Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D99-0417 - Hot Mix Pavers - Office and Warehouse
Hot Mix Pavers, Inc. d99-0417 4400 south 131st place City of Tukwila 1, Parcel No: . 734920 -0220 Address: 4400 S 131 PL Suite No: Location: Category: NWSE Type: DEVPERM Zoning: C /LI Const Type: V -N Gas /Elec.: Units: 001 Setbacks: North: Water: 125 Wetlands: South: Sewer: TUKWILA Slopes: .N Contractor L`icense.No: SYNERC.I101J0 Permit Center Authorized Signature:_ DEVELOPMENT PERMIT Print Nam e : Fire East: Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK: Permit No: Status: Issued: Expires: Occupancy: UBC: Protection: .0 West: Streams: OCCUPANT HOT MIX PAVERS INC. Phone: 4400 , S 131 PL, TUKWILA WA 98188 OWNER DICKEY MELVIN &..PHYLLIS 14515 --5TH. PL. SO., SEATTLE WA 98168 CONTACT BRADY BARKEY '1932 FIRST AV, #616, .SEATTLE WA 98101 CONTRACTOR SYNERGY CONSTRUCTION 16818 140th AVE NE, WOODINVILLE WA 98072 kk: A A:*** k****** k*****• kk* k*** k******** k* k*k********** k****A **kk *k*Ak * *k * * * **k *'k * * *kk** Phone: (206) 431 -3670 099 -0417 .ISSUED 08/25/2000 02/21/2001 OFFICE 1997 NONE .0 ,206 -728 -4248 Permit Description: NEW MAINTENANCE /STORAGE FACILITY WITH ASSOCIATED OFFICE.;' BUILDING. PUBLIC WORKS ,ACTIVITIES INCLUDE LAND ALTERING., STORM DRAINAGE, SANITARY: SIDE SEWER, IRRIGATIOWDEDU'CT WM, LANDSCAPE 'IRRIGATION & FRONTAL, IMPROVEMETS:CURB/GUTTER/SIDEWALK, STREET WIDENING, STREET. LIGHTING AND UNDERGROUNDING ALONG 131 PLACE S. TWO COMMERCIAL DRIVEWAYS SHALL BE CONSTRUCTED ALONG PRIVATE ACCESS ROAD. TURNOVER''OF PUBLIC INFRASTRUCTURE REQUIRED. A• kk' k***** k**********• k* kk* *k ** ** * *kkkk:t ** * ** **** * * * *•k***** *** ***k *** ** **k *.A****kkk ** Construction,Valuation: $ 112,875.00 PUBLIC WORKS PERMITS:' *(Water Meter Permits Listed Separate).: Eng. Appr: jjs Curb Cut /Access / /CSS: Y Fire Loop Hydrant: Y No: Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y . Cut: 50 Fill: 150 Landscape Irrigation: Y Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: Y No: Sewer Main Extension: N Private: N Public: N Storm Drainage: Y Street Use: N Water Main Extension: N Private: N Public: N k AA* Ak kkk***** A• k* A**• k A** k* kA*• A***k kkk*** kAk*• k* k kA** kkk* • kkk ' kk * ***k *•* *k *kkkk*kkAA TOTAL DEVELOPMENT PERMIT FEES: $ 1,976.31 Ak kk kkA k* k k• A* k * *A* * *A * * * *kk *'AA *•AAA * * kk A• k**' Akkk 'kk * *'k * ** * * * *'A* * * : Ak *kkk Date: 8 Size(in): .00 I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. ?Me granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit. Signature: �s -GC • rte Date: Thiz permit ;.hall t•:ecc 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 Address: 4400 Suite: Tenant: T,y{ie: DEVPERM Parcel t:-.7349200220 CITY OF . TUKWILA Permit No: D99- 0417 Status: ISSUED Applied: .11/:18/1999 Issued: 08/25/2000 •k* k k ** *** k *** *4.* **** *,4 ** *** k* ** *A** * *k•k** * * * *** ** k k **** *•k•k * ** ** k•k*** k k**** Permit Conditions: 1. No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. Division. 2. When special inspect, ion'. Is required either the owner, architect or engineer shall notify the Tukwila. Building Division of appointment of the inspection agencies prior to the first building inspection Copies of all special inspection ,reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project n ame,,.. permit number and type of inspection being per formed J. The special inspector shall submit a final signed report stating whether the work requiring special inspection ,was,; >.. to the''be;s t`` -of the inspector's knowledge, in conformance with approved plans and specifications and the applicable workmanship: provisions of the UBI.... Any; new ceiling grid and light fixture installation is required to meet lateral bracing requirements for Seismic Zone ° 3. S'.: Partition walls attached to ceiling grid must be laterally braced if over eight (8) feet in length. 6. Engineered truss drawings and calculations shall be on site and ,available to the building inspector for inspection purposes. Documents shall hear the seal and signature of a Washington State Professional Engineer.' 7. Any insulations backing material shall have a Flame. Spread, Rating of 25 or less, and material shall bear identi- ficati on showing the fire performance rating thereof. 8. All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 9. Plumbing permits shall be obtained through the Seattle -King County Department of Public Health. Plumbing will be inspected by that agency, including all gas piping (296 -4722) . 10. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11. All wood to remain in placed concrete shall be treated wood. 12. Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be con- strued to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 13. All rack storage requires a separate permit through the City 24. of Tukwila. Structural calculations stamped by a Washington State licensed Structural Engineer are required for rack storage over eight (8) feet in height. 14. Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (248. 6630). 15. There shall be no occupancy of the building(s) until the final inspection has been completed by the Tukwila Building Inspector. 16. VENTILATION IS REQUIRED FOR ALL NEW ROOMS AND SPACES OF NEW OR EXISTING BUILDINGS IN CONFORMANCE WITH THE UNIFORM BUILDING CODE AND THE WASHINGTON STATE VENTILATION AND INDOOR. AIR QUALITY CODE, CHAPTER 51 -13 WAC. 17. All permits, inspection records, and approved plans shall be available at the job site prior to the start of any con- struction. These documents are to be "maintained and avail- able until final .inspection approval is granted. 18. All structural concrete shall be special inspected (UBC - Sec. 306(a)1): 19. "BUFFER PLANTING PLAN" THE. MONITORING BOND IN THE AMOUNT OF $20,802. AS APPROVED; BY GARY SCHULZ, URBAN ENVIRONMENTALIST, MUST BE SUBMITTED AND APPROVED BY THE CITY PLANNING DIVISION PRIOR T FINAL INSPECTION AND APPROVAL: 20 * * *x PUBLIC WORKS*** CONTRACTOR- SHALL NOTIFY PUBLIC WORKS.UTILTIY INSPECTOR MR. GREG,..VILLANUEVA @ (206)433 -01 OF COMMENCEMENT AND COMPLETION OF WORK AT LEAST 24 HOURS IN ADVANCE. KING COUNTY APPROVAL LETTER OF OIL /WATER:aEPARATOR DESIGNED FOR HOT MIX PAVERS DATED FEBRUARY 28,2000:IS ATTACHED AS PART OF. THIS PERi•1IT. APPLICANT SHALL ; FOLLOW ALL THE CONDITIONS FOR DISCHARGE OF TREATED WASTEWATER FROM PROPOSED 0/W SEPARATOR TO SANITARY SEWER INCLUDED IN ,IN, THE ABOVE LETTER. DEVELOPER SHALL FOLLOW ALL THE CONDITIONS OF THE HYDRAULIC PROJECT APPROVAL (HPA) LOG # OO- E3980 --01 ISSUED MAY 23,2000 FOR STORM DRAINAGE CONNECTION. INTO AN EXISTING SWALE.. CONTRACTOR SHALL NOTIFY MR RYAN PARTEE, TUKWILA FISHERIES BIOLOGIST, PHONE #(206)433 -0 OF THE DATE CONNECTION WILL BE MADE. 21. Any septic tanks in the area shall be pumped empty and removed or filled with sand. A copy of documentation from the business that performed the pumping shall be provided to the City Utilities Inspector. 22, Hauling over 50 cy shall require application for a Hauling Permit prior to any associated activity. 23. Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off- - site or into existing storm drainage facilities . 25. The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 26. FROM OCTOBER 1 THROUGH APRIL 30, COVER ANY SLOPES AND STOCKPILE'S THAT ARE 3H :IV OR STEEPER AND HAVE A VERTICAL RISE OF 10 , F-EET: OR ' MORE AND 'WILL BE UNWORKED FOR _GREATER THAN 12 ;HOURS DURIi!1,� E" THIS TIM PERIOD, ' COVER .O j 1ULCH OTHER DISTURBEt AREAS; IF THEY WILL . BE .UNWORKED RE THAN: `2DAYS: ACW,W COVERED MATER1AL MUST BE STOCKPILED ON SITE AT THE ,8EGINNING OF :THIS ;PERIOD. •INSPECT•AND MAINTAIN THIS `STABILIZATION.'WEEKLY AND IMMEDIATELY BEFORE, DURING AND. IMMEDIATELY FOLLOWING STORMS. • FROM'MAY. 1' :THROUGH SEPTEMBER 30, INSPECT'AND MAINTAIN TEMPORARY:CROSION.PREVENTION AND SEDIMENT AT LEAST ".MONTHLY ALL DISTURBED AREAS OF THE SITE SHALL BE PERMANENTLY STABILIZED' PRIOR TO FINAL ;CONSTRUCTIONAPPROVAL. • The City of Tukwila has an undergr ond ng `ordinance requiring the power ,: t;eleconlmuni`cations, and cable service lines be ;underground f rom the point Of ':: connection on the 'pole to the .. 'NEW: PROPOSED xS.TRUCTURE 'UNDERGROUNDING OF EXISTING -:POWER - ALONG . PROPERTY ''FRONT'AGE:;ON S" 131 'PLACE IS.., REQUIRED. APPLICANT, :SHALL COORDINATE POWER, UNDERGROUNDING:; WITH POWER COMPANY APPLICANT•';SHALL ;'PROVIDE 2 (TWO) 2," CONDUIT' FOR CITY; USE ALONG ' PL'!:FRONTAGE WITH' HANDHOLES AT EACH END AT NO COST TOI THE ` CITY The exempt ;riveter work sha11l;include a State Department: of Health' approved;' Bauble'' check; valve assembly. .THE 3DEDU+CT METER SHALL: READ :FLOW QUANTITIES IN CUBIC FEET Any inateri al pi l led onto a;ny street,shal l be cleaned 'dip. immediate :: to the :Fina) Inspect,ion - shall submit inifidITY UTILITY` INSPECTOR ''AS- ,BUILT" . PLANS. AND TURNOVER DOCUMENTS;WITH ALL APPROPRIAI'E DOCUMENTATION, FOR ANY 'PUBLIC;INFRASTRUCTURE CONSTRUCTED AS PART OF THIS PROJECT; Project Namefrenan • a. IA . I. • , . Value of Construction: , lob our) Site Address: 5 . ( Cit S ate/Zip: • • Do S. 3 . ce W' a a : ` 8 . Tax Parcel Number: Property Owner: H of Mix lavers, Inc. Phone: (206) 3 '2+ -0i6 4, Street Address: # it tats /Zl : II/2. . P; ke ins Sea tVie, Iti� e/2 Fax #: �2o '3 2 $- 4473 Contractor: yn erg Gonsfrvcti on Phone' 425)) 4 ?88f- 4 rit, Street Address . Ci St to /Zi : ) 034B 14P ,'Ye ltl� 1�c+∎d /illrill V�i9ik Fax # 4- D' 75 Architect: g on Wr�,Lt-f + A / Arch i eci Phone: u. o6 ) 7 28 - 4 2 1.8 Street Address: City State /Zip: !9 firs+ Aye 4P-61(, 'ea le WA 98101 Fax 41: (2o 6) 7 2-5 - 42 7'2. Engineer: j Porter Londe-to (truc3vrI) phone 0 .00 0Zo6) 34 3 - 046, 0 Street AddressY City State /Zip: 2 17 Pine 6 Fax #: ( 6) $$3 -S‘ I Contact Person: $rad k Ron Wrisht Phone: S a 6 ) 728 -42 Street Address: City State /Zi 1932. Fir�s�`Av (vl (o Sea1Ee_ W 781 Fax #: Z o6 ) 728 - 4-272 Description of work to be done: New M aln-}gh a el 5 fora3e f aGt ii ii w i'wl .9.55 -fe of ice bvtlding Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel Office ❑ School /College /University 51 Other Ma.,1 - I, .,1 Fac li lr Will there be a change of use? 171 yes Pt no If yes, extent of change: Existing fire protection features: sprinklers aauutoom c fire alarm none El other (specify) M ❑ � ry�, Building Square Feet: WLe 1 L / 9""' - * 6 6' sc V e l Area of Construction: Will there be storage of flammable /combustible hazardous material in the building? Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating ❑ yes ❑ no quantities & Material Safety Data Sheets , New Commercial / Addition / Multi - Family Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. 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. ❑ Channelization /Striping ❑ Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s) Est. quantity: gal Schedule: ❑ Miscellaneous Data : '!icali CITY OF V IKWILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 ted: • PLEASE SIGN BACK OF APPLICATION FORM NCPERM1T.DOC 1/29/97 APPLICANT. REQUEST FOR PUBLIC .WORKS SITE/CIVIL:PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public. Works Department); ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): Date apSon ex19 fay - 2000 Appllcnals) BU/L'O ffJ N ORR AUTH E GEN .. �nwrtr 1 V.. r Signature: d� ti _,, _, / Date: 2A/1-et 9�% Print name: ) .Phone 4/. Fax #: Address: A/C 3. ` f�7��, V_ City /State /Zip: ALL NEW COMMERCIAL/ADDITION /MU t AMILY PERMIT APPLICATIONS MUS SUBMITTED WITH THE FOLLOWING: T r .l � ss � AVV14131 STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL SN '' EER ' • ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Copy of recorded Legal Description from King County ❑ ❑ Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433- 0179 for servicing district. ❑ ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433 -0179 for servicing district. ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change, in the amount of plumbing fixtures (Form H =13). Business Declaration required (Form H -10). • Five (5) sets of working drawings, which include : ' ❑ ❑ Site Plan 1. North arrow and scale. 2. Existing and proposed utilities and existing hydrant location(s). 3. ' Property lines, dimensions; setbacks; names of adjacent roads, any proposed or existing easements. 4. Parking Analysis-of existing and proposed capacity; proposed stalls with dimensions. 5. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dump - ster recycling screening. - 6. Location and screening of outdoor storage. 7. Limits of clearing /grading with existing & proposed topography at 2' intervals extending 5' beyond property's boundaries, erosion control measures & three buffer protection measures. 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC 18.45.040). 9. Identify location and size of existing trees, note by' size and species those to be maintained and those to be removed. 10. Landscape plan with irrigation: ''Existing trees to be saved by size and species. Proposed: Include size, species, location and spacing. Location of service areas and vault with proposed screening. ' 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 12. Lowest finished floor elevation (if flood control zone permit required). 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. 14. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). ❑ ❑ Vicinity Map showing location of site ❑ ❑ Building Elevations (Include dimensions of all building facades and major architectural elements) ❑ ❑ Mechanical Drawings ❑ ❑ Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) ❑ ❑ Architectural drawings ❑ ❑ Specifications (if separate document) ❑ ❑ Structural Calculations ❑ ❑ Sprinkler structural calculations indicating load of water - filled sprinkler piping ❑ ❑ Height Analysis ❑ ❑ Soils Report stamped by Washington State licensed Geotechnical Engineer ❑ ❑ Topographical and Boundary Survey ❑ ❑ Tree Coverage Analysis (Multifamily only ) ❑ ❑ Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 ❑ ❑ Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Pub- lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent if the applicant Is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF STA OF WASHIIIhGTON, AND I AM AUTHORIZ TO APPLY FJOR THIS PERMIT. NCPERMIT.DOC 1/29/97. E 77C- * *r4 * * *S dr ** * * **f: *S' *.e4' Air*4*A*1•d * ** * * * * *i *S � .AAA*4t * * ** ** * * ' 1I:i ry ar Tu1;WILI3, w1) : 99_ QLi �t •RA SMMI A *A �4_ *%4 *of ** • A�4. **•,k� * * ** 4 A * •i•A * i4** ;i•.RANSMIr Nuntbe'i ": R`�800347 Amraunt: ».301.4.9 08/25/00:19 Pymt:rit Meth 'd:.; CHCC,K 'i'Ea;t6tiurin' HOT Ml'... PAVERS Int it 4..WER P nit Na 099-0417 Type: OE:VPERM DEVELOPMENT PERMIT Parcel No: 734920-0220 Site Address: 4400 S 1.31. PL. Tota'I Fe is 3.191.'31 T h i s 'Payment' 2,301..49 . Total F1L.L. Pmts: 3,191.31 Balance: .00 ,4*j4 *** * * *. **A* 1*A. *.1 st * * •k *kz1 *e4*a4 *44 **4**4 * *4 * *+ 4-4$k** 1 *o,%• .A.o * *• 'I)pyi.ription BUILDING -• MGPJRES PLAN CHECK • NONRE S PL' N CHECK :-.UTILITY STATE BUILDING SURCHARGE.. INSP.. FEE - UTILITY INS(' FEE FLH /1_:t /WMI: INSP FEE STORM DRAIN INSP Dirk: 8ME /SSS 1•RRf F1c MITIGATION FEES L.ANI) ALTERING PEJ1IIIT FE LAND ALTERING PLAN CHECK :17.50' Account Cole 000 /322.100 000/3 000/345.830 000/386.904 000/342.400 401/342.400 412/342.400 402/342.400 104.367.120 000/322.100 000/345.830 Amount 176.72 693.2E 40.00 4.50 1;.00. 