated Spaces' "Refer to Section 1310 for qualifications and requirements Notes: 1994 Washington State Nonresidential Energy Code Compliance Form Envelope Summary Climate Zone 1" ENV -SUM Project Description New Building [] Addition 0 Alteration ❑ Change of Use Compliance Option 0 Prescriptive 0 Component Performance (See Decision Flowchart (over) for qualifications) 0 ENVSTD p Systems Analysis Minimum Insulation R- values June, 1995 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 ConcretelMasonry Option, list walls with HC Z 9.0 Btu /ft ° - °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 FRE91- 057 bq$-b I'Iq CITY OF UKWILA MAY 2 8 1998 PERMIT CENTER Al halation !reeled? Ili g d veil ed) R10 Belavgade veils (dhr) R11 Roofs aerattics R33 All ottlerroofs R21 Roas air um1143. R19 Saga ds R10 Ra iartt floors R10 Ccegtedoas UO:60 Gating Oiteda Mt? Ate °h UU U s-t3C 0015% 0.90 1.45 1.00 1540% 0.75 1.40 1.00 2030% 0.60 1.30 0.65 3040% Om 1.25 0.45 AI !relation I Balled? - his R19 ' ry Kills N Oa) U0.19 Maorryvdls(dha) U0.25 Belav gale vells (ed) R10 May gale wills Oh) R49 Rxfsaerattics R38 AI dherinas R30 Rocrsova=ad R30 Sabsangade R10 briars floes R10 Coaque doss U0.60 Gaarg Oiteia Mat? Aea % U U si3C 00.20% 0.40 0.80 1A0 Al (relation Irk ailed? CpegueVtNls R19 Bel adeveils ed) R10 Belavgradevells(d R19 !tofst>er attics R38 Al cinemas R30 Rcasauertnml. R30 Satsongfade R10 Raciart R10 Cpagledcas U0.60 Gad Oiteria Mt? aaa V: • Me % U U am% 0.40 0 .80 a-t2C 1.00 1994 Washington State Nonresidential Energy Code Compliance Forms 1302 Space Heat Type: For the purpose of determining building envelope requirements, the following two categories comprise all space heating types: Other: All other space heating systems Including gas, solid fuel, oil, and propane space heating systems and those systems listed in the exception to electric resistance. (continued at right) 1 al Atax %elsR11 3. VIII (Maio C3c?' iraleim ?t no tbelov) yes Yes'r no (3aangt' no no Yes 1994 Washington State Nonresidential Energy Code Compliance Form Envelope Summary (L k) Climate Zone 1 O ENV -SUM Decision Flowchart for Prescriptive Option Use this flowchart to determine if project qualifies for the optional Prescriptive Option. If not, either the Component Performance or Systems Analysis Options must be used. P R-11 veils tit) U0.19 Msorry grade ed veils av veils( R 0 �tavgaietndls(dh) R-11 Roofs aer Atics R30 Al ether roofs R21 Roasaatnoondso. R19 Szleavade R10 Rari art floas R10 Coale doss U0.03 Gaarg Oiteria Net? Gaiing Vet. CH Aea% U U 00.15% 0.90 1.45 15-20% 0.75 1.40 2030% 0.60 1.30 3040% 0.50 1.25 Bedric .. Imsdarlce OS ' lit? s-CC 1.00 1.00 0.65 0.45 no -I yes yes _ Resoiptive Paths caned Electric Resistance: Space heating systems which use electric resistance elements as the primary heating system Including baseboard, radiant, and forced air units where the total electric resistance heat capacity exceeds 1.0 Wtfe of the gross conditioned floor area. Exception: Heat pumps and terminal electric resistance heating In variable air volume distribution systems. to V�611 Otteta C K7'.• -' yes'' (tdo►'d : i no ro Concrete /Masonry Option* Assembly Description Wall Heat Capacity (HC) Assy.Tag HC" Area (so Totals Area weighted HC: divide total of (HC x area) by Total Area HC x Area yells R-19 , iralaliarii'i H Carpcnent Rama r Syde eArlyssR3gired no June, 1995 if the area weighted heat capacity (HC) of the total above grade wall is a minimum of 9.0, the Concrete Masonry Option may be used. "For framed walls, assume HC =1.0 unteit calculali6MbreF provided; for all other $,PtiAlbse Section 2009. PERMIT C TUI(VyILA 3 1998. ENTER Project Address Newport Bay Date 5/27/98 Space Heat Type Q Electric resistance Q All other For Building Department Use Glazing Area as % gross exterior wall area 17.5% Prop. I 40.0% Max.Target Concrete /Masonry Option 0 Yes Q 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) - T c ' R > CD _ U =1.100 Plan ID:Glazing 1 U=0.600 Plan ID:Glazing 2 U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 1.100 84.0 92.4 0.600 626.0 375.6 0.750 710.0 532.5 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) C .i 0 d 0 o 8 Q 6. U= O U= Plan ID: U= Plan ID: 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) "• 0 m oo . 0 U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0 m o O o U= 0.400 Plan ID:Opaque Door U= Plan ID: U= Plan ID: 0.400 105.0 42.0 0.600 105.0 63.0 Electric Resist. Other Heating • 0.60 0,60 Roofs Over R =34.5 Plan ID:Roof 1 R= 25.6 Plan ID:Roof 2 R= Plan ID: 0.029 5433.0 157.6 0.039 1492.0 58.2 0.036 6925.0 249.3 Electric Resist: " Other Heating , 0.031. • 0.036: ; Other Roofs R= Plan ID: R= Plan ID: R= Plan ID: • Electric Resist..: Other Heating 0.034 0.050 R =16.9 Plan ID:wa11 1 R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: "'Note: sum of Target Areas here should equal 0.059 3248.8 191.7 Target Opaque Wall Area (see back) 0.140 3248.8 454.8 ** Electric Resist, Other. Heating Ordinary 0.062 0.14 Metal stud 0.1.1, 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: Note: if insulated to levels required for opaque walls, list above with opaque walls . Electric Res ist. Other Heating Ordinary 0.062. • 0.14 Metal stud . .. 0.11' . 0,14:. R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: Electric Resist. :: Other Heating' 0.029 0,056 .• R =4.2 Plan ID:Slab Edge R= Plan ID: R= Plan ID: R= Plan ID: 0.580 395.0 229.1 0.540 395.0 213.3 . Electric 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) 11383.8 For compliance: 1146.5 Totals C� Y ED r 1512.9 JKWILA • Envelope UA Calculatio s Climate Zonel ENV -UA 1994 Washington State Nonresidential Energy Code Compliance roposed Total Area shall equal Target Total Area, and 2) Proposed Total UA shall not RV TTrlet Tot PERMIT CENTER June, 1995 OG' Proposed SHGC SHGC* x Area (A) = SHGC x A OG= VG= 710.0 0.900 84.0 75.6 6925.0 ID: Glazing 2 0.900 626.0 563. 3248.8 Vertical Glazing List components by assembly ID & page # Proposed SHGC SHGC* x Area (A) = SHGC x A Target SHGC SHGC x Area (A) = SHGC x A Vertical Glazing ID: Glazing 1 0.900 84.0 75.6 1.000 710.0 710.0 ID: Glazing 2 0.900 626.0 563. Glazing % Electric Resist... Other Heating ID: Totals) 0 -20% . 1.00 1.00 , ID: >20 -30% "not allowed 0.65 ID: >30-40% not allowed 0,45 ID: (see Table 13 -1 for Conc/Masonry values) 'Note: Manufacturer's SC may be used in lieu of SHGC. Totals 710.0 639.0 Totals 710.0 710.0 For compliance: Overhead Glazing List components by assembly ID & page # Proposed SHGC SHGC* x Area (A) = SHGC x A Target SHGC , SHGC x Area (A) = SHGC x A Overhead Glazing ID: ID: ID: ID: ID: ID: Glazing % Electric Resist." Other Heating 0 -20 % 1.00. 1.00 • >20 -30% not allowed 0.65 >30 -40% not allowed . 0.45 (see Table.13 =1 for Conc/Masonry values) *Note: Manufacturer's SC may be used in lieu of SHGC. For compliance: Totals) Totals) Climate Zone 1 ENV -SHGC 1994 Washington Slate Nonresidential Energy Code Compliance 1) Proposed total area shall equal Target Total Area, and 2) Proposed Total SHGC shall not exceed Target Total SHGC. 1) Proposed total area shall equal Target Total Area, and 2) Proposed Total SHGC shall not exceed Target Total SHGC. Target Area Adjustment Calculations If the total amount of glazing area as a % of gross exterior wall area (calculated on ENV -SUM1) exceeds the maximum allowed in Table 13-1, then this calculation must be submitted Use the resulting areas in the Target UA and SHGC calculations above. Glazing Area Opaque Area Gross Exterior Wall Area I 4063.8 I r 1 1625.5 1 Roofs over Attics Other Roofs Walls, Proposed Areas: Numbered values are used in calculations below. Roofs over Attics Other Roofs Walls X Max Glazing Area (Table 13 -1) 40.0% 1 Target OG Area in Roofs over Attics it lesser 1625.5 Proposed Opaque Area + 6925.0 Proposed Opaque Area 1 3248.8 1 100 Max OG Remaining 1 1625.5 1 Proposed VG Area 1625.5 Target OG Area In Other Roofs Maximum Target Glazing Area ft lesser 1625.5 Target VG Area Target VG Area 710.0:, Proposed OG Area y Target OG Area/ Target Opaque Area '.6925.0 „,. Target Opaque Area ,3248:811: I I ( 710.0 1 — 1 710.0 1 Note: 1f there is more than one type of wall, the Target VG Area may be distributed among them, and separate Target Opaque Areas found. If the Target Areas for Opaque Walls listed on the front must equal the total calculated here, Target values In shaded boxes are used in the applicable Target UA calculations on the front. Target VG Area and Total Target OG Area are also used in the applicable Target SHGC calculations above. June, 1995 Note: OG = overhead glazing VG = vertical glazing For Target OG's, the lesser values are used both here and below. 1 Target Areas OK I CITY RECEIVED MAY 2 8 1998 PERMIT CENTER Project Address Date Newport Bay 5/27/98 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 (yes, no, n.a.) Code Section Component Information Required Location on Plans Building Department Notes GENERAL REQUIREMENTS (Sections 1301 -1314) 1301 Scope Unconditioned spaces identified on plans if allowed YES 1302 Space heat type: GAS If "Other", indicate on plans that electric resistance heat is not allowed DWGS 1310.2 Semi - heated spaces Semi - heated spaces Identified on plans if allowed 1311 Insulation YES 1311.1 Insul. Installation Indicate densities and clearances b7 YES 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 baits SPEC 07 210 YES 1311.3 Wall insulation Indicate R -value on wall sections; Indicate face stapling of faced balls; - 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; SPEC 07210 N.A. 1311.4 Floor insulation Indicate R -value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24" o.c.; Indicate that insulation does not block airflow through foundation vents YES 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 SPEC/ DWGS N.A. 1311.6 Radiant floor Indicate R -value on wall section or foundation detail; Indic-ate 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 YES 1312 Glazing and doors Provide calculation of glazing area (including both vertical . vertical and overhead) as percent of gross wall area ENV — S r TR1lS1TlTC�ED SPECS DWGS JM YES 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, tow -e coatings, gas fillings YES 1312.2 SHGC & SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule (provide area - weighted calculations as necessary) SPEC 1313 Moisture control YES 1313.1 Vapor retarders Indicate vapor retarders on warm side SPEC/ DWGS YES 1313.2 Roof /ceiling vap.ret. Indicate vapor retarder on roof section; Indicate yap. retard. with sealed seams for non -wood struc. DWGS YES 1313.3 Wall vapor retarder Indicate vapor retarder on wall section DWGS YES 1313 Floor vapor retarder Indicate vapor retarder on floor section DWGS N.A. 1313.5 Crawl space yap. ret. Indicate six mil black polyethylene overlapped 12" on ground 1314 Air leakage YES 1314.1 Bldg. envel. sealing Indicate sealing, caulking, gasketing, and weatherstripping gg SPES/ 1314.2 Glazing /door sealing Indicate weatherstripping DWGS YES 1314.3 Assemb. as ducts Indicate sealing, caulking and gasketing SPEC PRESCRIPTIVE /COMPONENT PERFORMANCE (Sections 1320 -23 or 1330 -34) YES Envelope Sum. Form Completed and attached. Provide component performance worksheet if necessary Provide ENVSTD screen 1 output if necessary ATTACI lED • • A . 1 1 l t• 1 Building Permit Plans k ecklist 1994 Washington Slate Energy Code Compliance Forms • - \ • 1 - • - 1 • 1 - • • • • • 11 • . 1 - • 11 ENV -CHK June, 1995 If "no" Is shown for any question, provide explanation: RECEIVED CITY OF TUKWILA MAY 2 8 1998 PERMIT CENTER Building Permit Plans ecklist 1994 Washington Slate Energy Code Compliance Forms ••. I. 11 •1 • - ► • 1 1 . 1 • 1 • • • 11 • • 1 - • 51 ENV -CHK June, 1995 Envelope - General Requirements 1311 Insulation 1311.1 Installation Requirements: All insulation materials shall be installed according to the manufacturer's instructions to achieve proper densities, maintain clearances, and maintain uniform R- values. To the maximum extent possible, insulation shall extend over the full component area to the intended R- value. 1311.2 Roof /Ceiling Insulation: Open -blown or poured loose -fill insulation may be used in attic spaces where the slope of the ceiling is not more than 3112 and there is at least thirty inches of clear distance from the top of the bottom chord of the truss or ceiling joist to the underside of the sheathing at the roof ridge. When eave vents are installed, baffling of the vent openings shall be provided so as to deflect the incoming air above the surface of the insulation. Where lighting fixtures are recessed into a suspended or exposed grid ceiling, the roof /ceiling assembly shall be insulated in a location other than directly on the suspended ceiling. Exception: Type IC rated recessed lighting fixtures. Where installed in wood framing, faced batt insulation shall be face stapled. 1311.3 Wall Insulation: Exterior wall cavities isolated during framing shall be fully insulated to the levels of the surrounding walls. When installed in wood framing, faced batt insulation shall be face stapled. Above grade exterior insulation shall be protected. 1311.4 Floor Insulation: Floor insulation shall be installed in a permanent manner in substantial contact with the surface being insulated. Insulation supports shall be installed so spacing is not more than twenty - four inches on center. Installed insulation shall not block the airflow through foundation vents. 1311.5 Slab -On -Grade Floor: Slab -on -grade insulation installed inside the foundation wall shall extend downward from the top of the slab a minimum distance of twenty -four inches or to the top of the footing, whichever is less. Insulation installed outside the foundation shall extend downward a minimum of twenty -four inches or to the frostline, whichever is greater. Above grade insulation shall be protected. Exception: For monolithic slabs, the insulation shall extend downward from the top of the slab to the bottom of the footing. 1311.6 Radiant Floors (on or below grade): Slab -on -grade insulation shall extend downward from the top of the slab a minimum distance of thirty-six inches or downward to the top of the footing and horizontal for an aggregate of not less than thirty -six inches. If required by the building official where soil conditions warrant such insulation, the entire area of a radiant floor shall be thermally isolated from the soil. Where a soil gas control system is provided below the radiant floor, which results in increased convective flow below the radiant floor, the radiant floor shall be thermally isolated from the sub -floor gravel layer. 1312 Glazing and Doors 1312.1 Standard Procedure for Determination of Glazing and Door U- Factors: U- factors for glazing and doors shall be determined, certified and labeled In accordance with Standard RS -31 by a certified independent agency licensed by the National Fenestration Rating Council (NFRC). Compliance shall be based on Model Size AA or BB. Product samples used for U- factor determinations shall be production line units or representative of units as purchased by the consumer or contractor. Unlabeled glazing and doors shall be assigned the default U- factor in Section 2006. 1312.2 Solar Heat Gain Coefficient and Shading Coefficient: Solar Heat Gain Coefficient (SHGC), shall be determined, certified and labeled in accordance with the National Fenestration Rating Council (NFRC) Standard by a certified, independent agency, licensed by the NFRC. Exception: Shading coefficients (SC) shall be an acceptable alternate for compliance with solar heat gain coefficient requirements. Shading coefficients for glazing shall be taken from Chapter 27 of Standard RS -27 or from the manufacturer's test data. 1313 Moisture Control 1313.1 Vapor Retarders: Vapor retarders shall be installed on the warm side (in winter) of insulation as required by this section. Exception: Vapor retarder installed with not more than 1/3 of the nominal R -value between it and the conditioned space. 1313.2 Roof /Ceiling Assemblies: Roof/ceiling assemblies where the ventilation space above the insulation is less than an average of twelve inches shall be provided with a vapor retarder. Roof/ceiling assemblies without a vented airspace, where neither the roof deck nor the roof structure are made of wood, shall provide a continuous vapor retarder with taped seams. Exception: Vapor retarders need not be provided where all of the insulation is installed between the roof membrane and the structural roof deck. 1313.3 Walls: Walls separating conditioned space from unconditioned space shall be provided with a vapor retarder. 1313.4 Floors: Floors separating conditioned space from unconditioned space shall be provided with a vapor retarder. 1313.5 Crawl Spaces: A ground cover of six mil (0.006 inch thick) black polyethylene or approved equal shall be laid over the ground within crawl spaces. The ground cover shall be overlapped twelve inches minimum at the joints and shall extend to the foundation wall. Exception: The ground cover may be omitted In crawl spaces if the crawl space has a concrete slab floor with a minimum thickness of three and one -half inches. 1314 Air Leakage 1314.1 Building Envelope: The requirements of this section shall apply to building elements separating conditioned from unconditioned spaces. Exterior joints around windows and door frames, openings between walls and foundation, between walls and roof and wall panels; openings at penetrations of utility services through walls, floors, and roofs; and all other openings in the building envelope shall be sealed, caulked, gasketed, or weatherstripped to limit air leakage. 1314.2 Glazing and Doors: Doors and operable glazing separating conditioned from unconditioned space shall be weatherstripped. Fixed windows shall be tight fitting with glass retained by stops with sealant or caulking all around. Exception: Openings that are required to be fire resistant. 1314.3 Building Assemblies Used as Ducts or Plenums: Building assemblies used as ducts or plenums shall be sealed, caulked, and gasketed to limit air leakage. CR Y O FE T UKW ILA MAY 2 8 1998 PERMIT CENTER Cooling Equipment Schedule Equip. ID Brand Name Model No. Capacity2 Btu /h Total CFM OSA CFM or Econo? SEER or EER IPLV Location AC -1 Lennox GCS24 70750 2000 Econ 9.50 104000 Roof AC -2 Lennox GCS24 85500 2200 Econ 9.00 160000 Roof AC -3 Lennox GCS24 85700 2200 Econ 9.00 160000 Roof AC -4 Lennox LGA 120 114300 3200 Econ 9.50 188000 Roof AC -5 Lennox GCS24 85500 2200 Econ 9.00 160000 Roof Heating Equipment Schedule Equip. ID Brand Name Model No. Capacity2 Btu /h Total CFM OSA cfm or Econo? Input Btuh Output Btuh Efficiency' AC -1 Lennox GCS24 70750 2000 Econ 130000 104000 80.000 AC -2 Lennox GCS24 85500 2200 Econ 200000 160000 80.000 AC -3 Lennox GCS24 85700 2200 Econ 200000 160000 80.000 AC -4 Lennox LGA 120 114300 3200 Econ 235000 188000 80.000 AC -5 Lennox GCS24 85500 2200 Econ 200000 160000 80.000 Project Info Project Address Newport Bay Date 5/27/98 CFM SP For Building Dept. Use Flow Control Location of Service Applicant Name: Interface Engineering Applicant Address: 6542 SE Lake Road Applicant Phone: (503) 659 -6394 Fan Equipment Schedule Equip. ID Brand Name Model No. CFM SP HP /BHP Flow Control Location of Service 1994 Washington State Nonresidential Energy Code Compliance Form Mechanical Summary • MECH -SUM 1994 Washington State Nonresidential Energy Code Compliance Forms June, 1995 Project Description Briefly describe mechanical system type and features. Compliance Option O Simple System 0 Complex System 0 Systems Analysis (See Decision Flowchart (over) for qualifications. Use separate MECH -SUM for simple & complex systems.) Equipment Schedules The following information is required to be incorporated with the mechanical equipment schedules on the plans. For projects without plans, fill in the required information below. 1 1f available. applicable. 5 2 As tested according to Table 14 -1, 14.2 or 14 -3. 3 If required. 4 COP, HSPF, Combustion Efficiency, or AFUE, as CITY RECEIVED MAY 2 8 1998 PERMIT CENTER 1994 Washington State Nonresidential Energy Code Compliance Form Mechanical Summary flack) MECH -SUM System Description See Section 1421 for full description of Simple System qualifications. If Heating /Cooling Constant vol? 0 Air cooled? pi Packaged sys? 0 <54,000 Btuh or Cooling Only ❑ Split system? 0 Economizer included? or 1900 cfm? If Heating Only: El <5000 cfm? El <70% outside air? Decision Flowchart Use this flowchart to determine if project qualifies for Simple System Option. If not, either the Complex System or Systems Analysis Options must be used. ( sat Haab nglcbding Constant'-. SjdemType .orCbomg l QTy �' Vbitme ?,' Heating Crty < <5000 drrftT> no r • «r /0o s — no. F�feterioe Sec 1421 _r _ acme .11ndt.11ciesL. pcluded <54,o00 Btuti .. nor 1900 drrf? • Yes • :Air Cooled? '•; no Siderrf? S 1423 y_>1 9 ageed ( Feference Sea 1420 no Yes <54,000 Btik or 1900 drrfl >113 > 4 t.ze Czxrpiex F�feertoe Sec 1430 Complex Systems Refer to MECH -COMP Mechanical Complex Systems for assistance in determining which Complex Systems requirements are applicable to this project. C $Ty R OF TU MAY 2 81998 PERMIT CENTER Project Info Project Address Newport Bay Date 5/27/98 Capacity Btu /h Total CFM For Building Dept. Use SEER or EER IPLV Applicant Name: Interface Engineering Applicant Address: 6542 SE Lake Road Applicant Phone: (503) 659 -6394 Cooling Equipment Schedule Equip. ID Brand Name' Model No. Capacity Btu /h Total CFM OSA CFM or Econo? SEER or EER IPLV Location Cook ACE -B 600 0.17 CV Roof EF -2 Cook Little Gem 100 60 W CV Ceiling EF -3 Cook ACE -B 1200 0.17 CV Roof Heating Equipment Schedule Equip. ID Brand Name' Model No. Capacity Btu /h Total CFM OSA cfm or Econo? Input Btuh Output Btuh Efficiency Cook ACE -B 600 0.17 CV Roof EF -2 Cook Little Gem 100 60 W CV Ceiling EF -3 Cook ACE -B 1200 0.17 CV Roof Fan Equipment Schedule Equip. ID Brand Name' Model No. CFM SP HP /BHP Flow Control Location of Service EF -1 Cook ACE -B 600 0.17 CV Roof EF -2 Cook Little Gem 100 60 W CV Ceiling EF -3 Cook ACE -B 1200 0.17 CV Roof Mechanical Summary MECH -SUM 1994 Washington Stale Nonresidential Energy Code Compliance Forms 1994 Washington State Nonresidential Energy Code Compliance Form June, 1995 Project Description Briefly describe mechanical system type and features. Compliance Option Simple System 0 Complex System 0 Systems Analysis (See Decision Flowchart (over) for qualifications. Use separate MECH -SUM for simple & complex systems.) Equipment Schedules The following information is required to be incorporated with the mechanical equipment schedules on the plans. For projects without plans, fill in the required information below. 'If available, 2 As tested according to Table 14 -1, 14 -2 or 14 -3. 3 If required. 4 COP, HSPF, Combustion Efficiency, orAFUE, as applicable. s Flow control types: variable air volume(VAV), constant volume (CV), or variable speed (VS). RECEIVED CITY OF TUKWILA MAY 2 8 1999 PERMIT CENTER x_5000 th r • 'Yes n0 I 70°% OA no 1994 Washington State Nonresidential Energy Code Compliance Form Mechanical Summary ra ck) MECH -SUM System Description See Section 1421 for full description of Simple System qualifications. If Heating /Cooling ❑ Constant vol? ❑ Air cooled? ❑ Packaged sys? ❑ <54,000 Btuh or Cooling Only ❑ Split system? ❑ Economizer included? or 1900 cfm? If Heating Only: ❑ <5000 cfm? ❑ <70% outside air? Decision Flowchart Use this flowchart to determine if project qualifies for Simple System Option. If not, either the Complex System or Systems Analysis Options must be used. t-13atlrljQx g Cbr rt en orCbdlrig C Volume?, - no Yes Ming • -Air Cbded?', no FdeTenoe Sea 1421 Andt.tdesL rcluded r 64,000 Huh floor 1900drrfR Yes . I Paleged- Y es Silefrfl , no Yes 4 Sn S,dem Alloyed l Sec 1420 l Sider1? Yes Y 54,000 auf : > (r7473 ':°r1900dnrf?:% Yes 4 S ex Ftfereno Sec 1430 ) Complex Systems Refer to MECH -COMP Mechanical Complex Systems for assistance in determining which Complex Systems requirements are applicable to this project. CIT O MAY 2 8 1998 PERMIT CENTER Mechanical - Complex S, ems Checklist . MECH -COMP 1994 Washington State Energy Code Compliance Forms June, 1995 Project Address Newport Bay Date 5/27/98 The following additional information is necessary to check a mechanical permit application for a complex mechanical system for compliance with the mechanical requirements in the Washington State Nonresidential Energy Code. Use the checklist as a reference for notes added to the mechanical drawings (see the MECH - CHK checklist for additional system requirements). This information must be on the plans since this is the official record of the permit. Having this information In separate specifications alone is NOT an acceptable alternative. For Building Department Use Applicability (yes, no, n.a.) Code Section Component Information Required Location on Plans Building Department Notes ADDITIONAL CHECKLIST ITEMS FOR COMPLEX SYSTEMS ONLY .a. 1431.1 Field assem. sys. ,Provide calculations I 1432 Controls yes 1432.1 Setback & shut -off Indicate separate systems or show isolation devices on plans Spec l 1432.2 Temp. reset control yes 1432.2.1 Air systems Indicate automatic reset Spec n.a. 1432.2.2 Hydronic systems Indicate automatic reset yes 1433 Economizers Indicate economizer on equipment schedule or provide calculations to justify exemption Spec n.a. 1434 Separate air sys. Indicate separate systems on plans n.a. 1435 Simul. htg. & clg. Indicate that simultaneous heating and cooling is prohibited, unless use of exception is justified Other n. a. 1436 Heat recovery Indicate heat recovery on plans; complete and attach heat recovery calculations n.a. 1437 Elec. motor effic. MECH -MOT or Equip, Schedule with hp, rpm, efficiency n.a. 1438 Variable flow sys. Indicate variable flow on fan and pump schedules 1994 Washington State Nonresidential Energy Code Compliance Form o" is circled for any question, provide explanation: Decision Flowchart Use this flowchart to determine how the requirements of the Complex Systems Option apply to the project. Refer to the indicated Code sections for more complete information on the requirements. Sectia s 1432.2 list Wa et Supply Temperature Rese Control Rewind Yes No Section 1411.1 Equipment PerC Shall Meet Tables 14.1 thrroi 14.3 Section 1431.1 Field Yes Calculations of Assembled Total On•dto Etter Equipment? Input & Output Rewired No Capacity of 111V • No System Yes Section l432.2.t � Heating System Supp Air Raet QemerThan � • Saving COMMIS 600,000 Mull? .' Multiple Rewired Zones • (continued on back) CITY RECEIVED MAY 2 8 1998 PERMIT CENTER No Section 1437 Motors Mint Mee Efficiencies in Table 14 -4 VAV System? Total Eldg • Capacity > 240,000 Etth?/ 4 • 1994 Washington State Energy Code Compliance Forms Yes Cooling • ' Yes Capacity> ` , 4 __. 20,000 Elute? Section 1411.4 Must be {teat Pump 1412.5 Provide Microprocessor Heat Pump Controls No 1994 Washing on State Nonresidential Energy Code Compliance Form Mechanical - Complex S, .: ems (back) MECH -COMP Hcating ` Electric Cooling in one •— Package? No Cooling Yes, Capacity> -tr. 54,000 Ruth? • No Application • Yes Involves —► Variable Flows?..- No Done 11- (continued from front) (.) Electric Multi - Motor Efficiency No speed ncluded in Equipmen . !•• —►; Motor in a Performance • Multi -speed . Rating? System? •' Yes Non - Electric I ikO tog 'd;01 > 225,000 Stub Capacity? No Yes 5000 CFM & Supply Air >'+, . Yes Section 1436 SOY. Effective Outside •Air > Heat Recovery, TOY.? System Required Packaged • No Cooling No . Rooftop —►.. Capacity> - -► Unit? 84,000 Stdi? Yes 1 Yes Section 1433 Air -Side Economizer Required Pans or Pumps Yes > 10 1IP? No Section 1435 Fan Powered Terminal Units Required Yes Section 1412.6 Modulating or Staged Combustion Controls Require! Yes Section 1438 Variable Flow Devices Required No Sermon 1435 Small oilcans Ileating& Cooling Prohibit June, 1995 RECEIVED CITY OF TUKWILA .' MAY 2.8 1998 PERMIT CENTER Pages Date • Deserip ran K - �v tUil Sn > 2/23/98 2/5/98 Final Geotechnical Report —Parkway Supercenter Project Memorandum presenting detailed preload/surcharge recommendations . ••• <O Geo • r Engineers FAX TRANSMITTAL Attention: Roger Stange CC: Jeff Hammond File: Date: Regarding: Total Pages: a) Comments: 1214- 028.t)1 • tvfay t, 1998 Company: Benner Stange Associates Van Lam- Edwards • Rob King indicated that you needed a copy of the final.geotechnical report. Please call ifyou:. need any additional information or copies in the mail. Thanks very much, VRio1 Dqs 0(19 Signed: 8410 -154th Avenue NE Redmond, Washington 98052 Telephone: (425) 861 -6000 Fax: (425) 861 -6050 Fax Number: (503) 670 -0235 (503) -273 -8649 Debra C. Overbay doverbaygi)geoengineers.com TABLE OF CONTENTS Pane No. INTRODUCTION 1 SCOPE 1 SITE CONDITIONS AND BACKGROUND INFORMATION 2 EXISTING SURFACE CONDITIONS 2 BACKGROUND INFORMATION - SURCHARGING AND FOUNDATION DESIGN 3 Surcharge 3 Foundation Design 3 SUBSURFACE CONDITIONS 3 GROUND WATER CONDITIONS 4 CONCLUSIONS AND RECOMMENDATIONS 4 GENERAL 4 SITE PREPARATION 5 EARTHWORK 6 General 6 Structural Fill 6 Use of Existing Site Soils 7 SETTLEMENTS 7 PRELOAD /SURCHARGE FILL 7 SETTLEMENT MONITORING a SHALLOW FOUNDATION SUPPORT 9 FLOOR SLAB SUPPORT 9 RETAINING WALLS 10 LATERAL RESISTANCE 10 PAVEMENT RECOMMENDATIONS 11 DRAINAGE CONSIDERATIONS 11 SEISMIC CONSIDERATIONS 12 Liquefaction Potential 12 Site Coefficient • 13 CONSTRUCTION MONITORING 13 LIMITATIONS 13 FIGURES Finure No Vicinity Map 1 • Existing Site Plan 2 Proposed Redevelopment Plan 3 Settlement Plate Detail 4 APPENDIX . Pane No. APPENDIX A - SUBSURFACE EXPLORATIONS AND LABORATORY TESTING A -1 SUBSUFACE EXPLORATIONS A -1 LABORATORY TESTING A -1 ., FIELD SCREENING OF SOIL SAMPLES A -1 APPENDIX FIGURES Figure No. Soil Classification System A -1 Key to Boring Log Symbol A -2 Logs of Borings A- 3...13 Consolidation Test Results A -1 4...A -1 a G eoEnrineers i Vila No. 1384 -038.41 - 1130/022398 0 ;6o Engineers. MBK Northwest 7690 Southwest Mohawk Street Tualatin, Oregon 97062 Attention: Mason Frank We are pleased to submit four copies of our report, "Geotechnical Engineering Services, Proposed Parkway Supercenter, Tukwila, Washington." Our geotechnical engineering services were completed in general accordance with our proposal dated August 13, 1997. A preliminary report was submitted for your review and comment on September 24, 1997. Site grading plans were developed for Building Area '2', Pad 'A', and the restaurant building pad in January 1998. We presented detailed preload /surcharge recommendations for these buildings in a design memorandum dated February 5, 1998. We appreciate the opportunity to work with MI3K on this project, Please call if you have any questions regarding this report. Document ID: 12a4n211R.DOc cc: KPFF Consulting Engineers Attn: Jerry Mitchell 111 Southwest Fifth Avenue, Suite 2500 Portland, Oregon 97204 -3628 File No. 1254412841 GeoF..ngineers, Inc. M10 154th Avenue N.E. Redmond, WA 98052 TcicphOne 6025) $61•&000 P.Lx (425) 861-6050 www,geoenguucrs.com Y:ir!M oq I(( u1 7nrci February 23, 1998 Yours very truly, Consulting Engineers and Geoscientists Offices in Washington, Oregon, and Alaska REPORT GEOTECHNICAL ENGINEERING SERVICES PROPOSED PARKWAY SUPERCENTER TUKWILA, WASHINGTON FOR MBK NORTHWEST INTRODUCTION This report presents the results of our geotechnical engineering services for your proposed Parkway Supercenter located in Tukwila, Washington. The property is currently the Parkway Plaza located along Southcenter Parkway extending north from South 180th Street to the street right -of -way along the south side of the JC Penney Clearance warehouse. We understand four buildings along the west side of Southcenter Parkway will also be acquired. These include the Azteca, Winners and Tony Roma's restaurants and the Ethan Allen Furniture store. A vicinity map showing the project locations is provided as Figure 1. The existing site configuration is shown in detail in Figure 2, and the proposed redevelopment plan is shown in Figure 3. We understand that construction activities for the portion of the project east of Southcenter Parkway will include the renovation of a number of the existing buildings, partial demolition of the westerly portion of the larger segment of the building partially occupied by CompUSA, and total demolition of the existing Pavilion building. Major new construction will include a cinema building immediately north of the existing Pavilion building, a fill -in building between the existing Sportmart and ConipUSA stores, and 6 buildings on new pads to be located in the existing parking areas. Four of these buildings will be located north of.South 180th Street and two will be located in the existing parking area south of South 180th Street. No major changes are planned for the buildings west of Southcenter Parkway. We understand that design loading of the structures will include floor loads in the range of 125 to 300 psf (pounds per square foot). SCOPE The purpose of our geotechnical engineering services is to develop geotechnical engineering design criteria and performance estimates for the proposed new construction. Our services include completing new explorations for the new building pads and a series of borings around the Pavilion building. Specifically, our scope of services includes the following tasks: 1. Compile a summary of site conditions, foundation design criteria, and general preload /surcharge requirements from past work on and in close proximity to the property. 2. Perform a reconnaissance of surficial conditions around the four buildings on the west side of Southcenter Parkway to examine the extent of periodic releveling which was been necessary to maintain the exterior grade due to compression of underlying soils to Goonn};incerc 1 rile No. 1284-028-01-1130/022393 0eoEny,incere determine if alternative repairs such as replacement of a portion of the mineral fill and pavement with a zone of lightweight fill might successfully stop or at least slow the recurring need for repair work. 3, Complete a series of exploration borings at the locations of planned new construction to provide location - specific subsurface data for foundation design and performance analyses. 4. Drill four borings around the perimeter of the Pavilion building to assess subsurface conditions, perform field screening for possible contamination and, if judged necessary, install monitoring wells which would permit subsequent water sampling for chemical analyses. S. Complete a series of laboratory tests on selected samples to provide grain -size, moisture - density and consolidation parameters for correlation with data from previous investigations in this area and for use in engineering analyses. 6. Develop specific design recommendations for new construction including foundation design criteria and any special site preparation requirements (such as preloading or surcharging of new building areas which have not been so loaded in the past). 7. Prepare a written report presenting the results of our study, including supporting field and laboratory data, for use by other members of the design team in preparation of construction documents and in support of the building permit application. S. Provide consultation, as required by you or members of the design team during design and construction document preparation, to assist in the implementation of our recommendations as intended. SITE CONDITIONS AND BACKGROUND INFORMATION EXISTING SURFACE CONDITIONS In addition to the Pavilion building, the existing Parkway Plaza contains more than 25 retail tenants with surrounding parking lot and drive areas. With the exception of concrete aprons located near the existing loading dock areas, the parking lots are surfaced with asphalt concrete. The asphalt concrete located east of Southcenter Parkway exhibits little to no surface distress. On the west side of Southcenter Parkway, we observed relatively recent asphalt overlays in the parking and drive areas adjacent to the three northern buildings, Tony Roma's, Ethan Allen Furniture, and Winners. We also observed settlement around the perimeter of all four buildings between the bottom of the siding and the concrete or timber blocks placed in the landscaping. The magnitude of settlement appeared to be between I and 6 inches, We understand that the asphalt overlays are periodically placed as leveling courses due to the differential settlement occurring between the pile - supported structures and the adjacent ground surface. 2 File No. 1284. 028.01 -1 130101]398 BACKGROUND INFORMATION - SURCHARGING AND FOUNDATION DESIGN Surcharge Significant thicknesses of surcharge have been placed across the Parkway Plaza site. The surcharge fill is placed to preinduce ground surface settlements which occur as the underlying silt and organic soils consolidate. Approximately 6 to 10 feet of surcharge fill was placed prior to construction of the central building (existing Sportmart), and between 4 and 12 feet of surcharge fill was placed at the location of the north retail stores prior to construction. The upper 12- foot - height of surcharge was in the location of a fill stockpile situated in the northeast corner of the property. Specific information regarding the actual surcharge placed in the south portion of the plaza and in the vicinity of the Pavilion is not available, although information in our files indicates a minimum 3- foot -high surcharge was recommended for a period of 3 months. The significant height of the surcharge fill placed in the central and north areas of the property was necessary to preinduce settlements during an accelerated project schedule. The duration of these surcharge fills ranged from about 30 to 45 days. For a typical preload program where the weight of the fill placed above finished floor elevations is roughly equivalent to the design floor loads, a preload duration between 3 and 8 months was anticipated. Actual measured settlement during the central surcharge program was close to the estimated values ranging from 8.5 to 13 inches for the 6- to 10 -foot surcharge height. Foundation Design Previous foundation design recommendations included footings be underlain by a minimum 4 -foot thickness of compacted structural fill for an allowable design bearing pressure of 2500 psf. A 4- to 6 -inch thickness of capillary break material was recommended for placement beneath the floor slabs. Rebar reinforcement was also recommended for constructing the floor slabs to help distribute loading conditions and bridge zones of differential settlement. SUBSURFACE CONDITIONS Subsurface soil and ground water conditions were evaluated by reviewing the previous explorations completed at the site and by drilling eleven borings at the approximate locations shown on the Site Plan, Figure 3. Details of the field exploration program and the exploration logs are presented in Appendix A. The Site Plan also shows the locations of previous borings completed at the site. Subsurface conditions encountered in our borings are generally consistent with conditions encountered in previous explorations. In general, we encountered 2 to 10 feet of loose to medium dense silty sand and gravel fill overlying alluvial deposits. The alluvial deposits consist of very soft to soft silt and organic silt interlayered with loose silty sand and sand. The C e o E n x i n e e r s 3 File No. 1284-028 -01- 11301022398 sand becomes clean and medium dense to dense at a depth ranging from 30 to 50 feet below the existing ground surface. Field screening for possible contamination was completed on samples obtained from the four borings around the existing Pavilion building (GEI -5, GEI-6, GEI -9 and GEI -10). Soil samples were obtained at approximately 5- foot - depth intervals for field screening and soil classification. Field screening results did not suggest the presence of petroleum hydrocarbons in soil samples. A detailed description of the field screening techniques are provided in Appendix A. GROUND WATER CONDITIONS Ground water seepage was encountered about 5 to 9 feet below the ground surface in our borings completed at the site. Based on our experience on nearby sites, as much as 2 feet of seasonal fluctuation in ground water level is typical. Also, during the wet time of the year, perched ground water is often encountered near the ground surface.' Therefore, ground water seepage may be encountered in excavations made at the site. The contractor should be prepared to handle small quantities of ground water when excavating for footings or utility construction. 0 c u a n g i n a e r c CONCLUSIONS AND RECOMMENDATIONS GENERAL We conclude that the site is suitable for constructing the proposed redevelopment, provided a preload /surcharge program is completed within the new building areas to reduce postconstruction settlements to acceptable limits. This includes the new CompUSA building, the new ACT III theater, and.the six new building pads to be located within the existing parking areas. A sixth building location was added since the time of our initial study (Wickes Furniture in Area 'C'). We recommend that one to two borings be drilled within the proposed building footprint prior to final design. We recommend that the new buildings be supported on shallow spread footings founded on a minimum of 3 to 4 feet of compacted structural fill. Placement of fill above the existing grades and application of building loads in the new building areas will cause consolidation in the underlying silt and organic soils. Building fill pads and preload /surcharge fill should be constructed far enough in advance of erection of the building walls, so that the majority of settlement due to these loads will have occurred before constructing footings. We understand that a rnaxirnum 30 -day period is available during the construction schedule for preloading or surcharging some of the buildings. For this period, we recommend a 5- to 6- foot -thick surcharge be placed above the proposed finished floor elevation. A 3- foot -high preload fill is appropriate when the construction schedule can accommodate a two- to three -month period' for the preload duration. To reduce the risk of settlements in the existing structures, the preload /surcharge fills mill need to be gradually tapered to a height of zero feet adjacent to the existing buildings. Recommended preload and surcharge configurations are discussed in more detail in a following section of this report. 4 File W. 1234-028-01-1130/027398 The existing fill soils beneath the asphalt pavement combined with the anticipated 1- to 2- foot thickness of structural fill required to achieve slab subgrade elevation will provide an adequate fill pad for floor slab support over much of the site. However, the existing fill is relatively thin in the extreme south portion of the site. Excavation and replacement of soft /loose fill or native soils should be anticipated to construct the new building pads in areas 'B', 4 B1', and 'C'. Also, excavation and replacement of loose fill will likely be required to construct the recommended minimum thickness of structural fill for support of perimeter footings across all of the site, and might be needed for some interior footings. Much of the existing fill on the site appears to be close to adequate density. The fill was near optimum moisture content at the time of our explorations. The fill soils are extremely moisture - sensitive, and compactive efforts will only be effective during extended periods of dry weather. We recommend that the floor slab be found on a capillary break overlying the fill pad. The capillary break material should consist of a minimum 4 -inch thickness of sand and gravel with less than 5 percent fines (material passing No. 200 sieve) by weight relative to the fraction passing the 3/4 -inch sieve. Prior to capillary break placement, the existing fill soils should be proofrolled or probed to locate any loose zones. Some excavation and replacement of the on- site soils may be required to form the building pad for slab support. The following sections of this report provide more detailed recommendations for design and construction. SITE PREPARATION Site development will require removal of some of the existing buildings, pavements, buried utilities and other structures present at the site. Much of the fill soils encountered below the asphalt concrete possess high fines (silt) content such that repeated construction traffic will result in considerable disturbance during wet weather construction. Therefore, we suggest leaving the existing asphalt concrete as long as practical to protect the subgrade during construction. If the existing pavement does not pose a hindrance to future development (i.e. utility installations or other excavations), it may be left beneath the new building pads. If left in place, the asphalt concrete should be broken into pieces with a maximum dimension of 12 inches or less. Following pavement breakup or removal, we recommend that the areas be thoroughly proofrolled with heavily loaded rubber -tired construction equipment to identify the adequacy of the underlying fill soils. If soft or otherwise unsuitable areas revealed during proofrolling cannot be compacted to a stable and uniformly dense condition, excavation and replacement with structural fill should be accomplished, or as otherwise recommended by the geotechnical engineer. Localized zones of perched ground water may be present in shallow excavations made at the site.. We expect that any ground water encountered during shallow excavations will be relatively minor and can be handled adequately with collection ditches and sump pumps. Q c o t: n g i n e a r s 5 File No. 1284- 028.01 - 1130/022398 r ; r .. • a. EARTHWORK General The proposed new buildings can be satisfactorily supported on shallow footings bearing on a zone of compacted structural fill. As .described in subsequent sections of this report, we recommend that floor slabs be underlain by a minimum of 18 inches of structural fill, and that a minimum 8 inches of subbase (clean sand and gravel) be specified for areas to be paved. We recommend that individual spread footings supporting total design column loads of 100 kips or less, and all continuous wall footings bear on a minimum 3 -foot thickness of structural fill. The fill pad beneath individual footings designed for larger column loads should have a minimum thickness of 4 feet. Structural Fill During dry weather, structural fill placed at a depth more than 6 inches below slab subgrades can contain an increased fines content provided that the 'minimum compaction criteria can be achieved. The maximum particle size in borrow material for general site grading should be limited to 6 inches. The pavement subbase and the upper 6 inches of building pad fill should consist of a well- graded, free - draining sand and gravel free of organic matter and debris. The sand and gravel fill should contain less than 5 percent fines (material passing No. 200 sieve) by weight relative to the fraction passing the 3/4 -inch sieve. The maximum particle size should be limited to 12 inches. If the fill is placed during wet weather, we recommend that the entire building pad fill be constructed of borrow soils having less than 5 percent fines. We should be provided samples of the proposed borrow material for evaluation prior to approving it as acceptable material. • Structural fill should be placed in horizontal lifts which are 10 inches or less in loose thickness. During vet weather, the initial lift may need to be somewhat thicker in order to reduce the chance of pumping of the fine - grained subgrade soils and to provide adequate support for construction equipment. Within building footprint areas and within 2 feet of the finished subgrade surface for pavement areas, each lift should he uniformly compacted to at least 95 percent of the maximum dry density as determined in accordance with the ASTM D -1557 test method. For fill more than 2 feet below the finished pavement subgrade surface, the compaction criteria can be reduced to 90 percent of the maximum dry density (ASTM D- 1557). The moisture content of the fill material may need to be adjusted to achieve the specified compaction. A representative from our staff should be present at the site to observe and evaluate fill placement and compaction operations, and to complete a representative number of in -place density tests to determine if compaction criteria are being achieved. 0 coEngineere 6 Fla No. 1284. 028.01.1130 /(L2398 Use of Existing Site Soils The existing fill can he reused as structural fill provided it is moisture- conditioned (aerated) and compacted, if needed, to meet the specified compaction criteria. Most of the surficial native soils contain substantial fines, are extremely moisture - sensitive, and have a natural moisture content considerably above that necessary to achieve compaction. As such, they will not be suitable for use as fill without prolonged aeration. SETTLEMENTS Placement of fill to establish design grades and application of new building loads will cause consolidation in the underlying soils. Differential settlements will occur between areas which have previously been filled, surcharged, or otherwise loaded and the adjacent, unloaded areas. Based on our review of previous surcharge programs, actual settlements, and additional laboratory consolidation tests, we estimate that 2 to 5 inches of settlement will occur as a result of the new planned areal floor loads ranging from 125 to 300 psf.'• Therefore, we recommend a preload /surcharge program to induce the major portion of settlements that would otherwise occur during and following construction. A preload /surcharge program is deemed necessary for all planned new construction. Because of the expected settlements, it is critical that building construction not be started until most of the settlement from the building pad and preload /surcharge (recommended below) has occurred. Because of the thickness and organic content of the compressible layer, a long and variable preload duration is anticipated. We estimate that 90 percent of the settlement should occur within about 6 to 10 weeks. It is possible to accelerate the consolidation by placing additional fill (surcharge) above the preload fill placed to simulate building loads. This is discussed in more detail in the following section. PRELOAD /SURCHARGE FILL The purpose of a preload or surcharge program is to induce a major portion of the settlements which would otherwise occur when building and floor loads are applied. We recoriimend a '3-foot-thick preload fill be placed to simulate the expected floor loads. Additional surcharge can be placed to shorten the required duration of a preload program. We understand that a maximum 30 -day period is available during the construction schedule for preloading or surcharging the new buildings in Area 'A'. Anticipated floor loads for these three building (Building Area No. '2', Pad 'A', and the restaurant building) are 125 psf. For these conditions, we recommend a 5- foot -thick surcharge be placed above the proposed finished floor elevation. For the remaining buildings proposed in areas '13', '131', and 'C', a surcharge thickness of 5 feet is adequate where floor loads will be 125 psf or less. We recommend a 6- foot - thick surcharge be placed above finished floor elevation where floor loads are expected to be between 200 and 300 psf. O a v G n g i n r, c r e 7 rile No. 1284.028.01.1130 /02398 The crest of the preload /surcharge fill should extend to full height above the proposed finished floor elevation for a distance of at least 5 feet outside of the building footprints. In area of possible future building construction, the full fill heights should extend into the proposed expansion area for a distance of at least 15 feet beyond the initial building footprints. Along the north and south sides of the footprint of the new Building Area No. '2' (adjacent to the existing structures), we recommend that the crest of the surcharge extend full height to a distance of 5 feet from the existing building walls. From this point, the surcharge should be tapered to the new finished floor grade level at the location of the existing building walls. Preload /surcharge fill need be compacted only to the extent necessary to support construction equipment. The preload /surcharge surface should be sealed and crowned to promote runoff of surface water. Following the preloading or surcharging period, the excess fill can be removed from the building areas and used as structural fill in parking or other building areas. We recommend that building pad fill and surcharge placed during the wet spring months consist of clean material (sand and gravel with less than 5 percent fines) to be able to achieve adequate compaction of the material. The clean material will also reduce the potential for schedule delays that could arise in rehandling and compacting the surcharge fill when it is moved to another building pad. We should be provided a sample of the proposed material for evaluation and approval before any'material is brought to the site. SETTLEMENT MONITORING In order to evaluate the magnitude and time rate of settlement of the building pad fill and the preload /surcharge fill, we recommend that several settlement monitoring plates be installed prior to placing any new or additional fill in the building areas. An example of a suitable settlement plate, and a description of monitoring procedures are presented in Figure 4. We recommend that settlement plates be placed approximately 25 feet in from each corner of the new buildings. ,A minimum of 2 additional plates should be placed within the central area of the smaller buildings, and an additional 4 plates should be placed in the central area of the larger buildings. Initial elevation readings of the settlement plates must be obtained yyien they are installed and before any fill is placed. If this is not done, the initial settlement behavior of the fill pad will not be recorded and the value of the observations significantly diminish in that neither the total magnitudes nor rates of settlement will be known. The elevations of the plates and the adjacent ground surface need to be determined twice each week during filling so that settlement progress in relation to the amount of fill in place can be defined. We recommend that readings be obtained weekly after completion of filling. We recommend that the readings be taken by the project civil engineer and the results forwarded to our office on the day of each reading for evaluation. The presence of the measurement rods which extend from the settlement plates through the fill will inhibit the mobility of earthmoving equipment to some extent. The contractor will have o a o n n g i n ls o r, 8 Fills No. 1284-028-01 - 1130/0:2398 to exercise care to avoid damaging the rods. The construction documents should emphasize the importance of protecting the settlement plates and measuring rods from disturbance. SHALLOW FOUNDATION SUPPORT ' • We recommend that the buildings be supported on shallow foundations, provided that the footings are placed on a pad of compacted structural fill as recommended in the "Earthwork" section of this report and as discussed below. Foundation construction should not be started until settlements from filling and preload /surcharge operations are complete. We recommend that all footings be supported on structural fill extending to a depth of 3 to 4 feet below the footing subgrade elevation. A 3 -foot thickness is appropriate for design column loads of 100 kips or less and a 4 -foot thickness is appropriate for heavier design loads. We recommend that the compacted structural fill form a prism of fill below the footing which extends a minimum distance of 3 feet beyond the • edge of the footing. The