30.00 15.00 20.00 1,2J5.00 54.50 ..y-** -*- - ..*:., - * -- '4.k;.:*" :.-*. '4, - , , ,7;i. * *4. ,1/44' tb;.,. - 4,.:,■ . :, - ,.., - * - .*:•4,- ,. i'v*..* L k * *..* .1 ic ir 1;'* 4.. 't -'-' ' :' , ., . ... 1 .'Y'''''.0 F:'' K W.tLf.):',:::::' ..9;::: 0 41:17 . . : .. ' '....: ' : .':',.....':.::::: H'' ' ':.:', '.'.......'•::„'..t' 11 i311.LL:t 1 'Ik 4,.; it....h:**::*,A4.*:4c,A * ,*.iv,k *.ii,A 'iv.* kt *11/4 , 4..* *.* **.** *.*,\ .k.ic 4.,,k - it:* 4, ,i ikjk..): * 0; ik.i‘ * .1v4;.!..-:, .....:..i,.. ' ,.,:, .1` ti.14ti, : ', : : ' ' . 1i,t . ',iiii it...',: 441.94 , : 6'i•ii 0: 1.1'.0 t.',.,:-:.'..- .. '•• :.. , ......:i..: .., 138.9 ,. 13 :.2 '':1:i.).113;;:ii;i;i :P Et,9 ntii F 1 ti :t h - t ) 0 . . . - . . ? , : , - t 1 1 . ± E C , tt:.. ..: i ' ; c i t ir .t.,'. i a n : .1.1 0 i . . . . . m i . - . . • . . . F ) k v E R s . ' , - -. . . . . . . - , I ei i ty: W E •„ ••• •••,, •• •••••. •••••• •••• ••■ ■•-•• ••• ••• •••• •••• •••., ••• ••■•• ••■• •••• ••••• •••••••• •••• ••••• . • f)er'm Ty'pe ECIPE:P. iti DEVEL.fil ( tri T.:T , • Pii j.4 —02.20 ". it 4490 11 133:: • - . • , 089 L .:82 Tot 1 . ALL. Pint EiFj9 l3i1 arice: : 074-49 ******* irt't it lt,*“.k * ti ir;A. Irk 'it .k.k.k. t‘ **A* *iri*it. ACC:Q(11'1i Cud 1 pti or, , 000/322 100 BUIL.01440 . .NUNFIES 089-02 • . • •• ••• •••• • ■• • # .. • .. • • ■... , , ... ..... ..•• • •• . **. !VP me P. • • •••• • • • 40 .14 ■•■ 11••• . . O. .. ...., , . ,... , • ' : t •••••• .. II, •••• • • ••• . • , . , . , , • , . 093611/19 9717 • ift TOTAL 809.82 Pr 'ect: , /,'1/41 ' Type Inspecti n: 1 1"7 M X P4. Address: 1 -1 1 -" /3/ :/ ,a,t/Of Special instructions: t --RT - C —. # ate want l ed; z el D (Pi --q . . Re li c..... P 45C - 7.5 /tio7 'a INSPECTION RECORDit--- Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, 8.1.8 PERMIT NO. (206)431-3670 Approved per applicable codes. Ei Corrections required prior to approvalt- COMMENTS: • .. dir.A41.1.1t1r= $47 i REINSPECTION 'FREQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: i AA.-6.-IM _ • .Att • •1-3 1711.0%.4 Project: ,.... • v opr 5 Type of Inspection: ,...., ()F 1 Address: • 2— HOO 6 i 3 1 P1 Date called: Special instructions: • Date wanted: -- 0\ P Requester: ,---0 k I 3116" 1, 1 I Phone: 1.4•• .4., • ■.• • • • INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 b99-01-ii7 PERMIT NO. (206)431-3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: , I 1 , 1 icecp t verA • 4 trvx )y. A esi CAk r SpeotAtA CO tf1r. kre4 e El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ,‘„ COMMENTS: b ' �h /I �J u l_--e /' 1I 1e ,. S : '' , 7 Al-% 1 // /i45 P 1119 . r--- ■ Y ! . . . _ .._ `°vim � ' G' � r / 1 R quiester: q 0 e_, '�irafa:���ir J) J L 4 / (.1 Ill-- ' c1 jt I-, s . S el 1 /44771- c l_c A/met/16*g 444410 ,4 f 4/ / 44 It . N1ric.-, n r .ip.. ,f,.. 0 4, `111 -7 A I I" 01111 1,(e7/ t/ 4 e. . ' 1 -tip :WI 1 ii < Z..c?'ic',14 M,rNOkS L/o" 4.1----51---= . r5a. /0/ k/rA / LI P A /A voes Ty f Inspec Ion: Ti 4dr4sh s, t(--- /3f Date rr I -l�ed 0 i Special eci tructions Majt real �� �v1 — blkad C1 'Ft h�vt Dat a.m. �P � � J � I P• R quiester: q 0 e_, >5= 7.5z/ -IVO7 INSPECTION NO. CITY -OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 0 Approved per applicable codes. • INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -36 Corrections required prior to approval. 0 $47.00 REINSPECT! • FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. . . ,_ . w. wC*.: htk�tVS.,:C'i 7 S^ 3��s ef" �S5ti+ bf b,.-,ua•:;,:�!!s' }:YF:uYih:e-a, Receipt No: Date: COMMENTS: Type of Inspection: � t ■ Final W l Address:. LI 1 100 S 1315t PI Date called: 6 -28 -01 f �(��c 5v w .t 677/0 i a.m. p, . Requester: JIT */*°( f 0/7101 - (1 , 1--•-P fp Project: Nab Mix Pave 1 Type of Inspection: � t ■ Final W l Address:. LI 1 100 S 1315t PI Date called: 6 -28 -01 Special instructions: Date wanted: 6_29 - 01 a.m. p, . Requester: JIT Phone: 20 6 - 32 1- 1 -- 0 1 0 6 1-P1,) El Approved per applicable codes. INSPECTION NO. CITY OF TUKWILA DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 € 7 , INSPECTION RECORD Retain a copy with permit kir D9 - o Li 1 7 PERMIT NO. (206)431 -3670 Corrections required prior to approval. Inspector: Date: Cy $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: F,, Pr 'ect VerS 1. of Inspection: atmnirri Filia-1 : - . iloo S 3/ PL-- Date calJed: _,./ 573 ol i Special instructions: Date wante .‘7 I 5cii) i p.m. er: ReDst U/ a Ph e: q2g 7s ENTS: COMMENTS: . , s..<1.a_.- t4 1-4, 0 a.i... .5.-0, ,_,L, ..;,..t.... . ,. ,,,- .ftv. ...,„,,,,,a, 1 2"IA-4uk...._ ':t -11) rist4 1.4. et—... liZs (.4.,44—An_ i cvNie )-d-A4V s k9a... e>i,--- I et.th, Gt4c, — LA) alav-ck r ttvt■rw- y , a L . (AL ik 0 kvi 1 ^-0d-'44— N &A/ .1..—› 0 o : v...,41,,i4,4,. z 1,7 0,...e.,. n INSPECTION RECORD Retain a copy with permit INSPECTION NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA. 98188 4t) Approved per applicable codes. (206)431-3670 0 Corrections required prior to approval. Inspector: (AA4,101-004.- Date: 6 .1 9/0 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: os!..0.cr7FiAr COMMENTS: 57 7 / 4 ecOLUir...) brrif*j7ca:0 P VA: Cerer b 7 a , PS .„14, l'ewy g Date called: ,-- .D-7-01 Special instructions: • , Date wanted: fa.m.1 5-8-01 p.m. Requester: ro 19e r+ Phone: 755- Goo I Project: H p ix p er5 Type of Inspection: I . Storm a raina5e Address: 1 4 4 100 S 1.31st pi Date called: ,-- .D-7-01 Special instructions: • , Date wanted: fa.m.1 5-8-01 p.m. Requester: ro 19e r+ Phone: 755- Goo 5 INSPECTION RECORD Retain a copy with permit • INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Delq- 0 PERMIT NO. (206)431-3670 Approved per applicable codes. Corrections required prior to approval. Inspector: Date: / 5/ 7/0 / j $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: Nu t m i x Pavers ' I. Type of Inspection: Ca+C h lc. Asi h Address: 1 S Isi P1 Date called: 5-1- 01 \ Special instructions: Date wanted: 5-2.-001 ,(* p Requester: in Koser Phone: \ 1 G000 5L • INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Dcici-Oq17 PERMIT No. (206)431-3670 Approved per applicable codes. 11:1 Corrections required prior to approval. COMMENTS: 5 6/ ct ictv, ( Atfl 4 It Gvt-e, 5 64V ci L.L.6 OL4A CA44/1 Inspector: (.) Date: 5/31, 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: . - 1Ni-1+r AvfLt.I.,./ga ,r1.. o•st..• Project: ► j ' � l „ t >d � V � Type spectio Address: �l 6 o s t 3 (S Date called: -- L ( Ja Special instructions: Date wanted: vI 1 a.m. Requester: A- r\ t ._ Phone: 06 — 3 C -co ( ,(G+5 44 557 141.4411 GYiiw2NkE Chtrnberommularomrasootugw 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. E] Corrections required prior to approval. C COMMENTS: N " . Y/24/ ft-v-c-Prum-v. — j t y r DG V1( L4 r 2 la of %w-.::/giLes,, caw 1 0 *P AAt 7/ f) L - t ry igt / Inspector: Date: y 2..., v 6 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be p at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: PERMIT NO. (206)431 -3670 a4 Project: 0 Type of Inspection: Ge Address: g s .R/ FL Date called: 0/ Special instructions: Date wanted: , / / ' p.m. Requester:, L./ itele ar11 Phone:_ "7f75 - 6)06 : •21301.nlavanatormeirimotaavgavesarmwmv (tit INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 14 ApproVed per applicable codes. 1. (206)431-3670 El Corrections required prior to approval. COMMENTS: • ( A A 1 9149 i/4.Ate ?` A,/ Afil fip.„ s /3/57- /.-cbut: 7 peo • :" Inspector: 4u Date: ( $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: . • ' •?` • / P r Project: � v1`iti1 kX s T of Ins e7:24 5 A r s /3/ p Date called: ,// yap Special instructions: Date wanted: ./S t7 ./S I0/ a.m. p.m. Reque; r: e - 9 4 I Phone: -7.-'5---.6. o a4 INSPECTION RECORD Retain a copy with permit INSPECTION NO. • CITY. OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: oi 1 � ' _ 4C 72, - a Inspector: $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: va...{rn._._.a..... �...._.1..., .. ......wnw.i. u:1Y.L r M wS .rrt Project _ ct f ik7 #9( Type of Inspection: ./9:45 1 , 1 750 S n 11 Date called: VO/ Special instructions: . ../ Phone: Date wanted: I f t / a.m. p.m. Requester: / / ster.trt==ratir... a45 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 ' • . PERMIT NO. (206)431-3670 D Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 12h J/PtaU i4itoy rept : 3 ctAX # 4Wat c/A tueir d4--it ,re4 1.04 Inspector: 6v Date: 'S $440 REINSPECTION FIE REQUIRED. Prior to inspection, fee must be paid s. at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project. t , f in t .Nr- ....... 1 Type of InspeCtionl / . 1 Sy cf)-PACY-Pok 1) At 5 li • Date called c)..._....).„(0 .0 1 1 , 1 Special instructions: Date wanted: Requester: Phone: TalAWVIttElt INSPECTION RECORD Retain .a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 COMMENTS: PERMIT NO. (206)431-36 pproved per applicable codes. fl Corrections required prior to approval. Inspectors ----- \cvvvt ilVi Date: c (9 , _ 0 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: NOMMENTS: Type of Inspection: i e eor d . r l - w �Gf�' Address: l 00 s t3t5- i • 3A/ Sal /),etzie p Special instructions: n 1 t�I.vi A 1 .t Date wanted: 2 -2 3- 01 a.m. p.m. Requester: A I +c Phone: Z06— 3z'4 1/ 1.-0 L..� -4. , 1 /'. e I ((( (. , ^ 6 A 0. G� , 7t / /).J2/.4i . (A,..4* y E t' ( to all...; ,,t,.T w/ (S1./Atc '`' ..r (' . Project: Mi Pavers Type of Inspection: i e eor d . r l - w �Gf�' Address: l 00 s t3t5- i Date called: 2_22"01 Special instructions: Date wanted: 2 -2 3- 01 a.m. p.m. Requester: A I +c Phone: Z06— 3z'4 0106 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. Inspector: Date: - 2' 1 3/p $47.00 REINSPECTION FEE REQUIRED. Prior•to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ■..Id :•!. • -;^r Corrections required prior to approval. G ,r Project: , , . A 'Rai VI i.\ ?o■ oft Type of Inspection: , . r t irGIN111 Address: )- 1 1- 1001 S 17)1 PI Date called: 1'30 Special instructions: Date wanted: p.m. Requester: i 1 ■._\ I WI Phone: 21 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 sattcoss Vig-0 PERMIT NO. (206)431-36 pproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: [Inspector 2 ? s,0 Date: $47.00 0 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: evalab,44VligeoecTiattft Project: got I�(i >( PQ vets Type of Inspection: . i n - e ri or uxail board -fade 1+ Address: f 0O s 131s+ St P' Date called 1+N-0i Special instructions: Date wanted: -� 1'«Z5'dl e. m. Requester: Dove Phone: 1 42.5 .- "75 1 4'1 4 407 K Approved per applicable codes. INSPECTION RECOR Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 COMMENTS: • PERMIT NO. (206)431 Corrections required prior, to approval. Inspector: Date: Li $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection, Date: Receipt No: — : «ae• . 2i , z � a ��.7r1iEt t$.tri �ill�.�(i.aVvYi. «..�.. .M.:.h, K7.1i.e..,.i.a . »�_ r, xe... COMMENTS: l.) ✓7 L ` h5u 1 li nt.. G � P rOuc-r Address: yyaa 5, r3� S .1 � � a.) vF wi'lvv, ('orrf >\-■ 0 A 5 -Pro c..::,_7 yfy"t e 1 '} e b✓1 S 14 1, L' CO l pI 'e1/4tC '• Date wanted: a.m. ///S/ VIII"), l') MeclAG nkr0.1 v >r; $ ni 4cieot Cod P 0 k -a,-) w t LC` 1,i5 )-1, ✓(e) iciz't w 1 4v. S't Ai '�" he. (j - c 1 1 . 0( i - L ,r N k r Ice.. r l _ \ r I I 11 I I 4.-.1:„,,,_ (l ff 'l.1f..4 Project: /i r l lit X Va416Y5 Type of Inspection: f -zan, i /f 1) V/ Cal CV, ' 01/16. /PO4 Address: yyaa 5, r3� S .1 � � Da /pal / /ot Special instructions: � ��� , Date wanted: a.m. ///S/ VIII"), Requester: /'GGC n P 925 �"lSV /yo ? ()' 0 I INSPECTION NO. Inspector r INSPECTION RECOR Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION I_ (d6) 6 �t� 6300 Southcenter Blvd, #100, Tukwila, WA 98188 G6 481 -3670 A pproved per applicable codes. Corrections required prior to proval. Date: 1— o $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: _ 4.....rH_t tyL_ c 1._alocI iFiati:..t1 ...1 -.._.. ne.,. t,. f. .�.nbLiY..,eY.afll:Liax.Lri..., �e,..�nl.,......�ys�, - Meg COMMENTS: p 1 vr41,v, 0 L 3 U- (A )0 11 nAA I cLri r • ) rik / -471 ' - ki".ii:‘ )_.0 S ac. F-1 06 tr - 1 -.\-vp - 0 0 c In■ so ?- 1 1 j _ 0 (_ ( 'V( tnr v , • 51. A ) — ?-- r' 1 (")__C( ci Se ermr5 .._) \-?) - ; - 0 C‘A k 100 446 — 1 - 1 ra C k S Date call - d ? k I 1 cchetAk,i.R. -) M-P k k v vo: 4-- 0 v■ci q it" tA LC) ci,.5 1^ c1 ct 1- 0 uokl r p1 p p oK .-4-0 (:' Project: ti Hii( RaLiS nsp- tion: Ty. - of ' , • Address: 1 4 4 / - 00 5. /3/ 5f Date call - d Special instructions: Date wanted: (:' a.m. Reyes er: Phone: /2.5 - 75 ( I — /(107 ari4 • . . . A 1.. I . . . . 1 : .. .C , • i. ' , . . . . ...e. ..... '.....4.' : INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 n Approved per applicable codes. Inspecto INSPECTION RECOR Retain a copy with permit PERMIT riu6) 431- 670 1 Corrections required prior to approval. D,t 1,._\ E] $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project: ". n not 1 11X raver's- Tye Inspection: . -ire hycirani ektevi6ion Address: qq00 S 1315i Pi Date called. — 2:7-00 Special instructions: Date wanted: CISP 12- Requester: 5 0e1 Phone: - 2o6—q48-563q INSPECTION RECOR Retain a copy with permit • INSPECTION NO. CITYOFTUKWILABUILDING.DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA. 98188 DV PERMIT NO. (206)431-3670 El Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: O cu s eLzvkA •w-0.0 /104.v 'Izet fi • vi 0 10,\.46.i.„1. 0 • CIAJUCI degelttAsi kiCet jtMr "JO/A Inspector: jt d uo tt Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ....*110•■■ Receipt No: Date: COMMENTS: T 1 eyt,0 04i: A dr s: VI -100 S. 131 Sd Pi. r Special instructions: adr), i• assi6b ! )\pr,1lr "t del I k S 1/eti Ii r cy o Y'OuetQ a.m.' p.m. Requester: IN & )(5}P L uiP ✓• *r(\/ 0i Y i ue ► , S wri r 0i ,,, Ne 1 - Q ` m Ur rr -* roA( Sr rewc --}-c) -1° S Any t^u vi IP4 -( v )\6111 Project: Of A A ` x n QV T 1 eyt,0 04i: A dr s: VI -100 S. 131 Sd Pi. Date called: 14-26-Oo Special instructions: adr), i• assi6b Date wanted: 12--21- 00 a.m.' p.m. Requester: IN Phq,Q�5�75 ( 1 -- ( ,4 44 07 2 �Jk W..)75111ML CCL teMi7fifA imi ansotamit- f i INSPECTION RECOR Retain a copy with permit INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 a Approved per applicable codes. PERMIT NO. (206)431 -3670 orrections required prior to approval. Inspector: P" Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project• f"---.. J Tyfelof Ips�ection: A ddr s �. -S. el si Date /z� -00 Special instructions: it D e want • 00 a.m. Requester: j Pho e rhas) agar :,a u gran:.: :xsr M x INSPECTION NO., CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 `Approved per applicable codes. COMMENTS: P vvGI 1 , 1 1 0 .1 2 1 a ince s-Ari 10(i t t. 1 f \J1st(ly ruf5 C' 1 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: INSPECTION RECOR Retain a copy with permit (206)431 -3670 orrections required prior to approval. Date: 1- F` 00 Project: l 14 1 k t4tVers Type of InspiciOri: ar)claimn Iet)leclorl Date called: N-20 — DO Address: v , , Liqtc) S 1\ t'L— Special instructions: PoQr e, I 0 Plt-it 014.0 Rosencw,.. 140 Spe CA:N" GY1 lie— tici --- IT w 0 5 p .m. e uestese, . I 4g . • — 15 1 4 — 1 q 01 r:LIMIWZWIZTIMIACLUZArdlatlat2IICCAVOCIEMAteXaCatIMP7MarrAMewege.tclgrimeasamukswesninemanwaaanavem INSPECTION RECOR Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 981 PERMIT NO. (206)431-3670 COM ENTS: Approved per applicable codes. El Corrections required prior to approval. LJ $47.00 EINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: aiwitiiiika.tx,swarl-r,4461.