requirements for overexcavation of existing soils and placement of structural fill forfooting support should be determined and the work accomplished before placing the building pad fill. We recommend that a representative from our firm evaluate the soils exposed in these excavations before placement of structural fill to determine that the footing subgrade is acceptable. If excessively soft soils are exposed at subgrade level, additional excavation and replacement with structural fill may be necessary. We recommend that the bottom elevations of all exterior footings be a minimum of 18 inches below the lowest adjacent finished grade, while interior footings have a minimum embedment of 12 inches. We recommend that continuous footings and isolated column footings have minimum widths of 18 and 24 inches, respectively. Footings can. be designed using an allowable soil bearing pressure of 2,500 psf for dead plus long -term live loads. This value may be increased by one -third when considering transient loads, such as wind or seismic. The weight of the footing and any backfill over the footing may be neglected in determining the applied bearing pressure. We estimate that the settlement of continuous strip and column footings will be on the order of 1/2 to 1 inch for the assumed loading conditions providing preloading is completed as recommended. Differential settlements should not exceed about 3/4 inch in about 40 to 50 feet. These settlements should occur within several weeks after applying load to the footings. FLOOR SLAB SUPPORT All slab subgrade areas should be stripped and proofrolled or otherwise evaluated as recommended in "Site Preparation" before placing any fill. As discussed in the "Earthwork" section of this report, we recommend that floor slabs be underlain by a minimum of 18 inches of structural fill. The upper 6 inches of fill placed to form the building pad should consist of 3/4 -inch minus free draining sand and gravel with less than 5 percent fines. If fill placement and slab construction will proceed during extended periods of dry weather, the import fill O e o E n g i n e a r s 9 Mir No. 1 224- 02R- 01- 113Q/027398 placed below the upper 6 inches of slab subgrade can contain an increased percentage of fines, provided the fill can be compacted as recommended above. Because differential settlement is likely across the site, due to variable loading history and variable soil conditions, we recommend that floor slabs be constructed using reinforcement.. A vapor barrier should be placed beneath all on -grade floor slabs where moisture control in the slab is critical (e.g., if tile or carpeting is to be glued to the slab). This vapor barrier should consist of polyethylene sheeting and should be overlain by a2-inch thickness of clean sand to protect it from damage during slab construction and to aid concrete curing. RETAINING WALLS We recommend that walls for loading docks or other building walls which will serve as retaining walls, be designed for lateral pressures based on an equivalent fluid density of 35 pcf (pounds per cubic foot). This value applies to walls not restrained against rotation when backfill is placed. The above - recommended lateral soil pressure does not include the effects of surcharges such as floor loads, traffic loads or other surface loading. Surcharge effects should be considered as appropriate. In settlement- sensitive areas (e.g., beneath on -grade slabs), the upper 2 feet of backfill for subgrade walls should be compacted to 9S percent of the maximum dry density determined in accordance with ASTM D- 155'7. At other locations and below a depth of 2 feet, wall backfill should be compacted to between 90 and 92 percent of ASTM D -1557. Measures should be taken to prevent overcompaction of the backfill against the wall. The recommended equivalent fluid density assumes a free - draining condition behind the wall. If any walls are placed where water may have access to the fill behind, drainage should be provided by placing an 13- to 24- inch -wide zone of sand and gravel containing less than 5 percent fines against the wall. Weep holes at about 4 -foot centers at the base of the wall should be sufficient to drain water from exterior walls. Alternatively, perforated drainpipe could be embedded in the free- draining sand and gravel zone along the base of retaining walls to remove any water which collects in this zone. The drainpipe should be tightlined to an appropriate discharge point. LATERAL RESISTANCE The soil resistance available to resist lateral loads is a function of the frictional resistance which can develop on the base of footings and slabs, and the passive resistance which can develop on the face of below -grade elements of the structure as these elements tend to move into the soil. For footings and floor slabs founded on structural fill placed and compacted in accordance with our recommendations, the allowable frictional resistance can be computed using a coefficient of friction of 0.35 applied to vertical dead -load forces. The allowable passive resistance on the face of footings, grade beams or other embedded foundation elements can be computed using an equivalent fluid density of 300 pcf (triangular distribution) if cast G c o E A g i n v a r, 10 rue No, 12844728 -01. 1130/022398 neat against stntctural fill soils. This value assumes all soil extending out from the face of the foundation element for a distance at least equal to two and one -half times the depth of the element consists of structural fill compacted to at least 95 percent of maximum dry density (ASTM D- 1557). The above coefficient of friction and passive equivalent fluid density values include a factor of safety of about 1.5. PAVEMENT RECOMMENDATIONS Assuming that proper site preparation is accomplished and a relatively firm subgrade can be achieved, we recommend a minimum 8- inch -thick subbase layer be provided beneath the base course of new pavement sections. The subbase should consist of a 12 -inch minus sand and gravel with less than 5 percent fines. This recommendation assumes that the existing fill and native soils can be compacted to the criteria defined in the "Earthwork, Structural Fill" section. If the existing fill and native soils are soft, it will be necessary to increase the subbase thickness and possibly provide a geotextile separation layer. It has been our experience that 12 to 24 inches of subbase overlying a geotextile separation layer is required on soft, wet soils, or during wet weather, To avoid the cost of additional overexcavation, the pavement subgrade preparation should occur during the summer and allow time for the parking subgrade soils to "heal" prior to paving. The recommended subbase thickness is not intended to nor will it support construction traffic. Construction haul roads should be as required. We recommend that the pavement section in automobile parking areas consist of a minimum of 2 inches of Class B asphalt concrete over a minimum of 4 inches of free- draining crushed rock, The free - draining crushed rock should be similar to Washington State Department of Transportation ( WSDOT) Standard Specification 9 -03.9(3), except with less than 5 percent passing the U.S. No. 200 sieve. In roadway areas and pavement areas which will be subject to truck traffic, we recommend that the minimum thicknesses of asphalt concrete and crushed rock be increased to 3 and 6 inches, respectively. These design recommendations are predicated on construction of the pavement section being accomplished during extended periods of dry weather. The crushed rock base course and subbase fill should both be compacted to at least 95 percent of the maximum dry density determined, in accordance with ASTM D -1557. Baektiil in utility trenches underlying paved areas should also be compacted in accordance with the recommendations for structural fill presented in this report. The asphalt concrete should be compacted, in accordance with WSDOT specifications (to at least 91 percent maximum density based on WSDOT Test Method '705). DRAINAGE CONSIDERATIONS We recommend that pavement surfaces be sloped so that surface drainage flows away from the buildings. We recommend that all roof drainage be collected in tight lines for diversion into C eo .ngin 11 PiIc No. 17,84-Q28.01- 1130!022398 the storm drain system. A perimeter footing drain is not considered necessary provided that the building floor is above the parking grades. 0 eoUng ineers SEISMIC CONSIDERATIONS Liquefaction Potential The Puget Sound basin is located within a seismically - active area in which numerous earthquakes have been recorded. Of the more recent events, two were large which resulted in significant damage to some structures. The earlier earthquake, which was centered in the Olympia area, occurred in 1949 with a Richter magnitude of 7,1. The later earthquake, which was centered between Seattle and Tacoma, occurred in 1965 with a Richter magnitude of 6.5. Damage, which in some instances may have been related to localized liquefaction, was reported in many areas within the greater Puget Sound region. Liquefaction refers to a condition where vibration or shaking of the ground, usually from earthquake forces, results hi the development of excess pore pressures in saturated soils and subsequent loss of strength. This can result in consolidation and /or lateral spreading of the affected soils with accompanying surface subsidence and /or heaving. In general, soils which are susceptible to liquefaction include loose- to medium -dense clean to silty sands which are saturated (i.e., below the water table), The evaluation of liquefaction potential is complex and is dependent on numerous parameters including soil grain size, soil, density, site geometry, static stresses, level of ground acceleration considered, and duration of the event. Typically, the Iiquefaction potential of a site is evaluated by comparing the cyclic shear stress ratio (the ratio of the cyclic shear stress to the initial effective overburden stress) induced by an earthquake to the cyclic shear stress ratio required to cause liquefaction. We made a preliminary evaluation of the liquefaction potential at this site based on subsurface information obtained in the borings. Based on the data obtained for this site, the interbedded silt layers have a low risk of liquefaction. However, the loose- to medium -dense sandy soils encountered below the water have a high -to- moderate risk of liquefaction, respectively. Layers of loose silty sand were encountered below the water table in several of the explorations. The sand typically graded to dense below a depth of about 40 to 50 feet. Because of the variable thickness of liquefiable soil across the site, it is likely that several discontinuous zones could liquefy causing isolated areal subsidence. Because the floor slab and foundation elements will be supported on a mat of densely compacted structural fill that will be above the highest probable ground water level, significant differential subsidence due to liquefaction is not expected. Specifically, this site will have a nonliquefiable soil cap with a thickness to about 8 to 15 feet. Therefore, abrupt differential settlements of high magnitude are not expected, although settlement could occur and cause distress to the structures during a large seismic event (magnitude 6.5 or greater), or a long duration event. 12 rile Ho. 1284.028-01 - 1130/(2398 .u, I s . . . . . , ••• To reduce the potential for differential settlements (more than can be accomplished with a structural fill building pad), three options can be considered. The first option, which is the most economical and provides some protection against minor earthquake shaking, consists of tying the foundations together with grade beams. The second option consists of supporting the structures on piles which would afford more protection against earthquake- induced differential settlements. The third option consists of general site improvement by densifying the building pad areas, thereby reducing the potential for settlement. We are available to discuss the relative merits of each of these options with you should you decide to pursue an increase in protection to the structures against potential settlement damage due to an earthquake. Site Coefficient Based on our subsurface explorations and our experience in the area, the recommended Uniform Building Code (1994) soil profile type is S for a corresponding site coefficient of 1.5. CONSTRUCTION MONITORING The site preparation and earthwork phases of construction are critical to the successful completion of this project. We recommend that GeoEngineers be retained to provide monitoring and testing services during the site work and foundation installation to assess when the preloading or surcharging has been successfully completed, and to determine if the work is completed in general accordance with the intent of our recommendations. These services should include monitoring of the site preparation and proofrolling to advise on any remedial work that may be needed to repair areas of subgrade, observation and testing during filling, review of settlement marker data the surveying would be done by others) to advise when the majority of the settlement has occurred, observations during footing subgrade preparation, and final subgrade preparation for floor slab and pavement areas. LIMITATIONS We have prepared this report for use by MI3K Northwest and other members of the project team for use in the design of a portion of this project. The report is not intended for use by others and the information contained herein is not applicable to other sites. The data and report should be provided to prospective contractors for estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Portions of the site redevelopment was in the preliminary design stages at the time of this writing. When the design has been finalized, we recommend that our firm be retained to review the final design and specifications to see that our recommendations have been interpreted and implemented as intended. C e o E n g i n e e r s 13 Ftln No. 12k4428-01- 11301(722395 DCO:JKT:wd Doc. TD: P:\FINALS11284028.1i 0 60 a n g in 6 a Fa Our scope does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. There are probable variations in subsurface conditions between the explorations and variations which are also possible over time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with the contract plans and specifications. Within the limitations of scope, schedule and budget, 'our services have been executed in accordance with generally - accepted geotechnical practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood. Respectfully submitted, GeoEngineers, Inc. Debra C. Overbay, P.E. Senior Engineer Jack'K. Tuttle, P.E. Principal 14 Flla No. 1284028 .O1.1170 /022398 s c a pEEN ay S 194Th 192ND 36 CREME'LT "- nab] ST rn N N w Reproduced with It is unlawful to i 0 5 2000 SCALE IN FEET 4000 S 1961)1 ST N permission granted by THOMAS BROS. MAPS. This map is copyrighted by THOMAS BROS. MAPS. copy or reproduce all or any part thereof, whether for personal use or resole, without permission. Geo „ Eng u VICINITY MAP FIGURE 1 Ii, lu111IIId111IUIIIIU THAN ALLEN ACT III THEATER COIZPUSA Wei iEf P.=s SFORTMARt i 207,120 SF I 1 4141 4 I II I I I I II 1111111111111E111111 111111 it 1111111111111111111111111 N THE BOH EXISTING SITE PLAN FIGURE 2 I CRUD EPPORKIII 1II1 TONY EOM SURPLUS LAND SITE PLAN (EXISTING PARKWAY PLAZA) I so01-kcetvc e?, a0:14 REFEREN -v Drawing provided by MEK Northwest 0 200 400 SCALE IN FEU L • 1- C WYitRS *72-2 GART sports s=s s,,'' .a•I BK: BORDERS DOCKS Catunisraz 1.11a20 r. 7. NII11 UPI 41 II Iii 1 SOW it II oP *ass. devor4 RP. gyre, 63-3 PROPOSED REDEVELOPMENT PLAN I I I I s 1,1 111 SIIII = ezz= g = AREA 'A'1 NW* I IT 76 _3 GEI-1 GEI-2 PCSR 71-00 -f 72-4 GS-141 I I : 72-1 3: Drawing 'Al' by Benner Stange Associates Architects dated 11/20197 .:„ FART :,---- rus.111P. r -- AREA 'B' rj GS-5 ... . GEI-9 ! = - 8'13 .- 1. 1 1 ZEE 51-c 5T £4 Push Z..e L.110 IWO "WY) GEI-6 EXPLANAllON: GEI-5 -(1)- 72-1 76-2 63-1 Geo,'SlEngmeers B-1 a-2 =- t=fLi 72-5 t4 ,T .GE1-7 0 AREA '61' • 200 403 SCALE IN FEET BORING COMPLETED BY GEOENGIMERS - SEPTEMBER 1997 BORING COMPLETED BY DAMES AND MOORE - 1963 TO 1976 FIGURE 3 AREA 'C' VUl •Ji• .4 . •• • ••. . .... Measurement Rod, 1/2 -inch- diameter Pipe or Rebar Existing Ground Surface c "1 and Pad, if Necessary C eo �i engineers (Not to Scale) Casing, 2 -inch- diameter Pipe (set on plate, not fastened) Coupling Welded to Plate .� s % \\.. Settlement Plate, 16" x 16" x 1/4" NOTES: 1 Install settlement plates on firm ground or on sand pads if needed for stability. Take initial reading on top of rod and at adjacent ground level prior to placement of 9ny fill. 2. For ease in handling, rod and casing are usually installed in 5 -foot sections. As fill progresses, couplings are used to install additional lengths. Continuity is aintained by reading the top of the measurement . rod, then Jrnmediately dding the new section and reading the top of the added rod. Both read ngs are recorded. 3. Record the elevation f the top of the measurement rod at the recommended time in�ervals. Record the elevation of the adjacent fill surface every time a measurement is taken. 4. Record the elevation of the top of the measurement rod to the nearest 0.01 foot, or 0.005 foot if possible. Record the fill elevation to the nearest 0.1 foot. 5. The elevations should be referenced to a temporary benchmark located on stable ground at le4st 100 feet from the area being filled. SETTLEMENT PLATE DETAIL FIGURE 4 1, % %1 ,r/ SUBSURFACE EXPLO ATIONS AND LABORATORY TESTING SUBSURFACE EXPLORATIONS Subsurface conditions at the proj ct site were explored by drilling eleven borings at the approximate locations shown in Figur 3. The explorations were located in the field by pacing from existing site features. The borings were drilled between August 29, 1997 and September 5, 1997 using hollow - stem auger drilling equipment. Because much of the development is currently occupied with retail tenants, the borings were drilled during restricted work hours between Rpm and loam. Soil samples were obtained from til a borings using a 3 -inch- outside - diameter split - barrel sampler driven into the soil with a 30) -pound hammer free - falling 30 inches. The number of blows required to drive the sampler tt e last 12 inches, or other indicated distance, is recorded on the boring Iogs. The borings were continuously monitored by a representative from our firm who examined and classified the soils encountered, obtained representative soil samples, observed ground water conditions, and prepared a detailsd log of each exploration. Soils were visually classified in general accordance with ASTM 1D-2488-90, which is described in Figure A -1. An explanation of the boring log symbols 's presented in Figure A -2. The logs of the borings are presen ed in Figures A -3 through A -13. The logs are based on our interpretation of the field and l ?boratory data and indicate the various types of soils encountered. They also indicate the depths at which these soils or their characteristics change, although the change might actually be i radual. If the change occurred between samples in the borings, it was interpreted. APPENDIX A LABORATORY TESTING All soil' samples' were brought to o r laboratory for further examination. Selected samples were tested to determine moisture co tent, dry density, and grain size characteristics. The results of the moisture content and dry ensity tests are presented on the boring logs. Two one - dimensional consolidation tests were performed on selected samples from the borings to measure the dimensio al and time -rate compressibility characteristics of representative fine- grained soil same es. The consolidation test results are presented in Figures A -14 and A -15. FIELD SCREENING OF SOIL SAM LES A GeoEngineers representative conducted field screening on soil samples obtained from the subsurface explorations located :round the Pavilion building (borings GET -5, GEI -b, GEI -9, and GEI -10). Field screening results are used as a general guideline to delineate areas of G c o a n s i n e e r d A -1 Mk No. 1284-028-01-I 1 soron3 98 possible hydrocarbon contamination in soils. In addition, screening results are used to aid in the selection of soil samples for chemical. analysis. The field screening methods used include (1) visual examination, (2) sheen screening, and (3) headspace vapor screening using a Bacharach TLV Sniffer calibrated to hexane. Visual screening consists of inspecting the soil for stains indicative of hydrocarbon contamination. Sheen screening and headspace vapor screening are more sensitive screening methods that have been effective in detecting hydrocarbon contamination at concentrations less than regulatory cleanup guidelines. Sheen screening involves placing soil in a pan of water and observing the water surface for signs of sheen. Sheens classifications are as follow: No Sheen (NS) No visible sheen on water surface. Slight Sheen (SS) Light, colorless, dull sheen; spread is irregular, not rapid; sheen dissipates rapidly. Moderate Sheen (MS) Light to heavy sheen; may have some color /iridescence; spread is irregular to flowing, may be rapid; few remaining areas of no sheen on water surface. Heavy Sheen (HS) Heavy sheen with color /iridescence; spread is rapid; entire water surface may be covered with sheen. Headspace vapor screening involves placing a soil sample in a plastic sample bag. Air is captured in the bag and the bag is shaken to expose the soil to the air trapped in the bag. The probe of a Bacharach TLV Sniffer is inserted in the bag, and the device measures the concentration of combustible vapors present within the sample bag headspace. The TLV Sniffer measures combustible vapor concentrations in ppm (parts per million). The TLV Sniffer is designed to quantify combustible gas concentrations up to 10,000 ppm. Field screening results are site - specific. The results vary with ambient air temperature, soil type, soil moisture and organic content, and type.of contaminant. C o 0 6 n g i n e e r e A -2 Filo No. !284.02$ -01- 113Q/b2?19a 11 SOIL CLASSIFICATION SYSTEM MAJOR !DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED SOILS More Than 50% Retained on No. 200 Sieve GRAVEL CLEAN GRAVEL OW WELL- GRADED GRAVEL, FINE TO COARSE GRAVEL 1 GP POORLY- GRADED GRAVEL More Than 50% of Coarse Fraction Retained on No. 4 Sieve —� GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND More Than 50% of Coarse Fraction Passes No. 4 Sieve CLEAN SAND SW WELL- GRADED SAND, FINE TO COARSE SAND SP POORLY GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE GRAINED SOILS More Thon 50 °k Passes No. 200 Sieve SILT AND CLAY Liquid Limit Less Than 5p INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT. ORGANIC CLAY SILT AND CLAY Liquid Limit 50 or More INORGANIC MH SILT OF HIGH PLASTICITY. ELASTIC SILT CH CLAY OF HIGH PLASTICITY. FAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. Field classification is based on visual examination of soil Dry • Absence of moisture, dusty, dry to the touch in general accordance with ASTM 02488 -90. Moist - Damp, but no visible water 2. Soil classification using laboratory torts is based. on ASTM 02487.90. Wet - Visible free water or saturated, usually soil is obtained from below water table 3. Descriptions of coil density or consistency are based on interpretation of blow count data, visual appearance of soils, and/or test data, p Geo r Engi Beers a —� SOIL CLASSIFICATION SYSTEM , FIGURE A -1 w 11 LABORATORY TESTS AL Atterberg Limits CP Compaction CS Consolidation DS Direct shear GS Grain size %F Percent fines HA Hydrometer Analysis SK Permeability SM Moisture Content MD Moisture and density SP Swelling pressure TX Triaxial compression UC Unconfined compression CA Chemical analysis BLOW COUNT /SAMPLE DATA: Blows required to drive a 2.4 -inch I.D. split - barrel sampler 12 inches or other indicated distances using a 300 -pound hammer falling 30 inches. "P" indicates sampler pushed with weight of hammer or against weight of drill rig. Blows required to drive a 1.5 -inch I.D. (SPT) split - barrel sampler 12 Inches or other indicated distances using a 140 -pound hammer falling 30 inches. SOIL GRAPH: 22 _.� 12 SM Soil Group Symbol (See Note 2) Distinct Contact Between Soil Strata Gradual or Approximate Location of Change Between Soil Strata Water Level Bottom of Boring Location of relatively undisturbed sample Location of disturbed sample °--. 17 D Location of sampling attempt with no recovery do 0 Location of sample obtained in general accordance with Standard Penetration Test (ASTM D -1586) procedures --�• 26 m Location of SPT sampling attempt with no recovery Location of grab sample NOTES: 1. The reader must refer to the discussion in the report text, the Key to Boring Log Symbols and the exploration logs for a proper understanding of subsurface conditions. 2. Soil classification system is summarized in Figure A -1. try KEY TO BORING LOG SYMBOLS Geo ►te• FIGURE A -2 I 5 10 15 26 30 35 40 'ES1 DATA BORING GEI -1 Moisture Dry Lab Tests Content pc() uy Count Samples Symbol Surface E1Gvation (ft.): MD 16 118 MD 34 87 10 U 9 0 16 14 t Gea Engineers DESCRIPTIO Note: See Figure A•2 for explanation of symbols A ASPHALT 2 inches asphalt concrete Drown Silty fine gravel with sand (medium dense, moist) (fill) SM Gray and brown silty fine sand with occasional gravel (loose to medium dense, moist) (fill) ML Gray fine sandy silt (stiff to medium stiff, wet) SP Dark gray•fute to medium sand (medium dense, wet) SM Gray silty fine to medium sand with occasional grave) (very loose, wet) f LOG OF BORING FIGURE A.3 0 —40 40 45 60 65 w w p 60 65 70 76 80 TEST DATA Moisture Dry Commnt Density Blow • Group Lab Tests ( %) (pct) Count Samples Symbol MD 29 96 38 Geo1, En ' neers O . 0 O .0 0 Note: See Figure A -2 for explanation of symbols BORING GEt -1 (Continued) Becomes loose DESCRIPTION GP -GM Gray fine to coarse gravel with silt and sand (dense, wet) Boring completed at 54.0 feet on 09/04/97 Ground water encountered at approximately 8 feet during drilling LOG OF BORING FIGURE A -3 • 40 �- 45 —50 —55 ,. — 60 -65 —7 '_75 -- 80 Ui w 5 10 16 4 _ c 20 25 30 35 MD DFSCRIPTIQC Moisture Dry Content Density Blow Group Surface Elevation (ft.): 0 t Lab Tests (%) (pcf) Count Samples Symbol MD 19 111 SM 66 58 61 36 ■ 4 2/18• 8 I 4 1 3 2 1 4 22 <{ �Engineers Geo ■ ASPHALT 2.5 inches asphalt concrete GP -GM Grayish brown fine gravel with silt and sand (medium dense, SM moist) (fill) Gray silty fine sand with occasional gravel and wood fragments • (dense, moist) (fill) ML Gray silt with occasional gravel and organic matter (soft, wet) (fill) ML Gray organic silt (very soft, wet) SP-SM/ML Dark gray fine sand with silt interbedded with gray silt (loose, wet) ML Gray and brown silt (soft, wet) SP 40 J '/ Note: See Figure A -2 for explanation of symbols Dark gray fine to medium sand (very loose, wet) ML Gray organic silt (very soft to soft, wet) SP Dark gray fine to medium sand (medium dense, wet) LOG OF BORING FIGURE A-4 0 — —10 - 15 —20 — 25 — 30 —35 — 40 Moisture Dry Content Density Blow Group 40 Lab Tests (%) (pct) Count Samples Symbol 45 50 55 W W c 60 85 70 75 80 TE.STDJ1Al` nvriitvu (Continued) 15 11 18 ■ Note: See Figure A -2 for explanation of symbols Geo �' Engineers DESCRIPTI Boring completed at 49.0 feet on 09/05/97 Ground water encountered at approximately b feet during drilling . LOG OF BORING FIGURE A -4 40 — - 50 —55 60 -85;. -.70 -75 — 8 0 5 10 15 w w u- z 0 20 25 30 35 40 11 11, 1111 1111 '1'1.ST DATA LURING GEI -3 Moisture Dry Content Density Blow Lab Tests (95) (pct) Count Samples MD 27 95 MD 212 . 