-rmsmalit.ptatariksitilareseiotilliaadiaritiritAkmack6:ate. Au A., COMMENTS: lI f 1 7/ 6 /3 C f..,-.0t.A.... (--(11 iltfi (' .51^ 5 6 a E✓ t ;.�� 1'+ 3 h ,V r m 0A.1.4`U44e ' 67A-- IC) / C A L\) I (A), . al / A get l el �.. p /f,, (c...Y.t . d .n.... . d ni _. ft ; rI �+) at ,oi 1 ? C_r ri ((-4 4i„,4 4t,“ fi' 4•CuC.v,e, , c+,J4 t .. f .cp - iJp J / �t (cf rl •LG r yf..40 /1 y .c{? 4.1,.,1 {a.'1 r ,.��' � L I' f..4 0- . � (.. i et r ,.> i od , ..T / ('► 1 / 5 / 5-i 1 1 9# -. 3-11,/ Project: 1/ ' III y Type of Inspec io Addr s • 4d 0 � /21 sf PL D ate c alled: a l.. // /.? Special instructions: Date wanted: �! // 7 a.m.;: p.m. . Requester: Da v — Phone: i 1 — 7 /,-- Pi 11041192 .umrnn..e ..70./ ..nr:wnsarr • INSPECTION NO. Inspector: INSPECTION RECOR 'Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188. 6 001 PERMIT NO. (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. Date: / r/( rad 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project: Hor Mg Mvgs Type of Inspection: 014(AF Addres 90U 5 131 P Date called: 11-13-00 Special instructions: . /2 pp/ Pr Rth5f: APhi SPECl/IL,. t WSPtabg.. 0 S/7 Date wa ll d: l • P' . • e 1 Requester Pho 7P - 1 7 1=itt=r JKApproved per applicable codes. INSPECTION RECOR Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 110400IMIIIIIM• D 4) PERMIT NO. (206)431-3670 El Corrections required prior to approval. COMMENTS: At,, '1 ov■ <1 e_ A_ A BO by° 90 35100 c) n - 49' P. pOr y id L1 no i\CA (1 )\r k\ tr. Ot tc't E] $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: • d.. • ?�rqject: � `7 �" I v' iK Po ver s Type of Inspection: rr,Or (C1.+1 an A. ( I Address: n� S 1 1 PL- Date called: t I — C1 —Oa Special instructions: Date wanted: (a m t — I — OO p.m Requester: 17c VG J,,, Phone: S 150. 411. l`Ipl Receipt No: �'. tC 2 41011.=WYCAUt..1.YK4.04:9tlN.Nlw Mpsswm, INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. El Corrections required prior to approval. f REINSPECTI at 6300 Southcenter INSPECTION RECORD Retain a copy with permit Date: PERMIT NO. (206)431 -3670 Date: )/ / 3 . FEE REQUIRED. Prior to inspection, fee must be paid lvd., Suite 100. Call to schedule reinspection. . ._...... - a ._....wwr,0•a a4: u. �o-rasw�...., �n3tYltl. ae .,a.�nawilts...a/W�1am� � r :. /LI.ru�net+7r I.....A A .. COMMENTS: SEIC-r,‘" r‘e■b■ t ( 77 "72,44.0- 0777) / 6€ 4 C-yeoWil'As Alicicke. 06-5E-Rcliti- - ". Date called: 0776 •-05A/4z' /Ms p....6 ,, - 4 ccb bdil X 746_ (L(7)4 CM 70 ,, e 0 - i ne: ,tr,4-e /4 oi-..4/41) e-t.ao;ers ce 7?..,he "Aeatc_ Requeite : 6 P Phone: _ 4 , Pro'ect: frfA, 134-c.f.:K : Type,ef Inspection: 1-01.40,17)4 Address: 4 400 - s 171 1 Date called: Special instructions: Date wante : a.m. p.m. Requeite : 6 P Phone: ..... CITY OF TUKWILA BUILDING DIVISION . 6300 Southcenter Blvd, #100, Tukwila, WA 9818 lnspec INSPECTION NO. INSPECTION RECOR Retain a copy with permit Date: PERMIT NO. (206)431-3670 pproved per applicable codes. 0 Corrections required prior to approval. 0 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspectiatlifee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: •• tt. ,t„t„ , „ „ , A t '1;1 ,dt,t ' ( •:'2;: e ", " ;;?Z.M.,t, "1 t'f...;tdet , , a . • COMMENTS: pe of Ig�sp�e �1VY∎CActA%oh 1-OU�iny d ress: 44) S X M s� 1 'l , 1 PtveA c� 1 /� tvv, IatoOae(Iii,,(ri Date wanted: a,m. lI -d-00 m. Srl Y"e A` -k)w eevAvado Phone: — s — - 7S2-1. 1 , 1..) S }vitA1 Covo L 1 4 CecilecL ti A P ,r. l rl T S 1 I ' a re cw OL h'\ o e *)-I • o4 S ? I e � y Pr c t: _ ok M1k a1u�vS pe of Ig�sp�e �1VY∎CActA%oh 1-OU�iny d ress: 44) S X M s� 1 'l Date called: / 1 ai- 06 f Special instructions: Date wanted: a,m. lI -d-00 m. Requ r: Wie v2 Phone: — s — - 7S2-1. 1 INSPECTION RECOR Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 PERMIT NO. (206)431 -3670 0 Approved per applicable codes. KCorrections required prior to approval. Date: I `_ I_ DO 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: ' .ca.,. ._ ...v rt.1....... e. t. :?ri... w1y r�..t.#a i '2L". aetb'1.h '..'Wi'tdulta < a , Enan■•:i.!Lt:.:.....�.. ..'. COMMENTS: q c)Nk.S. Re.?&-far mo-r hq. PLA-A 4 a Ac..e.I At' 7%41C. 15 evoi" A 4/X11‘...,4 ELE.. Fise .e...51/6?-4) ?aou 1 OG 0M 5 11 RV— 1' .).1) a.m. Special instructions: quester: V e— Phone: Project: . H Or ildf a P kv elk S Tyne of Inspection: Fouocia iibn Address: LiLla) 3 Ivo' PL- Date called: tb-- Date wanted: .).1) a.m. Special instructions: quester: V e— Phone: '.":=IgAi.r......e. . 17 .. / ! 1 T ' ' !' , , f 177 . , . . - I 3-;:.:., ,,, , , , , : , ,,.ii•ii..-,... , • 'INSPECTION RECUR , Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431-3670 0 Approved per applicable codes. Corrections required prior to approval. Li $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: reiwtieretAlixti aillesetlAkilit*gitOtAlawcA...v.r.m.e.M.4124 :4,11tAv.:341tei. Project: s 0 ` ,( e/5 Type of Inspecti � J-, Addr s• � /D o 5 I.3cP. Date called: 10/9/ Date wanted: `t a.m. / /0 p.m. Special instructions :. Requester Phone: .2 0( _ " 7 3 yo , o.14 ndtedn.telletalVIMAICOOMMVAR WrS4z ?r.,: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: aus,4 uln ,714 , � �or� � I pD 0 " -•IngC' ."� AA Ito adold . . — ThAit i .t.l4.t; 4 tAAZU ft 1 4 We i.° !k i`p.r1Nt A ...4Ar k 3 .R. _A. ar*$ A AL, u) L1 W re ' , L iU rat ) ,474 4644444c, ezitAfi 4 C27Y1O1444,1461 r Corrections required prior to approval. Date: ID PERMIT NO. (206)431 -3670 $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 4. " • to)! K 4 $ kv.".4. Type of Inspection: % Address: , • *fa) C. i 3/5r . /2/ Date called: f Special instructions: • Date wanted: p.m. Requester: ' Pi 4.4.41 6,14..1 Phone: 1=0193AVekamicatutstrazownce • • • ,, INSPECTION NO. eagl"WIN CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECOR - r\a6 Retain a copy with permit v PERMIT NO. (206)431-3670 1:1 Approved per applicable codes. Corrections required prior to approval. COMMENTS: q c. 4 tewAti —i90 cdh; ? ADs 4#-6/ oul IZIP PAP yew bdtr c/ (Imp tg(44$4 iy pre7)S cA Inspector: oL/ Date: V $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: Pro_ itkAt P Type of Inspection: • Sb Add es � od So f 21 sr�� Date called: Er 00 /2i/ Special instructions: Date wanted: 1 a.m. p.m. Requester Phone: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. Receipt No: Date: IM-011? PERMIT NO. (206)431 -3670 Corrections required prior to approval. COMMENTS: tf g 5 u ve. ■( 50 ( 31 sr e l , Gee Qa t .) w4 X10 D Pi 0. pbS5 Li.) , S Rl 2 J �Le ( C... g r ((4btA "t t)= 01- a,A J 5 C Se) I 3 15 r Q(. i t 2.9 k ID LA R. 6 (Ai T ALecAv., tht"._ vP OtuAJ Inspector: v Date: 67 )4/ 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: Type of Inspection: /aT 4ceim0J, G d f ( +tP..f =. . /� , Cam., . .. _' [ " 1) i ' (Az : i l IQ � ��. �. fi r _ 5. 1 , i LJtMk 5 GU. ,. - ob sc.LJ c v- >`��;,,. a.m. ' r (mta. f�►n tiu�..� p i ciM. t.A e il e ho J �t -App ( Q w UC Project: C -. M p AVer5 mix T Type of Inspection: Address: 1 �40o S 131s+ Pt. D ate called: 8 - 23 -00 Special instructions: pre- Corr $ -24 -o o 2100 P.m. (� (l0 The of -Clce. Date wanted: 8 -29 — OCR a.m. ' r Requester: Requester: Phone: 40 c -0106 r•: 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. D Corrections required prior to approval. Inspector: Date: 12-y/60 $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: PERMIT NO. (206)431 -3670 2 ;oo tii t i9f tat' .. •* ,,,,. 1pEu,�3 rer, +y.' 'n, .f 41 roj ect Name ROT #14 i/ fl4 VOA'.. S Address WPC' S / 3 / s r. N shift inspection FINALAPP.FRM City of Tukwila. ` Steven M. Mullet, Mayor Fire Department TUKWILA FIRE DEPARTMENT ,FINAL APPROVAL FORM Retaija current inspection schedule Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: L Authorized S igna'ure S7 A ue464) n, 1e t u Le Permit No. MCI - Oil 71) 15f v i (,aet ft/Er-pox) N..r' re.k04L.0. Thomas P. Keefe, Fire Chief 1�}9- ut /r 7 Suite # 61/4 I Date Rev. 2/19/98 T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206. 575.4404 • Fax: 206-575-4439 20010330001670 Other: ClibPDF • www.fastio,com • 4.4 ) ,t4 / fc' / ....... . / CITY, OrTIACWItA DOCUMENT RECORDING COVERSHEET ....... Return Address CITY Ot: Office of the .,C4 Clerk / 6200 SouthcenterBlvd—' Tukwila, WA 98188-' • (206) 433-1800 'Document Title(s): STREET FRONTAL' IMPR:01/61DIT,PROPORTIONINTE FAIR SHARE '1161ZEEMENT FOR. 1k11UTiE5 aRALIN- ALoNe 5.131 KAM FR N R oNL City of Tukwila, WA PERM 6200 Southcenter Boulevard Tukwila, WA 98188 fiffirkankr 1122 EAGT PIKE W OS - 1345 Address , SEATTLE WA 98022 City State Zip Legal Description: SEE ATTACH Last First Initial HOT MIX PAVER5 Inc. 33 CITY OF TUKUIL PALS en OF se _ 03/30/20 WINO COUNTY, WA 2:51, . „r """ Assessor's Property Tax Pareel/Accotintiguniber(0: 154920-0220 154920-0210 1540-0255 ,-Iti400-0225 ''• •• ' •,•.. • , :••• •. • • , ,••, • ,r LEGAL DESCRIPTION' - TWA PORTION OF LOTS. 6, 7, 8, 9 AND 10;..BLOCK 4; .AU. IN RIVERTON REPLAT OF LOTS 1 TO 5,. r�' FOSTORIA . GARDEN TRACTS, ACCORDING TG-THE. PlATI THEREOF RECORDED IN VOLUME 13 OF PLATS, '.: PAGEr40; RECORDS. OF KING COUNTY, WASHINGTON, AND THAT PORTION OF VACATED STREET AD— . . ''JOINING THAT ATTACHED BY OPERATION OF LAW, DESCRIBED AS FOLLOWS BEGINNING% INTERSECTION OF THE NORTHWESTERLY LINE OF THAT . PORTION OF VACATED RUTH STREET, WHICH ATTACHED BY OPERATION OF LAW, AND THE NORTHEASTERLY RIGHT OF WAY UNE OF SOUTH 11ST PLACE, SAID RIGHT" OF WAY LINE BEING 35 FEET NORTHEASTERLY OF THE CENTER— UNE OF SOUTH ,131ST ,PLACE,, ALSO BEING THE SR -5 FF SURVEY UNE, THENCE NORTH 41' 4 EAST ALONG SAID 'NORTHWESTERLY LINE OF VACATED STREET, 366.38 FEET TO A POINT ON THE NORTHWESTERLY/EXTENSION THE NORTHEASTERLY UNE OF SAID LOT 6; THENCE SOUTH 4815'03` E AST ALONG SAID' EXTEI1DEP UNE AND THE NORTHEASTERLY LINE OF SAID LOT 6, 23 02 FEET TO A POINr. THE SOUTHWESTERLY' RIGHT OF WAY UNE OF' SR -599; THENCE SOUTH 0735'51' EAST ALONG, 5AID'SOUDVIESTERLYIRIGHT OF WAY LINE OF SR -599, 148.98 FEET TO A . POINT ON THE SOUTHEASTERLY(UNE,,OF''SAID - LOT THENCE SOUTH 41'44'57" WEST ALONG 'THESOUTHE4STERLY LINE OF SALD LOTS 7 THROUGH 10, A DISTANCE OF 269.71 FEET TO A POINT ON THE` 'NORThEASJERIIY RIG OF WAY OF SOUTH 131ST PLACE, THENCE NORTH 48'05'15 WEST ALONG SAID NORTHEASTERLY= RIGHT OE WAY, 136 05 FEET TO THE POINT OF BEGINNING. CIibPDF - www.fastio,coni • $ • .„. Street Frontal Improvement Proportionate Fair Share Agreement S . UTI LITIES UNDER&ROGikth/116 ALONG ,,5.-/i31A PLACA r ONTAG ONLY The proposed development . Address: 1 -1'400, 5(idh ;131 Piacg I... • 7/poor area is increased by 20% - alterations, repairs, remodeling exceed 25% of the previous building value - 25,000 square is added - or building-value is increased by $250,000 ▪ This development meets or. exceeds at least One of the conditions stated in TMC 11 64 020 The proposed development property is'obhgatedtaparticipate in funding future frontal improvements, and the owner waives the right to L I D or U L I D formation • The owner will pay a proportionate fair share based on construction costs for the c, frontal improvements if the City proceeds with ,con.strUction CZ) This agreement shall be binding upon the parties, their respective . heirs, legal • representatives, assignees, transferees and successors, and runs with the land ClibPDF - www.fastio.com Parcel No 73020-0220 18020 r0230 q20 - 0 , 235 734E120- 0225 TMC 11 64,020 requires the construction of curb, and sidewalk frontal miproVeMents for new or remodeling cOnSiriictiOtt when This agreement shall be recorded by the City Clerk with the King County Auditor as required by RCW Chapter 35 91, and the cost of said recording will be paid by the City So that the Owner can remove encumbrances form the property caused by this requirement, the Owner can pay the City the Owner's pro-rata share for projected costs These costs will be made available to the owner upon written request to the Public Works Director signature) Date /64 a2e../.0 ••• ro. Owner (print name) .3 //7 )47ee Sr1 37e).?5(.67 Street Address L. d M Cr, C) 0 CD Street Frontal Improvement Proportionate Fair Share Agreement • , Page;,2. ,,Address:' � "400 r$ 1316t Place. /pi Parcel No 13 JaOA Dt 134g2Q•0230 . `�'31192D -02 , ..1.5192D- 022, Owner RO ER .G(M(R. 1Ot)T CIibPDF • www.fastio.com • CITY OF TUKWILA CS' Works Director • STATErOF. WASHINGTON ) ) ss County - 'Of On this day'personally . appeared before me /C o a, e?2. c_.,e. /narl.G� , to be known to be°tbe.,individual(s) d in and who executed the within and foregoing instrument, and acknowledged that'he /she /they the same as his /her /their free and voluntary act and deed, for "the uses,and purposes,. therein mentioned Given under my hand and official seal' this eV GO/ signs Pnnt Name NOTARY PUBLIC IN AND FOR THE STATE OF WASHINGTON, RESIDING AT Q AI At My commission expires a? -a a - cS /f-.4. &7ez) • FROM : OTTO ROSENPU November 2, 2000 Ms. Anita Westernen Hot Mix Pavers, Inc. 1122 East Pike Street, Suite 1345 Seattle, Washington 98122 Re; New Office Building 4400 South 131` Place Tukwila, Washington Dear Ms. Westeren: FAX NO. : 2057232221 Nok.. 03 2000 LO: CSAM P2 OTTO ROSENAU & ASSOCIATES, INC. Construction Inspection & Material Testing 6747 K. King Way South, Seattle, Washington 98118.32'16 Tel;(206) 725.463■ • Toll Free;(888) 0TT0.4•U5 • Fax;(206) 7N • Website. www.ottor•:Senau,corr; WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory Z9'1-0 RECEIVED CITY 0F TUK IIA NOV - 6 2000 PERMIT CENTER Permit Number: D99 -0417 This letter is in response to your request for us to evaluate previous geotechnical reports performed by others and field density testing performed by our firm relative to the existing soil conditions at the site and their suitability to support the proposed structure. Accordingly, we reviewed the report of subsurface exploration performed by Altinay and Associates, Inc. in 1996, the report of subsurface exploration performed by PacRim Geotechnical Inc. in 1999, and the field density testing performed by our firm in October of this year. According to PecRim's report, the proposed one -story building may be supported on conventional isolated or continuous spread footings using a maximum allowable bearing capacity of 1,500 pounds per square foot with a minimum footing width of 24 inches. PacRim recommends that the footings be founded as high as feasible to maintain a maximum thickness of fill beneath the footings to minimize differential settlement. The report also recommends that the subgrade beneath the concrete slab -on- grade be compacted to at least 95 percent of the maximum laboratory dry density as determined by ASTM D - 1557. Based on my review of the subsurface explorations and geotechnical reports, I concur with the recommendations that shallow spread footings, designed using 1,500 paf with a minimum footing width of 24 inches be used to support the proposed building. To minimize differential settlement, the foundation should be kept as far above the weak, compressible soils underlying the site. I visited the referenced site this afternoon to observe the condition of the foundation soils and the elevation of the proposed footings. Based on probes of the foundation bearing surfaces with a %- inch-diameter steel rod, the soils for the building foundations and for the interior pit are suitable for an allowable bearing capacity of 1,500 psf. The foundations are placed at approximate elevation 13.5 feet and the finished floor elevation will be at about 15.5 feet. Except for the west side of the building, there is ample space around the building to provide for 12 to 18 inches of cover over the footings. Because of the limited horizontal space along the west side of the building, the backfill soils will need to be carefully eloped to provide sufficient cover. Once the footing and stem wall concrete is placed, the interior of the building will be filled to subgrade elevation of the floor. This fill should be placed according to the recommendations in the geotechnical report and each lift of compacted soil should be tested for compliance with the density requirements prior to placement of the next lift. If you have any questions regarding this report or if vile .nay be of further service, please contact 22 January 2001 City of Tukwila Building Division 6200 Southcenter Blvd. Tukwila, Washington 98188 Project: Hot Mix Pavers Address: 4400 S. 131' Place We herewith certify that we have completed the following special inspections. To the best of our knowledge, the work inspected was in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and/or details of the building. Items inspected are: 1. Soil compaction 2. Reinforcing steel 3. Reinforced concrete Sincerely, OTTO ROSENAU & ASSOCIATES, INC. JLP/jp Enclosures J nne L. Parvin Report Manager cc: Hot Mix Pavers fax c: Synergy Construction OTTO ROSENAU & ASSOCIATES, INC. Construction Inspection & Material Testing 6747 M.L. 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 Permit Number'' 199-04174 Job Number: 00-515 C ROSENAU & AS JOCiATES INC. Construction Inspection & Material Testing 6747 M.L. King Way South, Seattle, Washington 98118-3216 Tel:(206) 725.4600 • Toil Free:(888) OTTO-4-US • Fax:(206) 723-2221 • Website: www.ottorosenau.com WBE W2F5913684 • WABO Registered Agency • A2LA Accredited Laboratory November 2, 2000 Ms. Anita Westernen Hot Mix Pavers, Inc. 1122 East Pike Street, Suite 1345 Seattle, Washington 98122 Re: New Office Building 4400 South 131 Place Tukwila, Washington Dear Ms. Westeren: Permit Number:" This letter is in response to your request for us to evaluate previous geotechnical reports performed by others and field density testing performed by our firm relative to the existing soil conditions at the site and their suitability to support the proposed structure. Accordingly, we reviewed the report of subsurface exploration performed by Altinay and Associates, Inc. in 1996, the report of subsurface exploration performed by PacRim Geotechnical Inc. in 1999, and the field density testing performed by our firm in October of this year. According to PacRim's report, the proposed one -story building may be supported on conventional isolated or continuous spread footings using a maximum allowable bearing capacity of 1,500 pounds per square foot with a minimum footing width of 24 inches. PacRim recommends that the footings be founded as high as feasible to maintain a maximum thickness of fill beneath the footings to minimize differential settlement. The report also recommends that the subgrade beneath the concrete slab -on -grade be compacted to at (east 95 percent of the maximum laboratory dry density as determined by ASTM D -1557. Based 'on. my review of the subsurface explorations and geotechnical reports, I concur with the recommendations that shallow spread footings, designed using 1,500 psf with a minimum footing width of 24 inches be used to support the proposed building. To minimize differential settlement, the foundation should be kept as far above the weak, compressible soils underlying the site. I visited the referenced site this afternoon to observe the condition of the foundation soils and the elevation of the proposed footings. Based on probes of the foundation bearing surfaces with a 1 /2- inch- diameter steel rod, the soils for the building foundations and for the interior pit are suitable for an allowable bearing capacity of 1,500 psf. Richard A. Bergquist, P.E. Geotechnical Engineer The foundations are placed at approximate elevation 13:5 feet and the finished floor elevation will be at about 15.5 feet Except for the west side of the building, there is ample space around the building to provide for 12 to 18 inches of cover over the footings. Because of the limited horizontal space along the west side of the building, the backfill soils will need to be carefully sloped to provide sufficient cover. Once the footing and stem wall concrete is placed, the interior of the building will be filled to subgrade elevation of the floor. This fill should be placed according to the recommendations in the geotechnical report and each lift of compacted soil should be tested for compliance with the density requirements prior to placement of the next lift. If you have any questions regarding this report or if we may be of further service, please contact us. . x Owner Project: Hot Mix Pavers Contractor Address: 4400 S. 131" Pl., Tukwila Architect Client: Hot Mix Pavers Building Dept. Date: 11 -21 -00 Engineer Ins.: ed the resteel and .lacement at Slab on , rade with sub . : de footin • s lines 1 thru 6 and A to C as . - .lans. Job Number: I 00 -515 1 Report Number: I 003 1 Permit Number: I ,t;' O0Pr:441T Test Date Project: Hot Mix Pavers Architect Address: 4400 S. 131" Pl., Tukwila Engineer: Client: Hot Mix Pavers Contractor Date: 11 -21 -00 Inspector: R. Bogle/Train T. Christie Ins.: ed the resteel and .lacement at Slab on , rade with sub . : de footin • s lines 1 thru 6 and A to C as . - .lans. 11 -28-00 Resteel is grade I 60 1 , as specified, from Birmingham Placement Data Batch Weights, Supplier: Stoneway Cement (sack/type/lbs.): I /II 517# W/C Ratio: 0.47 Mix Number. 5500 Sand (lbs.): 1455# Admixtures (specify) Max Slump Allowed: 5" Aggregate (size/lbs.): 1930# W 77.5 oz Polarset Total Yards Placed: 39 Aggregate (size/lbs.): 29.48# Placed Via: Chute Aggregate�sizellbs.): ASTM C 78 Vibrated: yes Fly Ash (lbs.): 12 -19-00 Required psi (f c): 3000 Water (lbs. /gal): 250# 6x12 Sample Data Yards Slump Air Content Concrete Temp Ambient Temp Truck No. Ticket No. Cast Samples: 1-4 5W 63° 38° 413 176316 Cast Samples: Cast Samples: X Weather: 1 Partly cloudy Slump Range: 1 4" -5" Date Samples Picked lam: 111 -22 -00 Comments Advised to cover to protect from cold and insulation noted on edge of foundation as per sect. Specimen Number Test Date Field Cure Age Da s Size In. Area S. In. Wei • ht Max Load Lbs. Strength . si Tested in general accordance with 1 11 -28-00 7 6x12 28.29 29.55# 94,190 3330 ASTM C39 X 2 12 -19-00 28 6x12 28.28 29.48# 122,730 4440 ASTM C 78 3 12 -19-00 28 6x12 28.28 29.57# 128,230 4530 ASTM C 109/109M 4* Compressive X Flexural I ConVonns• -`I: x& Does Not Conform 'Discarded Copies to: �r� elif, "fz;i33a rx.c ;•f.r v.. _ . 0 :0 ROSENAU & ASS.)CIATES INC. Construction Inspection & Material Testing 6747 M.L. 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 • WARO Registered Agency • A2LA Accredited Laboratory CONCRETE REPORT TEST RESULTS Reviewed by: Page 1 of 1 Conforms I x I Does Not Conform I x This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. x Owner Contractor Architect Building Dept. Engineer 0 ,'O ROSENAU & ASSOCIATES, INC. Construction Inspection & Material Testing 6747 M.L. 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 SOILS INSPECTION REPORT Report Number. 002 Project: Hot Mix Paver Permit Number. Address: 4400 S. 131' PI., Tukwila Job Number: Client Hot Mix Paver Architect Contractor. Engineer: Inspector: Andy Duong Date: 11-20-00 NUCLEAR DENSOMETER RESULTS (TESTED IN GENERAL ACCORDANCE TO ASTM D2922) Wet 9t; Dry % % Test Density Moisture Density Lab . Compaction Compaction # Location Elevation (#/cu.ft.) Content (#/cu.fk) Density Required Achieved 1 Line B and S.5 Sub - grade 132.2 3.92 127.2 132.0 95 96 2 Line Band 4 134.3 3.55 129.7 98 3 Line B.5 and 2.5 137.4 4.96 130.9 99 4 Line B and 1.5 139.5 5.97 131.6 100 Copies to: Reviewed by: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except In full, without written permission from our firm is strictly prohibited. Page 1 of 1 x Owner Architect: Contractor Engineer: Architect Contractor. Building Dept. Inspector: A. Duong Engineer Inspected the resteel and placement at 1 Perimeter and interior foundation walls, also pit walls between line 3 and 4 1 Job Number: 00 -515 R ;' •rt Number: 002 Permit Number: r4 • ' AS.: 'i Project: Hot Mix Pavers Architect: Address: 4400 S. 131" PI., Tukwila Engineer: Client: Hot Mix Pavers Contractor. Date: 11 -14-00 Inspector: A. Duong Tested in general accordance with Inspected the resteel and placement at 1 Perimeter and interior foundation walls, also pit walls between line 3 and 4 1 Resteel is grade 1 60 1 , as specified, from Birmingham Placement Data Batch Weights _ _ Supplier: Stoneway Cement (sack/type/lbs.): I /II 470# W/C Ratio: 0.51 Mix Number. 5000 Sand (lbs.): 1504# Admixtures (specify) Max Slump Allowed: 5" Aggregate (size/lbs.): 1930# V." Total Yards Placed: 14 Aggregate (size/lbs.): 28.32 Placed Via: Chute Aggregate (size/lbs.): 4630 Vibrated: yes Fly Ash (lbs.) 3 Required psi WO: 3000 Water (lbs. /dal): 239# 28 Sam Ie Data Yards Slump Air Content Concrete Temp Ambient Temp Truck No. Ticket No. Cast Samples: 1 10 5" 62° 48° 417 174869 Cast Samples: Cast Samples: _ X Weather: I Slump Range: I Date Samples Picked Up: 1 11 -15-00 Comments Notified Ron Wright the differences in amount of cementitous material. Plan spec. called for 5 % sacks per cu.yd. does not conform until ok'd by Arch. /Eng. Specimen Number Test Date Field Cure Age Da s Size In. Area S • .In. Wei! ht Max Load Lbs. Strength • si Tested in general accordance with 1 11 -21 -00 7 6x12 28.30 29.98# 90,940 3210 ASTM C39 X 2 12 -12 -00 28 6x12 28.32 29.95# 131,170 4630 ASTM C 78 3 12 -12 -00 28 6x12 28.32 30.02# 133,870 4730 ASTM C 109/109M 4* Compressive X Flexural I ,,Coalionrls-' I xi Does Not Conform ; 'Discarded CONCRETE REPORT TEST RESULTS Reviewed by: 0 ". 0 ROSENAU & ASSJCIATES, 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 Conforms I I Doss Not Conform I x This sport applies only to the items tested or reported and Is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 uncz r MOISTURE - DENSITY RELATIONSHIP 134 132 130 . g m v 128 126 124 - - - - ZAV for Sp.G. = 2 65 \ - •••••0,00,e40,•••••• \ .000".••••00000.00400••••0000.00 . ._ 0 2 4 6 8 10 12 Water content, % Test specification: ASTM D 1557 -91 Procedure C Modified Oversize correction a • • lied to each • oint Elev/ Depth Classification Nat. Moist. Sp.G. LL PI % > 314 in. % < No.200 USCS AASHTO GP A -1 -a 11.2 Estimate NT NT 13.9 1.0 ROCK CORRECTED TEST RESULTS UNCORRECTED MATERIAL DESCRIPTION Maximum dry density = 132 pcf Optimum moisture = 6.5 % 128 pcf 7.5 % Sam #2: Gray Poorly graded gravel with sand- Type 17 Project No. 00 -515 Client: Hot Mix Pavers Project: Hot Mix Pavers 4400 S. 131st Place, Tukwila • Location: Stockpile Remarks: Date Obtained: 11 -15 -00 Tested By: A. Duong Reviewed By: Han en MOISTURE- DENSITY RELATIONSHIP OTTO ROSENAU & ASSOCIATES, INC. Plate SIEVE SIZE PERCENT FINER SPEC.' PERCENT PASS? (X =NO) 2 in. 100.0 1.5 in. 100.0 1 in. 95.8 .75 in. 86.1 .375 in. 56.0 # 10 17.6 #40 6.4 #100 1.7 #200 1.0 • 100 90 80 70 30 20 10 0 I 500 100 %COBBLES I t 0.0 %GRAVEL 56.6 %SILT I %CLAY 1.0 (no specification provided) Sample No.: 2 Location: Stockpile Grain Siittlitribution ort 10 t oat 1 GRAIN SIZE - mm %SAND 42.4 Soil Description Sample #2: Gray Poorly graded gravel with sand - Type 17 PL= NT D85= 18.6 D30= 2.99 C 8.20 Source of Sample: Glacier Pit 0.1 Att rbero Limits LL= NT P1= NT C ffi = 10.7 D15= 1.79 C 0.64 0.01 D50= 7.25 D10= 1.30 Classific QQn USCS= GP SHTO= A -1 -a Remarks Date Obtained: 11 -15 -00 Tested By: A. Duong Reviewed By: W. Hansen 0.001 Date: 11 -16 -00 Elev. /Depth: OTTO ROSENAU & ASSOCIATES, INC. Client: Hot Mix Pavers Project: Hot Mix Pavers 4400 S. 131st Place, Tukwila Project No: 00 -515 Plate x Owner Project: Hot Mix Pavers Contractor Address: 4400 S. 131 PI., Tukwila Architect Client: Hot Mix Pavers Building Dept. Date: 11 -6-00 Engineer Inspected the resteel and placement at I Perimeter and interior footings. i Job Number: 1 00 -515 I Report Number: I 001 I Permit Numbers ,, t'.1,011114:0417 ',I Test Date Project: Hot Mix Pavers Architect: Address: 4400 S. 131 PI., Tukwila Engineer: Client: Hot Mix Pavers Contractor. Date: 11 -6-00 Inspector: H. T. Johnson Inspected the resteel and placement at I Perimeter and interior footings. 11 -13.00 Resteel is grade I 60 I , as specified, from Birmingham Placement Data Batch Weights Supplier: Stoneway Cement (saddtype/lbs.): I /II 524# W/C Ratio: Mix Number: 5500 Sand (lbs.): 1488# Admixtures (specify) Max Slump Allowed: 5" Aggregate (size/lbs.): 1938#'/: 28 Total Yards Placed: 16 Aggregate (size/lbs.): 29.92# Placed Via: Chute Aggregate (size/lbs.): ASTM C 78 Vibrated: No Fly Ash (lbs.)• 12-4-00 Required psi (f c): 3000 Water (lbs. /gal): 198# 6x12 Sample Data Yards Slump Air Content Concrete Temp Ambient Temp Truck No Ticket No. Cast Samples: 1-4 3 3W 64° 56° 424 173291 Cast Samples: Cast Samples: _ X Weather: I Sunny Slump Range: 13 W -3'/." Date Samples Picked Up: 111 -7-00 Comments Specimen Number Test Date Field Cure Age Da s Size In. Area S..In. Wei • ht Max Load Lbs. Strength • si Tested in general accordance with 1 11 -13.00 7 6x12 28.30 29.95# 121,930 4310 ASTM C39 X 2 12 -4-00 28 6x12 28.33 29.92# 170,580 6020 ASTM C 78 3 12-4-00 28 6x12 28.33 30.01# 170,340 6010 ASTM C 109/109M 4* Compressive X Flexural . Ca x, rimn�s`' °` T , , ti, Does Not Conform C .TO ROSENAU & ASLJCIATES, INC. Construction Inspection & Material Testing 6747 M.L. 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 Discarde les to: CONCRETE REPORT TEST This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 Conforms l x I Doss Not Conform I I Reviewed by /,G r L ;7 • �!' !'�-k� e -741 x Owner Contractor Architect Building Dept. Engineer .„ • 2 !?"'41 , ■•4 4', . . ',;••• k • • G. TO ROSENAU & ASt,JCIATES, INC. Construction Inspection & Material Testing 6747 M.L. 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 CONSTRUCTION INSPECTION REPORT Report Number. 001 Inspection Performed: Resteel, Concrete-Cancel Project: Hot Mix Pavers Permit Number. Address: 4400 S. 131 Pl., Tukwila Job Number Client Hot Mix Pavers Architect Contractor. Engineer: Inspector and Date • Inspection Results 00-515 Reviewed by: e;:7)P72X Or4 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 D. Johnston Inspection was made of reinforcing steel placement in perimeter footings and work pit slab and found it to be 11-1-00 according to plan. H.T. Johnson Concrete pour canceled. Problem with soils report 11-1-00 Report Number: 001 OTTO ROSENAU & ASSOCIATES, INC. Construction Inspection & Material Testing 6747 M.L. King Way South, Seattle, Washington 98118 -3216 TeI:(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 SOILS INSPECTION REPORT Project: Hot Mix Paver Permit Number: Address: 4400 S. 131` Pl., Tukwila Job Number: Client: Hot Mix Paver Architect: Contractor: Engineer: Inspector: Andy Duong Date: 10 -23-00 AIM 00-515 NUCLEAR DENSOMETER RESULTS fTESTED IN GENERAL ACCORDANCE TO ASTM D2922) Wet °% Dry % % Test Density Moisture Density Lab Compaction Compaction * Location Elevation (#/cu.ft.) Content (#/cu.ft.) Density Required Achieved 1 10' south of wash -down drain Sub -grade 133.1 4.03 128.0 134.5 95 95 2 2' north of paver post Sub -grade 140.3 5.19 133.4 134.5 95 99 3 SW corner Sub -grade 136.3 4.71 130.2 134.5 95 97 On site to perform soil compaction test for south end foundation footings. Copies to: x Owner Contractor Architect i t Building Dept. Engineer Reviewed by: _rte • , ,.E C This report applies only to the t ems tested tid or reported an is exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission 1 of 1 SW A -1 -a ROCK CORRECTED TEST RESULTS Maximum dry density = 139 pcf Optimum moisture = 7.5 % 6.0 Estimate 141 139 137 135 133 131 Elev/ Depth 2 4 6 8 Water content, % Test specification: ASTM D 1557 -91 Procedure B Modified Oversize correction applied to each point Classification Nat. USCS AASHTO Moist. 