24 37 81 14 57 11 11 32 J0" Geo WO Engineers Group Surface Elevation (ft.): Symbol _ ASPHALT 1.5 inches asphalt concrete a GP -GM Brown fine gravel with silt and sand (medium dense, moist) (fill) Gray sandy silt with gravel (medium stiff, moist to wet) (fill) - �-.,•� -1111, ML I l Note: See Figure A -2 for explanation of symbols DESCRIPTI Blow count not representative SP Dark gray fine to medium sand (medium dense, wet) OL Brown and gray organic silt with wood fragments (very soft, wet) Light gray 6ilt with lenses of silty fine sand and a trace of organic matter (very soft to soft, wet) SM Dark grny silt (medium dense to dense, wet) SP Dark gray fine to medium sand (dense, wet) LOG OF BORING FIGURE A -B —5 —10 —15 — — 25 — 30 —36 —40 DESCRIPTION ,_. 40 —45 Boring completed at 49.0 feet on 09104/99 Ground water encountered at approximately 7 feet during — 60 drilling 40 46 50 55 w W U- 0 60 65 70 75 6 O TEST DACA BORING GEI -3 (Continued) Moisture Dry Content Density Blow Group Lab Tests (%) (pct) Count Samples Symbol 31 Note: See Figure A -2 for explanation of symbols Geo Engineers im LOG OF BORING FIGURE A -S Moisture Dry Content Density Blow 0 Lab Tests (%) (per) Count Sam 6 10 15 26 30 35 40 TEST DATA MD 18 112 MD 18 112 14 13 2/18" 2/18' 14 ■ Geo Engineers Group les Symbol o o. . V Note: See Figure A -2 for explanation of symbols ASPHALT GM SM BORING GEM. Surface Elevation (ft.): 1ESCR1PT10N 2 inches asphalt concrete - Brown silty fine gravel with sand (medium dense, moist) (fill) Gray silty fine to medium sand with gravel (medium dense, moist to wet) (fill) ML Gray sandy silt with gravel (medium stiff, moist to wet) (fill) Gray silt with a trace of organic matter (very soft to soft, wet) SM Gray silty fine to medium sand with gravel (very loose. wet) GP -GM Gray rule gravel With silt, sand and a trace of wood fragments (medium dense to dense, wet) LOG OF BORING FIGURE A -6 0 -- 5 — 10 —15 — 20 - 25 — 30 —35 —40 7 Moistum Dry Content Density Blow Group Lab Tests (%) (pct) Count Samples Symbol 40—I o c 46 • 50 65 70 75 00 1'LJT DATA buKlNU GEI =4 (Continued) 31 Nate: See Figure A-2 for explanation of symbols MIME 710111e 4- Geo' En neers 0 0 0 o S_ 0 .0 c DESCRIPTION Boring completed at 47.5 feet on 09/04/97 due to caving soils Ground water encountered at approximately 7 feet during drilling LOG OF BORING FIGURE A -6 -40 — 45 —r0 - 56 ^- 60 — 05 70 —75 —80 0 5 10 15 ti W w U- Z w q 20 25— 30 36 40 TESP lDA'rA E3URING' GEI -5 Moisture Dry Content Density Blow Group Lab Tests (%) (pct) Count Samples Symbol MD 29 95 6 ■ 2 I MD 56 63 2/18' ■ 2 I 12 U 9 12 12 ■ Geo ' Engineers 3 0 0 0 0 :. l Note: See Figure A -2 for explanation of symbols ASPHAL1 GP ML tt DESCRIPTION Surface Elcvation (ft.): 4 inebes asphalt concrete Brownish gray tune gravel with sand (medium dense, moist) (fill) Gray silt with gravel (medium stiff, moist to wet) (fill) ML Gray organic silt (very soft, moist to wet). ML Gray finc sandy silt (very soft to stiff, wet) SP /SM Gray fine sand with a trace of silt with lenses of silty fine sand (loose to medium dense, wet) SP I Dark gray fine to medium sand (medium dense, wet) LOG OF BORING FIGURE A -7 0 —5 —10 -15 —20 — 25 — 30 —35 — 40 45 50 55 Ui w w 2 S a p 60 65 70 : 75 So Boring completed at 56.5 feet on 08/29/97 Ground water encountered at 9.0 feet during drilling "'EST DATA BORING GEI -5 (Continued) Moisture Dry Lab Tests Content (pe Blow unt Samples Sym 40 24 1 13 Note: See Figure A -2 for explanation of symbols Geo Engineers s DESCRIPTION LOG OF BORING FIGURE A -7 — o 10 15 25 30 35 40 TEST DATA' Moisture Dry Lab Tests Content Density Blow Count Samples Symbol MD 10 96 5 MD 39 80 26 92 MD 33 87 1/18' 2/18' 16 18 Geo i Engineers r"7 ASPHALT 0 r GM SM ML /SM Gray organic silt (very soft, wet) Note: See Figure A -2 for explanation of symbols I OHING GEI Di:SGRIVF1O Surface Elevation (ft.): 2 inches asphalt concrete Brown and gray fine gravel with sand (medium dense, moist) (fill) Gray and brown silty fine sand (loose, moist) (fill) SM Gray silty fine sand (loose, wet) ML Gray fine sandy silt (medium stiff, wet) SM Gray silty fine sand (medium dense. wet) ML /SM Gray silt interbedded with silty fine sand (stiff /medium dense, wet) Boring completed at 39.0 feet on 09/03/97 Ground water encountered at approximately S feet during drilling LOG OF BORING FIGURE A -8 — 1 — 15 — 20 _. —25 — 30 -- 35 —40 a 0 5-- - MD 77 58 10— 15 — MD 58 68 uJ ▪ - UI cl ▪ 20— 25 — 30— db. 35 — 40 • TEST DATA S 3 2/18' 2 I 5 2 5 Geo * Engineers Moisture Dry Content Density Blow Group Lab Tests (II) (Pc0 Count Samples Symbol 18 38 ci Surface Elevation (ft.): ASPHALT 3 inches asphalt concrete GP-GM Brown fine gravel with silt and sand (medium dense, moist) (fill) SM • Gray silty fine sand with organic matter (loose, moist) (fill?) SP SM Note: See Figure A-2 for explanation of symbols BORING 66;7 DESCRIPTION Gray organic silt (very soft to medium stiff, moist to wet) Grades with lenses of fine sandy silt Black fine to medium sand (medium dense, wet) ML Gray silt (medium stiff, wet) SP Black fine to medium sand (dense, moist) Gray silty fine sand (medium dense, moist) LOG OF BORING "....•••••■•••••••••■WR FIGURE A-9 •••■■■•••■■ 0 —5 — l0 15 — 20 — 25 —30 —35 05/01/98 FRI 12:.13 VAX 4 25 t3l ., 61,1:71.' TEST DATA Moisture Dry Content Density Blow lab Tests (%) (pct) Count Sam 40 50 55 65 70 75-- 80 2 ■ 10 ■ 16 ■ Note: See Figure A -2 for explanation of symbols Geo tipEngineers Group les Symbol l�Cll GI'IU71'iGLtti�� BORING GEI-7 (Continued) DESCRIPTION ML Dark gray silt (very soft, wet) SM Gray silty fine sand (medium dense, wet) Boring completed at 51.5 feet on 09/02/97 Ground water encountered at approximately 5 feet during drilling LOG OF BORING FIGURE A -9 —0-40 • 0 6 — 10— 16 20— 26— 30— 36— 40— 1 Moisture Dry Lab Tests Content (Pen Density Count Sam MD, Cs MD 42 80 1L4A1 LJPA1A 77 37 83 Group Its Symbol 0 2 I> 2/18' M 2 ■ 4 ■ 17 A 15 ■ '22 I 8 0 Note: See ltigure A -2 for explanation of symbols Geo � , En ' Engineers BORING GEI -8... , bESCRIPT `• Surface Elevation (ft,): ASPHALT 2.5 inches asphalt concrete GP -GM Gray fine gravel with silt and sand (medium dense, moist) (fill) ML /SM Gray silt with sand interbedded with brown and gray silty fine sand (very soft/very loose, moist) ML • Brown and gray silt with a trace of organic matter (very soft, moist) SM Grayish brown silty fine sand (very loose, wet) ML Gray. silt (soft, wet Wood (tree stump ?) ML Brown silt (very soft, wct) SP Gray and black fine to medium sand (loose to medium dense, moist) LOG OF BORING FIGURE A -10 0 —10 — 15 - 20 —25 — 30 , —36 —40 YV4L/ Iry a 45 50 55 • 1 05 70 Boring completed at 46.5 feet on 09/02/97 Ground water encountered at approximately 5 feet during drilling 75 80 TEST DATA BORING GEI -B (Continued• • Moisture Dry Content Density Blow . Group Lab Tests (7o) (pct) Count Samples Symbol 40 6 Note: Sae Figure A -2 for explanation of symbols 451)) Geo � Eng DESCRIPTION LOG OF BORING FIGURE A -1O 0 6 10 15 w W Z a 0 20 25 30 35 40 Moisture Dry Consent Density Blow Group Lab Tests ( %) (pcf) Count Sam . les Symbol CS 46 74 MD 38 81 S 2 3 2 13 18 5 a Geo «� Engineers ' 0 0 0 • c ASPHAL' OP -GM SM ML SP ML SM SP ML SM r Note: See Figure A -2 for explanation of symbols Cr) DESCRIPTION Surface Elevation (ft.): I' 2.5 inches asphalt concrete Gray and brown fine gravel with silt and sand (medium dense, moist) Brownish gray silty fine to medium sand with gravel (loose, moist) (till) Gray silt with fine sand (very soft, moist) Gray fine sand with a trace of silt (very loose, wet) Gray silt with a trace of fine sand (soft, wet) Gray silty fine sand (very loose, wet) Gray fine sand (medium dense, wet Gray silt (soft, wet) Gray silty fine sand (medium dense, wet) LOG OF BORING FIGURE A-11 — —15 - 20 _2S — 30 —36 —40 •v *.• • -1 4 40 45 50 65 65 .: 70 75 00 4 TEST DATA Moisture Dry Lab Tests Content Density Count Samples Group l 17 Note: See Figure A•2 for explanation of symbols Geo Engineers BORING GEI -9 (Continued) DESCRIPTION Boring completed at 41.5 feet on 08/29/97 • Ground water encountered at 9.0 feet during drilling LOG OF BORING FIGURE A -11 5- 10 15 26 • 30 35 Moisture Dry Content Density Blow Lab Tests (%) (pcf) Count MD 29 92 MD 36 85 40 Note: See Figure A-2 for explanation of symbols Geo,jEngineers " . TEST DATA 11 11 1.1 21 BORING GEI-10 DESCRIPTION Group Surface Elevation (ft.): Samples Symbol 0 I ASPHALT 3 inches asphalt concrete i I GP-GM Drown and gray fine gravel with silt and sand : ,,,, SP-SNI Brown Sand with silt and gravel (medium dense, moist) (fill) ML . ., Gray silt (medium stiff, moist) SM Gray silty fine sand (loose to medium dense, wet) SP Gray fine to medium sand (medium dense, wet) LOG OF BORING 111••■•■••■••111011MII TEST DATA • 45 50 56 65 Moisture Dry Content Density Mow Group 40 — t LabTests (76) (pcf Count Samples Symbol 20 �I 1 Geo gro Engineers BORING GCI -10 (Continued) DESCRIPTION Boring completed at 41.5 feet on 08/29/97 Ground water encountered at 8.5 feet during drilling LOG OF. BORING FIGURE A -12 40 45 .'. — 50 70—I ' 7 55 60 75 —I 75 SO J 00 Note: See Figure A -2 for explanation of symbols i v a DATA Moisture Dry Content Density Blow Group Lab Tests (90) (pcf) Count Samples Symbol Leo Engineers Note: Sec Figure A -2 for explanation of symbols 13 )KINU tat=1-'I 'I DESCRIPTICJI Surface Elevation (ft.): 3 inches asphalt concrete Brown and gray fine gravel with silt and sand (medium dense, moist) (fill) SP black fine sand (loose, moist) ML Gray silt (very soft, moist to wet) SM Gray silty fine sand (very loose, wet) Gray silt (medium stiff, wct) SP-SM Gray silty fine to coarse sand with gravel (loose, wet) SP Gray fine to medium sand (medium dense, wet) Gray silt (very soft, wet) LOG OF BORING FIGURE A -13 0 —5 — 10 —15 —20 —25 - 30 35 40 a Moisture Dry Content Density Blow Group (%) (pet) Count Samples Symbol 40 45 60 55 ca 60 05 — 70 — 75 80 Lab Tests . • ' • • • • • , 1 C4 VA l'A (Continued) • . 7 33• -AA) GeoEngineers 11 • Note: See Figure A-2 for explanation of symbols SP-SM Dark gray fine to medium sand with silt (loose, wet) SP Gray fine to medium sand with occasional gravel (dense, wet) Boring completed at 46.5 feet on 09/02/97 Ground water encountered at approximately 5 feet during drilling S. (7 . DESCRIPTIOil .1•111■11■MIY11••■•••■■•■••••, LOG OF BORING FIGURE A-13 —40 — 45 60 —66 —.60 -765 — 75 — BO KEY BORING NUMBER SAMPLE DEPTH (FEET) SOIL CLASSIFICATION INITIAL MOISTURE CONTENT - Rim DRY DENSITY (LBS/FT • CyCI -t3 5.5 Brown and gray silt with a trace of organic matter (ML) 39.5 76.6 05/01.98 0 E 0 N 4 w FRI 1 / I•A\ 4.) oui uu..,v 0.00 0.01 — 0.03 -- z 2 0.06 O 0.07 Q ( 0.08 O 0.12 — 0.13 — 0.14 i i l III } ..,._..._.. _. } ... i 1 ..... _.. .. »._ , i 0,02 — . ._. 1- - _- .__..._ .. ^ - ___.. - - • I I- • . • .....� 1 v . - • — _,, - --• -• I . I I , I - -I _ , .» _ ' . i_i i- ».t__._•. I _•... _� .. .__ ;_. � .I .- - ^i j_ • •__ -_ ._ _ •_ __� 1... »_...1...I.... _1.1T' _. ; �. �__ » , ... I 1 - i I I ,iI i 0 .04 ._._ ..._....i_ .__ »_.. _t. ..» ._ 1...i........._1.....]--.; 1 -- ..1»i. __..,._. «...._ _• _•_•_ I • I i 1 �--__- i i i _. 0.05 —__._� _.i__...�,... ri _ �_. I ._ I i .. _l.l_._ i_ 1 1 ._ ». . _. 1 I i I ' _.� _ _L I I _ .... ___»_ .. _ _ » !_ _ __ i i + � l i I I » ---_•- .-_ : 1_. 1 ........ I i { I [ I ! 1 ,' I 1 I I » __ i i I 11 I • i 1 ? • i -- - «!1 -- — - -- i • _ J._ _ ._ »» I __ i 11 ' : I I I i I S :II 1 _ {_ - _ ._ , _ - I_i - T-1 1 _ ... r .. i {I, _ Ii i 1 0.10 - •..., - .,,..._.i____, -•i.+. i i i I... __ -4...---L... i _..• -___i . 1 I � _{ 1 I I L. II !t Li 1 I I 1 •• i I {11 I I 0.11 I ! ..;». i ; ! ! ; ..--1.2;-.2 —�.._ , .... . 1 I ;i 1 { I 1 I = 1 1 i I I I l I 0.1 0,2 0.5 1 C� eo �� Etlg le�cs I � r I i i iI i I i, i ,, I » i I t I 1 i 11 I 1 I I I I 2 5 10 20 50 PRESSURE (Ibs /ft 10 CONSOLIDATION TEST.RESULTS FIGURE A -14 KEY GORING NUMBER SAMPLE DEPTH (FEET) SOIL CLASSIFICATION INITIAL MOISTURE CONTENT IR IAt' DRY DENSITY (LBS/FT • GEI-9 5.5 Gray silt with fine sand 40.4 74.0 i I . i 1 1 .........._. I I • li; i . I • 1 • III 1: 1 : ; • . 1 ; i ' : 111 1 : t I: ; : ■• ; ; .i : :;.1; l . '1 r. ; 1 • i "1:11 . ; . ! : 11 1 1 • i . I -- : li; , ! t _________........... . , : 1 .,_, ....,.....„..........-...,..-.........,.........i............. ........ I !, . 1 1:i I 1 ...s ............1.--........ , •;'; ; 1 I •.! 1 i .! 1 I; I • I ' 1 1 i ; • 1 ; i i I i : : I 1 ! I ./.......r......--1.1.-L- 11 . t . L ._ ___ . I 11111 t 1 ; , ...„...i....._ , L I II , L 1 , , - - I- :. 1 --1----• 1 , I 1 i i . I 1 T ; . i 1 . L ••• , 137.1.1 ....;._ ..... _____i.......... ; L..„....... ...........___. , t 1 I 1 i . I ..._..........__ ...._, .............:......... ___..... , ... ..........._,,................................,....,..................... . I --- 1 i ---------1-- - --- ----- t _ 1 , „ , , -1 • - , , ; • ; , , , ....1._, ..,_,......,_ 1 , :1 i 1 :.1 ., • • , , , , .. , 1 I - , I - . T ; , I : I : I i : ITT --- 1 .-- .----" : 1 i I ■ i I ...,...s— , .. ; . Ft I ; 1 . i 1 1 1 I 1 1 i 1 1 1 I • 1 i 1 1 1 i 1 I 1. I I 1 ' 41_1 1 -r— -', r ri I I 1 If :111)1 I I • 1 1 1 • .! 111 i 1 ; 4 .-• ! ' 1 • 1 i 1 I ! t I •-•1- 1 1 1 Ti _.. ...J. ....1 i....4-- : • ' 1 ! 1 : , 1 i • . : • .1..1.• • 1 1 1 ■ .1 I 1 I .. :..... _...1.____;.__ s 1 __ i 1 1 1 1 i I 1 I I 1 • i --,--1.—.-1-1--# 1 I , 1 . 1 1 i t I . 1 1 / I ! ' • 1 , ' 1 ' 1 ' I : o 1 ..., • o , i I 1 T ; ; ; 1 : ;: . ; • i ; : I ; ; I ' . , , • 05/01/98 FRI 12:48 FAX 425 861 6050 0.00 In 0 0 9 0 (.4 •••• ;41111116410.100.411PSORIMM. 0.01 0.02 0.03 0,04 0.05 c 0.06 0 0.07 0.08 8 0.09 0.10 0.11 0.12 0,13 0.14 0.1 0.2 Geo Engineers GEL) ENV1Nhtd6 0.5 1 2 5 PRESSURE (lbsift`x 10 10 20 FIGURE A s 50 CONSOLIDATION TEST RESULTS volimmoswimammidlimidelmAII { C1 G -04 1999 13:.34 • ARCHITECTS s,/ t I + August 4, 1999 Mr. Bob Lions RBI Construction, Inc. ' 1807 132nd avenue N.E., Suite 2 Bellevue. Washington 98005 Ph:(425)881 -1985 Fax:025)881 -6979 Re: Patio Stepping Stones Newport Bay Restaurant Parkway Supercenter ARCHITECTS VAN LOM + CO. 15032738649 P.01/02 Per our telephone conversation I have reviewed the situation and discussed this with our client. As mentioned we should place the stepping stones between our patio and the sidewalk to the East in lieu of the planned stepping stones to the West. This provides a much more functional path to the public right of way as required. Please review the proposed revision and the impact on the landscaping with Mark Colcord on site. If you have any questions or need additional information please give me a call. Very Truly Yours, Jeff W. Hammond Project Manager ARCHITECTS VAN LOM /EDWARDS AIA, P.C. AUG 04 '99 13:47 ARCHITECTS VAN LOM +COMPANY, AIA, PC 34 NW FIRST, SUITE 309 PORTLAND, OR 97209 503,226,0590 PHONE 503.273.8649 FAX archllecfs@vanlom.com EMAIL 15032738649 PAGE.° tp • RUG -04 -1999 13:35 0" r • Cyto AUG 04 '99 13:47 t ARCHITECTS UAN LOM + CO. Ylll 1 Q.'toC)U /• ►- �T 15032738649 15032738649 LA P.02/02 TOTAL P.02 PAGE.02 \\ a z \ ■ THE FOLLOWING FILE(S) ERASED FILE FILE TYPE OPTION 073 MEMORY TX -• Department'of Comrnunity - - •••6300 Southcenter B1, #100 Tukwila, WA 98188 Phone: 206 -431 -3670 Fax; 206-431-3665 TRANSMISSION RESULT REPORT Froth: TEL NO. . 9 *- 5036206149 TU .ILA DCD /PW (SEP 24 '99 11 :42AM) (AUTO) PAGE RESULT 02/02 OK ERRORS 1) HANG UP OR LINE FAIL 2) BUSY 3) NO ANSWER 4). NO FACSIMILE CONNECTION City of Tukwila Ark or ' ��3irllr'L�i , p3- s2o — l Date: Phone; . :S — & ' S _ r 3-03 Pages: Pq8 7 ❑ Urgent C] For Review L7 Please Comment C] Please Reply D Please Recycle DATE: City of Tukwila Department of Public Works PUBLIC WORKS DEPARTMENT COMMENTS August 4, 1998 Ross A. Eamst, P. E., Director PROJECT NAME: Newport Bay Restaraunt PERMIT NUMBER: D98 -0179 PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179 if you have any questions regarding the following comments. 1. Submit updated civil plans. Public Works understands that the civil site work shall be done under a separate permit MI98 -0137. All civil plans used as reference for this development shall be current. Please contact Mr. Greg Hahman at KPFF for required site plan revisions. 2. Sheet SP1 shall show all existing utility easements along Southcenter Parkway and South 180th St. Restaurant pad shall be located outside existing utility easement, presently the pad encroaches the easement. 3. Proposed grease interceptor vault shall be placed outside the easement or applicant shall obtain approval from easement beneficiary. 4. A double baffle grease interceptor shall be installed as part of this development per City of Tukwila standard detail SS -12 - see attached. Your plan sheet Ml, detail 4, shows a single baffle tank. 5. Symbols W and AD are not included in your piping and symbol legend on sheet Ml. John W. Rants, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Far (206) 4313665 JUN -02 -1999 11113 ARCHITECTS ATTN: Bob Um FROM URN LOM + COMPANY XTRANSMITTAL MEMO TO: RBI Construction 1807 132nd Avenue, #2 Bellevue, Washington 98005 (425) 881-1985 (425) 881.6979 fax TO 12065759711 -9802 "°` DATE: 6/2/99 .10B NO: 9802 RE: Newport Bay Restaurant Parkway Supercenter Tukwila, Washington P.001/00/ As per our telephone conversations I am sending you this clarification. Per the 1997 UMC Section 507.6 the clearance between the grease duct of a type I hood and the shaft enclosure may be 3" minimum or 12" maximum. The clearance as shown on the enlarged section on sheet K16 is adequate for this installation. Please give me a call if you have any questions or need additional information. ry Truly Yours, eff W. Hammond Project Manager ARCHITECTS VAN LOM & COMPANY AIA. P.C,:. BY: jwh ARCHITECTS VAN LOM +COMPANY, AIA, PC 34 NW FIRST, SUITE 309 PORTLAND, OR 97209 503,226,0590 PHONE 503,273,8649 FAX onhttocIsevonlom.corn . EMAIL MAY -06 -1999 13:51 ARCHITECTS vt.r; inn : :, , •Al•A; fr ATTN: Bob Lions BY: FROM UAN. -'.OM + COMPANY TO 12064313555 -9802 i PtUYL / 1 XTRANSMITTAL MEMO TO: RBI Construction 1807 132nd Avenue, #2 Bellevue. Washington 98005 (425) 881 -1985 (425) 881-6979 fax Bob, I have received your questions regarding the outstanding city building inspector issues. I discussed these issues with Dave Carlson and here is the game plan. 1. We need to install a taller door for the electrical room. Although after reviewing the cut sheets for the equipment, it appears that access is not needed to the top of the switchgear anyway. Technically this is required though. This will satisfy the clearance issue they are concerned about. 2. The mechanical room should be 1 -hr rated. The gyp -board should run to the ceiling plane and fire blocking shall be installed. The ceiling should be 1 br rated as well. (Construct per the attached assembly, GA File # FC 5406). The high combustion air louver should be within 12" of' the ceiling. The main sprinkler riser pipe may penetrate the ceiling assembly. 3. Unconditioned air is provided by the louvers as discussed. The radiant heat from the boiler and the water tank will be enough to keep the room from freezing. If the boiler fails the electric heater will maintain an above freezing• temperature within the room. Please give me a call if you have any questions or need additional information. Jeff W. Hammond Project Manager ARCHITECTS VAN LOM & COMPANY ALA, P.C. CC: Dave Carlson - City of Tukwila Mark Colcord - PCR ARCHITECTS VAN IOM •I- COMPANY, ALA, PC 34 NW FIRST, "SUITE 309 PORTLAND, OR 97209 503.226.0590 PHONE 503.273.8649 FAX orchffecfsgNonlom.com EMAIL RE: Newport Bay Restaurant Parkway Supercenter Tukwila, Washington P.001/002 RECEIVED CITY OF TUKWILA KAY 061999. PERMIT CENTER DATE: 5/6/99 JOB NO: 9802 VIA: TOTAL PAGES: TOTAL; P,002 MAY-06-1999 13:51 'GA' FILE NO :;' .5406,: . WOOD JOISTS, GYPSUM WALLBOARD Base layer NO type X gypsum wallboard applied at right angles to 2 x 10 wood joists 24' o.c. with 1'4' Type W or S drywall screws 24' o.c. Face layer,'/.' type X gypsum wallboard or gypsum veneer base applied at right angles to joists with 1'/.' Type S drywall screws 12" o.c. at joints and intermediate joists and 1 Type G drywall screws 12" o.c. placed 2' back on either side of end joints. Joints offset 24' from base layer joints. Wood joists supporting ' / :' plywood with exterior glue applied at right angles to joists with 8d nails. Ceiling provides one hour fire resistance protection for wood framing, Including trusses. GA•600 -97 FROM UAt %L J .OM + COMPANY This. Space Left Blank • Contact the manufacturer for more detailed information on proprietary products. TO 12064313655 - 9802 Approx. Ceiling Weight 5 psf Fire Test FM FC 172, 2.25 -72 Sound Test: Estimated P.002/002 Copies Date Description 1 2-11 1(18 f q9 I j 18Ili GDver . Fie(ot keu(s . 01/18/99 MON 14:04 FAX 425 861 GEO ENGINEERS l Geo •Engineers LETTER OF TRANSMITTAL To: 1- t3 OP fu -wlIA Attention: RAJ CGkerhQY Regarding: p2pc,rts We are sending: � Attached These are transmitted as checked below: ❑ For Your Use 1 N 31 Afd013nq ALINnwINV0 6661 6 : N Vr C DoG) 431 366s 0 Under Separate Cover fe( As Requested Copy To: Signed: Date: File: 8410 - I54th Avenue NE Redmond, Washington 98052 Telephone: (425) 861 -6000 Fax: (425) 861 -6050 • ❑ Returned ❑ For Review and Comment r ❑ Other (see remarks) — Chg. Remarks: tL ckd Oar€. oioulj �ieEOt repoc-k 4Or kewpori n513 a s p L eyt. Ir3ee; rnt � >7►1 re‘ptsalecl . Plea. give. our r c a earl l ac ha avJ CjL hur, or C r p . tanks 4A g etimJ fool Gee En ' 8410154" Ave NE Redmond, WA 98052 (425) 861 -6000 FIELD REPORT Project Newport Bay Restaurant He Number: Dole: 12/22/98 Owr»r Pacific Coast Restaurants Report Number. 1 Prepared W 1Cing Chin 00 Location: Tukwila Arrive!: 1330, Pape 1 Purpose cr visit Construction Monitoring Was htl: Cloudy, Partly Sunny Departure: 1400 Permit Number. At the request of RBI Construction, I visited the site to observed earthworks. The following is the summary of today's visit. When I arrived at the site, I introduced myself to Bob Lyons of RBI Construction. Bob indicated that the earthwork contractor is coming to the site and suggested that I stay on site. After waiting for about 30 minutes, Bob indicated that the earthwork contractor won't be here today and requested that I visit the site tomorrow morning. I left the site at 1400. Th ar report prowntr opinions tome/ se • result of our obeav throughout the duration of the project Inespeedw of the empl oyees or awns. Our firm will not be responsible for Job Attachments; Distribution: arts of aadNdaa nimble to pwtschnical enpineednp. W . NO on the presence of our re Our work doss not Include supsni of she Wow on is project. • - ,. . - • r to comply with the lens and Heoldadons • n of ate actual work of the oanbaotor, his Signed: _...di i llil i � , 01/18/99 MON 14:04 FAX 425 861 6050 l GEO ENGINEERS 1 002 . Geo ;- Engineers 8410 154 Ave NE Redmond, WA 98052 (425) 861 -6000 FIELD REPORT Pile Number. 1180'001.00 Project Newport Bay Restaurant Dee; 12/23/98 Owner. Pacific Coast Restaurants Report Number. 2 Prepared by. King Chin pc:, Location 'Tukwila Arrival: 0800 Page 1 Purpose orvlslC Construction Monitoring Mother Cloudy Departure; 1630 Permit Number. At the request of RBI Construction, I visited the site to observed earthworks. The following is the summary of today's visit. When I arrived at the site, the earthwork contractor was excavating the perimeter footing trench of the building (see attached sketched plan). The excavated trench was 4.25 feet deep (2 feet deeper than the footing subgrade) and was 6 feet wide (4 feet wider than the footing width). The subgrade soils consisted of gray silty sand. I evaluated the subgrade soils with a 1/2-inch steel rod and the probe penetrations were larger than 12 inches. Some interior footing pits were also excavated (see attached sketched plan) today. During the excavation, a storm drain was exposed at the south side of building (see attached sketched plan). According to the site plan, the storm drain was plugged and abandoned. We recommended that the storm drain below the footing be removed. Water was accumulated in the footing trench after the storm drain was cut. We recommended that water needed to be pumped out from the trench or quarry rocks needed to be placed in the water. Green River Construction arrived at the site and removed the water from the footing trench. The storm drain was bendso that there was no water flowing into the trench. Pit run sand and gravel was imported to the site for the structural backfill within the trench to the footing subgrade elevation. I indicated to both Bob of RBI Construction and Paul of Dirt Works Specialist that the imported pit run might contains more than 5% of fines, which might cause some difficulties in achieving compaction. Paul of Dirt Work Specialist indicated that pit run with little fines content will be imported if compaction requirements of the backfill are not achieved. The backfill within the perimeter footing trenches at the eastside of the building was placed and compacted today. Loose lift of 12 to 16 inches was placed and a hoe pak was used for compaction. I evaluated the backfill with a 2 -inch diameter steel rod and the probe penetrations were typically 1 to 3 inches. Based on the probing and observations, the backfill evaluated today was compacted in general accordance with project plans and specifications. This upon prevents opinions formed as a result of our obsenatione throughout the duration of the project Irrespective of the employees or agents. Our firm will not be responsible for Attachments: Distribution: of ctMties ralatnp to oeowchnirel enpirreerinp. Wm role on the contractor to comely with the Piens and epeciicaione presence of our representative. Out work does not Include supeMslo • direction of the actual work of the contractor, his job or elro safety on Ws ptcleet 0 Signed: %0 r�` I rd 01/18/99 MON 14:04 FAX 425 861 6050 GEO ENGINEERS �1 003 01/18/99 MON 14:05 FAX 425 861 6050 • C GEO ENGINEERS Ii 004 File No. 7180- 001-00 12/23/98 Page 2 Loose backfill was placed in the perimeter footing trenches at the west side of the building and in some of the interior footing pits. Paul of Dirt Work Specialist indicated that the loose backfill will be compacted early tomorrow morning and suggested that I visit the site around 0900. 01/18/99 MON 14:05 FAX 425 861 6050 GEO ENGINEERS Lem #I1 pioceJ b no :onto JOB New _ j kesiau DATE p1D )1 SHEET / OF BY k)C. Not -b S Cab_ eo Engineers FILE NO. /80 - _U0I - QC, a a� wii.l � c not Latkiiied • � i til, w�+drl) r1 1 5 41A - Cr J CHECKED BY (zoos AbOnJovlel Shnn bmn Entooniecsd. 01/18/99 MON 14:05 FAX 425 861 6050 1 Prepared by King Chin w■1101 Distribution: Geo Engineers 8410 154 Ave NE Redmond, WA 98052 (425) 861 -6000 Purpose of visit Construction Monitoring Attachments: Pee lset Newport Bay Restaurant Lomax Tukwila Weather Cloudy Owner. Pacific Coast Restaurants GEO ENGINEERS Q006 FIELD REPORT Arrive/: 0930,1400 Departure: 1205,1600 Fde Number: 7180-001-00 Dore: 12/28/98 Report Number. 3 Page 1 Permit Number: At the request of RBI Construction, I visited the site to observed earthworks. The following is the summary of today's visit. When 1 arrived at the site, the earthwork contractor was pumping the water out from the perimeter footing trenches. The loose backfill that were placed in the perimeter footing trenches (see field report 2) were saturated with water and were mixed with the native soils that contains great amount of fines. I indicated that the loose, saturated, and disturbed backfill needed to be removed before placing the next lift of backfill. Water was flowing into the footing trench from the abandoned storm drain at the south side of the building. We recommended that quarry spalls to be placed in the water before the trench was bacicfilled with pit run sand and gravel. sk I observed that the pit run sand and gravel imported to the site today contains gh amount of silyt. I indicated that cleaner pit run was recommended to be used in order to achieve requiredcompaction of the backfill. The earthwork contractor indicated that cleaner pit run would be imported to the site. 1 returned to the site at 1400. The loose, saturated and disturbed backfill in a selected interior fooring pit and a section of the trench (see attached plan) were removed. The trenches were backfilled with the imported pit run sand and gravel. By visual inspection, the pit run sand and gravel used contains less than 5% of fines and contains more than 25% of gravel. Loose lifts of 12 to 16 inches were placed and a hoe -pak was used for compaction of the backfill within this section of the trench. I evaluated the backfill after the compaction of each lift and the probe penetrations were 1 to 3 inches. According to the probing and observations, the backfill evaluated in these two areas were compacted in general accordance with project plans and specifications and our recommendations. The earthwork contractor indicated that they will continue the backfill of the trenches tomorrow. This feport Presents opinions formed as a result of our oba Nation of aWvitiee relating to g.otechnical engineering, w. rely on .eontnetor to comply with the plans and spaoiAwtians throughout the duration of the project InesPecdve of the praserwa of urr representative: Our work does not Inducts supe an andrection d the actual Work of the contractor, irk employees or moons. Our firm will not b. reeponslbls for Job or else eatery on This project. 