10 12 Sp.G. LL PI ZAV for Sp.G. = 2.90 14 %> %< 3/8 in. No.200 MOISTURE - DENSITY RELA • NSHIP Protect No. 00 -515 Client: Hot Mix Pavers Project: Hot Mix Pavers 4400 S. 131st Place, Tukwila • Location: Footings MOISTURE- DENSITY RELATIONSHIP OTTO ROSENAU & ASSOCIATES, INC. NT NT 17.1- 2.8 UNCORRECTED 134.5 pcf 9% MATERIAL DESCRIPTION Sample #1 - Gray sand with gravel (5/8" Crushed) Remarks: Date Obtained: 10 -20 -00 Tested by: A. Duong Reviewed by: W. Plate lyn 8 .4 tz SIEVE SIZE PERCENT FINER SPEC.' PERCENT PASS? (ONO) .75 in. 100.0 .375 in. 82.9 #4 59.9 #40 11.8 #100 2.8 100 90 7 jar* r •. �: a : N; G4i �i� /'+tlif^gLJft1= _ilSS,CINH.m 80 70 30 20 10 0 500 100 N FL (no specification provided) Sample No.: 1 Location: Footings Y s 10 Yr; OTTO ROSENAU & ASSOCIATES, INC. Source of Sample: Kr;.SY'f1 GRAIN SIZE - mm %SAND 57.1 0.1 Client: Hot Mix Pavers / Project: Hot Mix Pavers 4400 S. 131st Place, Tukwila Pro ect No: 00 -515 Grain Size Distribution Deport T 0.01 Plate 0.001 %COBBLES I %GRAVEL 0.0 40.1 %SILT 1 %CLAY I 2.8 Soil Description Sample #1 - Gray sand with gravel (5/8" Crushed) PL= NT D85= 10.2 Dm= 1.47 C 13.54 usc SW atmak Date Obtained: 10 -20-00 Tested by: A. Duong Reviewed by: W. Hansen A rbero Limits, LL= NT PI= NT Coefficients 060= 4.76 D15= 0.567 C 1.28 Classitl finn SHTO= A -1 -a D50= 3.42 010= 0.352 Date: 10 -23-00 Elev./Depth: or( o E KWtUk ?VW GrE‘I CORRECTION LTR# FILE COPY I understand that the Plan Check approvals are • subject to errors and omissions and approval of OUR JOB NO. 7099 MARCH 1, 2000 Prepared By: BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT, WASHINGTON 98032 (425) 251 -6222 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES a• MAINTENANCE COMPONENT DEFECT CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Storage area Plugged air vents One -half of the cross section of a vent is blocked at any point with debris and sediment. Vents free of debris and sediment. Y.'d"n�✓,��`.�!c ?A�1�:i1 iS�41`�'rwrvm :+.w......... Stormwater Pollution Prevention Plan Hot Mix Pavers, Inc. File No. D99 -0417 Site Address: The project is located on the north side of South 131st Place at the 4400 block of Tukwila, Washington, in a portion of the northeast quarter of Section 15, Township 23 North, Range 4 East, Willamette Meridian, King County, Washington. Introduction: This project will consist of the a new combined service office building, parking lot, storm drainage, landscaping, and utility construction. The area of the project is 1.02 acres, of which approximately 80 percent will be impervious. On -site drainage will be picked up by catch basins and conveyed through a storm drainage water quality tank located at the north portion of the parking lot. Roof drainage from the building will be conveyed directly into the catch basin system previously described. Storm drainage discharges from the proposed water quality wet tank via storm drainage tightline systems to the ditch along the south side of SR -599 and ultimately discharges to the Green River. Owner: Hot Mix Pavers, Inc. 4400 South 131st Place Tukwila, WA 98188 (206) 324-0106 Contact: Anita Westeren Plan Goal: The goal of the grading and storm drainage plan is to treat all on -site runoff for water quality by directing all parking lot runoff through the storm drainage wet tank. Preventive Best Management Practices (BMPs): Catch basins shall have "dump no waste - drainage to river" stamped next to them. The parking lot shall be swept, as necessary, to remove debris and prevent silt and litter debris from entering the storm drainage conveyance system. Treatment BMPs: The on -site storm drainage wet tank has been designed as a flow - through mechanism to treat runoff for conventional pollutants. The 1998 King County Surface Water Design Manual was used to design the water quality tank for this project. Inspection: The storm drainage water quality tank shall be inspected at least twice a year and as required following periods of heavy runoff. Maintenance records must be kept for a minimum of 5 years and be available for City inspector review. Maintenance: To ensure proper water quality treatment, the storm drainage water quality wet tank must be properly maintained. The following are maintenance requirements that must be followed. 7099.007 [JPJ /ph/sm] MAINTENANCE COMPONENT DEFECT CONDITIONS WIZEN MAINTENANCE IS NEEDED ULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Debris and sediment Accumulated sediment depth exceeds 10 percent of the diameter of the storage area for one -half length of storage vault or any point depth exceeds 15 percent of diameter. Example: 72 -inch storage tank would require cleaning when sediment reaches a depth of 7 inches for more than 1/2 length of tank. All sediment and debris removed from storage area. Joints between tank /pipe section Any crack allowing material to be transported into the facility. All joints between tank /pipe sections are sealed. Tank pipe bent out of shape Any part of tank/pipe is bent out of shape more than 10 percent of its design shape Tank/pipe repaired or replaced to design Manhole Cover not in place Cover is missing or only partially in place. Any open manhole requires maintenance Manhole is closed Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts into frame have less than 1/2 inch of thread (may not apply to self - locking lids). Mechanism opens with proper tools. Cover difficult to remove One maintenance persons cannot remove lid after applying 80 lbs of lift. Intent is to keep cover from sealing off access to maintenance. Cover can be removed and reinstalled by one maintenance person. Ladder rungs unsafe King County Safety Office and/or maintenance person judges that ladder is unsafe due to missing rungs, misalignment, rust, or cracks. Ladder meets design standards, allows maintenance person safe access. Catch basins See "Catch Basins" Standard No. 5. See "Catch Basins" Standard No. 5. 7099.007 [JPJ /phlsml MAINTENANCE COMPONENT DEFECT CONDITIONS WHEN MAINTENANCE IS NEEDED RES ULTS EXPECTED WHEN MAINTENANCE IS PERFORMED General Trash and debris (includes sediment) Trash or debris of more than 1/2 cubic foot, which is located immediately in front of the catch basin opening or is blocking capacity of the basin by more than 10 percent. No trash or debris located immediately in front of the catch basin opening. Trash or debris (in the basin) that exceeds 1/3 the depth from the bottom of the basin to invert the lowest pipe into or out of the basin. No trash or debris in the catch basin. Trash or debris in any inlet or outlet pipe blocking more than 1/3 of its height. Inlet and outlet pipes free of trash or debris. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g. methane). No dead animals or vegetation present within the catch basin. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Structure damage to frame and/or top slab Corner of frame extends more than 3/4 inch past curb face into the street (if applicable). Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation of more than 3/4 inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks in basin walls/bottom Cracks wider than 1/2 inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that structure is unsound. Basin replaced or repaired to design standards. �i'�3i���r7�, .:•.' ii��': C. lti. /a.�:v'rytta.�....v +, To ensure proper water conveyance to the water quality wet tank, the catch basins should be maintained as follows: 7099.007 UPI/ph/an] MAINTENANCE COMPONENT DEFECT CONDITIONS WHEN MAINTENANCE IS NEEDED EXPECTED WHEN MAINTENANCE IS PERFORMED Cracks wider than 1/2 inch and longer than 1 foot at the joint of any inlet /outlet pipe or any evidence of soil particles entering catch basin through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Sediment/ misalignment Basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Fire Hazard Presence of chemicals such as natural gas, oil and gasoline. No flammable chemicals present. Vegetation Vegetation growing across and blocking more than 10 percent of the basin opening. No vegetation blocking opening to basin. Vegetation growing in inlet /outlet pipe joints that is more than six inches tall and less than six inches apart. No vegetation or root growth present. Pollution Nonflammable chemicals of more than 1/2 cubic foot per three feet of basin length. No pollution present other than surface film. Catch basin cover Cover not in place Cover is missing or only partially in place. Any open catch basin requires maintenance. Catch basin cover is closed. Locking mechanism not working Mechanism cannot be opened by maintenance person with proper tools. Bolts into frame have less than 1/2 inch of thread. Mechanism opens with proper tools. Cover difficult to remove One maintenance person cannot remove lid after applying 80 lbs. of lift; intent is to keep cover from sealing off access to maintenance. Cover can be removed by one maintenance person. Ladder Ladder rungs unsafe Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Ladder meets design standards and allows maintenance person safe access. 1. ..:: �.• <.`�,.i l .S. Siz�lnti',ii�'b>ii'�S�IF�rt.i. • ^:ti':J!•fG`_1tiW,”{Ji. YCN#tn'e;;'_•.yi.!f.ANF4:ld' :V.Pel iA4.A2:a/.dir.o/Mi4.`iC WZ.N' 4V, 3' 42M f. g5V, AV IS7 7 .YNC?e!......xAA...niMrx...ect* AvAt .re 7099.007 [JPJ /ph/sin MAINTENANCE COMPONENT DEFECT CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Pipes Sediment and debris Accumulated sediment that exceeds 20 percent of the diameter of the pipe. Pipe cleaned of all sediment and debris. Vegetation Vegetation that reduces free movement of water through pipes. All vegetation removed so water flows freely through pipes. Damaged Protective coating is damaged; rust is causing more than 50 percent deterioration to any part of pipe. Pipe repaired or replaced. Any dent that decreases the cross section area of pipe by more than 20 percent. Pipe repaired or replaced. Open ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Trash and debris cleared from ditches. Sediment Accumulated sediment that exceeds 20 percent of the design depth. Ditch cleaned /flushed of all sediment and debris so that it matches design. Vegetation Vegetation that reduces free movement of water through ditches. Water flows freely through ditches. MAINTENANCE COMPONENT DEFECT CONDITIONS WHEN MAINTENANCE IS NEEDED EXPECTED WHEN MAINTENANCE IS PERFORMED Metal grates (if applicable) Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20 percent of grate surface. Grate free of trash and debris. Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. To ensure proper stormwater conveyance, the conveyance system must be properly maintained. Following are the maintenance requirements to be followed: 7099.007 iJPJ /ph/sm] MAINTENANCE COMPONENT DEFECT CONDITIONS WHEN MAINTENANCE IS NEEDED RESULTS EXPECTED WHEN MAINTENANCE IS PERFORMED General Weeds (nonpoisonous) Weeds growing in more than 20 percent of the landscaped area (trees and shrubs only). Weeds present in less than 5 percent of the landscaped area. Safety hazard Any presence of poison ivy or other poisonous vegetation. No poisonous vegetation present in landscaped area. Catch basins Trash or litter Paper, cans, bottles, totaling more than 1 cubic foot within a landscaped area (trees and shrubs only) of 1,000 square feet. Area clear of litter. Trees and Shrubs Damaged Limbs or parts of trees or shrubs that are split or broken which affect more than 25 percent of the total foliage of the tree or shrub. Trees and shrubs with less than 5 percent of total foliage with split or broken limbs. Trees or shrubs that have been blown down or knocked over. Tree or shrub in place free of injury. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. Tree or shrub in place and adequately supported; remove any dead or diseased trees. MAINTENANCE COMPONENT DEFECT CONDITIONS WHEN MAINTENANCE IS NEEDED ULTS EXPECTED WHEN MAINTENANCE IS PERFORMED Erosion damage to slopes See "Ponds" Standard No. 1 See "Ponds" Standard No. 1. Rock lining out of place or missing (if applicable) Maintenance person can see native soil beneath the rock lining. Replace rocks to design standards. Catch basins See "Catch Basins" Standard No. 5. See "Catch Basins" Standard No. 5. Debris Barriers (e.g., Trash Rack) See "Debris Barriers" Standard No. 6 See "Debris Barriers" Standard No. 6 To ensure proper maintenance of the grounds and landscaping, the following maintenance requirements must be followed: 7099.007 IJPJ /pWsm] sJ g i l !! 1 41 0 n k . amg155 a pV ii!Phifi n ! ° p Hil ! giqrh—m D 1 d ! U g X YY � p € IRA: sod R at, Rci :1. 13 in 41ST AVE S. FN S •; . I 4 y � r c _ ?.z �a D � Z U to) fA[� z Z �D ; R Z r z - 1 44 "� � 4. A EY. wA R-11. =_ j 1 : v 1 _ r. • ROADWAY • PoM -14.0 RIM. 14.0 -n PRIVATE ROAD / :)1 i, )I -' o�27`176 (VACATED • «/ L.11.5 tl:'I VAC. ORD. I16a E‘ l: 0 Ex. ssw 2' N 511A.ia,Si 4E I W.` 2E IE 10 NE._ 82 tE 12' SE-TIE Et WATER VALVE EY. WAIL 1 Elf. 20' N • FAN. L.OT CYR 0411 12 -258 NEW ROADWAY PER ��ATE ,� PLAN �► I 1 / � 4.! ti j/ E 2A RC = -to E" 55 UP - __W — - - -- — W 1 t1C r RELOCATE EX. UP BEHIND SIDEWAUL COORD NO MORE 03 CO. T C __ 1L_CK .: -Les AIFPA'T PAWNOR' - - • ? N ' /' (T T0 0 FENCE RELOCATED) W S0UD LID RN= 15.0 E- 11.77 3S tF 3' WIDE LONG SWA&E 7 O 0.66x PER DETA4 ON SHT. C4 � di • SOIJO LIO RIM. 15.0 E- 11.60 J __ r.. EEK.9 -'. WEf._'� �` — e i:- - t'-? ' — Mr — ._ E —w-- 244-- 1141•44'57 $41'44'57'W DT. FENCE (TO REMAIN) UMAVINU ANU 5I OHM VMAINAUI 1'LAN LOCATED IN A PORTION OF THE NE 1/4 S. 15, TWP. 23 N., R 4 E, WM CITY OF TUKWLA, KING COUNTY, WA. Tti 269.71 T' L Cg TYPE 2-5 W SOO LOOTING LID E= 9.0 (12' W) IE. 3.4 36' N) LEGEND= (TO L REMA N) SHALL BE PLACED LICERCODUND. PROPOSED TYPE I CATCH BASIN PROPOSED TYPE 1 CATCH BASH EXETNG TYPE I CATCH BASIN PROPOSED STORM DRAINAGE UNE —160 EXISTING STORM DRAINAGE UNE PROPOSED SANITARY SEVER UNE PROPOSED SANITARY SEWER MANHOLE PROPOSED SANITARY SELLER CIEANOUT COSTING SANTAR( SEWER MANHOLE EXISTING SANITARY SEWER LINE EXISTING WATERMAN (/) s • • 0 W LOT MO DURING CONSTRUCTION ::;7 4' w w ! ° B- 33 LF 3' WIDE CONC. SWALE 5 B.SELL AND 0 0.5X PER CETAIL ON 510. C4. LmDSCAPE SETBALX EX14NG FIRE HYDRANT EASING WATER VALVE PROPOSED WATERMAN PROPOSED FIRE HYDRANT PROPOSED WATER VALVE PROPOSED SPOT ELEVATONS EXISTING SPOT ELEVATIONS EXISTING CONTOURS PROPOSED CONTOURS PROPOSED PAVEMENT PROPOSED CONCRETE N • $ 100 EX. FE10E ) �= 109 or No OF = 123 I 100 - • • RO.W. MOMJI NT EMERGENCY SPILL CLEANUP PLAN RECEIVED CITY OF TI ttra( A CORRW'ION LTR # ._ JUN - 6 WO FILE COPY I understand that the Plan Check approvals are subject to errors and omissions and approval of cl ns sloes not auth.:z,:."R t: violation of an» PERMIT Hot Mix Pavers Project 4400 South 131st Place Tukwila, Washington Prepared for: Hot Mix Pavers May 31, 2000 Our Job No. 7009 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 18215 72ND AVENUE SOUTH, KENT, WA 98032 • (425) 251 -6222 • (425) 251 -8782 FAX www.barghausen.com Dqq-0411 FACILITY DESCRIPTION This project is a facility on approximately 1.0 acre of land that consists of one building and associated parking and equipment storage yard. The equipment storage yard will be an asphalt paved surface of approximately 0.5 acres in size with a controlled drainage system. The owner and occupant of this facility is Hot Mix Pavers Company, which provides asphalt paving services. The owner's name, address, and contact person are as follows: NOTIFICATION PROCEDURE CLEANUP PROCEDURE Owner: Hot Mix Pavers Address: 4400 South 131st Place Tukwila, Washington Contact: Anita Westeren Telephone: (206) 324 -4016 RECEIVED CITY OF TUKWILA JUN - 6 2000 PERMIT CENTER The majority of the asphalt storage yard on this project will be utilized to provide employee parking, store equipment, and provide a small area where leftover asphalt concrete will be stored. The chemical involved that triggers the requirement for this emergency spill cleanup plan is the leftover asphalt concrete material. The liquid asphalt emulsion will not be stored on this site. Stormwater runoff from the pavement areas will drain into catch basins, as shown on the site plan, and then through an underground water quality vault, which will provide oil/water separation prior to leaving the site. A spill situation from this site will be easy to contain since any spill will be in a solid state, as opposed to a liquid state. The enclosed site plan shows the location of the asphalt storage area, which is approximately 15 feet wide by 15 feet long and 4 feet high. This storage facility will have a flexible cover material that must be used when asphalt is stored in this area. The intent of the cover material is to keep rainwater from mixing with the solidified asphalt concrete material. If it appears that asphalt concrete material is within the enclosure, but the cover material is not in place, the contact person listed under Facility Description must be notified. This person will be the designated contact person for spill response. All asphalt concrete left over from paving projects must be stored within this area. If any asphalt concrete is noticed on the site outside of the enclosure, please notify the contact person noted above. In case of a spill situation that is not addressed immediately, the local sewer authority, City of Tukwila, shall be notified immediately. Please notify the Public Works Department at (206) 433 -0179. All of the leftover asphalt concrete entering onto the site should be stored within the enclosure, as shown on the site plan. If any asphalt is noticed outside of the enclosure, the owner must collect the asphalt concrete material by shovels or backhoes, if necessary, and relocate it to the asphalt enclosure and cover the area with the flexible cover. 7099.009 [HPG /jss/Im] Phil Schneider Washington State Department of Fish and Wildlife 3190 - 160th Avenue S.E. Bellevue, WA 98008 -5452 March 3, 2000 FILE COPY I understand that the Plan Check approvals are subiect to errors and omissions Frr »! RE: Request for HPA Approval for the Hot Mix Pavers Project 4400 South 131st Place, Tukwila, Washington Our Job. 7099 Dear Phil: CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES At the request of the City of Tukwila, we are submitting for HPA approval for the Hot Mix Pavers project. Enclosed is one set of construction plans that are near approval by the City of Tukwila for an approximate 1- acre site. As you can see, this project includes the installation of a small office and garage building with an outdoor storage lot for associated equipment with the business. There is an existing wetland located along the eastern portion of the project adjacent to SR -599, which will be the discharge point for the majority of the project. There is also a small amount of road improvements proposed adjacent to South 131st Place, which will include a curb, gutter, sidewalk, asphalt widening, and the installation of one catch basin. This catch basin will discharge into an existing drainage channel along the west side of South 131st Place. Also, enclosed is a copy of the drainage report and the stormwater pollution prevention plan prepared for this project. This stormwater pollution prevention plan contains measures that the owner must utilize after construction is complete for proper maintenance, etc. Also, enclosed is a copy of your JARPA application, which is signed by the owner of the project and me as the representative. Please review these documents and let me know if you have any questions or would like to meet on site. I appreciate your help in processing this approval document and look forward to hearing from you. Thank you. Hal P. Grubb, P.E. Director of Engineering Services HPG /ca /mm 7099C.014 enc: As Noted cc: Anita Westeren, Hot Mix Pavers (w/ copy of JARPA application) 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251 -6222 (425) 251 -8782 FAX www.barghausen,com R ECEIVED F. TKWItA MY OF. , MAR 0 7 ZOO PERMIT CENTER q Based on the preceding checklist, I am sending copies of this application to the following: (check all that apply) 0 Local Government: for shoreline ❑ Substantial Development o Conditional Use Cl Variance ❑ Exemption; or ❑ Floodplain Management ❑ Critical Areas Ordinance ® Washington Department of Fish and Wildlife for HPA O Washington Department of Ecology Approval to Allow Temporary Exceedance of Water Quality Standards O 401 Water Quality Certification Nationwide Permits O Corps Engineers for Section 404 or Section 10 permit(s) SECTION A - Use for all permits covered by this application. Be sure to also complete Section C (Signature Block) for all permit applications. 1. Applicant HOT MIX PAVERS. ANITA WESTEREN Mailing Address j122 EAST PIKE STREET, SUITE , 145 SEATTLE, WA 98122 Work Phone: (206 324 -0106 Home Phone: ( ) Fax number: (200 325 -4473 If an agent is acting for the applicant during the permit process, complete #2 & 3. 2. Authorized Agent HAL GRUBB, BARGHAUSEN CONSULTING ENGINEERS, INC. Mailing Address 18215 -72nd AVENUE SOUTH, KENT, WASHINGTON 98032 Work Phone: (+25) 251 -6222 Home Phone: ( ) Fax number: (►25) 251 -8782 3. Designation of Authorized Agent, if applicable: I hereby designate 7 / �.:.-/ /"'l/ � to act as my agent in matters related to this application for permit(s). I understand that if a Federal permit is issued, I must sign the permit. ! . .s� � _AL. -- e - ,z) a -,,2 aooa Sig ature of Applicant Date 4. Relationship of applicant to property: 50 Owner ❑ Purchaser 0 Lessee ❑ Other ( ) 5. Name, address, and phone number of property owner(s), if other than applicant: Agency Reference #: SEPA Lead Agency: Other: GF.044 AGENCY USE ONLY - JARPA APPLICATION FORM - - for use in Washington State - PLEASE TYPE OR PRINT IN BLUE OR BLACK INK Date Received: Application Page 1 of 5 yg{7,d�x �.5vs: u5�t 6. Location where proposed activity exists or will occur. Street Address 4400 SOUTH 131ST PLACE TUKWILA, WA 98168 City, County, State, Zip Code Waterbody DNR Stream Type (if known) Tributary of GREEN RIVER Legal Description: Tax parcel No.: 734920-0220,0225,0230,0235 1/4 1/4 Section Township Range NE 1/4 15 23 NORTH 4 EAST 7. Describe the current use of the property, and structures existing on the property. If any portion of the proposed activity is already completed on this property, indicate month and year of completion. THE SITE IS VACANT LAND THAT HAS GRAVEL FILL PLACED ON MOST OF IT. VACATED RUTH STREET FORMS THE WEST PROPERTY BOUNDARY. Is the property agricultural land? 0 Yes @INo Are you a USDA program participant? 0 Yes b No 8. Describe the proposed activity, and the activity's purpose. Include expected water quality and fish impacts, and proposed actions to reduce the duration and severity of those impacts and provide proper protection for fish life. Complete plans and specifications should be provided for all work waterward of the Ordinary High Water Mark or Line, including types of equipment to be used, and for all work if applying for a shoreline permit. If additional space is needed, please attach a separate sheet. THE PROPOSED ACTIVITY FOR THIS PROJECT IS TO CONSTRUCT A 2,700 SQUARE FEET BUILDING, PARKING AREAS FOR EQUIPMENT STORAGE, APPROPRIATE LANDSCAPING, STORMWATER CONVEYANCE SYSTEM AND UNDERGROUND WATER QUALITY WET TANK. THE PRE- DEVELOPED AND POST — DEVELOPED DIFFERENCE IN 100 —YEAR PEAK RUNOFF IS LESS THAN 0.1 CFS. CONSTRUCTION EQUIPMENT WILL INCLUDE A BACKHOE, COMPACTOR, TRUCK AND GRADER. THE SITE IS BASICALLY A. BALANCED SITE WITH NO NET CUT OR FILL. THE . :PROJECT INCLUDES STREET WIDENING, CURB, GUTTER, AND SIDEWALK ALONG ITS FRONTAGE ON SOUTH 131ST PLACE. RUNOFF FROM THE' NEW STRE0YETRAIOVEMENTS WILL BE CONVEYED TO A STREAM ON THE SOUTH SIDE OF SOUTH 181SrPLACE. RUNOFF FROM ON,,SITE WILL BE CONVEYED TO'A WETLAND ALONG THE NORTHEAST PROPERTY LINE, BOTH DMSCHARGE POINTS DRAIN TO THE 'SAME CONVERGENT POINT AT THE UPSTREAM SIDE OF THE CULVERT UNDER SR -599 NORTHWEST OF THE SITE. Preparation of drawings: See Appendix A - sample drawings and checklist for completing the drawings. One set of original or good quality reproducible drawings must be attached. NOTE: Applicants are encouraged to submit photographs of the project site, but these do not substitute for drawings. THE CORPS OF ENGINEERS REQUIRES DRAWINGS ON 8 -1/2 X 11 INCH SHEETS. Larger drawings may be required by other agencies. 0E044 Rb Application Page 2 of 5 9. Proposed Starting Date: APRIL 2000 Estimated duration of activity: 3 MONTHS Will the project be constructed in stages? ❑ Yes 37)LNo 10. Will any structures be placed: a. waterward of the Ordinary High Water Mark or Line for fresh or tidal waters? o Yes X7 No b. waterward of Mean High Water Line in tidal waters? ❑ Yes Xi No 11. Will fill material (rock, fill, bulkhead, pilings or other material) be placed waterward of Ordinary High Water Mark or Line for fresh or tidal waters? ❑ Yes lb No a. If "yes," in fresh water indicate volume in cubic yards: b. If "yes," in tidal waters, indicate volume in cubic yards waterward of the line of mean higher high water: 12. Will material be placed in wetlands? ❑ Yes No If yes, impacted area: (acres) If yes: a. Has a delineation been completed? ❑ Yes 1 ff No (If yes, please submit with application.) b. Type and composition of fill material (e.g., sand, etc.): c. Material source: d. List all soil series (type of soil) located at the project site, & indicate if they are on the county's list of hydric soils: Soils information can be obtained from the Natural Resources Conservation Service (NRCS), formerly Soil Conservation Services (SCS). 13. Will proposed activity cause flooding or draining of wetlands? 0 Yes roc No If yes, impacted area: (acres) 14. Will excavation or dredging be required in water or wetlands? ❑ Yes xr2F No Ifyes, volume: (cubic yards) a. Composition of material removed: b. Disposal site for excavated material: c. Method of dredging: 15. List other applications, approvals, or certifications from other Federal, state or Ideal agencies for any structures, construction, discharges, or other activities described in the application (i.e., preliminary plat approval, health district approval, building permit, SEPA review, FERC license, Forest Practices Application, etc.) Also indicate whether work has been completed and indicate all existing work on drawings. Date of Date Completed? Type of Approval Issuing Agency Identification No. Application Approved Yes or No BUILDING PERMIT TUKWILA D99 -0417 NO SEPA Lead Agency: CITY OF TUKWILA SEPA Decision Date: • GF.044 Application Page 3 of 5 16. Has any agency denied approval for the activity described herein or for any activity directly related to the activity described herein? Cl Yes NIS No lfyes, explain: SECTION B - Use for Shoreline & Corps of Engineers permits only: 17. Total cost of Project. This means the fair market value of the project, including materials, labor, machine rentals, etc. 18. Local government w /jurisdiction: Shoreline Environment designation: Zoning Designation: 19. For corps permits, provide names, addresses, and telephone numbers of adjoining property owners, lessees, etc., PLEASE NOTE: Shoreline management compliance may require additional notice -- consult your local government. SECTION C - Complete for any permit covered by this application 20. Application is hereby made for a permit or permits to authorize the activities described herein. I certify that I am familiar with the information contained in this application, and that to the best of my knowledge and beliefs, such information is true, complete, and accurate. I further certify that I possess the authority to undertake the proposed activities. I hereby grant to the agencies to which this application is made, the right to enter the above - described location to inspect the proposed or completed work. �� �� 21- ---• _ -a • 00 Signature of Applicant or Authorized Agent (REQUIRED) Date _ �.c% .. /L. e � & -,..2 S (ICJ Signature of Landowner (REQUIRED if other than applicant) Date This application must be signed by the applicant. If an authorized agent is to be designated, the applicant must also sign at Item #3. GF.044 18 U.S.C. §1001 provides that: Whoever, in any manner within the jurisdiction of any department or agency of the United States knowingly falsifies, conceals, or covers up by any trick, scheme, or device a material fact or makes any false, fictitious, or fraudulent statements or representations or makes or uses any false writing or document knowing same to contain any false, fictitious, or fraudulent statement or entry, shall be fined not more than $ 10,000 or imprisoned not more than 5 years or both. DO NOT SEND FEDERAL PROCESSING FEE WITH APPLICATION Application Page 4 of 5 TO BE COMPLETED BY LOCAL OFFICIAL A. Nature of the existing shoreline. (Describe type of shoreline, such as marine, stream, lake, lagoon, marsh, bog, swamp, flood plain, floodway, delta; type of beach, such as accretion, erosion, high bank, low bank, or dike; material such as sand, gravel, mud, clay, rock, riprap; and extent and typ of bulkheading, if any:) B. In the event that any of the proposed buildings or structures will exceed a height of thirty-five feet above the average grade level, indicate the approximate location of and number of residential units, existing and potential, that will have an obstructed view: C. If the application involves a conditional use or variance, set forth in full that portion of the master program which provides that the proposed use may be a conditional use, or, in the case of a variance, from which the variance is being sought: GF.044 These Agencies are Equal Opportunity and Affirmative Action employers. For special accommodation needs, please contact the appropriate agency for Appendix A. Application Page 5 of 5 • COUGHLINPORTERLUNDEEN A CONSULTING STRUCRJRAL AND CIVIL ENGINEERING CORPORATION FILE COPY I understand that the Plan Check approvals are Structural Calculations for the Hot Mix Pavers Building. Ron Wright & Associates 11-5-99 Project 99-0176-07 EXPIRES 7/25/01 Prepared by: Jana Legerski ?Mg+ DO 17 O RECEIVED CITY OF TUKWILA NOV 1 8 1999 PERMIT CENTER Criteria: Hot Mix Pavers Building Proj. No.: S99- 0176 -07 Rev. Date: 8/19/99 Fire Code: Wind: 80 mph, Exposure B IW =1.00 Seismic: 1997 UBC, Zone 3 I = 1.00 C,„ =0.54 C = 0.36 R = 4.5 Roof Loadings Live Load Snow Dead Load Pitched Roof Type V, 1 hour sprinklered Soils:. Based on Soils Report IN 070 -002 by PacRim Geotechnical, Inc. dated 9/9/99 Soil bearing = 1500 psf Footing depth = 12" min. Footing width = 24" min. Friction coefficient = 0.5 Passive pressure = 500 pcf (no safety factor) At Rest Earth pressure = 55 pcf Seismic Soil Profile Type = Sd COUGHLIN PORTERLUNDEEN 25 psf Roofing -- Metal Roof 3.0 psf Framing -- TJL Open Web Joists © 32 "oc 4.0 psf Sheathing - - /z" Plywood 1.8 psf Insulation 1.0 psf Ceiling — Metal/ Wood suspension system with Tiles 2.5 psf Misc. 3.2 psf 16 psf Page 1 of 2 Print Date: 9/21/99 Criteria: Hot Mix Pavers Building Mechanical Mezzanine Live Load Typical Residential Loading Mechanical Units Dead Load Dead Load -- Garage (6" Slab) Interiors (not including slab weight) Slab Weight (6" Slab) Reinforced Concrete 6" Slab COUG HLIN PORTER LUNDEEN 40 psf 100 lbs Floor finish 2.0 psf Sheathing — 1 1/8" Plywood 3.4 psf Framing -- 117/8" I- Joists ®16 "oc 2.5 psf Ceiling -- Metal/ Wood Suspension System w/ Tiles 2.5 psf Misc. 2.6 psf 13 psf Wall Load Exterior. Walls Framing -- Steel Studs ®16 "oc or Wood Studs © 16 "oc 1.7 psf Sheathing — 3/4" Plywood 2.5 psf 5/8" GWB or HR36 Metal Siding 3.0 psf Misc. 3.3 psf 10 psf Interior Partition Walls 10 psf Crane Track/Hoist Load 4000 lbs Slab on Grade Level Loading Live Load Office 50 psf Garage 100 psf Dump Trucks 26000 lbs Dead Load — Office Space Interiors (not including slab weight) Floor Finish Allowance - Tile? Vinyl? Carpet? 