01/18/99 MON 14:06 FAX 425 861 x 6050 GEO ENGINEERS JOB N por - kes4auretA BY DATE 3`3Spa SHEET 1 OF / Not -fv s cad. Engineers FILE NO. 007 Skrileol -iiiniee.0 Kiss r row? A. IYA gaditU 4.30.2 CO* 10. L de t 1 ,r) oftureS AfrondokAta v444* %pecI-A pr�Pr• Q�DnS ' cOJ�IUn' . J 7180 - 00 1-00 CHECKED BY GeO Engineers 8410 154 Ave NE Redmond, WA 98052 (425) 861 -6000 FIELD REPORT X 180-001-00 Project Newport Bay Restaurant Date: 12/29/98 a ,, at pacific Coast Restaurants Report Number: 4 Prepared by King Chin V./ Location Tukwila Arthol: 0930 Papa 1 Purpose of visit Construction Monitoring Wormer Rainy Departure: 1100 Permit Number. At the request of RBI Construction visited the site to observed earthworks. The following is the summary of today's visit. When I arrived at the site, it was raining and there was no earthwork performed on site. The earthwork contractor indicated that they were getting a pump on site to pump the water from the footing trenches. RBI Construction asked is it possible to achieve compaction when it is raining. I indicated that if the backfill used is clean pit run sand and gravel (contains less than 5% fines and more than 25% gravel) and all the loose disturbed soils within the trench are removed, tiles backfill should be able to be compacted adequately. A pump was brought to the site at 1100, and I indicated that I will return to the site to evaluate the backfill this afternoon. I called Bob of RBI Construction at 1500. Bob indicated that the earthwork contractor had left the site and no trench was backfilled today. This report presents opinions famed as a result of our ob•ervedon• t •rnpi oyse• or a hroughout the senduran tion Our of Ann w ehe prc pi ru caet t be krespective of for the n•porrl Attachments: Distribution: of sanitise reining bs peofachnitel •nglneeilnd. We My on the cormada, as comply wan the pine and spedIeadons Jo p b ov Nt• msenw se ouen r ra[ive. Our does not include au • en or direction of the Mel work of the oentreonr, hit t gr h Ws prsj•d. wont Signed: ,,ter / •, ■ �. • 01/18/99 MON 14:06 FAX 425 861 6050 GEO ENGINEERS 2008 01/18/99 MON 14:06 FAX 425 861 6050 GEO ENGINEERS Cdj 00 8 GeoEngineers 8410 Ave NE Redmond, WA 98052 (425) 861 -6000 Prepared by. King Chin Purpose of visit Construction Monitoring FIELD REPORT Newport Bay Restaurant owner. Pacific Coast Restaurants locabort Tukwila WM41.' Rainy ArrNal: 0930 N 1100 FIN NWIW 7180 -001.00 Date: 12/29/98 Report Number: 4 Page 1 Permit Nunes. At the request of RBI Construction, I visited the site to observed earthworks. The following is the summary of today's visit. When I arrived at the site, it was raining and there was no earthwork performed on site. The earthwork contractor indicated that they were getting a pump on site to pump the water from the footing trenches. RBI Construction asked is it possible to achieve compaction when it is raining. J indicated that if the backfill used is clean pit run sand and gravel (contains less than 5% fines and more than 25% gravel) and all the loose disturbed soils within the trench are removed, dm backfill should be able to be compacted adequately. A pump was brought to the site at 1100, and I indicated that I will return to the site to evaluate the backfill this afternoon. I called Bob of RBI Construction at 1500. Bob indicated that the earthwork contractor had left the site and no trench was backfilled today. This report presents opinions ramrod as a result of our ohurvadon• of ealvidw Wens to p.ol.cfwieel engineering. W tidy on the conWador to comply vMNi the plans and epedAoadons throughout the duration of the project Irrespective of the presence at our repreeentatier. Our eak des not include mu it a direction of the IOW wait of the o.ntramr, hN .mploysse *resins. Our firm wtl not be reepor.ible for job a site ssfmy en this retied oirmak •,,,i.. Attachments: Distribution: Signed: i 01/18/99 MON 14:06 FAX 425 861 6050 4. GEO ENGINEERS li1j 009 Geo.Engmneers 8410 154 Ave NE Redmond, WA 98052 (425) 861 -6000 Prepared by King Chin purpose or visit Construction Monitoring Attachments: Project Newport Bay Restaurant Owner: Pacific Coast Restaurants Location: Tukwila Weather: Partly Sunny FIELD REPORT Distribution: Signed: Arrival: 0830 Departure; 1030 Fib Number: 7180-001 -00 Date: 12/30/98 Report Number 5 Page 1 Permit Number. At the request of RBI Construction, I visited the site to observed earthworks. The following is the summary of today's visit. Footinz Subgrade The loose backfill that was placed in the perimeter footing trench (see attached sketched plan) was saturated due to the rain in the past few days, thlo backfill had not been previously compacted. The footing trench wall also caved in and mixed with the loose backfill within the trench. In our opinion, compaction of the backfill within the perimeter footing cannot be achieved because the backfill exceeded its optimum moisture content and it contains considerable amount of silt caused by the cave in of the trench wall. We recommended that the loose, disturbed backfill that was placed last week to be removed and replaced with clean pit run sand and gravel. upper tea' 04 The A loose , disturbed backfill in a 4 -foot section at the west side of the footing trench was removed and was backfilled with clean pit run sand and gravel. I evaluated the backfill with a 1/2-inch diameter steel rod and the probe penetrations were more than 12 inches. In addition, pumping was observed in this section. After discussions with the earthwork contractor and RBI Construction, two options are available for repairing the footing subgrade. The first option consists of using quarry rocks for the bottom one foot and capped by one foot of pit run sand and gravel. The second option consists of placing a layer of non -woven geotextile prior to the placement of the 2 feet of structural backfill within the trench. We recommended using AMOCO 4553 geotextile or its equivalence. Slab Subgrade The prepared slab subgrade was disturbed by the construction traffic during the footing subgrade preparation. We recommended that the slab subgrade be repaired and reevaluated before pouring the concrete. Bob of RBI Construction asked if the on site stockpiled soils would be suitable for repairing the slab subgrade. The stockpiled soils consist of a mixture of recycled concrete and native silty sand. These soils have been exposed to the rains for a few days and appear to be Aove the optimum moisture content for compaction. It is our opinion that these soils are unsuitable for repaiir� a slab subgrade. Thle report presents eptnlors formed s • moult of ou! obserrstions or scdvltles relating to geotechnlcal engineering. We rely on the ronesanr b comply Mgt the plane snit specifications throughout the durstlon or the protect Inespectio of the presence or our representative. Our work doss not Include supe on or direction of rho actual work of the esnt*c r, his employees or agents. Our firm will not be responsible for)* or elf safety on this project 01/18/99 MON 14:07 FAX 425 861 6050 rte: JOB 1VeWpori eit 0/ BY K fJC. DATE l)/&0J1118 7 bait BGckeaf - Hull Alas Plnceci kitic cOMp4 (,k &11:61,1 net pled, -b 1r t reMe rePlo.0 wit dvt 6 // A i l L Engineers V / - / GEO ENGINEERS FILE NO. 7/80 -00 O SHEET T OF / ■ t. pipoj Acra.hAla44 wit L wpi 7 1 [bolo Ba.ckeal - Ftio1 ��waa curpoedee1 it Pert. rates sDtf c *o# Le eeowdeei Ono( c+ermpac,le4 CHECKED BY GeolliEngineers 8410 154 Ave NE Redmond, WA 98052 (425) 8614000 FIELD REPORT Pile Number: 7180-001-00 Pfoiezt Newport Bay Restaurant Dow: 01/04/99 Owner: Pacific Coast Restaurants Report Number 6 prepared by: King Chin CA° Loesten: Tulcwila Arrhel: 0915 Pape 1 Purpose of velt Construction Monitoring Weimer. Cloudy Depart Ore: 1000 Permit Number: At the request of RBI Construction, I visited the site to observed earthworks. The following is the summary of today's visit. Footing Subgrade The perimeter footing trenches at the west of the building (see attached sketched plan) was backfilled to footing subgrade elevation. Bob of RBI Construction asked if the backfill was compacted to specified density and he indicated that the earthwork contractor placed the backfill without contacting RBI Construction. The backfill consist of pit run sand and gravel. I evaluated the backfill with a 1/2 diameter steel rod and the probe penetrations were 5 to 12 inches. I indicated that we need to talk to the earthwork contractor about how did they place and compact the backfill. However, according to the probing and observations, the backfill was not compacted in general accordance with project plans and specifications. Therefore, we recommended that the backfill * be compacted again. Bob of RBI Construction called the earthwork contractor and requested that I visit the site tomorrow morning to observe backfill. Thia report prosonat opinions formed as a result of our observelona throughout the duration or the projeze Impede of the employees or eon s. our firm will not be responsible for Attachments: Distribution: of weenie relating to psoiselsnical anginsaring. We rely en the centre:1w to comply vrt01 the plans and spaclAcadons presence of our nsprosontotivo, Our work doss not Include *upon/Isle • - of the actual %pork of the arnteatior, his job or sits safety otitis preiect. i os Ilk 1 Lleura 1 IV lb ii • Signed: OM 11; a 1 vandal/NI V 01/18/99 MON 14:07 FAX 425 861 6050 (r GEO ENGINEERS 01/18/99 MON 14 :07 FAX 425 861 6050 C JOB N4W ?o4 kZo keziau r IA BY k I G Geo Noy +D cc DATE GEO ENGINEERS FILE NO. 7180-001 -- 0 0 SHEET 1 OF / Engineers CHECKED BY [� 012 01/18/99 MON 14:08 FAX 425 861 6050 C GeoEngineers 8410154" Ave NE Redmond, WA 98052 (425) 861 -6000 Prepared by King Chin Purpose of visit Construction Monitoring Prey Newport Bay Restaurant °wrist: Pacific Coast Restaurants Location: Tukwila Wootimn Sunny GEO ENGINEERS Z013 FIELD REPORT Airbag: 0930 Oepsibre: 141S Fib Nmenb.i 7180-001 -00 Data: 01/05/99 Repoli Number: 7 Pape 1 Permit Number. At the request of RBI Construction, I visited the site to observed earthworks. The following is the summary of today's visit. Footing Su When I arrived at the site, the earthwork contractor was not at the site. Bob of RBI Construction indicated that the earthwork contractor was on his way to the site and requested that I stayed on site. The earthwork contractor arrived at the site at around 1100_ According to the earthwork contractor, the backfill was placed and compacted with a hoe-pak on 01/03/1999. I indicated that based on the probing, the backfill was not compacted in general accordance with project plans and specifications. We recommended that the earthwork contractor4scompact the backfill tivatisalleaveassal (see attached sketched plan) again. During compaction, I observed pumping of the backfill within the trenches. Bob of RBI and the earthwork contractor asked if the loose backfill needed to be removed and replaced with dry pit run. I performed nuclear density tests to evaluate the compaction of the backfill within the trenches and according to the test results, the dry densities achieved are at t 130 pc l recommended that the backfill to be compacted today and we observe its behavior tomorrow. 1 also indicated that the backfill in the area where pumping persist needed to be removed and replaced with dry pit run. I left the site at 1415 and Bob of RBI construction requested that I visit the site tomorrow morning to evaluate the backfill placed today. ea ect on diti.466ICA6 wtt4, beivadver cusid CV" eiliferAst wet4h 61ulcer malerica *v.% ‘4 caMt6ereck ac!►ect e. 4- *he. mieedeo LcothoulN This report presents opinions farmed •a • result of our obeerwdona of activities relative to paot.chnk I engineering. Ws rely on do contractor to comply wilt the plane and •p•enk•Ions throughout the duration of the proles irmspeatio of the pregame at our repr.eenhdv.. Our work dose not include supervision or cation of the actual work of the cm,U•abr, his employees or agents. Our firm wnl not be reeponeibie for job or sic safety on this project Attachments; Distribution: Signed; - 01/18/99 MON 14:08 FAX 425 861 6050 GEO ENGINEERS JOB N e J O(4. l J Peslau rti 4,t BY DATE I NOi. `ID Vt t2 Geo Engineers FILE NO. 7/80 - 001 —pp SHEET / OF I CHECKED BY LJ014 GeoEngineers 8410154' Ave NE Redmond, WA 98052 (42S) 861 -6000 FIELD REPORT Fife Number: r 7180- 001-00 Project Newport Bay Restaurant veto: 01/06/99 °Whet Pacific Coast Restaurants Row Number; 8 Prepared by: King Chin ri ^ Purpose Lon Tukwila Anal: 1015 Pape 1 orNsit Construction Monitoring Wather. Rainy Departure; ' 1100 Permit Number: • At the request of RBI Construction, I visited the site to observed earthworks. The following is the summary of today's visit. Footing,.Suberade When I arrived at the site, all the perimeter and interior footing trenches were backfilled and compacted with pit run sand and gravel, The backfill placed yesterday appeared bard and unyielding. I evaluated the backfill with a 1 - inch diameter steel rod and the observed probe penetrations were 1 to 3 Inches. There was a section of the perimeter footing trench at the east of building contained top few inches of loose backfill. We recommended that the loose backfill in this section either be removed or compacted before concrete formwork are prepared. Based on the probing and observations, the backfill evaluated today were compacted in general accordance with project plans and specifications and our recommendations except for loose area on sketch. This report prow% opinions formed es a result of our aberrations themroughout goy or dur e duatlo n d r ?arm wit pnsJemat ct be reepenslfK krrp V of , for the job , Attachments: Distribution: of eebrltles miming an poouohnial enolneednp. We rely on the Contractor to comply with the pins and wreeifeelone pro or sly s nw s. of our mprus.ntetlre, Our Mork does not Include supsrri direction of the ritual work of the oontreow. hie project 1 Signer • ` v -err 01/18/99 MON 14:08 FAX 425 861 6050 GEO ENGINEERS l 1 015 01/18/99 MON 14:09 FAX 425 861 6050 GEO ENGINEERS BY k }LG Noy -ID s cam. DATE I pc) y am . FILE NO. 7180- ODI -pQ SHEET l OF / Ij016 Geo EngineeTS '�'b� 8410 L54 Ave NE Redmond, WA 98052 (425) 861 -6000 FIELD REPORT rite bumble 7180-001.00 Ffeleet Newport Bay Restaurant Data: 01/11/99 Oiiiifie r. Pacific Coast Restaurants R.vort Number 9 Prepared by �� King Chin 0 Looliore Tukwila An aal: 0955 Pepe 1 Puraoee a visit Construction Monitoring W.NMn Cloudy Comm 1 1030 Permit fiUmber ■ At the request of RBI Construction, I visited the site to observed earthworks. The following is the summary of today's visit. Footing Suhgrade Backfill within all footing trenches were backfilled and compacted in the building. The loose area indicated in field report 8 was compacted (see attached sketched plan). I evaluated the backfill within footing trenches with a 1/2-inch diameter steel rod, the backfill are hard and the probe penetrations were typically 1 to 3 inches. There was water accumulated within the footing subgrade and we recommended that the water to be pumped out prior to concrete pouring. Based on the probing, and observations, the footing subgrades evaluated throughout the building pad are prepared in accordance with project plans and specifications, and are ready for concrete placement. This neon presents opinions formed as s result of our ohewetions rhruuglwut the dunden d M prtco4 Im ap •oe.. or the employees or ewes. Our firm wY net be responsible tor job Attachments: Distribution: d.Avidee relet*fp le policlinics, engineering. We rely on the -. n oomelr With she puns are sdecMcadons preeenee of our ropiuuou ali+s. Our We* 1141114 inborn/ direction or the Ittatil Wit of the canbab or. No it or sir Nobly on No Msiect. Signed: v X 1 1 , MU II 01/18/99 MON 14:09 FAX 425 861 60 GEO ENGINEERS • (. 017 01/18/99 MON .14:09 FAX 425861 6050 GEO ENGINEERS JOB Npwpprk • &,N 61441,1 w FILE NO. 7)8o - oo I - Op BY N0i 'fD e tc DATE SHEET ) OF / Engineers CHEC BY 2018 5 -1998 Principals Robert .9. II'alker Dale Di Loreto Iludc IV Yuorie Cole G. Presthns Michael Coronet 11'illameiw Park Pla:a 6.120 SII' Macadam Spite 360 Portland, 01( 97201 E4.1' W3'768 - 39"9 503/768 -3930 entail: wclr@wcli'i.coca 12:52PM FROM WDY INC. 5 03 +7683929 C WDY WALKER /DILORETO /YOUNIE, INC. CONSULTING STRUCTURAL • CIVIL ENGINEERS STRUCTURAL CALCULATIONS FOR NEWPORT BAY RESTAURANT PARKWAY SUPERCENTER TUKWILA, WASHINGTON • MAY 13, 1998 rxPIRES a 3z• 4EE77:] DESIGN & PARAMETERS: 1994 UBC ROOF LOADS 20 psf DL 25 psf'LL• Plus Per UBC 80 MPH, EXP C ZONE 3 C... -,.“ WIND SEISMIC DESIGN SOIL PRESSURE MATERIALS: CONCRETE REI3AR STRUCTURAL STEEL SAWN LUMBER GLU -LAM . 2500 psf TABLE OF CONTENTS: ROOF FRAMING . R -1 THRU COLUMNS C -1 FOUNDATION FND -1 THRU LATERAL ANALYSIS L -1 THRU Snow Drifting Chapter 16 (UBC) (UBC) CITY RECEIVED 30Up psi @ 26 days fy ;= 60,000 psi ASTM A572 /U.O.N. Douglas Fir #2 /U.O.N. 24F -V4 Simple Span 24F -V8 Cantilever & Continuous Span MAY 28 1998 PERMIT CENTER o ,PRE1 `'D98 -o �79 5 -27 -1998 12:53PM PRINCIPALS ROBERT A. WALKER DALE J. DILORET' WADE W. YOUNIE {„) WALKER /DILORETO/YOUNIE, INC. CONSULTING STRUCTURAL URAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768 -3930 FAX 503/768 -3929 Job I t' 1, V, =/.-J.L Client -`v' ' (F) • FROM WDY INC. 503+7683929 f 1 ... _!.N% ! /,‘} i ` F i ! r\1) :4 ' , ,:s-z- . I s. s t „, ...._.....,, ,_ ,, .7" t. : erceircem Ir t5 u.l.. Job No. Sheet No. 'rw Date C /.9 g. By III rr;II� 1I Z3 0 co - T . 1/ 011... m. x:.17.1 \ �.... ( r„ . qc) , 0. 471. 4 • P. 3 tv113.1. R t.l h> _. >u_w.... s prZl ^„ 1 \^.6":3 � z zr- PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE WALKER /DILORETO /YOUNIE, IC, CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, 4360, PORTLAND, OREGON 97201 503/768 -3930 FAX 503/768-3929 Job ti1MN POK* 'fitAAI Client A-VE. Job No. Sheet No. ?- Date S/ 9i By !.. . • /I'!0 ! i 1 1 C CCu K- l 0.- _ - p '. = - 7laS- '1 $0 I/5 _( S . 7e:,' W- �Z-3g 8 ig !v .t 1 34 O " �Y$ r 4i_ 3 3 2. fi �_ � '337 I OG7 ii ihriall "s4- -- -- tdi504 -' .2-(434/e)(34‘) .2-(434/e)(34‘) 1 z. �c.c...:e_is.C$� V . s - vc/. o > ` 4- 7 . C.l.Y l.�s<<c L � 3Z"9`4- _ F p .r...1_. So r_ 5 I s a (z.) • 1,54. , 11 _, 4u� 6, rr 1L Wig. e .CTT a . Cs± �cl tc.'t- - i /.G L4,4 _/o d� i i. (1:1-1_s e t- rat T e c t4'- Q -- bct."4 1 � d Tit 1 V c t - - ( Z sa- I'3b� t.1/4 Hir __ 4 s — 11;} u; 1 ‘11; z /� C e) I --f- = - .t. , zosl_rt I I �)c?`tYLr - - -- ---- l 1-..14 - - -- Ma.W ._Gl .512_.,....t �l� trl cj-��)14� I e. ) G3 lea rt.c. T 2 z� r IS g� ` ( �r� �.1_c.� 5T _Lk Pr_ CS I.- ..0- NI b 4.1) t ( �!? c � IS9 =19 '314,3 1.(.) = 4 0 41 '� I It c 5 ■ t.r___T..:.. _ 2cv _)_ (/) 1 /4 S te ` j — . t A.. -� _._ .0 w..4.m. • PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE WALKER /DILORETO /YOUNIE, IC, CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, 4360, PORTLAND, OREGON 97201 503/768 -3930 FAX 503/768-3929 Job ti1MN POK* 'fitAAI Client A-VE. Job No. Sheet No. ?- Date S/ 9i By !.. . • /I'!0 PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE . WALKER /DILORETO /YOUNIE, il'VC. • CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768 -3930 FAX 503/768 -3929 Job M ,.v pa►t? rZ., Client A.-v Job No. Sheet No. _3 Date I S '7.5 V By • 11 L IJ e. L t e L ) ciz �-r1' 1 1P_'�:5_4„r13_,5' �4, 12 r 6 0 . . I '1.6 }a� � l3. L 4- 6 ; sic /� i :C) . s- l z� t- As+.c.l c /.p, 4 4(..c. 4 i�> - 3 c 6' -j'-- ` ! - i 1- � �j, r J P� _i..rogo;..0 Kt 1 _ i o .8 -- 24..2. - . 7 . ...1 1 c 1 t, 141 ya L+►G..; S1,6joe4 Zoo 4- L Z CS I 1 253 20 1 /• J "' Sc=4., tet _ 31bo dig Iso tviow, (45 0 4 0 K2 o � t -S s aI s- I Z4 I 1 -7.- "v0 44 A-") 't 1 I y e-c__ I a ,>_ 4-- I2 log S [� WI 1I ► _ _:-7 .,. 2t I ._4, A. !.'3 ..._ 4. c„ ".314,_ ' _ I xf\a lc • 4.G o � , ks./ -.-= S Al t. k? :.. idi`.. / lt.5G... (02 2 ' c 3. l �6 • . . ,l- L 'G 4. • kl-r WO 01 y 4 5 r.0 Z ..b. _A�- • G X25 G4.) 1 191. i t, = �.z d 1 6.7 _c 2' 0 t C-l: /30. "}t-^' 1 7 ► 4 exo.th.. 12 PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE . WALKER /DILORETO /YOUNIE, il'VC. • CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768 -3930 FAX 503/768 -3929 Job M ,.v pa►t? rZ., Client A.-v Job No. Sheet No. _3 Date I S '7.5 V By • 11 PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE WALKER /DIILORETO /YOUNIE, IC. CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768 -3930 FAX 503/768 -3929 Job g&la../ v .1 •IL-4 Client /4.-1.1 Job No. Sheet No. :d- Date 5/'r By . f i Ll L I 1 I I I ■■ Z '4/- 5 It r . Lk 2T; I S' , t ' +LS-0 Mali-c-::- I / :•sue/ 14.12 + Ba� .1 1- e � I, 4' = �a 6 - - ■ -- -- "J- / I _ ■ • I k f ' U 3 1.133" &Xt.' j . 1 AA- A 3 ■ ,- 1043 1 �4 le - 4- '� > ! L _Z) bw► ( r- IL- 1 I . V/ SY� � R- St lc- At- 7-am` 1,c---- � ■ S I. ■■ L4-f. A- 7 7 !'� .� . . (4' L Ai - �Lo L /2.. 1 0 tc. , -- d� 45 3 I 5* f 6ii 4 ti- .. >t3 L8 49 5l' :41 IJI 1 -L r L 1- 1. Lit 7 . ?? 1.- , to o_ i 11 z . _ Ols vI I Irr ___ -- A-tL ° _ $ '.5 c, " e , I wv .Mlnyw�lwww,r..wr.w.�w�wwil.w w... +ww.w•.w MwNw.ww.ww.iWT.no. .._. ....Yi..�M PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE WALKER /DIILORETO /YOUNIE, IC. CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768 -3930 FAX 503/768 -3929 Job g&la../ v .1 •IL-4 Client /4.-1.1 Job No. Sheet No. :d- Date 5/'r By . f i Ll PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE WALKER /DILORETO /YOUNIE, IC. CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768-3930 FAX 503/768 -3929 Job tQ s P vCr ig•thrY Client Av Job No. _ Sheet No. 12- -S Date crn: • By i.fr/ � H • f z 4- 4-c'C'co/2, j i 1.$5Vr'; I.�t�u __n- -z-- 1 27 $ -,,� , i 20 $ . ` I r im X f I .3-. il Lt. St 61z 5 6, L A- 169 sFleo 6' L - � .:/3 �?6� ok - - ILL -.�. , _ _ _ ■ 94-/ 11 i \41 - 4 63 4-+ 4- 1 1 So c f -s- r - V?.. c- g,s' L1 - �►ti 23- /�-,� ��5� tC?Z ■■ . 1-2 5 aX O Z.t G Z.. s _ z3 e.. - Z-- -- $= 7 ►1 l ;2'- /4...t-0,02! -. 2,, i.- g, I '' -, 1; W S18.O 2 -= .S 9 :' g as- - 127- j 2s c.a ri _ GL !+ ..,-; i32 ■ �'I Rc F , oA 2..i..__1_,0_0= - 1 \ .1.1.w1.1wrwM0111.1••■••ww.w+a.01et .∎0.0 L_ ,.ri a 1rwU .ea..r.w.+w.11.1.. L..... PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE WALKER /DILORETO /YOUNIE, IC. CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768-3930 FAX 503/768 -3929 Job tQ s P vCr ig•thrY Client Av Job No. _ Sheet No. 12- -S Date crn: • By i.fr/ PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE • WALKER /DILORETO /YOUNIE, CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 . 503/768.3930 FAX 503/768 -3929 Job W v1l M • T d.. • Client ,T-V Job No. Sheet No. 12 -ea. Date 519 8 By t'n GJ, . 1s - i 1 - � H 3 Z 2.1 rat_ = ? 3 D r ___1?-41.. -c- � q • r Co 1 f ' t 1(b ` i/ 1‘ -(t' 1 , 4- Mrz I l6X33_ ......_ LL� 14.s L g. q, i 7 7 . ...4 — i _ SI E o(_ i � i• _�- �I i 1; W iz r di_ y� I 1 32; /-4 L I r r - t " X Jam. 5 Zs. •ks 1 �` 1 LL Vci Is.-43 / tz c. 6,_ us 10(/11,X3,5 .. I: 13-4 k t -c.T l__ v--4 a 'LI. 45:c14 a. ! 4- w y G 1 s '7.. `�� - v 3 r s r 1 -'p- s/ex c.y7.- I c o — 0. J -k- H q ..:7 11 - - f 5 :�. kit CAA. 5_. 117 ._._ f LI. w� - Z S � 1 7 .3t 444 ill 1 r PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE • WALKER /DILORETO /YOUNIE, CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 . 503/768.3930 FAX 503/768 -3929 Job W v1l M • T d.. • Client ,T-V Job No. Sheet No. 12 -ea. Date 519 8 By t'n GJ, PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE WALKER /C )RETO /YOUNIE, CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768 -3930 FAX 503/768 -3929 Job 4 W.. v 1?ovt,.1" 'c- Client C -V I- Job No. Sheet No. tz Date 1 519, By I ■ � y, / W is 1 Z I ` I -c' t e 1 6 AI lzs..7. %, t m. C al......Z. L _ r""' C.:- 1-5Z - ___ix le. Vt_ s i- 2 A- s 1 7 1, • .►_I 4- ` CZ , .. - 4t - !g ■ ZS . , - 3 ill 14 - .s ' tZ L kite) kite) rR4.1,- '5 ( .5 -lZ4 I l I t`1, lQ _ X t Is - z2-S=.� nc:: - g- .1,41.• s IL ., _ a ■ in 1 1 4- a -T t z g L6/ l a • ■ ■ 14-1.61 3,. z. ■5 5 11: !� t a ; .. Iran ' a k It. 3 S=, 75 _._ ti a _ __ ■ 1 s � ■ • ■ ■■ II ■ as ..wr_ PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE WALKER /C )RETO /YOUNIE, CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768 -3930 FAX 503/768 -3929 Job 4 W.. v 1?ovt,.1" 'c- Client C -V I- Job No. Sheet No. tz Date 1 519, By PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE WALKER DILORETO YOUNIE If: CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM /E, #360, PORTLAND, OREGON 97201 503/768.3930 FAX 503/768 -3929 Job 1yeMCAl2fi 14-`( Client AV p- .Job No. , No. Date 1/9 R' By : .�.. I I l 1 l -, S W,-.7. P " L I- tows -- A- `$ C &.lz� ' a" . +soC l G. Z a l rr Omo = .?.• +-y # .. = 7745 z _ I /.z)( `r __3 +LZ t _ ( � �' _� ©.... 9 1.0.z ) - -0.. at. T� 1p___ as. C 2 ilt rz.-:.:1_1 5, • 4. �, � s V . KIeoYZ _ o L i ( , 41. A--= as s ze• z ` r 9I9 yzks AbL-1.-- . 9 V tki _ ■ . Z _fr. 1_ bI?t_fl .4- Sb LT 1 sz) Zia . ■ ■ �J I — s ; �5 _ +.4.1r t 1I ! — I z I -- d- ,� r 5�- ■ ■ • lat. s 1 so .1 4-.Se °° 18 = ova5 4e) ,, 4 V (4177/7,_ ' i ■■■ I - � t 7_5 CL 1 7_7 s= I59 Zr- 1445, I ■ ■ • 1 / - � ,fit . G` 0 ■ ■ ■■ 17 ■■ ■ 9 � zC�4 ?lo.. /fir ----- Sp ,. I t 11 ' jC # s MSc. �#- t s -� 53 ■■ / 42, S ■■ PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE WALKER DILORETO YOUNIE If: CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM /E, #360, PORTLAND, OREGON 97201 503/768.3930 FAX 503/768 -3929 Job 1yeMCAl2fi 14-`( Client AV p- .Job No. , No. Date 1/9 R' By : .�.. L 1 L 1 1 Y-i _ , 4 • I 1 Li 1 1 1 1, 4 1 I 1 _ 1 _ _ J 1 - I 1 - I . 1 _I 1- I , _J WI 1 4 1 1 .. / .S10 pi. i Lid 1 L --- F - , . .41 . -C .C.O/Z • — : 11, ci_ri 7. r .66 i 3 :I ‘ --- • G- ir" - ... i — ", --- M, 6 - ) 4_3 9_ iii-on,,O4272L,i,iiiiii ! ----- _Liti-0 1 j [ -1 i -.,sT -1- 1 7 ..p, I I 1 iti.e 1 I- III! • _ . 1 _.I...._. - ' 4 T I F . 11111 ' 7 ila '1 - i 1 1 1 • i 1 , . 1 ! • ---- 1 -- r -- - ..., , . _ r ----1-- • .. .... . . . • .• ' - f.____;____..; . . ,1 1 , I . . ] 1 1 _ ! . . — r • . . ..i. t .. L • i . . . E • _._... •., ' --pi -I .. . • • . . , -, 74 . ' • i - . . • . 1 . . i- . — 71 • 1 : 71 • . ---- I- -- ._.... --- • •T -1.. : . . .........._........_ ................... . ._._. ____ i ........._ .......... ______.. 71 71 , __*1.1.1=NOIMIM.01.1.4.1•••••10111WhosINIOVVIWVOISONSOMP•WOVWOMOMMIMMOVOMMYMMOMMOIONIMOrMeVIINVIRIAMMIMPOOMMIMMINIIROMMIIIV/01.1•11/MMOMINM Principals Robert A. Walker Dale J DiLareto Wade W Younie Cole G. Presthus Michael Coronel 6420 SW Macadam Suite 360 Portland, OR 97201 FAX 503/768-3929 503/768-3930 email: wdy@wdyi.com Job Client Iry WALKER/DILORETO/YOUNIE, INC. CONSULTING STRUCTURAL • CIVIL ENGINEERS P6 7Zir H4 Job No. Sheet No. r-, v 6 Date By Ma 7 PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W, YOUNIE WALKER/DSLORETO/YOUNIE, 640. CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768.3930 FAX 503/768.3929 Job P511.7 tgb Client 'G1'/1!