3.0 psf Misc. 5.0 psf 8 psf 150.0 pcf 0.5 ft 75.0 psf Page 2 of 2 Print Date: 9/21/99 qTLAV l7"y %oAgS - 4 1 ooF' L__c'R n 5 ! C540 v l) = 2 psG ( I 2,4= 313 cA-p copse ( 12s) = z_oo F COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION ADS ID I, 0 m 1 4 "r -" 1 Op 5 -P ( I -P O F'l 10 /1) k/7 - p ( -,, 5L-A T3 \ JE1Gj 147 Lo SI.A = I S vp c � o 4 " S t --- )50-pc. r ( = 5 0 p 5E Project: 1407 PA V6 5, 3 1:y 1 L _, Designed By N) Date 9 Project No: ' — DI (0 Client: VA1C. �'� Checked By: Sheet . of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P:2061343 -0460 • F:2061343 -5691 SECTION 5 •sf 15 .sf 20 •sf 25 'Si 30 .st 40 •st 121n 16in 24in 121n 16in 24in 12in 16in 24in 12in 16in 24in 12in 16in 24in 12in 16in 24in 156XC20 10' 5' 9' 6' 8' 3" 7' 3' 6' 7 5' 9' 6' 7 511" 5' 2' 6' 1' 5' 6" 4'10' 5' 9" 5' 7' 4' 6' 5' 2' 4' 9' 4' 1' 158XC1 B 11' 3' 10' 3' 8'11' 7'10' 7' 1' 6' 2" 7' 1' 6' 5' 5' 7' 6' 7 6' 0' 5' 2' 6' 2" 5' 7 4'11' S' 7' 5' 1' . 4' 5 15BXC16 12' 1" 10'11" 9' 7' 8' 4' 7' 7 6' 7 7' 7 6'11' 6' 0' 7' 0" 6' 5' 5' 7 6' 7" 6' 0' 5' 3" 6' 0" 5' 5' 4' 9' 158XC14 12'10' 11' 8' 10' 2" 8'11' B' 1' 7' 1" 8' 1' 7' 4' 6' 5" 7' 6" 6'10' 511" 7' 1" 6' S' 5' 7 6' 5" 5'10' 5' 1' 250XC20 • 14' 5" 13' 1' 11' 5" 10' 0' 9' 1' 7'11" 9' 1' 8' 3' 7' 2" 8' 5 7' 8" 6' 8' 7'11' 7' 2" 6' 3" 7' 2' 6' 6' 5' 8' 250XC18 15' 7 14' 2' 12' 4' 10'10' 9'10' 8' 7 9'10' B'11" 7' 9' 9' 1' 8' 3' 7' 3' 8' 7" 7' 9' 6' 9' 7' 9' 7' 1' 6' 2" 250XC16 16' 9' 15' 2" 13' 3' 11' 7' 10' 6" 9' 2' 10' 6' 9' 7 B' 4" 9' 9' 8'10' 7' 9' 9' 2" 8' 4' 7' 3' 8' 4' 7' 7 6' 7' 250XC14 17'11" 16' 3' 14' 2" 12' 5' 11' 3' 9'10" 11' 3" 10' 3' 8'11' 10' 5" 9' 6' 8' 3' 9'10' 811" 7'10" 8'11' 8' 1' 7' 1' 350XC20 18' 7 16'11 14' 9" 12'11' 11' 9' 10' 3' 11' 9' 10' 8" 9' 3' 10'10' 9'11' 8' 7 10' 3' 9' 3' 8' 1' 9' 3' 8' 5" 7' 4 350XC18 350XC16 20' 2' • 21' B" :...16 '19' 8' ' 16' 0' 17' 2" 14' 0' 15' 0' 12' 8" 13' 7 11' 1' 11'11' 12' 8' 13' 7' 11' 6" 12' 4' 10' 1' 10'10' 11' 9' 12' B" 10' 8" 11' 6' 9' 4' 10' 0' 11' 1' 11'11' 10' r 10'10' B' 9' 9' 5' 10' 1' 10'10' 9' 2' 910' 8' 0' 8' 7 350XC14 23' 3' 21' 1' 18' 5' 16' 1' 14' 7" 12' 9' 14' 7' 13' 3" 11' 7 13' 7' 12' 4 10' 9' 12' 9' 11' 7" 10' 1" 11' 7' t0' 6' 9' 2' 358XC20 19' 2' 17' S" 15' 2" 13' 3' 12' 0" 10' 6' 12' 0' 1011" 9' 7 11' 2' 10' 2' B'10' 10' li 9' 7 8' 4" 9' 7 B' 8' 7' 7 358XC1B 20' 9" IB'10' 16' 5" 14' 4' 13' 0' 11' S 13' 0" 11'10" 10' 4' 12' 1' 11' 0" 9' 7 11' S' 10' 4' 9' 0' 10' 4' 9' S' 8' 2' 358XC16 22' 3' 20' 2' 17' 8' 15' 5' 14' 0' 12' 3' 14' 0' 12' If 11' r 13' 0' 11'10' 10' 4' 12' 3' 11' 1' 9' B' 11' 1' 10' 1" 8'10' 358XC14 23'10' 21' 8' 1811" 16' 6" 15' 0" 13' 1' 15' 0' 13' 8' 11'11' 1311" 12' 8' 11' 1" 13' 1" 11'11" 10' 5' 11'11' 10'10' 9' 5" 400XC20 20' 8' 18' 9' 16' 4" 14' 4' 13' 0' 11' 4" 13' 0' 11'10' 10' 4" 12' 1' 10'11' 9' 7 11' 4" 10' 4' 9' 0' 10' 4' 9' 4' B' 1" 400XC18 22' 4" 20' 4' 17' 9" 15' 6' 14' 1" 12' 3' 14' 1' 12' 9' 11' 2" 13' 1' 1110' 10' 4 12' 3" 11' 2' 9' 9' 11' 2' 10' 2" B'10' 400XC16 24' 0' 21'10" 19' 0" 16' 8" 15' 1' 13' 2" 15' 1' 13' 9' 12' 0' 14' 0" 12' 9' 11' I" 13' 2' 12' 0' 10' 6" 12' 0" 10'11' 9' 6' 400XC14 25' 9' 23' 5' 20' S' 17'10' '16' 2' 14' 2' 16' 2" 14' 9" 12'10' 15' 1" 13' 8' 1111" 14' 2' 1210' 11' 3' 12'10' 11' 8' 10' 2" 600XC20 28' 4' 25' 9' 22' 6' 19' B' 17'10' 15' 7 17'10' 16' 2" 14' 2' 16' 7" 15' 0" 13' 2' 15' 7" 14' 2' 12' 2' 14' 2" 12'10' 10' 7' 600XC18 30' 9' 2711' 24' 5 2r 4 " ' 19' 4' 16'11' 19' 4' 17' 7 15' 4' 18' 0" 16' 4" 14' 3" 16'11' 15' 4' 13' S' 15' 4 13'11' 12' 2" 600XC16 33' 0" 30' 0" 26' 3' 22'11 20'10' 18' 2' 2010' 18'11' 16' 6" 19' 4 17' 6 15' 4' 18' 2" 16' 6" 14' S 16' 6' 15' 0" 13' 1' 600XC14 35' 6" 32' 3' 28' 2" 24' 7 22' 4" 19' 6' 22' 4' 20' 4' 17' 9" 20' 9' 1810' 16' 5" 19' 6' 17' 9' 15' 5" 17' 9' 16' 1' 14' 1' 800XC20 35' 9' 32' 5" 28' 4 24' 9' 22' 6" 19' 8' 22' 6' 20' 5' 17' 0' 20'10' 18' 8' 15' 3' 19' 8" 17' 0' 13'11' 17' 0' 14' 9' 12' 0' 800XC18 38' 9' 35' 3' 30' 9' 26'11' 24' 5" 21' 4' 24' 5' 22' 2' 19' 4" 22' B" 20' 7 18' 0" 21' 4" 19' 4" 16'11' 19' 4' 17' 7 15' 3" 800XC16 41' 8' 37'10' 33' 1' 2811" 26' 3" 22'11' 26' 3' 2310" 20'10" 24' 4" 22' 2" 19' 4' 2211' 2010" 18' 2" 20'10' 18'11' 16' 6" 800XC14 44'10' 40' 9' 35' 7 31' 1" 28' 3' 24' 8' 28' 3' 25' 8' 22' S' 26' 2" 23'10" 20' 9' 24' 8" 22' 5" 19' 7 22' S' 20' 4" 17' 9' SECTION 5 psf 15 psi 20 psf 25 psi 30 psf 40 psf 12in 16in 24in 121n 16in 24in 12in 16in 24in 12in 16in 24in 12in 16in 24in 12in 16in 24in 158CC20 10' 0' 9' 1' 7'11" 6'11' 6' 3" 5' 6' 6' 3' 5' 8" 5' 0' 5'10' 5' 3' 4' 7 5' 6' 5' 0' 4' 4" 5' 0' 4' 6' 3'il 15BCC18 10' 9" 9' 9" 8' 6' 7' 5' 6' 9' 5'11' 6' 9" 6' 2' 5' 4" 6' 3' 5' 8' 5' 0" 511" 5' 4" 4' 8' 5' 4' 4'10" 4' 3" 156CC16 11' 6" 10' 5" 9' 1' 8' 0" 7' 3' 6' 4' 7' 3' 6' Y 5' 9' 6' 9' 6' 1" 5' 4' 6' 4' 5' 9' 5' 0' 5' 9' S' 2' 4' 6' 158CC14 12' 3" 11' 2' 9' 9" 8' 6' 7' 9' 6' 9" 7' 9" 7' 0' 6' 1" 7' 2' 6' 6" 5' B" 6' 9' 6' I' 5' 4" 6' 1" 5' 7' 4'10' 250CC20 1310" 12' 7' 11' 0" 9' 7' 8' 9" 7' 7' IT 9" 7'11" 6'11" 8' 1' 7' 4' 6' 5' 7' 7 6'11' 6' 0' 6'11" 6' 3' 5' 6' 250CC18 15' 0" 13' 7' 11'10" 10' 4' 9' 5" 8' 3" 9' 5' 8' 7" 7' 6" 8' 9' 7'11" 611" 8' 3' 7' fi 6' 6" 7' 6' 6' 9' 511' 250CC16 16' 0" 14' 7 12' 9' 11' 1' 10' 1" 8'10' 10' 1" 9' 2" 8' 0' 9' 4' 8' 6' 7' 5" 8'10" B' 0" 7' 0' 8' 0' 7' 3' 6' 4 250CC14 17' 2" 15' 7' 13' 7' 11'11' 10'10" 9' 5" 10'10' 9'10" 8' 7 10' 0" 9' 1' 7'11' 9' 5' 8' 7 7' 6' 8' 7 7' 9' 6' 9' 350CC20 17'11" 16' 4" 14' 3' 12' 5" I1' 3' 9'10' 11' 3" 10' 3" 811' 10' 6" 9' 6' B' 4' 9'10' 8'11" 7'10' 8'11' 8' 2" 7' 1' 350CC18 19' 5" 17' 8' 15' 5" 13' 5" 12' 3" 10' 8' 12' 3" 11' 1" 9' 8' 1I' 4' 10' 4" 9' 0' 10' 8' 9' 8' 8' 6" 9' 8" B'10" 7' 8' 350CC16 20'10" I8'I1" 16' 6" 14' 5' 13' 1" 11' 5' 13' 1" 11'11" 10' 5" 12' 2' 11' I' 9' 8" 11' 5" 10' 5" 9' 1' 10' 5" 9' 5' 8' 3" 350CC14 22' 4' 20' 3" 17' 9" 15' li 14' I' 12' 3" 14' 1" 12' 9' 11' 2" 13' Cr 11'10' 10' 4' 12' 3' 11' 2' 9' 9" 11' 2' t0' 1' 810' 358CC20 18' 5" 16' 9' 14' 8" 12' 9' 11' 7 10' 2" 11' 7" 10' 6' 9' 7' 10' 9' 9' 9' 8' 6' 10' 2' 9' 2' 8' 0' 9' 2" B' 4" 7' 4" 358CC18 20' 0' 18' 2" 15'10" 13'10" 12' 7' II' 0' 12' 7' 11' 5' 10' 0" 11' 8' 10' 7 9' 3' 11' 0' 10' 0" 8' 8" 10' 0' 9' 1" 7'11' 358CC16 21' S' 19' S' 17' 0" 14'10" 13' 6' 11' 9' 13' 6" 12' 3" 10' B' 12' 6" 11' 4' 9'11' 11' 9' 10' 8' 9' 4" 10' 8' 9' B' 8' 6' 35BCC14 22'11" 2010" 18' 3" 1511" 14' 5' 12' 7" 14' 5 13' 1' 11' 5' 13' 5" 12' 2" 10' 8' 12' 7' 11' 5" 10' 0" 11' 5' 10' 5' 9' 1' 400CC20 19'11" IS' 1" 15'10' 13'10" 12' 6" 10'11' 12' 6" 1 1' 5' 9'11" 11' 8" 10' 7 9' 3' 10'1 I" 9'11' 8' 8" 9'11' 9' 0' 7'11' 400CC18 21' 7' 19' 7 17' 1" 14'11" 13' 7' 11'10' 13' 7' 12' 4" 10' 9' 12' 7 11' 5' 10' 0" 11'10' 10' 9" 9' 5' 10' 9' 9' 9' 8' 6' 400CC16 23' 2" 21' 0" 18' 4" 16' 0' 14' 7 12' 9' 14' 7' 13' 3' 11' 7 13' 6" 12' 3' 10' 9' 12' 9" 11' 7 10' I' 11' 7 10' 6" 9' 2" 400CC14 24'10" 22' 7 19' 8" 17' 2" 15' 7 13' 8" 15' 7 14' 2' 12' 5" 14' 6' 13' 2" 11' 6' 13' 8" 12' S' 10'10" 12' S 11' 3' 9'10" 600CC20 27' li 25' 0" 21'10' 19' 0' 17' 4" 15' 1" 17' 4" 15' 9' 13' 9" 16' 1' 14' 7 12' 9' 15' I' 13' 9" 12' 0" 13' 9' 12' 6" 10' 7 600CC18 29'10" 27' 1' 23' B" 20' 8' 18' 9' 16' 5' 18' 9" 17' 0" 14'11' 17' 5' 15'10' 13'10" 16' 5' 14'11" 13' 0" 14'11' 13' 6' 1110" 600CC16 32' 0' 29' 1" 25' 5" 22' 2' 20' 2" 17' 7 20' 2" 18' 4" 16' 0' 18' 8" 17' 0' 14'10" 17' 7 16' 0' 13'11' 16' 0" 14' 6' 12' 8' 600CC14 34' 4" 31' 3' 27' 3" 23'10' 21' 8' 18'11" 21' B' 19' 8' 17' 2' 20' i' 18' 3' 1511' 18'11" 17' 2' 15' 0' 17' 2' 15' 7' 13' 7' 800CC20 34' 9' 31' 7' 27' 7' 24' 1" 21'10' 19' 1" 21'10" 19'10" 17' 0' 20' 4' 18' 5' 15' 3" 19' 1' 17' 0' 13'11' 17' 0" 14' 9' 12' 0" 800CC18 37' 9 34' 3' 29'11' 26' 2" 23' 9" 20' 9' 23' 9" 21' 7 18'10' 22' 0" 20' 0' 17' 6" 20' 9' 18'10' 16' 5" 18'10' 17' 1' 14'11' 800CC16 40' 6" 36'10" 32' 2' 28' 1' 25' 6" 22' 3' 25' 6' 23' 2" 20' 3' 23' 8" 21' 6' 18'10' 22' 3" 20' 3" 17' 6' 20' 3' 18' 5" 16' 1" 800CC14 43' 7 39' 7' 34' 7' 30' 2" 27' 5" 24' 0" 27' 5" 24'11' 21' 9" 25' 6' 23' 2' 20' 2' 24' 0' 21' 9" 19' 0" 21' 9' 19' 9" 17' 3' 1. Heights based on properly attached sheathing on each flange aver the entire length of the stud. 2. Lateral load multiplied by 0.75 for strength determination per AISI A4.4 3. Heights for 14 and 16 guage studs based on Fy .50ksi. 4. End reaction= load(pst).Spacing(in).Height from table(tt) /24. Check web crippling table for allowable reaction. 5. Heights based on web punch —outs o minimum of 1.5 times the web height from the edge of bearing. (See page 52 for detail) L/240 DEFLECTION L/240 DEFLECTION TJ•BeamTM v5.42 Serial Number. 709050087 BEAMUSA 1001 9/17/99 3:04:00 PM Page TH IS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED I Member Slope: 4/12 Roof Slope: 4/12 SUPPORTS: 25' All dimensions are horizontal. 1 2x4 Plate 2 2x4 Plate DESIGN CONTROLS: MAXIMUM DESIGN Shear(lb) 1033 980 Moment(ft-lb) 6487 6360 Live Defl.(in) 0.357 Total Defl.(in) 0.598 Hot Mix Pavers Bldg 18" TJLTm OPEN WEB TRUSS @ 24.0" o/C u CONTROL 1670 12589 1.300 1.733 CONTROL Passed(59 %) Passed(51 %) Passed(U874) Passed(U522) REACTIONS(lbs.) WIDTH JUSTIFICATION LIVE/ DEAD/ TOTAL DETAIL OTHER 3.50" Left Face 625 / 422 / 1047 2x4 Blocking 3.50" Right Face 625 / 422 / 1047 2x4 Blocking LOADS: Analysis for Joist Member Supporting SNOW Application. Loads(psf): 25 Live at 115% duration, 16 Dead LOCATION Lt. end Span 1 under Snow Roof loading MID Span 1 under Snow Roof loading MID Span 1 under Snow Roof loading MID Span 1 under Snow Roof loading PROJECT INFORMATION OPERATOR INFORMATION: No Project Information available Coughlin Porter Lundeen, Inc. Jana Legerski 217 Pine St Seattle, WA 98101 206 - 343 -0460 206 - 343 -5691 Copyright 0 1999 by True Joist MacMillan, a limited partnership, Boise, Idaho, USA. TJL and TJ•Beam"' are trademarks of True Joist MacMillan. Product Diagram Is Conceptual. - Left support: Top -All, Approx. clip height: 1.625", Approx. clip width: 7.18". Allowed choice(s): TOP (NO- NOTCH), TOP (U- CLIP). - Right support: Top -All, Approx. clip height: 1.625 ", Approx. clip width: 7.18 ". Allowed choice(s): TOP (NO- NOTCH), TOP (U -CLIP) - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: U240, TL:U180). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code UBC analyzing the TJM Commercial product listed above. - The open web truss analysis presented is approximate. All open web trusses are custom designed to carry the specific design loads for each project. Actual truss capacity when fabricated is limited to that required to resist the specified loads. IA - AIL .1/ COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Lo4D 4 .7.74.17. 4-0AD= Op 5 al6r_i+Ar,1 CA w) TM- )ilLo (ADP 7--10S )-L-) '7E3 ps F 1 /1 IA$ 7 f3 PRo ,if;. 0 I Designed 1213011/11....—Date 015-q91 Project No: Ca_12_1" Client:F Checked By: Sheet of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P:206/343-0460 • F: 206/343-5691 1 104 01140:5,112 TJ -Beamm v5.42 Serial Number. 709050087 BEAMUSA 1001 10/8/99 9:03 :10 AM Page TH IS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED SUPPORTS: INPUT BEARING WIDTH LENGTH 1 2x4 Plate 3.50" 2.25" 2 2x4 Plate 3.50" 2.25" Shear(lb) Reaction(lb) Moment(ft-lb) Live Defl.(in) Total Defl.(in) MAXIMUM DESIGN 758 750 758 758 2765 2765 0.306 0.367 MEZZANINE FRAMING 11.875" TJI ® /Prom" -150 JOIST @ 16.0" o/c Product Diagram is Conceptual. LOADS: Analysis for Joist Member Supporting FLOOR - RES. Application. Loads(psf): 65 Live at 100% duration, 13 Dead, 0 Partition CONTROL • 1420 1081 3765 0.365 0.729 15' REACTIONS(lbs.) JUSTIFICATION LIVE/ DEAD/ TOTAL Left Face 650 / 130 / 780 Right Face 650 / 130 / 780 - See TJM SPECIFIER'S / BUILDER'S GUIDES for detail(s): A3. DESIGN CONTROLS: CONTROL Passed(53 %) Passed(70 %) Passed(73 %) Passed(U572) Passed(L/477) DETAIL OTHER Detail A3 1.25" LSL Rim Detail A3 1.25" LSL Rim LOCATION Lt. end Span 1 under Floor loading Bearing 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading - Allowable moment was increased for repetitive member usage. - Deflection Criteria: STANDARD(LL: U480, TL:U240). - Deflection analysis is based on composite action with single layer of the appropriate span- rated, GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANTI The analysis presented is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. - Not all products are readily available. Check with your supplier or TJM technical representative for product availability. - THIS ANALYSIS FOR TRUS JOIST MacMILLAN PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Code UBC analyzing the TJM Residential product listed above. PROJECT INFORMATION OPERATOR INFORMATION: HOT MIX PAVERS BUILDING Coughlin Porter Lundeen, Inc. Jana Legerskl 217 Pine St Seattle, WA 98101 206 - 343 -0460 206 - 343 -5691 Copyright O 1999 by True Joist MacMillan, a limited partnership, Boise, Idaho, USA. Prop', TJ -ProTM and TJ -BeamTM are trademarks of True Joist MacMillan. TJI® is a registered trademark of Trus Joist MacMillan. P:tHot Mix Pavers Bldg Design\ENGITimber\Mezzanine Joists.bm 44e . Gi�?. ?.�R`.'