/ Job No. Sheet No. C t Date 1/S • By ' - • f I I S Ltd. No Low , . S ' 1 I.-is 1 - 41 rJ G ___ l &,g_ 48; ,:: k Is LX�` �-s 4 x 4 -x %4-- . i j. I-4 6 . f -. 44-1- Li , B_t 1 _= - z: (3 = T ► 7r- 4.,X4_x/ i 41 a� ,6 o.°!+ 3d.€0k . 1 I. ---7 4 -a4 c.a. I 5 ok- li 4 r,�., -a .- ►4,1I_ r ► . P1 � � + z ,.1 6 _ c_ -7 � 7,4K l o. - I .1, 3 4. _c 41 — z 1 +Z- L- 6.14 C f. s + 5 — - - _ t i si - 1 - 4 4-x , f1 4. _ _ iz . _ _4X ►/4, V4 . d ) V , L6� 6• I E . 3 ��d 14 tS , 4 --S 4A , c% 4 3 P ) - G,t 7 " )( cuc x 1 -! Z7,8' TS ltdik 4? 47 (1 34+3,4, c k. I Lls- 1 + S.o H._- II- 2 — •4 X L — ._ ._ s I � __ 3 0 1-S'' I , s =- 6. _ l,,�A.4 I . i to. _ . ' S -4 4. . C20 2.0 A 4- o G.XG . Z-/.0 y7 _ - ■ ' - :74..-- 74.. — -4X4-_ - S'?os1' U 4,K Pe5 s J -_.L CI- 4..k,d __ ..r ®p 14 s4- 1, .__ v�� I _ ? 3L• __I (14' i V . )z ( Pil l 4 LI s ps i : I ° I4: SI k a l t 104_0,s- " � 'd , Li 4 S. � �- ! 3� i 144.) L _- 1 4 1_4r = 9 uC '� —./ t Hs�� 1 1 G�) �l a !�! fir,_ 44 .- ;/ ° MOIL :: I `3 1 ( 0, S 1 .. 1-1k. I, . u 9 f t. i 4. - (I 4A 0 /m Z __ -141-6/91$4 17.--7* PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W, YOUNIE WALKER/DSLORETO/YOUNIE, 640. CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768.3930 FAX 503/768.3929 Job P511.7 tgb Client 'G1'/1!/ Job No. Sheet No. C t Date 1/S • By ' - • PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE WALKEri/OILORETO /YOUNIE, IC, CONSULTING STRUCTURAL ENGINEERS . . • 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768 -3930 FAX 503/768 -3929 Job 1.11 ri cAst ' )-e Client A...GM Job No. Sheet No'. N b - • Date c /qk By 71 • PRINCIPLES ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE ASSOCIATE COLE G. PRESTHUS WALKER /DlLORETO /YOUNIE IC, CONSULTING STRUCTURAL ENGINEERS 6420 SW MAC'"" "" AVE, #360, PORTLAND, OREGON 97201 503/768 -3930 FAX 503/768 -3929 Job N iE •O's 1 Client A-v Job No. Sheet No. C": 74 J 2 -1- Date 57e'i&' By • :' 1/1 41 ' 3 L , ' . ?dr-_ C.zs.) zC,4 1\A u ` z s"( s a�� 15) C_Lz (I , eo?s)Jz __._ 11, - .. 1 . '`- M - _, Sc_ 4- l _ n I 4 I1- 2,5 _ 4- D IL 71_s ©. 1 Z S .0 l I __* /, , - v� �L I t.ca. ( - -X r Vz - l _.,_.z s- 1-4 > , 21 ■ ■ ■ ■ P V i61-.t") CZ. p- 0 II --.... t C 1.-) 449 • PRINCIPLES ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE ASSOCIATE COLE G. PRESTHUS WALKER /DlLORETO /YOUNIE IC, CONSULTING STRUCTURAL ENGINEERS 6420 SW MAC'"" "" AVE, #360, PORTLAND, OREGON 97201 503/768 -3930 FAX 503/768 -3929 Job N iE •O's 1 Client A-v Job No. Sheet No. C": 74 J 2 -1- Date 57e'i&' By • :' 1/1 41 PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE WALKER /DLORETO /YOUNIE, CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768-3930 FAX 503/768-3929 Job t- .w Pe) Y1-1 1d►..,/ Client 40./ Job No. Sheet No. L- Date ' / 'i By 1 - fiW 1 �.. I >..__- __I T _ 1 1 1!z — y . 1 -^ � v� • 1 1 4: -- .4 0 S,sl . , Smell 1 , I-..• " - - -- �` Q — 7 I 3I -• - - - s 5 I Ias 4' 7l1 - - - • s 1-r .�. N M 3 . 14:5, • 12S a r , /KC 1 I t R,5 _ � j I a% I d% - u � 5' S ' sti o 0' T ;10Z 7' .T, Sd l ` Svi3 41 71, is 1 rl o d 0 6 p o b 0 3 - 'moo. 7 9 - BSI 1 1 � (-- -Ival +Pr '- ,._ ■ .. : . a o -- s . . Eon r _i 7 7 .1 i t- >zo Wb #63_:-.7._ + .__l -31 ..clr. s •.. IL_ pawl= — - 1/ tI ! 17 ig- l *- 111.10 = Oa MPS.►, G ( 60 1..„-=.._q... II ' s 24�r /2 1� 3 8 9 ty :; .. Lu • _ 4- 3 P L22 # r - V - s 3 8 ' q _ ( O _,1241= 5)_ _4- /G it I _2�c PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE WALKER /DLORETO /YOUNIE, CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768-3930 FAX 503/768-3929 Job t- .w Pe) Y1-1 1d►..,/ Client 40./ Job No. Sheet No. L- Date ' / 'i By 1 - fiW PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE • WALKER /DSLORETO /YOUNIE I.C. CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768 -3930 FAX 503/768 -3929 Job N evv PbtZt Client AV Job No. Sheet No. I L -2 . Date \ t" /98' By • /la I ( I S +_ 1! � 1 72 ! __i_ /_,.�,s _____L ! 721- I , ) 13... v, I:I L_ = Id s v - 9 . c,5z s') 4r-,-- ; I= I i 72 9y-./�Ii0. 1 *- _70 F � - I I I swz , i � kq*(� S .___ 6o. 9 9 1 3 i - 116 2."a! p___ q ..s = .z. � 8%L! _ — ' - 1 -a1 ' =' {9'78 I ■ ' V ✓ I6 /C14 II t C7o 4.1tvikr Is∎. 4/4* ■■ • - G _. -_I .�_ sJLi qr _0_1 = 21 3 C 94/6 _3_0 : ; ' . Ll f.- 4r sko/1 ■ V 13 \ I 81 • ' ' f •.� i 'S/ .)-°-1 S/ Sgt ■ sit-2 i 1 - - l z }1 1.r SW 5 O. ___‘....41 l ---1 c 1 703_ i 1 32. /�t ■ 3 . f/ ' 111 14-�� — 2:723/ 84:t 1 x ■ 2723 i3_89� f2723Ic q 41 9 4 tX3T1.y 3 , 0 27��134.9 --- 27231 -r- ‘_7/ ■ ■ J'i f?t ! q - 1 f 'I r �. ZS< 3 3' Gq o Sic i / 95 9._! i D , 94_r 1 su.l 1 . - - ■ – 3 .T . - z +7 /z. # zi :--- 24.1_ o12. ■ 3s- z.4-6v. -5 - 1 __. Z2 — I ! 1 1,r11. .3 iii - ■ ■■ 5 � `'Yd. �� ... I 11111 ■ _I V. z th f' 7 GQ f LIY ' 1 // L_'et . . � ■∎/ - lit t. . 6 9.10 Noi %awl i o-t L in; v I _ P?4. ). _ 1 1 _ .11'2. _ ___ / � �. C PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE • WALKER /DSLORETO /YOUNIE I.C. CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768 -3930 FAX 503/768 -3929 Job N evv PbtZt Client AV Job No. Sheet No. I L -2 . Date \ t" /98' By • /la PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE WALKER /DSLORETO /YOUNIE I C. CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768 -3930 FAX 503/768-3929 Job t.1 1 c1 root" '13i Client r4-v_ Job No. Sheet No. 1-'3 Date cI qi By ma Z1 1 _ _._1( ___.__ / t 5 1i ' 1 � 1 ��3 I it h l y 1 � 1 (.1-0 I - 4L0p 4-4 u I cac uf g ew eL. 1 L L 4 I t u,d,04 =(_A -+ V ti-Y �r - l,(70 u 1 S I g `^'1Pa1 W- t t? 41- 1 a I1? 044....1i, 3 89 5 4__ 1 ( 6) c041.44+ -' r, ' / 8 C L N 1 's nat C341.___ •tr�c_r -s s Litt &1 Li (2) 3oLts J[ L} T • ,ekt Lb __115 -r Tzca. , H _3 34- [ - r --- _.2. /' . rmiic �- �- p ,, . 3 g 9�e 1 l.„G_i).L lAs m_v i'7 -7) .� -r- hS% z !le 5 TT►-'^/2 5 ' ty_11.01..il -.0 Z / L-1,1 _ 44 > I N 1_1_111 re..*._0 :..)ti,_s_2 T -e. 011 i ` ') i C ittl, 0. ?. t ? 2 ' 7 Cow` ( ■ • II ■ ■ ■■ PRINCIPALS ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE WALKER /DSLORETO /YOUNIE I C. CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768 -3930 FAX 503/768-3929 Job t.1 1 c1 root" '13i Client r4-v_ Job No. Sheet No. 1-'3 Date cI qi By ma PRINCIPLES ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE ASSOCIATE COLE G. PRESTHUS WALKER /DLORETO /YOUNIE, I4C. CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768 -3930 FAX 503/768-3929 Job N (FoyT ' Client A-1l Job No. Sheet No. I - 4 - Date 6701 By : /1 G✓ r.� i ' ■ . 4. Q < Jr. d I — v_ _ ;- 7 r / Oh 1O' k 2/ CA-.33i 1?; '1 -7,2R i-i. T v./ h 1 ( -,, 4- )7 (1_ Ib. -C_ ',1.13 54 3 Pa ;.. G I (1 0 ) f .113( .57St ,K;) A 1 y v 7, l' -S -S IN L I L ,f__ _1_ `" -4 .8 .-- 7,41 04.:'i1 L pn - YY :67) ; 3,16 . 3 s µ ii I i i 1 " .,,,,, Q-t = 5 (c.s' +,is() iN i L I4,33(3 3 _1sd � . CL (__) F el. ). (►,Qo.w_ r ' c .4-,7 - q - 4 L ._1 �. M - 6 ko4aCz&$& - .i' 13,6)%1 1 /I G cc.le- 0Z I 1-4 5_ taw . I lLt2_ 91 . 4. , 20 ,r g, 3, 32II.I� a � - 1� T.04'4. 076,3!: -s) L I T ) ", i ' M 1 s � ■■ Lr r Ne_ _I-- ■■ ■■ -__;-.3-__;-.3_,f 9 40 r .( et-) s r Z1 T PRINCIPLES ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE ASSOCIATE COLE G. PRESTHUS WALKER /DLORETO /YOUNIE, I4C. CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768 -3930 FAX 503/768-3929 Job N (FoyT ' Client A-1l Job No. Sheet No. I - 4 - Date 6701 By : /1 G✓ r.� i Principals Robert A. Walker Dale J Di Loreto Wade W Younie Cole G. Presthus Michael Coronel 6420 SW Macadam Suite 360 Portland, OR 97201 MX 503/768-3929 503/768-3930 email: wdy@wdyi.com C 5 WDY WALKER/DILORETO/YOUNIE, INC. CONSULTING STRUCTURAL • CIVIL ENGINEERS Job /OE ti 9 r ?,41y Job No. Sheet No. I Client V E Date r . /9e By /1W t -- , I-- I d • • LeA5rLL-_-= 30+ kleili,1-=- /11 01,4a_k_ ■ 1 „....._‘ ' 3 J Li C 0 4 .p. ---. -- /q.okiiil lil ei T 1 'f-j 1,- 1 14 .D:( ;4 '-e- 2.2 _ -- ; ...k 1:-_ tt, (rpri) li<4.1Z+-,s qi. s ., — -- 71 — . r_t"F ---1 Li i-:_.,.:71 - .5:_1?/„.0)0,zo'n) F. .,_ , gq l(? "'I" 4'7 I • H ..i,.__..1........... s)F, - _ r.-- 4 7. iz 1 e).9' 4 )..5 ...:Sl 04 i 1 ---- 1 , . L ; p id , ;i l/...7a •. : - --ei ....,-; i • • i...... , . f i/42),/0/4-! OR. (0) ii.t.D C4 , . , i TO j P ; - S 6/e_ 10■ //, 4 ,---- - ----i----4,ttokr• .. I ._ _ , 1 I ; ; i IA -t- ___H----,-,--1---L—i-____i_ -- - -0 o 77 A16-1 .c.s J 1 ! i 1,1 -:i; L ' ' ! ...7S . __.... ji: i : IL. .. 1 1 (ri,T 0) ..2J..k.. . . : .. ..... : • ry , ‘ .. ,1 . : . 1 Ii= I • 1 1 --- -■--- --- ---- ----"-- /-4- • . I : ' I • 1 — 1 1 • -.-.M _ "-= ../ ...- aCe, 0 ' . .... . - i' - ' I e.--, . . , : -i i • -! t-- 4- • : . 1 I I --1- ''''-' - '0 4- (S3Pq.S1(* - 1 - . ! 1 1 .... -if CNA Rce7,....... r 1 1- , r : ---- ---7,----7 ---J— I --------- - 1---‘.) -4-- .-i- - 1— •-, J ---;.!---;:1------ --- ------ 2 / 1 ‘/(4 , E X 1 ,D,e,...e.'icor 1-11(1/ Aer Hor. ..... ... s 6)1 1 F i 1 1 1 - 1 — I i .....a■Onme wammueree*Nrawern.w...nnri.■*roal■roevrnews..feamor*Orrtnammolowwrotra0,1ftWeasmosee.641,.......orpor••■•••••■•••ftwowasw....nowtswirs.WW*MOW Load Case Left (psf) Right (psf) Top (psf) Bottom (psf) Allow (psf) SF OTM Allow SF Slide Allow DL + FLL + ALL 478 471 475 i!)ufl U)U) N N N rrr rrrN v e •e v v v v 2500 N/A 1.50 N/A 1.50 DL + FLL + SNL 478 471 475 2500 N/A 1.50 N/A 1.50 DL + FLL + WL 0 1598 475 3333 1.65 1.50 0.65 1.50 DL + FLL + SEL 478 471 475 3333 N/A 1.50 N/A 1.50 DL + FLL + WL + 1/2 SNL 0 1598 475 3333 1.65 1.50 0.65 1.50 DL + FLL + SNL + 1/2 WL 46 903 475 3333 3.31 1.50 1.31 1.50 DL + FLL + SNL + SEL 478 471 475 3333• N/A 1.50 N/A 1.50 Load Case Mu L -R (kip -ft) Ru L -R (psi) As L -R (in ^2) Mu T -B (kip -ft) Ru T -B (psi) As T -B (i:02) 1.4DL + 1.7FLL + 1.7RLL + 1.7SNL 0.2 3 0.238+ 0.4 00000 3.891' 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.7WL) 7.6 140 0.423+ Q.3 3.891' 0.9DL + 1.3WL 14.5 266 0.620+ , '0.3 3.891• 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.87SEL) 0.1 2 0.238' 0.3 3.891+ 0.9DL + 1.43SEL 0.1 2 0.238+ 0.3 3.891' Load Case vu L -R (psi) vu T -B (psi) vc (psi) vu L -R (psi) vu T -B (psi) vc (psi) 1.4DL + 1.7FLL + 1.7RLL + 1.7SNL 664 664 113 0 00000 110 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1:7WL) 0.9DL + 1.3WL 0 113 427 110 0.9DL + 1.3WL 0 0 113 a 110 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.87SEL) 424 427 113 110 0.9DL + 1.43SEL 113 110 Load Case Left (psf) Right (psf) Top (psf) Bottom (psf) 1.4DL + 1.7FLL + 1.7RLL + 1.7SNL 669 659 664 664 0.75(1.4D1. + 1.7FLL + 1.7RLL + 1.7SNL + 1.7WL) 0 2498 498 498 0.9DL + 1.3WL 0 4508 427 427 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.87SEL) 502 494 498 498 0.9DL + 1.43SEL 430 424 427 427 Rebar Size Total Count USI3 6 USIA 4 US15 3 10J, V bay 1\UJL. Tukwila, WA Wall Ftg. 2 Building Code: UBC '94 f'c -3000 psi Allow. Soil Bearing -2500 psf fy -60000 psi Soil /Footing Friction - 0.4000 % Min. Steel■0.0018 Concrete Wt. ■145 pcf Serv. Bearing LC DL + FLL + WL 0 psf Service Soil Bearin Factored Soil Bearin Shear Desig Moment Design 3 1/2" Sue. As Width X -Sect. C j'L vu'ty �j� r.•Y 1U' ti'yi' a t• t i':, t t 7s i !: g ti't:' •e. i tq r g R•f •a '6V11;' l rt'lU' 7 • n�' n7a - ). �``+ t� 1t �.•fJ 4'' VA ,.,�' } r rY � ) o )' ., Jk r vs7 ) a rl' j{� t k, �i f n,�'; '•', )' :'1' 1 � }f,1 !} ),r 3s �t1,.{ } iA. •)y1• f • �{i' ;`f .fr 1 4,�.S�vt• }Q�r. fT: ' '{( S },.t !. j., ri•t r ^lt k� t r. } 5. 5+ .: 1••4.1 L (�'} LZ .n), K ,t.y t .f. a5t. . {, ! r . S 1t ,, i�;;� i ` €i;• r ^ ` );73. ` s tt` ll�" �i'tt.`•;;�.i.;:•.n':^t„•��'^a. 4 t ' °iGC'' N;`�t; t;fi . k?' , } } '•h,l�,.::. 4 s , r r. , , t } . } , }I 1• • t J. } ;yt' ,}. tt j.�•s ;: �i . sr �.ft•:':' ; {' Y tts : t:." t x.�� y} t . l• y .:�' " • t,4 t . }str ol. ,Y`L).+n,..Ii�t ,k }; e, > J }�t� tL'..}• •fit` }h'�.�n• 4' i4 t ,y� t: rry', jr's: [�:, 'r ',V' �•• ;t::�,.h .' tit s(Y `i" ' >✓tt t r. F fi +As {i ?� T 'tk. '!:' :Jt�'.: nit �'Aft �,'�r•S i''. + � . : ?:i,}'7,�.ittl. :t�,J'f�{}1 tY .. :'{ , ✓t' ' •;,!l^hr3�';' 4 jeicy /f 7,7. (b ,f6f f (.� ..(�,•,7::.,A,:. U t j# p �l!: } r•q.�b :.�M,.t':r �'• t t(•' ' ,'�1 ; , V� ,}�.Y,t D 334 psf : .. r. {f , f. !t? �.t , ; t��!'. i? f!• <; �i ?+ ?' .x}.4:•1};' , 5 . . - �trrS;! }A.r;'k ^ ' }' ' � t ` i;, :, a�d�r �:• .y ( Y i 2t . , t rSF }�. +u. t r ; -� . ». ..� ': t. t; ����• '�•� •t/+ t.f. . �; •Lrh %Qa_k tai.:!'..$. «fb 9r t',.Sef {�;.,! ^Sf.i+ � :. >t1�77a'"!F±.4:• : ;t 7` }. t`t: ;5; ?s 'z�: b ,: r5} Q3 t;; ,e lt., s r;7,i+�:yt R 'I t,.,�..:J:f' '' 1••(� " �?W &� Y.ty., �IiJ'. ,t$q} %i }i!� 'iY•0P.'•t :V:,:: :•yi ?Y6j'v f'ti:t °irJr• ? ' it`t °tl;ay; "'". . .S p.r ;Y %'i�y'. '.�� �f ,, 7 X15 lY7 ..�Y �A, t .y.Y. b �., Y `. r tj' ti�'� ? ,. Y ¢ tT i •f •t i.r .. a0. ?.," 4 ;t'I•-ih l... i�il, ^ . t jry, `�7St1eS'f.I}1• f : , . '�' -�. ,�d... b�,�i:,. S r r .;� , 1 , s,.I rV:�s, 4. ,'� %..,drra ��L +','r,P.�'iJ:�}i�r..:J,iJ..:CC, r.f�.,:�}. t�..T..( {t. t...( .. ..l.J' >, �,i:•%,�L "t•7.'.... ,�t:::.;"!5 r,.tH ..`t.'ir..t['1'�..f,.�.; �`'. � tta '/. ae ".. �)5 ° 7 F4$5{ + }tk t7; .}: .,. .: r�4 }� 'r;. +, . . -0.'.!•,'tP` .,: t:; +'. ?jS ^I t 41¢4 i' kh %, , •,0,: , °•t trsl . ..t!Kk tivti•;.q ?t Y:!ti4 t. cln,'•ar. %t .�n Punchin Suq. As Length X -Sect. IRebar SizelTotal CountiColumn Band Count' One Wa • Min Steel Controls, + lnding Controls 4fD2. 360" 0' -7 1/2 32' -' Leng T la ukwi , WA Wall Ftg. 2 Serv. 1 'DL ± E7 475 psi y r � '.,+,+ iTl.". S �' �i' f:� } :fo't'r sr ' if `': }:.�. �7�.Y'�v'P�. Y:v�tY��tc :+"+%f+•"ri.l'�wt . (Fi� :3�:s ' 2a fY°. y y s: s�1i':,' s�,,• t; �; i•'!✓' ,�5�!��::' > {• x.,Ti a: t• .:Q..!. -s �� � ' +. . x ;,� •. �,, t ti,�• -F�: w w• :�i • i; wi:s � �!� �': � n �:":� y x:�*:th • , ..i�`«j . :.?.. a {,Y • u '�. ••a : 1 a, s ' �S 'Yn -,,..; ,j , r ,(��'�t,f,.. ti;,ri^L i;�4t s S� a �4''dw - f' L ilNJ a A ,;'l:� R rd�• �•r 'i ..i c. � - 9:?��, �,•� a t e } �;. . y `f?3•`'s }K �; �:� ;S�'' �' t R�6 ° ''�1 �.: � �{ y W'f�..,tt'�i't v •ii'i"�' +,w� fi [: �.f � ✓i :t�f{.�; 5 .ci:tTy - � �. sGf iMit.k 1 ' P 4 �L. �,,t .v�'. -.R•C: t'Y � A.",'�(''p -�• '� �"•: � - t. L' ^.n s3:s , i ,, }�(' c0 .SFt�, iA Z}!:✓ h. M d' � •r •[. ::� � � e n F- • ;a d - �• • c ¢N >• n„ E• 1. �k ( 1i.: t r' r 1�+µ�;1»i i,J• .j�C f . c rLf !b \.S �. -,'••,' 7},t,m� 4Y•s•„ k •1' 5„,,,TY k , 7T n t . >t�i ,•b'.,i:'.i•C,z2 0‘t, o :. { Y!''f�'nt , Yc'. >.r ��yk13�FftSJ'15 ? fy Y }. t .1yV t. £ r .aY " MFG 9 s.•i, a 55yy � - i "� ". h ^ '�` > ' }t. K..4 4. )4 L"t. w 3 • . f •:� s z . , i !'' uti.. 'k t G+Y Y.. k� r�� i,h ' 7,F'.r•_ ,J n,! s..Y.aa. U!Kcs tw k.. ^a fin. +ijs }jti 4 `,'''' {:5'd {i {:: H' : "7YK. .R�. ,..h; Yes yjur� �+; tx • }t��b: °• iSt AA" •„ = Ir - ,.Mi , ?.•�•:,. t 'fh{.• . ::r s n:�:( ..yr / �, i; ... ti,4 J. t .{f tti ,1 la VI 3,� ftg i k)l..a t+(-.n .Y e:$l4 at n f" Y• . �:!1 �.) �'t., ".ti'.t {u. f• il V. n�4: 5�,( R: �K( le? S 4S��Y; Y1. �: �f: 4llil �= 16 ;4��e:SST�:'YLt�.�1L ° f�l].�:. Y ,+ k•,Y �ih�^L) �u y...4;:,� 1 t I �' +1( 4N f �4 �'� .i v.•,t+ t a.H4i.. , + d•.tSr.A7%'}. ' ,e.�i:'�S1�f t " . S . :r. - +' .,.vr.;: {•s ^Y.C: .f.hr,n;a +y p! }.,:j $(i;Gi "t ?' .•! P.rf.'t Y .4a•: ^i AF Yi �.�i:C1 - .: , t: e: s, ;L: tri .�l:a..t+.• rt.» s e.,t. - . sx; 'V'. •.K } . 1..• .• .. 's .h:. NS....�1•` {. `t. { r:',, ..• .,..:� .{! .:Y .�r;ra•�(.� s..4 t..s ...�.. 4 .t:ni.; . . , "±`.: ....:a•c .. . r • likiwput t. ti.J y t%*.ka L • : Tukwila, WA Ftg. 2 18" 9" 3earing LC + RLL . • L • Principals Robert A. Walker Dale .L Di Loreto Wade W Younie Cole G. Presthus Michael Coronel 6420 SW Macadam Suite 360 Portland, OR 97201 FAX 503/768-3929 503/768-3930 email: wdy@wdyi.com c ri WALKER/DILORETO/YOUNIE, INC. CONSULTING STRUCTURAL • CIVIL ENGINEERS Job pc r 24/ Client A i....,. Date 1/4c/9 F By ha I ...1_1___Lb/i)P____•/11- 1 1 P .6t91 T- 1 / Xli ::-. i — _1 1 1 1 1 I ! ....4 L I 1 I I 1 7 , j.1 6" .17 I [I 1 1 ---- - - ' - I Z-0 I =- / i'• 4 t 1 r -i--4 .) Z7_ t 1 ; 1 ; .. _ . 1 J 1,14 i .., -11--t._: ':(34-t°--1-11-:f4:43 '.15.S7T--:1' le i - 6 .— ; t s--1 I 1 , - 1 ___I___...... . 27X_y_ J -4 ----.--. .L. A . it • 1 ./ ;4 I I ! - r /1 4 ' i 1 1 j 1 1 ------1-7--"-- . -/Fo.: :c - , )7(x-i2o):. :::_-- --4., 4 , . • t , _____ i , ec.ta vi.i. ..::„. . 01(7:5. 7. 11)0.syp ,..... 22, • ; - , • , !,1 k i ti , ) jI ---- - - .1 .--- >" 4 s., - E - I ----- /C - Fe\H -- a. --- -4 ------ 7. - XI -- OZT -- 0 - _.....L....... ..:,.._._i__.„_ //4 I ! ............ .__ .....•........._ , _ 6; k. ; - - ::•1 1 .L , — ; 0:7 (1652 /2 667) i 1 1 I 1 ' i ' -1- 1 l ‘ ' 1 . ql ; t . , : ----'' )1 ' 4 1W / C A C ' PCS' ..,, T 1 ' — i . . _ ---1-- --- — --- -4-- -411-01 --1.- '-' , I 1 • P 1 / 2 /s L > /3 I - t 1 I ' I i I I I . ' I i ■ I I , i I i [ -1 1 1 i ' • .."- L. .-!- I - • . . i i FOC f i (Lj . •' - ' , Z L e . t / I I i I 71 - _ 1 4 .......______4/: _...k.___±..) 0. (C.r.)0.e.,E.) ._•1,_,-1/.___Ii CH / i ' ; 1 ■ i A . i ...... A i ' • I I , I I 5 Z7 • i -i , 3 .-- . -j- --- 1 , ,. .), ,H..i...._) 4.- : . n /-.7 „ y .-_, 5?-(pt) -;4/5 -. t 'i 1 ...._._____L__________;____.,...1__... 1 1 F ' 1 ,. 1 . 40/ 4,-- . .............._ _ 1 • 1 • ' I 1. F .•i 1 1 , , 13(4 ILI/D6 lk I /c .6 Fo'f5ri(nr 1W (6); g MN , , I Job No. Sheet No. 1- 6 . ! Id I I I 1 OINAR OW.M.1.11•11.11 0•■•• 1~Mertre....••••••1111,.....M.PANIIIVO 0..,•,,,•■••■••■••101101114411111.101411...1.1.4./...V.IN • .0 Principals Robert A. Walker Dale J. DiLoreto Wade W Younie Cole G. Presthus Michael Coronel 6420 SW Macadam Suite 360 Portland, OR 97201 FAX 503/768 -3929 503/768 -3930 email: wdy@wdyi.com WALKER /DILORETO /YOUNIE, INC. CONSULTING STRUCTURAL • CIVIL ENGINEERS Job A/4-..." w pa 2i Client ,41 b 4vJ, L 131 1— I ect /6.5 L xI � - % t 1? P i� /i 4 ,.. 3 _°I - - -l� ) );- 7 -- _ 1.___. _._1_..__..._.f _ 1 __ C .- ____ ► _J_ • _ 2s - _ ,_11.9 (4/. 1.------ i -h -4-. i I �.� � I t r ._ j i _._.. l i I , _ _ - ______ - -- � _.._ -ti - - Lek' I 1 (2.5 ?1 itX /. -')42 9 -2 ..t. j l i l 1 - . - 1 1 z ; / - a1 ?,, G;a �D A; (3 / Q 4 I __ G t L _._ I I I ; I --- .- C —,— -- I - 1 .__._ ._ ._ ._.. - -j �..-' U Fr-. -. =_. 1, 25(3. F)..)- ;-Sr1,-S�._f- ; 33(')3 - 's- 1, l (�.aX ) ; . l 4� 9 A F T ' 1 ett = (2s. (' 22, • u j h �1S I L SNP L 1 \-. 5 EA-X Job No. Sheet No. L 6 Date ,c/9 F By /11J y� _ }_ _ 116i 0 � • I . 1 I • j I I I, i ; I I S 1 I r_ - _ _ t .1 y : ^ :W! C. & : Past a I I I I I- k i 7 /s ?7 ( lt) - 1 5- 2 Z l I I _ .. 1 �I:: l -I-7)( /200) ; -, -?3x/9 )(rxo /3 , skfC N4QGF r I ° I . .- 2� -� � I 1 1 I .i I 3 r 13 3 -. i 1,i x 1 / " `' a oa' rl /1rG i � .. Y i l�r I 1 I i i I 1 ! / _._ : _..._....__..._ ►.._... 1...._ _.._ I 1 Load Case Left (psf) Right (psf) Top (psf) Bottom (psf) Allow (psf) SF OTM Allow SF Slide Allow DL + FLL + ALL 433 433 433 433 2500 N/A 1.50 N/A 1.50 DL + FLL + SNL 433 433 433 433 2500 N/A 1.50 N/A 1.50 DL + FLL + WL 0 1615 433 433 3333 1.56 1.50 0.91 1.50 DL + FLL + SEL 433 433 4.33 433 3333 N/A 1.50 N/A 1.50 DL + FLL + WL + 1/2 SNL 0 1615 433 433 3333 1.56 1.50 0.91 1.50 DL + FLL + SNL + 1/2 WL 16 850 433 433 3333 3.11 1.50 1.81 1.50 DL + FLL + SNL + SEL 433 433 433 433 3333 N/A 1.50 N/A 1.50 Load Case Mu L -R (kip -ft) Ru L -R (psi) As L -R (in^2) Mu T -B (kip -ft) Ru T -B (psi) As T -B (in ^2) 1.4DL + 1.7FLL + 1.7RLL + 1.7SNL 0.4 1 0.869+ 1 (0 0 0 0 0 5.713+ 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.7WL) 35.6 85 0.933+ 37 5.713* 0.9DL + 1.3WL 69.1 166.1.610+ 116 0 5.713* 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.87SEL) 0.3 1 0.869* 1 5.713+ 0.9DL + 1.43SEL 0.2 1 0.869* 1 5.713* Load Case vu L -R (psi) vu T -B (psi) vc (psi) vu L -R (psi) vu T -B vc (psi) 1.4DL + 1.7FLL + 1.7RLL + 1.7SNL 606 454 389 454 389 606 454 389 454 389 116 1 _psi) 0 0 0 0 0 110 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.7WL) 116 37 110 0.9DL + 1.3WL 0 0 116 69 110 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.87SEL) 116 1 110 0.9DL + 1.43SEL 116 1 110 Load Case Left (psf) Right (psf) Top (psf) Bottom (psf) 1.4DL + 1.7FLL + 1.7RLL + 1.7SNL 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.7WL) 0.9DL + 1.3WL 0.75(1.4DL + 1.7FLL + 1.7RLL + 1.7SNL + 1.87SEL) 0.9DL + 1.43SEL 606 0 0 454 389 606 2759 7242 454 389 606 454 389 454 389 606 454 389 454 389 Rebar Size Total Count Column Band Count US13 52 14 USI4 30 8 USI5 20 6 Rebar Size Total Count US13 15 USI4 9 USI5 6 US16 4 USI7 3 44UWpU1,: (}ay 1\U:1L. lukwilu, ��tIA _Wall Ftg. 3 Building Code: UBC '94 Serv. Bearing LC DL + FLL+ WL, 0 psf Service Soil Bearin Factored Soil Bearin Shear Design Moment Design 3 1 /2 "'j Sue. As Width X -Sect. D 237 psf f'c -3000 psi Allow. Soil Bearing -2500 psf fy -60000 psi Soil /Footing Friction - 0.4000 % Min. Steel- 0.0018 Concrete Wt. -145 pcf W 15.4 kips Punchin + Min Steel Controls, + Bending Control Sug. As Length X -Sect. • W D 1.2 kips r 215.2 kip -ft 198" L ( / .). jf • ? a ^;, l�?fik�''J�:ji!:, ?::�F'Mr {51 ^:Ft S�N'��fiY �:��i':i �'`�NI.?ro ?; 4 IL 23' -0" Length PRINCIPLES ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE ASSOCIATE COLE G. PRESTHUS Job 1\1 miAt r 13A-4) Client ».-v e WALKER/CLORETO/YOUNIE, iL. CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768-3930 FAX 503/768-3929 Job No. Sheet No. L- Date SW, By 11t/ 1 Vr..--3C96" . ' iik4 LAS< S .__S.V.LS-LL. _IS ,___V r - - kt 1 r=4-1 I Mai- c l (116,%- 1St 1 1- VT 2, I i - c. 7- 't-, I i ` k " via_tzL L,,,A.ALs _97-z..1 ' tVie_r_ 1 1 ' •T- t — I a _NI," 1 vAj 6.A.94. •= f r_e_iht_4_,Ii.L464.0Y ziegic ...417)__ _/_/.‘.s- zj e3J— _______,-- U S. v, t 1 - 4 -AL5j1. I \ AzA-_u_ C 1 tt I 3 1,3 1 0,3): 1 . .7 i2.__4444..L.,.... I 0 4 - ) i s - Vie.7. 44_1'2 L I 4 _........................._. PRINCIPLES ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE ASSOCIATE COLE G. PRESTHUS Job 1\1 miAt r 13A-4) Client ».-v e WALKER/CLORETO/YOUNIE, iL. CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768-3930 FAX 503/768-3929 Job No. Sheet No. L- Date SW, By 11t/ PRINCIPLES ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE ASSOCIATE COLE G. PRESTHUS WALKER /d _.ORETO /YOUNIE, CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768 -3930 FAX 503/768 -3929 Job Nlr-■Ae wo 13,6.`e a. Job No. Sheet No. _L-• Date x R' By : i'1 G✓ Client A-u . S, 7'. IN C 2.%-') d I � /' -- _- -- -_ d �bL1If fi , - 4 s 4-7 — 1 1 — . I 7 . ' ? 4�C S-7[.!� — 41 1- i9 ' ." - _i. /_ 22 _ • 1 i TFi � I -r 1` 1 4i 1r V2 c ,�F ,S /4,7s)=-. I I v V a .:- , LSO ?S ^� . /4, I IT I - /9. • Ca - �`!i _di'gs i_j_ - . , 22 ``�� ►,z► NA ! . 4. z ,1 = , �-- . � . _ ..I• ..070.x..%,_ .`iJ2z., - _ _ . , 7,5. 1 1 t,, 7s .5 , _j 93. s ' - k /t ;Z - t? d.s, 49,sf . �z / -Cdi)] s c oft.-$.1i.) 14 1 1 1 4.+_112 .J- w /.9. /6,�(_ mast' i s,•$. i t'd 40\1. \1. 1 -4 4 I � 1 61A. I V = I. s . S,F- • '?uo e / g3 /: .7 ? ©�- 6 , Im I Zso { 9 . NA- = ; (300:8":7- ) ... .... .. • � r(- ' _IS k'Z�)._.,..? l i,-) 2, ) = � 2/ eSF »: t � X `zn ' -1,-2 -� --- � � i • - it ) 1'1hk ( ► � � d- /92J� �- )l, Z ' 2/ r,l 7 / -2 1 2 s.� / ' 1' ,g. r/! AL _ ,= 42 63 / FP /2 'iiogo_ r- .93 — y A r 6 �ti ) , /2, 1V I— i D l C L 1► ° 1 6e Z . 9/ _ _ . / X ._.?, r I,..... So - T—If$F.. - -1— _4__ -- -r .- 4 - .- PRINCIPLES ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE ASSOCIATE COLE G. PRESTHUS WALKER /d _.ORETO /YOUNIE, CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768 -3930 FAX 503/768 -3929 Job Nlr-■Ae wo 13,6.`e a. Job No. Sheet No. _L-• Date x R' By : i'1 G✓ Client A-u . S, 7'. IN - L _ 1 L 1 i 1- t �,• .4-o � g -.141' = Ir.____I � � 14., 1 SI i I 1.-1-424. "� s'�' .� ,Q so � .. 411. 1 - e tic! 1 >` - ..o1C Io) i f 7 sc I` cos( 423 _51.I4 ?A.“. '4- r — 4 Lt 41Z I )Z :. � - 64.7) �-_-; _ . I I.+ 2 -..::,,i14-- 1 I -y. ; b � L G 1 - al 111 • I3 ._____i I i ce i — dS.F.in t •u 1 1 \/4 r o .v/ ` 436 cK rg 4! Le- 1 Mot= 012 Q . C 19,21 ...k- �!)y »I I Z r. Q,2 - D 44 `, 44 I = T. L - , t4.1 -- .k- 1_4 p I) do 1 Lt a (2 w . , 7 4L /c &cc P ki_1-o0 = ?Iv_ L& MrL, - r,0 t-__-i. tt 172 _..4 ki. 6 4.- Li 1 +- a .i443)-`' 774 144 L " -7 J Mil= 4- I.. (4.s74.6. 0 r -s 1 .. ____ f w Per 3 u _I : ■ u r fie.. ■ ■ 4 ( � J✓4 L� � -I CAS .1/ L' o �Q ; . S7 e EAD s (. HO PRINCIPLES ROBERT A. WALKER DALE J. DILORETO WADE W. YOUNIE ASSOCIATE COLE G. PRESTHUS WALKER O /YOUNIE, NC. CONSULTING STRUCTURAL ENGINEERS 6420 SW MACADAM AVE, #360, PORTLAND, OREGON 97201 503/768 -3930 FAX 503/768 -3929 Job (M cl VLt 13A>' Client A-V Job No. Sheet No. L-9 Date S /e'er By l� (n� SIZING CHART P7ZRIF IRAZIaCrE11:11:0116 ICIFI=396fII:n FifesGIIII -a[111ZJ FdrIIIFJGliili:CWICIakilim111111111mEKIMEM■IF301i1E11:13i[F3C5iQE5QiilQ1mlfI]QIM ODCIll 1 1115 ill2erfiNOCCIIIE1CIiE ]Q1dlliE1m1111EIQ111111:11:0i11312•]1(ti ■ MCIIIIIIM Iii/ .., IECNii]CMIILCZ3iiZEIi Iii1CY3Ei ki 1■E1MilIC 9iIiY2/11ECiii[ :ithIntl:ESi IIMIS3i<ICINE• 1i113CFMIIIElCfMi111111=1i•112CUiiiiFIG 111113 51EIICEd1110CLIIIKV IIIII I •. •,.. .. ilIM FY[MIlI131:131iE1CQIi1131=11111=iMOMMElI BILICESMIC€1i11120r/t3C51IKII:EliE1Q11 DESIGN CRITERIA: Uniform Plumbing Code - Appendix H Number Of Meals x Waste Flow x Per Peak Hours Rate PLAN VIEW SECTION VIEW AA Retention X Storage Capacity Time Factor ai In Gallons City of Tukwila NOTES: L 7. L 7. L 24' DNA. LOCKING FRAME L COVER AIR I GAS TIGHT 3 PIGS It PIGS 011 077 -GA) CO CRCTG DO DAY COMPRESSIVE STRENGTH ft - 4000 pd. ROAR ASTM A-6t5 GRADE 60. MESH ASTM A -I85 GRADE 6S DEMO. ACI- 7111 -13 IUILDIIG CODE ASTN C -857 MINIMUM STRLCTUA'AL DESIGN LOADING FOR 0043 -ITMC OR SECTIONAL PRECAST CONCRETE WATER AND WASTEWATER STRUCTURES'. LOADS H-SO TRLEX WHEEL WI 305 IIPACT PER AASHTU. FILL W CLEAN WATER PRIOR TO START UP or SYSTEM. CONTRACTOR TO SLIMLY L INSTALL ALL PIPING I SAMPLING TEES. GRAY WATER ONLY. DLACX WATER SHALL DE CARRIED DY SEPARATE SIDE SEWER. UTILITY VAULT COMPANY OR EQUAL GREASE INTERCEPTOR SINGLE VAULT SYSTEM -- DOUBLE BAFFLE FOR VEGETABLE - ANIMAL FAT, GREASE & OIL 600 -6000 GALLON CAPACITIES » is Noels. DATE: 11/22/96 SS -12 RE: Newport Bay Resta Building Permit N . D98 -0179 C. Kent Stanley President 19710 - 144th Avenue Northeast Woodinville, Washington 98072 Telephone: 483 -6666 or 454 -3929 This letter is to certify that the roof installed on the above mentioned project is a UL Class A rated assembly. This project was located at 17920 Southcenter Parkway, Tukwila, WA. Please refer to your approved submittals for material cut sheets. If I can be of any further assistance please contact me. Sincerely, .t Spccificorion Four Ply Mineral Surfaced Fiber Glass Built -Up Roof Gr,nr•rnl This specification is for use over any type of approved structural deck which is not nailable and which offers a suitable surface to receive the roof. Poured and pre -cast concrete decks require priming with Schuller Concrete Primer prior to application of hot bitumen. This specification is also for use over Schuller roof insulations or other approved rigid roof insulations, which are not nailable and which offer a suitable surface to install the roof. Specific written approval is required for any roof insulation not manufactured or supplied by Schuller. Insulation should be installed in accordance with the appro- priate Schuller Insulation Specification detailed in the current Schuller Commercial /Industrial Roofing Systems Manual. This specification can also be used in certain reroofing situations. Refer to the "Reroofing" section of the Schuller Commercial /Industrial Roofing Systems Manual. This specification is not to be used directly over poured or pre -cast gypsum or lightweight, insulating concrete fills. Design and installation of the deck and /or substrate must result in the roof draining freely and to outlets numerous enough and so located as to remove water promptly and completely. Areas where water ponds for more than 24 hours are unacceptable and are not eligible to receive a Schuller Roofing Systems Guarantee. Note: All general instructions contained in the current Schuller Commercial /Industrial Roofing Systems Manual should be consid- ered part of this specification. Flashinns Flashing details can be found in the "Bituminous Flashings" section of the Schuller Commercial /Industrial Roofing Systems Manual. Apt>1knti.."i Note: On roof decks with slopes up to 1" per foot (83.3 mm /m), the roofing felts may be installed either erpendicular or parallel to the roof incline. On slopes over 1" per foot (83.3 mm /m), refer to Paragraph 6.11 of this section for special requirements. • B u i l t -up R o o f i n g • Sp =ficafions' • . ! iii"At.1.%,1.• * '• 4 r ( i.:, ° : 4 d: t G ! i ° . ' ,: f. ,rti _A, ;r' For use over Schuller insulation, approved decks or other approved insulations, on inclines of '/4" to 6" per foot (20.8 to 500 mm /m) For Regions 1, 2 and 3 • 619r Non•Nallable Deck or Approved Insulation Concrete Primer (II Required) Bitumen — II 43' Exposure •GlasKap Mineral Surfaced • Cap Sheet • End Laps . Staggered • • 3' Apart (Min.) z. Lap. • I . • GlasPly Premier, ' GlasPly IV or P ermaPly•R • -- – • . - Lap . • Materials per 100 sq. ft. of Roof Area Concrete Primer: If required 1 gallon felts: tGlasPly Premier PermaPly -R or GlasPly IV 3 plies IasKap, Mineral Surfaced Cap Sheet 1 ply Bitumen (Interply): Incline per foot Asphalt Up to 1" • 170 °F, Type II, Flat 1 " to 3" 190 °F, Type III, Steep 3" to 6" 220 °F, Type IV, Special Steep 0 to 6" PermaMop Approximate installed weight: 174 - 218 lbs. Nominal Weight 92 lbs. 92 lbs. 92 lbs. 92 lbs. Using GlasPly Premier, PermaPly -R, or GlasPly IV, apply a piece 12" (305 mm) wide, then over that, one 24" (610 mm) wide, then over both, a full width piece. The following felts are to be applied full width, overlapping the preceding felts by 24 (627 mm) so that at least 3 plies of Felt cover the base felt /substrate at all locations. Install each felt so that it is firmly and uniformly set, without voids, into the hot bitumen (within t25 °F [±14°C] of the EVT) applied just before the Felt at a nominal rate of 23 lbs. per square (1.1 kg /m') over the entire surface. Installation over porous substrates such as roof insulation may require up to 33 lbs. per square (1.6 kg /m') of hot bitumen. Surfacing Prior to application of GlasKap, cut the cap sheet into handleable lengths (12' - 18' [3.66 m - 5.50 m]). lay the material out on the roof and allow it to relax and flatten. To accommodate a full width sheet, apply a mopping of hot asphalt, approximately 20 °F above the EVT, at a nominal rate of 23 lbs. per square (1.1 kg /m'). (The higher temperature of asphalt maximizes the bonding of the cap sheet to the ply felts.) Then flop the cap sheet into the hot asphalt. On subsequent courses, the cap sheet is positioned upside down, directly over the sheet in the preceding course such that the side lap area of the preceding sheet is exposed. Care should be taken to maintain 2" (51 mm) side laps and 6" (152 mm) end laps. Asphalt is applied in the same manner as before, making sure to also cover the 2" (51 mm) exposed side lap. Asphalt may also be applied to the exposed "upside down" cap sheet, prior to "flopping" it into the hot asphalt. The cap sheet must be firmly and uniformly set, without voids, into the hot asphalt with all edges and laps well sealed. Asphalt should meet the requirements of ASTM D 312. The contrac- tor must provide a Schuller confirmation number for asphalt on jobs which require.a Guarantee. Check with a Schuller Technical Service Specialist for,'special requirements in hot climates. • a • � GlasBasery • GlasBase is a heavy asphalt coated fiber glass mat product with a fine mineral surfacing. The heavy coating is designed to be nonporous and prevent bleed through of mopping asphalt during roof application. GlasBase is particularly suited as a first ply in nailable built -up roofing specifications over wood substrates such as plywood and wood boards, where its divorcing properties prevent excessive attachment that could lead to roof splitting. GlasBase is available in 3 square (324 sq. ft.) rolls, 36" wide. Ventsu1atier'Fe Ventsulation Felt is a heavy weight venting base sheet. It is composed of a glass mat with coating asphalt and a coarse mineral surfacing on one side of the felt. The mineral surfaced side is embossed with a 1" grid waffle pattern. This embossing supplies channels for venting below the membrane to prevent detrimental vapor pressure build up. Ventsulation Felt is used primarily as a base sheet for applying a new built-up root over new lightweight concrete or an existing BUR membrane that is no longer serviceable. Ventsulation is available in a 1 square (108 sq. ft.) roll, 36" wide. It complies with ASTM D 3672 -84 Type II. Mani t , 6 70 4 r GlasTite Flexible is a reinforced asphalt coated membrane flashing sheet. It is composed of a polyester mat, fiber glass scrim, polyester mat reinforcing core, with weathering grade asphalt and fine mineral surfacing on both sides. GlasTite Flexible is designed for use as a reinforced base flashing material in conjunc- tion with a built -up roof flashing specification. GlasTite Flexible is available in 50 sq. ft. (12" wide), 75 sq. ft. (18" wide), and 150 sq. ft. (36" wide) rolls. GlasTite Flexible meets the physical properties of ASTM D 1668 -86. DynaFlexn DynaFlex is a durable, flexible, composite reinforced modified bitumen roof flashing that incorporates two flexible polyester mats with a fiber glass scrim core and an elastomeric base material consisting of SBS rubber and a high quality asphalt. The product has a black or white ceramic coated granule surfacing that protects the underlying modified bitumen from harmful ultraviolet light. DynaFlex is designed for use in both BUR and Modified Bitumen Roofing systems, as a base flashing material. DynaFlex is available in rolls 36" x 25' (75 sq. ft.), 18" x 25' (37.5 sq. ft.), 12" x 25' (25 sq. ft.). ' GlasBase complies with ASTM D 4601 Type II at all manufacturing locations except on the west coast. The west coast production facility utilizes a unique fiber glass mat to aid in the reduction of wrinkles of the base felt In nailed specifications. This mat does not enable the product to comply with the cross machine direction tensile strength requirements of the ASTM specification. 11 the ASTM specification must be met on the west coast. Manville must be notified at the time the order Is placed to be able to comply with the request. 11 • l)c ^r• =t SP) GlasKap k a mineral surfaced, asphalt coated, fiber glass cap sheet for use in hot applied built -up roofing systems. It is composed of a Schuller fiber glass mat with a high quality filled coating asphalt and a white ceramic - coated ranule surfacing on the side to be exposed to the weather. GlasKap is used as the uppermost finish ply in a variety of built -up roofing systems. The ceramic - coated granule surfaced sheet provides protection to the underlying bitumen and membrane, as well as the benefit of a reflective surface when white granules are used. When installing GlasKap, it is important that the mopping asphalt be at the appropriate temperature: 20 °F above the asphalt's EVT is recommended. Physical Properties.... s: • GlasKap meets the requirements of ASTM D 3909. Average Mass Per Roll, Exclusive of Wrapping and Packaging Material (min.) lb (kg): No Selvage 69.0 (31.3) 2 in. (51 mm) Selvage 68.0 (30.8) 4 in. (102 mm) Selvage 70.0 (31.8) Mass Per Unit Area of Granule Surfaced Sheet (min.) lbs. /100 ft (g /m 63.2 (3085) Mass Per Unit Area of Desaturated Glass Felt (min.) lbs. /100 ft (g /m 1.7 (83) Mass Per Unit Area of Mineral Matter Passing a 0.132 in. (3.35 mm) (No. 6) Sieve and Retained on a 212 pm (No.70) Sieve (min.) lbs. /100 ft2 (g /m 24.0 (1172) Mass of Mineral Matter Passing a 212 pm (No. 70) Sieve Based on the Mass of the Coating Asphalt and the Mineral Matter Passing the 212 pm (No. 70) Sieve (max.) 55% Moisture at Time of Manufacture (max.) 1.0% GlasKap is classified by Underwriters Laboratories as a Type G -2 Coated Cap Sheet. See the UL Roofing Materials and Systems Directory for acceptable Class A, 8 or C roof constructions employing GlasKap. Factory Mutual has approved the use of this product in numerous constructions. Refer to the current edition of the FM Approval Guide for details. • Low moisture absorption, excellent dimensional stability and resistance to rot makes it an ideal replacement for organic cap sheets • When white granules are requested, the reflective surface can provide energy savings • Low maintenance compared to roofs that use coatings • Should the roof be damaged, repairs are easy to make Roll size 1 square (9.29 m Roll weight 79 lbs. (35.8 kg) Roll length 36' (11 m) Roll width 36" (0.92 m) Refer to the Material Safety Data Sheet and Product Label prior to using this product. For an identical copy of this data sheet, ask for BU -1130. GlasPly Premier is a specially constructed, asphalt - coated, fiber gloss ply felt for use in hot applied built -up and modified bitumen roofing systems. It is produced by first impregnating a special high strength Schuller fiber glass mat with a quality asphalt. Next, it is treated with a unique liquid parting agent that eliminates sticking when the felt is unrolled. Before the product is wound into rolls, it is imprinted with laying lines on the top surface so the roofing mechanic can install the felt with the proper exposure and provide the correct number of plies. I1. GlasPly Premier is intended for use as an integral part of any built -up or modified bitumen roofing system, over nailable and non - nailable roof decks and over approved types of roof insulation. When installed over nailable decks, a fiber glass base sheet, such as Schuller GlasBaseTM, is typically used as the first ply and is usually mechanically fastened to the deck. Subsequently, layers of GlasPly Premier are set in hot asphalt to "build -up" the applicable number of plies. Non - nailable decks and approved insulations usually have multiple layers of GlasPly Premier adhered directly to them with hot asphalt. GlasPly Premier has good flexibility, conformability, and superior strength in both the machine and cross machine directions. "Brooming -in" is not necessary, but use of a squeegee on GlasPly Premier after laying in hot asphalt will help ensure full contact is made with the bitumen. Refer to the Material Safety Data Sheet and Product Label prior to using this product. For an identical copy of this data sheet, ask for BU.1136. 3 -11 Physical Properties GlasPly Premier meets the requirements of ASTM D 2178, Type VI. Breaking Strength (min.) lbf/in. (kN /m) Longitudinal (With the Fiber Grain) Transverse (Across the Fiber Grain) Pliability, 13 mm ( In) Radius Bend Net Dry Mass of Asphalt- impregnated Glass Felt (min.) lbs. /100 ft (g /m Average of All Rolls 7.0 (342) Individual Rolls 6.0 (293) Moisture at Time of Manufacture (max.) 1.0% Mass of Desaturated Glass Felt (min.) lbs. /100 ft (g /m 1.9 (93) Bituminous Saturant (Asphalt) (min.) lbs. /100 ft (g /m 3.0 (146) Ash 70 -88% Parting Agent and Stabilizer (max.) lbs. /100 ft2 (g /m 60.0 (10.5) 60.0 (10.5) No Failures 3.0 (146) GlasPly Premier is classified by Underwriters Laboratories as a Type G -2 Coated Cap Sheet. See the UL Roofing Materials and Systems Directory for acceptable Class A, B or C roof constructions employing GlasPly Premier. Factory Mutual has approved the use of this product in numerous constructions. Refer to the current edition of the FM Approval Guide for details. • High tensile strength resists splitting that can be caused by roof top stresses • low moisture absorption, excellent dimensional stability and resistance to rot makes it an ideal replacement for organic felt • Easy to handle, lays flat, minimizes workmanship related problems • Flexibility and conformability minimizes fishmouths, Roll size 5 squares (46.5 m Roll weight 42 lbs. (19.1 kg) Roll length 180' (54.9 m) Roll width 36" (0.92 m) UltraGard Isocyanurate Roof Insulation tlrtcrt i UltraGard is a high thermal roof insulation board consisting of a core of rigid, closed -cell, polyisocyanurate foam, faced with a universal, black, fiber glass reinforced mat. Applicntir UltraGard provides high thermal insulation values in built -up, modi- fied bitumen and single ply roofing systems for both new construc- tion and reroofing. It may be applied using hot asphalt and /or mechanical fasteners. The facer is compatible with BUR, modified bitumen and most single ply roofing membrane applications. UltraGard is available in 48" x 48" (1.22 m x 1.22 m) and 48" x 96" (1.22 m x 2.44 m) boards with thicknesses from 1 " (25 mm) to 4.1" (105 mm). Advantages Membrane Compatibility. The universal facer used on UltraGard is suited for hot BUR and modified bitumen systems and is also compatible with mechanically attached, ballasted and fully adhered EPDM rubber and other single ply roofing membrane sys- tems. Thermal Volans The thermal values of UltraGard were determined in accordance with the PIMA Technical Bulletin 101 (RIC /TIMA Technical Bulletin 281 -1) using ASTM C 518. Recent investigations have indicated that reduction in foam thermal performance will continue to occur after the PIMA (RIC /TIMA) six - month conditioning period. The ultimate R -value of these products will depend on individual installation circumstances. �d!'r rs': For Built -Up, Modified Bitumen and Single Ply Roofing Systems When calculating the anticipated thermal performance over the expected life of these products, Schuller suggests the use of an R -value of 5.56 per inch of foam thickness (0.98 m • °C /W). UltraGard Thermal Values Desig- C -Value (Conductance) R -Value (Resistance) Thickness' nation BTU /(hr•ft'•°F) W /m'•'C (hr•ft'•'F) /BTU m'et /W (in) (mm) C -17 .167 .95 6.0 1.05 1.0 25 C-12 .12 .68 8.3 1.47 1.3 33 C -11 .11 .62 9.1 1.60 1.4 36 C•04 .04 .23 25.0 C -036 .036 .20 28.0 4.40 2.3 58 2.7 -2.8 69.71) 2.9-3.0 74-76 3.3 -3.4 84.86 4.89 3.8 97 C -033 .033 .19 30.0 5.34 3.9.4.099.102_ • Nominal thickness of material depends on the manufacturing location and will vary within the given range. MANUFACTURED WITH HCFCs (HYDROCHLORO- FLUOROCARBONS) UltraGard is produced with chemicals currently accepted as replacements in the CFC phase -out process, chemicals that significantly reduce the ozone depletion potential. All UltraGard products are manufactured with 141b blowing agents using only HCFCs (hydrochlorofluorocarbons). UltraGard is in compliance with EPA requirements governing all materials produced after May 15, 1993. UltraGard meets the standards of the Clean Air Act Amendments of 1990. Taperer! UltraCnr•rt Tapered UltraGard is the high thermal product of choice for provid- ing positive slope to drain on both new and reroof construction. It is available in 48" x 48" (1.22 m x 1.22 m) boards, tapered to %" or V," per foot (10.4 or 20.8 mm /m). For more information on Schuller tapered systems, refer to page 11 -15. Applicable Standarrtts UltraGard has been rated in Factory Mutual fire and wind - resistant systems for BUR, single ply and modified bitumen constructions. This testing is specific to the roof deck, insulation, fastener, fastener pattern and the membrane. Space limitations preclude listing all approved combinations. For current information on Schuller FM approved systems, contact a Schuller Technical Service Specialist, Schuller Sales Representative or consult the current FM Approval Guide. UltraGard lsocyanurate Roof Insulation inu mEnErg R oof IMSVI� UltraGard is classified by Underwriters Laboratories, Inc. and is approved insulation for numerous Class A roof constructions. Contact Schuller for details regarding specific approvals. UltraGard is also listed by Underwriters Laboratories, Inc. for use in Construction Numbers 76, 120, 123, and 192. See the current UL Roofing Materials and Systems Directory. Ul Fire - Rated Assemblies UltraGard is listed by Underwriters Laboratories, Inc. for use in fire rated assembly design numbers P225, P230, P232, P259, P263, P508, P510, P514, P701, P710, P713, P717, P718, P719, P720, P722, P723, P724, P727, P728, P729, P730, P801, P814, P815, P817, P818, and P819. See the current UL Fire Resistance Directory. Other Approvals UltraGard has been approved by numerous municipalities includ- ing Dade County, FL. UltraGard also meets the requirements of BOCA, ICBO, SBBCI and others. Please contact a Schuller Technical Service Representative for details. Because this insulation complies with both FM 4450 and 4470, when tested in roof membrane assemblies, and is listed as a FM Class I roof insulation, there is no requirement for the "'h" (13 mm) gypsum wallboard or equivalent thermal barrier," when applied in roofing applications to meet code requirements (e.g., SBCCI, BOCA, ICBO, etc.). The local code official does have final discretion for approval of roof assemblies. Fire rated roof- ceiling assemblies ( "P" designs) may require the use of a thermal barrier. Federal Specifircrtions UltraGard meets the physical property requirements specified in Federal Specification HH- I- 1972/Gen and HH•1 1972/2. For Built -Up, Modified Bitumen and Single Ply Roofing Systems Technical Data Physical Properties Water Absorption, % by Volume - 2 hrs. 1.0 max. ASTM C 209 Dimensional Stability Change 7days @158°F (70 °C), 90.100% RH Lengthwise <2% Crosswise <2% Compression Resistance, 10% Consolidation -psi (kPa) Flame Spread (foam core) For use over Metal Pecks The minimum thicknesses of UltraGard insulation over metal decks are as follows: Width of Rib Up to 2'/2" (64 mm) Up to 3%" (92 mm) Opening Maximum Maximum Thickness of Insulation (Minimum) 1.0" (25 mm) Test Values Method 20 (138) nom. ASTM D 1621 25 max. ASTM E 84 1.3" (33 mm) ASTM D 2126 Avoid concentrating loads on insulation. Minimum bearing on flat surface: 2" (51 mm). Fesco Board Roof Insulation ® Fesco Board is a homogeneous board, composed of expanded perlite, a volcanic ore, blended with selected binders and fibers. The perlite particles are subjected to intense heat which causes them to expand approximately fifteen times their original size. The result - ing glass -like beads contain air cells which provide high insulating efficiency. The top surface of Fesco Board is sealed with Top -Loc° coating to ensure positive adhesion of a built -up or modified bitumen membrane. The minimum recycled content is 25% by weight. Application Fesco Board is a rigid, thermal roof insulation for use in built -up, modified bitumen and some single ply roofing systems. It may be applied using hot bitumen and /or mechanical fasteners. Sizes Fesco Board is available in 24" x 48" (0.61 m x 1.22 m) and 48" x 48" (1.22 m x 1.22 m) boards in standard thicknesses of Y.", 1", l'/2" and 2" (19 mm, 25 mm, 38 mm and 51 mm). Other sizes are available on request. Advnntayes Fesco Board complies with Environmental Protection Agency Regulation 40 CFR Part 248, Guideline for Federal Procurement of Building Insulation Products Containing Recovered Materials, as a recycled product approved for use on any project using federal funds. Strength and Durability. When applied over rigid decks, Fesco Board's high laminar tensile strength resists damage from on- the -job and maintenance traffic, offers an excellent substrate for all roofing membranes, and effectively bridges flute openings in metal decks. Roof - Insulations'- /'f �y i •...:�� [ For Built -Up, Modified Bitumen and Single Ply Roofing Systems Dimensional Stability. Because of its perlite composition and low water absorption rates, Fesco Board is dimensionally stable over a wide range of weather conditions. Fire Resistance. Fesco Board has excellent fire resistance and is approved for use in FM and UL approved constructions. Mopping Surface. Fesco Board provides an excellent base to receive a built -up or modified bitumen membrane. It has excellent compatibility with hot bitumen. Good Adhesion. The top surface of Fesco Board is sealed with Top -Loc coating to control the penetration of mopping bitumen, helping to ensure proper adhesion of the roofing membrane. Stable R- Value. Fesco Board has a stable R -value because it is composed of inorganic and fibrous materials. resco Board Thermal Values C -Value (Conductance) BTU /(heft'• °F) W /m'• °C *0.48 2.73 0.36 2.04 0.24 1.36 R -Value (Resistance) Thickness (heft'• °F) /BTU m'• °C /W (in) (mm) 2.08 .37 Y. 19 2.78 .49 1 25 4.17 .74 1Y2 38 0.18 1.02 5.56 .98 2 51 Tapered resca noar.l Tapered Fesco Board is the low thermal product of choice for providing positive slope to drain on both new and reroof construc- tion. It is available in 24" X 48" (0.61 m x 1.22 m) or 48" X 48" (1.22 m x 1.22 m) boards, custom cut and tapered to Ye",' /a', %,", or' Y:" per foot (10.4, 15.6, 20.8, or 41.6 mm /m) slope, depending on the need. For more information on Schuller tapered systems, refer to page 11 -15. Applicable Standards Fesco Board complies with the material requirements of ASTM C 728. Fesco Board has been rated in Factory Mutual fire and wind- resis- tant systems for BUR, single ply and modified bitumen constructions. This testing is specific to the roof deck, insulation, fastener, fastener pattern and the membrane. Space limitations preclude listing all approved combinations. For current information on Schuller FM approved systems, contact a Schuller Technical Service Specialist, Schuller Sales Representative or consult the current FM Approval Guide. Fesco Board conforms to Underwriters Laboratories, Inc. Fire Hazard Classification, as a Roof Deck Construction Material (inter- nal fire exposure) for use in Construction Numbers 1, 2, 156, 157, 158, and 374, and as a Built-Up Roof Covering Material (external fire). See the current UL Roofing Materials and Systems Directory. Material will have UL labels only when requested on the order. Fesco Board Roof Insulation ® Fesco Board is classified by Underwriters Laboratories, Inc. and is approved insulation for numerous Class A roof constructions. Contact a Schuller Technical Service Specialist for details regarding specific approvals. Other Approvals Fesco Board has been approved by numerous municipalities includ- ing Dade County, FL. Fesco Board also meets the requirements of BOCA, ICBO, SBBCI and others. Please contact a Schuller Technical Service Specialist for details. Technical Data Physical Properties Water Absorption, % by Volume - 2 hrs. Compression Resistance 5% Consolidation —psi (kPa) 10% Consolidation —psi (kPa) Laminar Tensile Strength—psi (kPa) Thermal Conductance (C) BTU /(hr • ft' • °F) [nominal 11 (W /m' • °C [nominal 25 mm)) Flexural Strength —psi (kPa) Product Density —pcf (kg /m') Dimensional Stability Width of Rib Up to 1" Opening (25 mm) Maximum Thickness of W (19 mm) Insulation (Minimum) Test Values Method 1.5 max. ASTM C 209 20 (138) ASTM C 165 35 (241) 4 (2Z6) min. ASTM C 209 0.36 ASTM C 177 (2.04) ASTM C 177 40 (276) min. ASTM C 203 9 (144) min. ASTM C 209 0.5% ASTM C 209 For use aver Metal Decks The minimum thicknesses of Fesco insulation over metal decks are as follows: Narrow Intermediate Wide Up to 1'/," (44 mm) Maximum 1" (25 mm) Upto2 (64 mm) Maximum 1W (38 mm) Avoid concentrating loads on insulation. Minimum bearing on flat surface: 2" (51 mm). that,' II. Yi For Built -Up, Modified Bitumen and Single Ply Roofing Systems VI. Roof /Ceilincj Assembly Approval.: P001 P201 P004 P206 P210 P211 P224 P225 P230 P232 P237 P238 P250 P254 P259 P263 P404 P701 P801 P904 P708 P803 P909 P502 P710 P805 P912 P508 P713 P810 P915 P510 P718 P814 P514 P720 P815 P723 P817 P729 P818 IA. Fire -Rated Assemblies Fesco Board is also listed by Underwriters Laboratories, Inc. for use in fire -rated assembly design numbers as shown in chart below. See current UL Fire Resistance Directory. Tapered Fesco Board ® Tapered UltraGurd Roof I11-'•1lIatton Fe5Cant Pius Cant Strip ® Pmdi." -? (Tt Tapered Fesco Board Tapered Fesco uses only Schuller Fesco Board, a perlite- based, ther- mal roof insulation designed for use over nailable, non - nailable or metal roof decks. It is especially adaptable to reroofing applica- tions, where both improved thermal insulation and positive drainage must be achieved. Tapered Fesco is supplied in 24" x 48" (0.61 m x 1.22 m) or 48" x 48" (1.22 m x 1.22 m) boards, custom cut and tapered to '6 ", '' /e ", %." or 'h" per foot (5.2, 10.4, 20.8, or 41.6 mm /m) slope depend- ing on the need. Custom sizes are available. Tapered Fesco Board complies with Environmental Protection Agency Regulation 40 CFR Part 248, "Guideline for Federal Procurement of Building Insulation Products Containing Recovered Materials ", as a recycled product approved for use on any project using federal funds. Tnpere 'Mu .rr=nrd Roof Msuluti' ,t Tapered UltraGard is a high thermal roof insulation board consist- ing of a core of rigid, closed -cell, polyisocyanurate foam, faced with a universal, black, fiber glass reinforced mat. Tapered UltraGard is available in 48" x 48" (1.22 m x 1.22 m) boards, tapered to %" or 'A" per foot (10.4 or 20.8 mm /m). MANUFACTURED WITH HCFCs (HYDROCHLORO- FLUOROCARBONS) Tapered UltraGard is produced with chemicals currently accepted as replacements in the CFC phase- out process, chemicals that significantly reduce the ozone depletion potential. All UltraGard products are manufactured with 141b blowing agents using only HCFCs (hydrochlorofluorocarbons). Tapered UltraGard is in compliance with EPA requirements governing all materials produced after May 15, 1993. UltraGard meets the standards of the Clean Air Act Amendments of 1990. 4'4' (20.8 mm /m) Tapered UltraGard Systems %2 -1'1 1'1.2'1: 2%x31: Product Thickness Product Thickness (in) (mm) 13 -38 38 -64 64 -89 TDC TAPERED DESIGN CENTER Tapered Ulli a(. nrr l Thermal Values ' /:' (10.4 mm /m) Tapered UltraGard Systems Average R- Value• (hr•k'• (in) (mm) BTU ''1.1 13 -25 4.5 l -1 %z 25 -38 7.5 11/2-2 38 -51 12.2 2 -21/2 51 -64 16.0 2'/: -3 64 -76 20.0 3-31/2 76 -89 23.7 3V3-4 89 -102 27.7 Average R- Value* (hr•ft'• °F) m'•°C BTU W 6.0 1.06 14.3 2.52 21.6 3.81 Average Thickness m'• °C W (in) (mm) 0.79 '/, 19 1.32 11/2 32 2.15 1' /. 44 2.82 2'/1 57 3.52 2'/. 70 4.18 3'h 83 4.88 3 95 Average Thickness (in) (mm) 1 25 2 51 3 76 1 -2 25 -51 10.0 1.76 1'' 38 2 -3 51 -76 18.0 3.17 21/2 64 3 -4 76 -102 26.0 4.58 31/2 89 'The R- values for this product were determined by ASTM C 518 in accordance with the six-month conditioning procedure outlined in PIMA Technical Bulletin,101 (RIC /TIMA Technical Bulletin 281.1). Recent investigations have indicated that reduction in foam thermal performance will continue to occur after the PIMA (RIC /TIMA) six - month conditioning period. The ultimate R -value of these products will depend on individual installation circumstances. When calculat- ing the anticipated thermal performance over the expected life of these products, Schuller suggests the use of an R -value of 5.56 per inch of foam thickness (0.98 m' • °C /W). Note: FM and UL rated systems must be a minimum of 11/2" (38 mm) thick. Tapered Fesco Board Tapered llltraGard Roof Insa!lotion Fes Cant Phu, Cant Strip ® FosCant Plus rant Strip Schuller can also supply fire- resistant FesCant Plus Cant Strip, as well as Tapered Edge Strip, in standard and custom -cut sizes to meet special needs. Both are made of Schuller Cant Board, a high den- sity, laminated board made of high - strength fibers and expanded perlite. Because of the perlite content, FesCant Plus Cant Strip and Tapered Edge Strip offer far greater fire resistance than conventional wood fiber materials. This feature is important to all roofs, but espe- cially applicable to torch - applied modified bitumen systems. FesCant Plus Cant Strip complies with Environmental Protection Agency Regulation 40 CFR Part 248, "Guideline for Federal Procurement of Building Insulation Products Containing Recovered Materials", as a recycled product approved For use on any project using federal funds. FesCant Plus Cant Strip (right) extinguishes while wood fiber cant strip still smolders after 10 minutes. Schuller Tapered Design Center Program Services The importance of providing a roof with positive slope to drain is well documented. Schuller's Tapered Fesco Board and Tapered UltraGard provides the roofing system designer, specifier or contrac- tor with a means of creating positive slope in any building structure. Schuller has a comprehensive program to provide custom designs and takeoffs tailored to the needs of each individual project. For detailed information, call the Schuller Tapered Design Center at (800) 545 -8715. Typical Drainage Layouts Interior Drains Exterior Drains with Scuppers t 1 Interior Drains Scupper Note: Always provide a minimum of two drains per drainage area when Interior drainage Is used. .11-16i TDC TAPERED DESIGN CENTER 1. Individualized Design Service. The Schuller Tapered Design Center will work closely with the archi- tect, designer or contractor to prepare a design or plan to achieve positive slope, including crickets, for both new and reroofing appli- cations, with special attention given to complicated older roof problems. This plan, developed From a "walk - through" or from your roof drawings, can then be incorporated into your bid documents. 2. Total System Specification Service. A Schuller Tapered Design Center Specialist can also incorporate the drainage system plan into an overall specification for the com- plete roofing system package— whether it be a Schuller built -up, modified bitumen or single ply roofing system. 3. Fully- Guaranteed Systems. Schuller Tapered Design Center uses only genuine Schuller job - proven Tapered Fesco Board and Tapered UltraGard. The tapered insulation drainage system can qualify for inclusion in the Schuller roof guarantee program which covers the performance of the entire Schuller roofing system package with up to 20 year, No- Dollar- Limit protection on both materials and workmanship. 4. Top - Quality, Job - Tapered Product. The Schuller Tapered Design Center will supply genuine Schuller Tapered UltraGard in 'Is" and %" (10.4 and 20.8 mm /m) tapers and Fesco Board tapered in a variety of standard designs and shapes to provide %s ", '/a ", h' or %" per foot (10.4, 15.6, 20.8, or 41.6 mm /m) slopes plus custom-cut and custom-tapered sizes to fit the needs of cricket systems and special applications. 5. A Partnership Working for You. By using the services of the Schuller Tapered Design Center, you will gain from personalized, individualized service. Their expertise is backed by the full resources of a company that has been solving roofing problems for well over 135 years. Contact the Schuller Tapered Design Center the next time you need a design or plan to achieve positive drainage in your roofing system. Call (800) 545-8715. • ' . • ,, tY .w(P'j ',;1/4"e, �Ol: 'R UltraFast Fasteners t)escr iptiort A premium, No. 12, hexhead roof insulation fastener coated with ClimaSeal for superior corrosion resistance. UltraFast is required to be used, with UltraFast Locking Plastic Plates or UltraFast Galvalume Metal Plates, on all Schuller guaranteed systems using insulation over metal decks. Advantages Faster Application. Hex washer head provides positive bit engagement for faster driveability. The X -point drills consistently through 18 gauge (1.2 mm) metal decks and also significantly increases drilling speed. Longer Life. ClimaSeal coating exceeds the FM 4470 require- ments for cycles of corrosion testing by 100 %. Accurate Fastener Installation. Hex washer head provides positive bit engagement providing straight drilling consistency, Sixes' Insulation Range (fop or Bottom Flange) Screw Length 1 34" (41 mm) 2Y. "(57mm) 2 %" (73 mm) 3Y. "(83mm) 3 34" (95 mm) mm) 5" (127 mm) 6 "(152 mm) 7" (178 mm) 8" (203 mm) 4W to 7'h" (108 to 191 mm) 41/4" to 6" (108 to 152 mm) 10' mm) 61/4" to 91/4" (159 to 241 mm) 61/4" to 8" (159 to 203 mm) 12" (305 mm) 8%" to 111/4" (210 to 292 mm) 81/4" to 10" (210 to 254 mm) 14" (356 mm) 101/4" to 13W (260 to 343 mm) l0'/." to 12'1260 to 305mm) , ' FM requires (asterism to penetrate a minimum of i " (13 mm) through on approved steel deck. Insulation Range (Top Flange) h "Io11 "(13to29mm) '4" to 13S" (1310 44 mm) 1 "to 234" (25 to60mm) I" to 21/4" (25 to 70 mm) 1' to 31/4" (25 to 83 mm) 114" to 3%" (Al to 98 mm)) 2'4 "to41/4"(57toll4mm) 3Wto5%r "(83to140mm) 3W to 6'/." (83 to 159 mm) 1" to 11/4" (25 to 32 mm) 1" to 31/4" (25 to 95 mm) 114 "to2% "(Al to 60 mm) 2Y. "to3 "(57to76mm) 3W' to 4" (83 to 102 mm) 3W to 5" (83 to 127 mm) • .:j . /�. �ryf'�p'" 3• i J111 jri.��,r. • � y v :l:11r'tST'�tiat T�I. t '' = r motio_ rt u Roof Insulation Mechanical Fastening Applicable Stnurt.,. rt' UltraFast may be included in the Schuller Roofing System Guarantee when used with Schuller Roof Insulation. Schuller UltraFast is eligible For inclusion in numerous Factory Mutual and Underwriters Laboratories roofing systems. These approvals are specific to deck, insulation and membrane type. Contact a Schuller Technical Service Specialist for details. UltraFast is approved by a number of municipalities including Dade County, Florida and meets the requirements of ICBO, BOCA and SBCCI. The UltraFast Coating exceeds the corrosion resistance requirements of Factory Mutual Specification #4470, 1tltraFast Pullout ar•r111..g In Metal Thickness Gauge 22 20 18 16 mm 0.8 0.9 1.2 1.5 Pullout Pounds Force (lbf) 425 502 674 874 1 25 784 3487 1% 32 1084 4822 1% 38 1292 5747 UltraFast Ultimate Tensile Strength-2562 pounds force 111,396 N) UltraFast Ultimate Shear Strength -1229 pounds force (5,467 N) .11 Newtons (N) 1890 2233 2998 3888 Note: Test results obtained were under laboratory-controlled conditions. Appropriate safety factors should be applied to these ultimate values by the customer. In Plywood (1" [25 mm] embedment into decking) Thickness Pullout in mm Pounds Force (lbf) Newtons (N) 13 326 1450 19 544 2420 Figures based on A.C. exterior plywood, and will vary depending on the quality and type of wood. In Wood Plank Depth Pullout in mm Pounds Force (lbf) Newtons (N) CITY OF TUKWILA Id: ACTP125 Keyword: UACT Activity Table Processing Permit No: EST96 -01 Status: PENDING Fee Information Building'Fee'.(Y /N)..... Other Bldg Fee (enter $): Other Plan Rev (enter $): Building Surcharge.(Y /N)..: Calculated:Fee': Additional Fees Work w/o a Permit (Y /N).: N Inspect After Hrs (hrs).: Reinspections (hrs) Other Inspections (hrs).: Add'l Plan Review (hrs).: TOTAL, PERMIT FEE:, . C 2,9.76'.50 .00 1',934'.73 .00 4.50 .00 .00 .00 .00 .00 41915.73•'.` User: 1671 EXIST BLDG SQFT: NEW BLDG SQFT..: CONST AREA SQFT: # OF STORIES...: 05/26/98 BUILDING PERMIT Type: B -BLDG Vera: 9501 Screen: 02 4,915.73' Archive Date...: / / Microfilm Date.: / / Enter Table Screen Number: 1 or ESC =Exit Table Processing F1 =List Screens No more Table Screens 14twport '$auk Resfawfax,t 7b16$ Yeshtjuo#. fypc V"4 g31 P‘ eke', tor (meowed liglkt, *k2o41o. TO: FROM: DATE: SUBJECT: Permit Center • C City of Tukwila Department of Public Works NOTIFICATION OF UTILITY PERMIT ACTION Public Works Engineering October 8, 1998 Newport Bay Restaurant Parkway Supercenter 17920 Southcenter Pkwy Project Number: PRE97-037 Permit Number: D98-0179 Contact Person: Jeff Hammond Phone: (503) 226-0590 Sanitary Side Sewer Including Grease Interceptor 2" Permanent Water Meter JJS/tkf CF: Development File (with copy of application and plans) PW Utilities Inspector (with copy of application and plans) Finance Dept. (with copy of application) ( John W. Rants, Mayor Ross A. Earnst, P. E., Director THE FOLLOWING PUBLIC WORKS PERMITS HAVE BEEN APPROVED FOR ISSUANCE IN ACCORDANCE WITH THE PLANS APPROVED ON OCTOBER 9, 1998: PERMIT FEE 20.00 1.450.00 TOTAL: $1,470.00 Two copies of the confirmed Utility Permit Application and plans are attached for inclusion in the permit file. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433-0179 • Fax (206) 431•3665 • 2 Reid iddleton October 5, 1998 File No. 24 -98- 022 - 003 -02 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Second Submittal Newport Bay Restaurant (D98 -0179) Dear Mr. Griffin: We reviewed information for the proposed project for compliance with the structural provisions of the 1994 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. It appears the applicant has responded successfully to our previous review letter, dated July 15, 1998; therefore, we have no additional comments. Enclosed is the revised drawing set for your use. Along with the drawings, we are transmitting the structural calculations, geotechnical report, and correspondence from the architect and engineer. A copy of this letter has been forwarded to the architect, Architects Van Lom Edwards, for your convenience. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. , /6-J - ��- David B. Swanson, P.E. Project Manager v1t\ w4lanrevw\tukwila\98'4003r2.doc \wad Enclosures cc: Jeff W. Hammond, Architects Van Lom Edwards ()U. Wade A. Damey Plan Review Engineer RECEIVED CITY OF TUKWIIA OCT 051998 PERMIT CENTER Engineers • Planners. Surveyors • Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425 741 -3800 Fox: 425 741.3900 ARCHITECTS TRANSM ITTALOMEM.0 To: City of Tukwila Department of Community Development 6300 Southcenter Blvd. Tukwila, Washington 98188 Ph: (206) 431 -3672 Fax: (206) 431 -3665 Attn: Kelcie Peterson (permit Coordinator) Date 9/28/98 Job No. 9802 Re: Newport Bay Restaurant Parkway Supercenter 17920 Southcenter Parkway Tukwila, Washington 98188 X98 • oti Enclosed I am submitting (4) revised sets of construction drawings incorporating a comments. If you have any questions or need additional information please give me a call. E ry Truly Yours, By: eff W. Hammond Project Manager ARCHITECTS VAN LOM /EDWARDS AIA, P.C. Architects Van Loin Edwards, A IA, PC 34 NW First, Snite 309 Portland, OR 97209 503.226.0590 j 503.273.8639 plan review INTERFACE ENGINEERING INC. 6542 S.E. Lake Road, Milwaukie, Oregon 97222 (503) 659 -6394 FAX (503) 659 -9029 September 8, 1998 Jeff Hammond Architects Van Lom Edwards 34 Northwest First, Suite 309 Portland, OR 97209 -4002 RE: NEWPORT BAY - TUKWILA Project No. 98296 Dear Jeff: The following are our responses to comments by Joanna Spencer, Department of Public Works, City of Tukwila, dated August 4, 1998. Item 3: Proposed grease interceptor has been relocated outside the easement. See Sheet M1 Item 4: Grease interceptor has been changed to a double baffle design and changed to a 5,000 gallon capacity to comply with Appendix 'H' of the Uniform Plumbing Code. See Sheet M1. Item 5: Symbols 'W' and 'AD' have been added to the piping and symbol legend. See Sheet M1. If you have any questions or require further information, please call our office. Sincerely, Gary A. Ryberg Plumbing Systems Desi ner GAR:nlp R: \98296 \COMM \CLERICAL \9- 8GR.LTR Consulting Engineers 00 ' „ \ c Other Offices: Salem, Oregon (503) 364 -5354 Kirkland, Washington (206) 820-1542 August 6, 1998 Jeff Hammond 34 NW First Avenue, Suite 309 Portland, OR 97209 Dear Mr. Hammond: SUBJECT: CORRECTION LETTER #1 Development Permit Application Number D98 -0179 Newport Bay Restaurant 17920 Southcenter Py 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 review comments from the Public Works Department. At this time the Building Department, Fire Department and Planning 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. 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. Sincerely, Brenda Holt Permit Technician Enclosures File: D98 -0179 City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 Reid iddleton July 15, 1998 File No. 24 -98- 022 - 003 -01 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal Newport Bay Restaurant (D98 -0179) Dear Mr. Griffin: We reviewed information for the proposed project for compliance 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 and Foundation 1. The geotechnical report addresses the potential for liquefaction and soil strength loss during earthquakes as required by UBC Section 1804.5. The mitigation measures identified in the geotechnical report do not appear to have been given consideration in the design of the foundation. Please clarify. 2. Welded wire mesh in the concrete patio is shown in Detail 10 /A7. Specific information should be called out or detailed on the structural drawings. Vertical RECEIVED JUL 16 1998 COMMUNITY DEVELOPMENT 3. The snow drift calculation on page R -1 does not appear to be in accordance with UBC Section 1641 (e.g., 50' < Wb < 500'). Revised calculations should be submitted for our review. 4. The total load deflection for several glu -lam beams exceed the maximum allowable deflection specified in UBC Table 16 -D. 5. Deflection calculations for the cantilevered ends of the glu -lam beams should be submitted for our review. Deflection limitations should be in accordance with UBC Table 16 -D. Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, Washington 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 C Mr. Duane Griffin, Building Official City of Tukwila July 15, 1998 File No. 24 -98- 022 - 003 -01 Page 2 6. The maximum shear stress in the glu -lam beams should not exceed the allowable shear stress in accordance with UBC Section 2306.3. Additional calculations should be submitted for our review. 7. Notched glu -lam beams are shown in Details 6 and 17/S4. Notching of lumber beams should be avoided in accordance with UBC Section 2306.2.2. Where members are notched at the ends, the provisions stated in UBC Section 2306.2.2 should be followed. 8. Calculations for the notched sloped joists shown in Details 9 and 21/S4 should be provided in accordance with UBC Section 2306.4. Lateral 9. The allowable shear values for bolts should be established in accordance with UBC Section 2336. Refer to calculation page L -3. 10. The allowable shear values for nails should be calculated in accordance with UBC Section 2340. Refer to Detail 9/S4. The drawings and calculations need to be coordinated. 11. In addition to required for the stud to sill plate connection, Detail 9/S4 indicated (12) 8d and (2) 16d nails in the bottom of the 2 x stud. Nail placement shall be sufficient to prevent unusual splitting of the wood in accordance with UBC Section 2340.4. Calculation page L -6 identifies (2) HD8A anchors installed in a 6 x 6 post. The post should be sized for the load- carrying capacity at the critical net section in accordance with UBC Section 2310.1. In addition, calculations checking localized wood crushing at the bolt holes should be submitted for our review. IN The review comments listed above should be responded in itemized letter form. We recommend the permit applicant have the Structural Engineer of Record, Walker/DiLoreto /Younie, 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, Architects Van Lom/Edwards AIA, PC, for your convenience. Please note corrections or comments made during the review process do not relieve the project applicant or designer from compliance with requirements of codes, conditions of Reid iddleton Mr. Duane Griffin, Building Official City of Tukwila July 15, 1998 File No. 24 -98- 022 - 003 -01 Page 3 approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. J.P. Thompson, P.E. Senior Engineer bjr\ wl\pl anrevw\tukwila\98\1003r1.do cc:. Mr. Jeff W. Hammond ,.......,...... Reid iddleton City of Tukwila Department of Community Development June 3, 1998 Crystal Kolke Robert Fossatti Associates 2212 Camas Circle SE Renton, WA 98055 RE: 98 -T -019 - Newport Bay. Restaurant - (D98 -0179) Dear Crystal: 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: ;. ?ermit.No'D98 0179` John W. Rants, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 June 2, 1998 Dear Mr. Hammond: Sincerely, Kelcie J. Peterson Permit Coordinator File: D98-0179 City of Tukwila Department of Community Development Mr. Jeff W. Hammond Architects Vancom/Edwards 34 Northwest First Avenue, Suite #309 Portland, Oregon 97209 SUBJECT: LETTER OF COMPLETE APPLICATION Development Permit Application Number D98-0179 Newport Bay Restaurant 17920 Southcenter Py John W. Rants, Mayor Steve Lancaster, Director This letter is to inform you that your permit application received at the City of Tukwila Permit Center on May 28, 1998, was reviewed at the June 2, 1998, plan review meeting. Your application has now been determined to be complete. Your permit has begun the plan review process, you will be notified of any required corrections or when your plan is approved. If you have any concerns or questions please contact me at the City of Tukwila Permit Center at (206) 431-3672. eLe ejv01/1 ,2 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431.3665 ARCHITECTS CST RANSM.ITTAL ❑MEMO To: Attn: By: City of Tukwila Department of Community Development 6300 Southcenter Blvd. Tukwila, Washington 98188 Ph: (206) 431 -3672 Fax: (206) 431 -3665 Kelcie Peterson (permit Coordinator) ° VS \--\----%-1— eff W. Hammond Project Manager ARCHITECTS VAN LOM /EDWARDS AIA, P.C. Architects Van Lou, Edwards, AIA,1'C 34 NW First, Suite 309 Portland, OR 97209 503.226.0590 flux 503.273.8649 Date Re: 5/27/98 Job No. 9802 Newport Bay Restaurant Parkway Supercenter 17920 Southcenter Parkway Tukwila, Washington 98188 Enclosed I am submitting the following construction documents for Commercial plan review: Completed permit application Plan review check for $1,934.73 (Based on restaurant of 7,815 s.f. and 845 s.f. patio) Full blueline sets of construction documents Full project manuals (specifications) Full sets of State of Washington Energy Calcs. Full sets of Structural Calcs. Copies of the Soils Report. If you have any questions or need additional information please give me a call. Very Truly Yours, OP IM-011 To I Pa !'es: ACTIVITY NUMBER: PROJECT NAME: Original Plan Submittal .XX Response to CorrectiOn Letter. D98 -0179 NEWPORT BAY RESTAURANT. DATE 10- 1 -98 ,. Response: to Incomplete; Letter Revision ##: After: Permit Is Issued DEPARTMENTS: Bui` lding Division Public in1 kAL Complete Comments: TUES /THURS ROUTING: Peth &pied CCt4 PLAN REVI W /ROUTINV SLIP APPROVALS OR CORRECTIONS: (ten days) Approved ` Approved with Condition WR•ROUTE.DOC 6/98 f5tZ Fire Prevention tr ctural AT I n DETERMINATION OF COMPLETENESS: (Tues, Thurs) Incomplete Please Route Routed by Staff n (if routed by staff, make copy to master file and enter into Sierra) REVIEWERS INITIALS: REVIEWERS INITIALS: CORRECTION DETERMINATION: Approved Approved with Conditions El Planning Division n4L. a Permit Coordinator DUE DATE: 10 - - 98 Not Applicable No further Review Required DUE DATE: 11 - - 98 a DATE: Not Approved (attach comments) E DATE: DUE DATE: Not Approved (attach comments) J REVIEWERS INITIALS: DATE: DEPARTMENTS: ding Division Pubj orks DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete ig Incomplete Comment: 1 O4 (or Ma\ (G - a qq. \C. TUES /THURS ROUTING: Please Route Routed by Staff REVIEWERS INITIALS: Ccrreoflwi 4P I MaUecP 23. - 6 - 915 REVIEWERS INITIALS: CORRECTION DETERMINATION: Approved ❑ Approved with Conditions ❑ REVIEWERS INITIALS: \PR•ROUTE.DOC 6/98 PLAN �R� EW / TIN P Fire Pthvention Structural ACTIVITY NUMBER: D98 - 0179 IOC Original Plan Submittal Response to Correction Letter # DATE: 5 -28 -98 PROJECT NAME: NEWPORT BAY RESTAURANT Response to Incomplete Letter Revision After Permit Is Issued (if routed by staff, make copy to master file and enter into Sierra) LIP Pla i Division Permit Coordinator • Not Applicable N Cn DATE: No further Review Required DUE DATE: 6 - - 98 DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 6 - 30 - 98 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments). DUE DATE: Not Approved (attach comments) ❑ PcJ REVISION SUBMITTAL DATE: 10 PLAN CHECK/PERMIT NUMBER: 171 b 011 PROJECT NAME: Neivpit e Fomithe• PROJECT ADDRESS: ('7 CONTACT PERSON: REVISION SUMMARY: ' 4 I - EE raevic,ED Dian.0*-16s Fore, uppm - Eb c %%At, m/ )I.4 , 1W VP F. TEtdi ` Z - 43 CE. 12E`ilevE i yN 't map -1 F02 RELociesTIOr4 or guiLb I 1.4c, Z. E IThs 4s, it y, #' ~ 6E 36 .. F b 2SAot.SE Lt '1 R FROM Imarstz FAcs taX4 1NCrrz N4 . SHEET NUMBER(S) CITY OF cUKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: CTOA NCt. tz.. PHONE: RECEIVED CV (OF TuONILA OCI a '1 1998 PERMIT CENTER Wad t sun/ CITY USE ONLY Bldg. Planning Fire Public:Works 3/19/96 Dear Sir: City of Tukwila Fire Department Fire Department Review Control #D98-0179 (512) June 10, 1998 Re: Newport Bay Restaurant - 17920 Southcenter Parkway 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) Thomas P. Keefe, Fire Chief The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) .575-4404 • Fax (206) 57$4439 City of Tukwila Fire Department Page number 2 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) Exit doors shall be openable from the inside without John W. Rants, Mayor Thomas P. Keefe, Fire Chief '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) 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. 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) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phones (206) 57S 4404 • Fax (206) 575.4439 City of Tukwila Fire Department Page number 3 the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) Obstructions, including storage, shall not be placed in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be obstructed in any manner and shall remain free of any material or matter where its presence would obstruct or render the exit hazardous. (UFC 1203) Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207.1- 1212.8) Thomas P. Keefe, Fire Chief 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 be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 1013.1) The color and design of lettering, arrows and other symbols on exit signs shall be in high contrast with their background. Words on the sign shall be block letters 6 inches in height with a stroke of not less than 3/4 inch. (UBC 1013.2) 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) John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone :: (206) .575-4404 • Fax (206) 575.4439 City of Tukwila . John W. Rants, Mayor Fire Department Thomas P. Keefe, Fire Chief Page number 4 Exit doors from a group A, E or I occupancy having an occupant load of 50 or more shall not be provided with a latch or lock unless it is panic hardware. Exits shall be illuminated any time the building is occupied with light having an intensity of not less than 1 foot candle at floor level. Fixtures required for exit illumination shall be supplied from separate sources of power for Group I, Divisions 1.1 and 1.2 occupancies and for all other occupancies where the exiting system serves an occupant load of 100 or more. (UBC 1012.1, 1012.2) Any room having an occupant load of more than 50 where fixed seats are not installed, and which is used for classroom, assembly or similar purpose, shall have the capacity of the room posted in a conspicuous place on an approved sign near the main exit from the room. Such sign shall be maintained legible by the owner or the owner's authorized agent and shall indicate the number of occupants permitted for each room use. (UFC 2501.16.1) Overcrowding and admittance of persons beyond the approved posted capacity are prohibited. (UFC 2501.16.3) Exits shall not pass through kitchens, storerooms, restrooms, closets or spaces used for similar purposes. (UBC 1003.5) When two or more exits from a story are required and when two or more exits from a room or an area are required by U.B.C. Section 3303, exit signs shall be illuminated. (UBC 1013.3) 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 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 City of Tukwila Fire Department Page number 5 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) 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) Exit doors shall be maintained in accordance with Section 1207. Exit doors shall be maintained in an operable condition. Doors installed as part of required fire assemblies shall be maintained in accordance with Section 1112. (UFC 1207.1) 3. All sprinkler system plans, calculations and the contractors Materials and Test Certificates submitted to The Tukwila Fire Prevention Bureau must be stamped with the appropriate level of competency seal. (WAC 212 -80) All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742) Sprinkler protection shall be extended to all areas where required, including all enclosed areas, below obstructions and under overhangs greater than four John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) .57.5-44 39 City of L u ila . John W. Rants, Mayor Fire Department Thomas P. Keefe, Fire Chief Page number 6 feet wide. (NFPA 13 -4- 4.1.3.2.1) All control, drain, and test connection valves shall be provided with permanently marked weather -proof metal or rigid plastic identification signs. The signs shall be secured with corrosion - resistant wire, chain or other approved means. (NFPA 13- 2 -7.3) Calculated sprinkler systems shall be designed with a 10 PSI cushion for low reservoir conditions. (City Ordinance #1742) All new underground piping shall be hydrostatically tested. Test pressure shall be not less than 200 psi for 2 hours. The amount of leakage at the joints shall not exceed 2 quarts per hour per 100 gaskets or joints. Contact Greg Villanueva, Utilities Inspector, Public Works Department, at (206) 433 -0179 to make an appointment. (NFPA 24- 8- 9.3.1, 24 -8- 9.3.2) All sprinkler systems, fire hydrant systems, standpipe systems, fire alarm systems, portable fire extinguishers, and other fire - protective or extinguishing systems or appliances shall be maintained in an operative condition at all times and shall be replaced or repaired when defective. All repairs and servicing shall be made in accordance with recognized standards. (UFC 1001.7.1) The fire department connection (FDC) shall be equipped with a 5" Storz fitting(s). (UFC 1003.1.1) Sprinkler systems shall be maintained in an operative condition at all times. Sprinkler systems and their component parts (including hose stations) shall be inspected and tested per N.F.P.A. 13, N.F.P.A. 14 and N.F.P.A. 25 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. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax• (206) 575.4439 City of Tukwila Fire Department Page number 7 When walls and ceilings are required to be of fire John W. Rants, Mayor Thomas P. Keefe, Fire Chief Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 4. An approved manual fire alarm system is required for this project. The fire alarm system shall meet the requirements of the Americans With Disabilities' Act, chapter 51 -20 WAC (Chapter 31 Accessibility), N.F.P.A. 72 and the City of Tukwila Ordinance #1742. 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) 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) 5. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 6. Required fire resistive construction, including occupancy separations, area separation walls, exterior walls due to location on property, fire resistive requirements based on type of construction, draft stop, partitions and roof coverings shall be maintained as specified in the Building Code and Fire Code and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (UFC 701) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phones (206) 575.4404 • Fax (206) 57$4439 City of Tukwila Fire Department Page number 8 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) When fire resistive floor or floor ceiling assemblies are required to prevent the vertical and horizontal spread of fire and smoke, the assembly shall be maintained. (UBC 710.2) John W. Rants, Mayor Thomas P. Keefe, Fire Chief 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) Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided with an approved turn - around area. Access shall be within 150' of all portions of the buildings. (UFC 902.2.2.1, UFC 902.2.1) 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 - Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 Page .number Yours truly, City of Tukwila John W Rants, Mayor Fire Department Thomas P. Keefe, Fly Chief The Tukwila Fire revention Bureau cc: TFD file . ncd 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. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 . Phone: (206) 5754404 • Fax' (206) 57$44139 :F625-052-000 (8/97) REGISTERED AS PROVIDED BY LAW AS CONST. CONT GENERAL •,< ,, {;RE GI'ST ti:# EXP DATE CCO1 rRBICOI *13203: 09122/19994 EFFECTIVEDATE , /23/19871 ta.c :.Y.L: ^s.,iud:+ .L..A':.KYr 4.. J.'.isa� nl...•t.: .. .. . w; R B. I. CONSTRUCTION: INC 1807 132ND NE BELLEVUE WA. 98005` Detach And Display Cenificatc