%��w`:�l�l 8 0. U U Project: COUGHLIN PORTER LUNDEEN P1 A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Li i izJ, 'DES �- N CV = 01 TLiPE Ste) C 0,310 ) 'o v) o •z.. 19) -7 92 - V 0 5 4 -0( / - 0.67620 a Cam. W x 2.5 (U , Co ivtA 4 \ - o, I l C S' V� v p,, „ = o , I I (°3 '4 = o 1 vJ tb = O.2 VII ��Rk O Z -V,I ) �► , ►� = v, 0'1 Designed Byrrj/Y) Gate 0' 1 C7 Project No: 9/ - (' C Client: Checked By: Sheet of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P. 206/343-0460 • F:206/343 -5691 �7L- T�oo� _ ► (ppsf CADS - e - A : )( DL AW _ ( op s - - ) ( cock 2-) = 101 (rl �1 (/ or7) c+) "air =i g) 0 - 11 (- 01 -. ) - o p (49 c-ty z_y'- s- = _`l 14 IL-- -ran; \,.) TarA L 51.571/1 Sig V vJoR v-1 sass IS /14- SID COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Designed Bciilvl L Date 9 -15 -5, Checked By: Sheet 9 of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343.0460 • F: 206/343 -5691 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • 1 206/343-0460 • F: 206/343-5691 COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Designed ByIVIL_Date - Project No: c7c7 -0/ 767-0 Checked By: Sheet le of Preect: I VEKS LI) C Project No: f - 0 P7 (9 — dri Client: -,CA) 1\)?-1671-4 r roar.W.,* 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343.0460 • F: 206/343-5691 COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION SP(1\--- No PE I I \N 1-15t4i-tr P/P4 45/ 25 ( ILO + 5orH 5(i • sA yY) A5 j',J1-.:.)1a7 qa 5 )Da •••■•"\ ....■••••••••= wID -NEI (1 cQvW ada i-o opi) ±-101 131) =/35 4m AS Designed By:TiAl L Date9)-17 — 9 9 Checked By: Sheet // of Preect COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Designed By:Linit_Date9 —, 5- 99 Project No: C3 K1 — -- 7(4 - 09 Client 'r)i) VV-1 64T Checked By: Sheet 1 "2--- of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343-0460 • F:206/343-5691 a. Os 54 a Ii 1) I Pt? F. .5\1\J5 11. 1•11111111110121.111. 1111•1111:1111111111' 111111111111•11111111 IIIMINIIIM11111111; i ImrA iii•lopor• fumniamow II uuniummull r mommomt : lariEMIrAlf ismirmsaislc Arms ineltrumnoll glimusinu= • ionowel— eausints4 0 2-5 g22 —or" 131' _ (c3) • COUGHLIN PORTER LUNDEEN ULTING STRUCTURAL AND CIVIL ENGIN ERIN CORPORATION • / 1 b CP Z S 5".35 51*// 2.1.0 4,0 11 ip 1 I 4.Q 5 5 Designed By:I/Y)L-Date9— )5 Project No: -0/ 7 (.2 - 07 Client: 2_01 01 Checked By: Sheet )3 of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P:2061343-0460 • F: 206/343-5691 4' :41741 +‘• COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Designed By:JTY)L_Date / 5 - Checked By: Sheet /1- of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343.0460 • F: 206/343-5691 COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Designed By; Checked By: 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343 -0460 • F: 206/343 -5691 V Date° -15-479 Sheet /5 of OUGHLIN PORTER LUNDEEN ONSUL ING STRUCTURAL AND CIVIL ENGINEERING CORPORATION elf- ea )(1,, Project No: 9 -0±7"0 -- c 7 Client: NA)I - T Checked By: Sheet 16n of Designed ByR 'A --Date 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343 -0460 • F: 206/343 -5691 « i%:: �: r) �C.. a., �iK3 :::L'� "!St:t'�7'•, Project No: GM -01 `7 Cv -off Client: 4) o ' Ia\ 7 t Pro COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION IP0 -+F roe C S - J L/ 4/, w/ 8d tJ cL L 5 1 V.3 i- -Fa NJ l,..s v'+. 03 Lo C_ D VV /1Jcti4-5 p 7 (o 'I 5_11E,11. \NI o op 5 `v\) LL FUit Igloo D vJ 7 S d 3 acs 5vJ — 9 rv1 ax Tye ooh 2_0(0 / -p - L,1 tArocx 4/ Oc C 9'` © C# = 2>3 o FL A 5 vJ -- 131 S.NEATT4 I N(.. w 0 Co" ac. ,(9 2- 19 ,5 v\i - ra..4Q-1"etrZ IP 44 22)9 .3 A k.o ;va...L e_ 12 3% y�� Designed B T YV) L —Date (;) / 6'9 9 Checked By: Sheet ) "7 of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • .206/343.0460 • F: 206/343 -5691 / �T' COUGHLIN PORTER LUNDEEN V D FW ( (2-t / /\)6 M o v 'J7 CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION NoJ?_ /,over I (5C! wi i c_- Cor o 1..,S) - EA 5r w ( BxT VEc r l G146?-1-Gi E5 .E STRAP V C-Q- 1 1 vJAI,1, vJ og -E- )3! W A L- L -'OPF► C . r z--(pi Wr lop 5-F ( ) :1- 12 , 5 (1(v 1=.s )0v 1 -2 / + .5 C3) RA ( ) / 5 6 g 12.10) (Q ps (1 Z .vim C 1 9, q( 13 ) -- R ;l (P°) ° 0 _9, —R -- r' Project:. ar Tr ! j X ?4- \E at...D( Designed By :WLDate Project No: cl q -D/ - 760 --Cf7 Client gw vveq-c- Checked By: Sheet /a of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P:206/343 -0460 • F :206/343 -5691 tiedier5HEAR WALLS WITH OPENINGS CHECK SHEAR WALL FOR MOMENT CHECK STRAP CAPACITY H� V= L= L = L = L2 H= H = 51N CAPACITY = 6.0 K 26 FT 6 F 13 FT 7 FT 15 FT 3) L FT PLF V = V [L /(L +L V = V [L /(L +L (\[, H /(H L1) = 67 PLF (V H /(H L = 67 PLF OK TF1 = V (La /L) [L1 /(L1 +L2)] = 0.90 K TF2 = V (Lo /L) [L2 /(L1 +L2)] = 0.45 K * DESIGN BLOCKING BETWEEN STUDS FOR CF = TF AND FOR STRAP WIDTH * SHEARWALL DESIGN BASED ON L + L2 ONLY. * NAIL AND SHEATH ENTIRE LENGTH, L * ENTIRE LENGTH, L, USED FOR OVERTURNING ANALYSIS * DESIGN BASED ON DCLU SHEAR WALL DESIGN PUBLICATION ' ' .D 1 o[) Fa— Y VTA -- 5r1,1 0/ /7=Y t1V 2`1D \\Server2\strudturaI\Design Aids\ W ood\Shear all with Window I �C - I Q ) ) 19 ,v it''�!1v A C ►J(7e-T , SQ W V k (SE ► 5 t i v ) I 5T V\ A Ll_. . ' 1N (rank >4n1 tJ CO 1\i) "-) 1 .Ok , v\h IOpS-F () O y ' [10- (IZ, ' ,l) 5 ') .Za) 0 ) 4.5 ( 7.p, c7 "F 3, (I2 3, Le 4: --1, - - I�J 0 13-I- 1 15 , ok_. \A DC. i ° F5 C I o l's o) l (Qp 5c (I 2- 30) 69. - 9 -1z - 0 '/'1 o 5 O. COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Designed By:34/14 Dat -- I C" -,+ TC\ Checked By: Sheet 20 of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P:206/343 -0460 • F:206/343 -5691 HEAR WALLS WITH OPENINGS CHECK SHEAR WALL FOR MOMENT CHECK STRAP CAPACITY \\5erver2\structural\DesIgn AldsWlood\WIndow5trapE -F V = 2.0 K L= 15 FT L = 2 FT L = 6.5 FT L2 = 6.5 FT H= 10 FT Ho= 22 FT 51N CAPACITY = V = V [L /(L, +L V = V [L /(L +L (V H /(H L = 31 PLF (V H /(H L = 31 PLF OK TF, = V (L0 /L) [Li /(-1 +L2)] = 0.13 K TF2 = V (L0 /L) [L2 /(Li +L2)] = 0.13 K * DESIGN BLOCKING BETWEEN STUDS FOR CF = TF AND FOR STRAP WIDTH * SHEARWALL DESIGN BASED ON L + L2 ONLY. * NAIL AND SHEATH ENTIRE LENGTH, L * ENTIRE LENGTH, L, USED FOR OVERTURNING ANALYSIS * DESIGN BASED ON DCLU SHEAR WALL DESIGN PUBLICATION .2l EX-rate r r \di; 2•77-4 2.C 1 COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION ( J A L_L -- so Af-E 1\61. t o rs-F(19 )/2-5') + ► cps ( IF+)(2-s 4425(16) t � 0 9 -- s ; I -- a \1 \ ) oL = I b � z�) fi 6 (I)(2- )= 5,9 l� ..m, =4135 l -z) + ,c) 02-( ) _gA (z -5 Project: W O NI I X - F'.Q\)ErzS L_ Designed By: 3T L- Date ° - /5-c Project No: G' 9 - f - lb D "1 Client � ~ i \ ('�_, 53,;...\ Checked By: Sheet 22—of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P:2061343 -0460 • F: 206/343 -5691 U 8 0 x •..lJ:..:i.:..n .i w:!'_6 � }Yt1SiWY;' %4;"rY} COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION ,2 ?) / 1�.�� ./ v,e.. A NA L-L, \1\1 = 1075 (7-2A 4- I Co: 4 10 9, 75 12 ‘ — 11;'AK__ ,1 + g 1) 0\9 \9 �- 13' f1 VI' v�1 Dli IO p:: C (/ 6)03) + / Co (3 (3)`J" 13n141 g-Mo . is RA 0 3-) rR 77 50 WALL A Gds -AS -a o D 'O ' - of ' WALL, Vl� E � -� V D� U � s 1 S 1 1� ` cot_ vv/ a is 0 o 5I PE_ VN) S (22)02-)-4- I tp (3C S) + 1 3(11- 5 )03)= �, S � 0 11 3,2-C- 2 � �3►�( ) — l8, fi tv. 0, 1p --CI I,1 . 8 / 1 j, F� Project: .:-- ■1 1 : 1 Project No: Client: ♦ '1 \(:‘) Designed By: �'' / Date' -% I .-.)-'' i 4 r . ""'Checked By: Sheet of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P:206/343 -0460 • F:206/343 -5691 8 I b 4 8 COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION (j) 12_ .1 __ WIL 17: 7- 415 (1 ,5) I OP - e••( I -- gry - t 1-te;‘..-Do vvi\) S/A T 5/ /41)/D= 7c M,V 4 P - Mi - e.,S_ .030 Designed BYill`Alpate Pro ':Q2gier)t: Checked By: Sheet 2.4 of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343.0460 • F: 206/343-5691 Project: 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P.206/343.0460 • F:206/343 -5691 COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION f `—/ = 14D to Yom" -fl. S 'K Ok--Ct±1 Designed it :/U11.---Date') —) Project No: i � ! • 61 - 16— n1 Client , V C ) \ t ‘ Checked By: Sheet 25 of ..TRIB - TRIG = M max.: Rx = V @ d = L = TRIG = = M max.: Rx ,V@ d L/ 0 PROJECT NC1.11 (0-0/WENT PROJECT ..Vresid. = 4 LL: COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION recticl. 4 LL = A PL. = G: DI_ 7 -* /9 Rx = 0 D c .2 1/,*0 .= : Vre q 'cl. =3,270,) 4. A LL 39 v) .4 TX = ...... .• DESIGNED BY7 / . DATE:'/ CHECKED 2 SHEET .262 of Poi sr cot__ 1741) \AJI 14 r o T7..A 2 -1-/-70 L.DAD Nn (-0/-/R;b1 .." 0 0 4 3 k----- 1 11 LL- A 3 g- COUGHLIN PORTER LUNDEEN ONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Mai7 Designed YVVLDate Project Nogq ($0 Client Checked By: Sheet 217 of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98 I 01 • P.2061343-0460 • F: 206/343-569 I i o7tzs�- _ Project: T YY\. H/ P-4 ''./ .. COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION (4) xc, 1 Co (w A xi s) r- tr V F �� ` � L VFy, ) ( o 02/4_, (r)3so X G /:P CS' o►x -1. 4 I s) USE 3" 3 3,< C Fi zo yv, NIA-A 3 Con)tU c 0/.) 40 s I 1/ v\YEL 1, OA h - 4 - " L OS & l = i f (I2- ln� � f ) =- ) 8't _- i vw'�'�� �Q ✓��' Q C-- t Designed By:}}'y�LDate7- " / Project No: W-0 ''01 Client: Checked By: Sheet 9 of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343.0460 • F:206/343 -5691 C 0 - 1: 5/ COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION ot. vv1 rJ F04— - 112.A 5 7 - 5 x 'l vr'o cW ,vi -r...J 131- 3 -- X12) / '1S 200 1i 1'1... -, I (a,+ I�( /o - CP (f)/ )_ (12) /,O� ( ►,s >T ) `t oo z - Fck 8 F6 11 ?,r, = I ,c1 ( I I , 9 ) = 7-2 CPS =0 ?_)-c7 — 6 ; Z VISA �s 1-/. X 4 ./x Pro Project No: '/" v) •21:' ('7 Client: Designed B, Z101..-- Date Checked By: Sheet 2 7 of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P:206/343 -0460 • F: 206/343 -5691 ' ......ww,-4.......•••fftrtor41010/4000••1•412 = LL- 175 I PROJECT -41 PROJECT NO, ,'-..9) / CLIENT COUGHLIN PORTER LUNDE.EN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION •L. .TRIB 1 I c71 .I/req • = .. : ..... •• ... ........... ••••••••• a -) • -;art__. TRIS = /- 0 5 1,2 = 3, 3 coy 0 4 Vre01. = Co 17x / d LL • TX = . • . .. . off L = TRIS = 1- 1.5 • M Rx = 2-, y = 06 0 Ir. 0 . rect'd. r. LL = I )1 OCO 1 DL = • , DESIGNED BY:' 1 IA. , DATE: CHECKED BY: SHEET ?) of 217 PUT STRFFT • SI IITF FM • FFATTI F WA qAtil • PO06/343 • P206/343-5691 t 5- C Off' I c b CCots.)SCPLAIATTVE) /L7 ()1 ' (2 c /to D (te/ pi (0E-t = �►2 -I:� 3, 5 L. 0) epic-�Es 3. �� 401 \ • `,n svn E , Q .... 3001k/ ° J 3CZ5vs FC&? - I t•iril o r-_ `N Icy vJ D12-sr 044 s - = 2- . 5 d P/1 g (N)C zip i ?/' sC EWs io-.- .rkvwrr.rm.nvur.e COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Project VIA -1 Q E Designed By. '1. L-- Date — /5 q Project No: 6 ,70 - l)% 7A - .01 Client: Checked By: Sheet 37 3/ of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P:206/343-0460 • F: 206/343 -5691 COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Project 4* /MAN- Designed Byl_: I - 5--ef Project No: 96)--6/7(-,c_j) Client: Checked By: Sheet 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P:206/343-0460 • F:206/343-5691 COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 1 / I X/ /0 x 10 \1.I- 13,2.7,67 -lad p q. co i Designed By: 11 \' IA. Date Project No: C e — O) - 7(, 07 Client: Checked By: Sheet9 , of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343.0460 • F: 206/343 -5691 u mo o) j "FEZ.,.l COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION -41,1-.ov'A - 61 ,otAK)17 - rIDN ? s - tl I S 0c7 Fs -P 2-14 // �-{-- -\\ // 24-" 15o° fesF Designed By (__ Date q— Pro Project No: C /q -0/ _2:L Client: Checked By: Sheet - of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P:206/343.0460 • F:206/343 -5691 �vo77n1c� 7�.S�r�tJ C� -ENE I__ Gj AzAGj E v = 3/3 p I-h LL = 20o p l F v\kolL. _ /90 p -F - 7 - lbo I �/c _ t 0 0 ? ice,,. .,. A -7 I--� 735Ae_Ii\1c9 PRa-SStilZ -e Project: COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION H- ,46 -P-f- z 6.77-1w)1"- 1 0 s Y1 vv, Foor 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343 -0460 • F:206/343 -5691 I ' ' • 1 Designed By: 'TW) (_Date e} _ 11.3 —6 19 Project No 9 ' 0 / -. C-'`"7 Client: Checked By: Sheet of ■ Pro COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION u—/v)5 Fou DAT1 o N = 8 " coy -- ,3'l 1 -/ - # -3— o's = s 2_ v\1 T of Fo LA DA d IZ— , sop 5v Ito ) R ( 1I opcf) = 110) b/ z-- IJ5-7 ALLov. A 5LS c vw,1 = I SD- ) 5c2 - !! a = 1 240 z2a_ of G C+ 2_4 w l .DE 124D 4o +- (5 , `1ez_Do)- /04/0110 Designed By: \ (N'\' Date 1 Project No: q � -G / 714- 6 Client: Checked By: Sheet 'VD 2I7 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P; 206/343 -0460 • F:206/343 -5691 `1 � Project: Project No: rt?. xensc!z R.t .t:. >. ur,ma . COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION • 514E4 R 5'T i- A/c4 T I1 v = - oX►c +> = ►Z �" &240 gc7(6 Z.-40) 530-7 ) 4_ 7 \h 4.0 lam- R?( IA '-. RE 11\Fo _C \i"1" /1 t3S3 C0.75 I et5(&0 ) /1962AS 0 I C.— 1 0 • C5 ' 615 5°(-7C7X) v1) 6 ,0v- - - 5 (0 y 2- 5000 A -- 5g 323 A MLA ^ 4mr, is 07 = o r ' 0.,19 Q k -- 5 ?-3 S 2-) A5 2--062 Soaks -÷ 1 38 A 4. C/L■11 `i'�"L- �.�'�. �-f' � ‘/S'14-..S Designed By: � � . „ _Date /S Client: Checked By: Sheet 37 of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343-0460 • F: 206/343 -5691 s U 8 :._.. ...,, sta.n•rmtx *911 es.n xui ,wvc?;ri;xVWO:lotarra tsrvc,xwv.e es.a,. .�..a..w. COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 0 . > s yyo,x, -- o' 0 / CP ° s 000 1°9 =-- 0013 (1Z.. �..75= D1)O3 0 ,0414 / — 0, /0,1 *D c `+t'. L o cl � - 0.00D --(b 54( c=o0) = I Z.o � v1 N2-1 k_.- STS L� I2- i imp S CZ 0' V I G z 5 f,i1I 1.4 - 1,,(, S Designed Bill I/I Date ' — J -6 / el Project No: GP )1G Client Checked By: Sheet of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P:206/343 -0460 • F:206/343 -5691 VNI 0 E- P I?` fiOit Project: LV . COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION -AT EST-EA TH Eyc - _- 55F t cJ¢ Pfd) Go ,JC -ZE.TE 5E44 ►v� I — wogs1 kST -7S lb/ n- 'G = 2--/aoo psi m / 1-124 3 (p'0 I I Asst, .rn.u: L/ VE L "7 oo i> _ /• (2:7 rte 1 14) 41 - - k 1 5 110/cdt_ 'Yl Q � o (s � / 18.8 k v C.DvErz. - 3 " % = ° ,3 L (c.e.i,i-E42.E.D 1 iJ GonLk..7'E) 6T V _A 4E r % L-► , Designed By:-..S?Vt\ Dateq -H 1 '9 Project No:9` q`7 L0 Client Checked By: Sheet 91 of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343 -0460 • F: 206/343-5691 COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION LOAD J - F k/9 - 5.3 r r L. _ 3C� F5, , - 17 . s o f 10 -3--o, _ 40r75 \Ai ia = 12_5ps'P C� ) \V OE-T / / o I ?-(95 t .3 K-/ / = 3 -Pt kS� 1,4 CI ►3) 4 ' /,7 0q) _ 01 �--- % 5 95 7 2 `5 - P I (no pc-P) = ppbc)-- M A X_ Designed By: N''LDatee --1 '"'1 r ` Project No J 7° 0 / 7 (0 ` 0 Client Checked By: 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343.0460 • F: 206/343.5691 Sheetl of I'f I U U COUGHLIN PORTER LUNDEEN -rzAc-e- 740 is-r- A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Ct s [z •• 1 t6 = I .1 L p 3c o \A, y 3 2-2,(9 L CP �v\) 0 vJ p S I4 E� , 7/y vc, of 5c -AI LIQ d ic?95 ki 3 0 )( 7C6 X /0 ,95) B 9D 6, Aq a -4- 2-- (2:1 l'OBi = - - 9 Sc - _,: 5 — 7, v \j 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343.0460 • F:206/343-5691 h'L'� �( � Yl }NI I Date ''' / �5' —' Project: Designed B - � �° Project No: r %- (71 � � ' 11 Client Checked By: Sheet l-2---of COUGHLIN PORTER LUNDEEN � G .F) 1 s r r- A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION rr) 3-F4 (_ 1.1 0 . 0 IS 1' (pOOoO \MIN‘ 2 000 �— �'�-�. — 41300 ' s = / 5 I (pi ) 2,,.(x1 - A- _s 21 c (3,02-1 2-1 = O ' o I X15 = d , ex./3s (3 (0)(, (0,`7 S) 0 , 3 `SRI CP 1 .5 61 0 . ; 5 - D_.�3 .. ), g' 2-- o , �y un..w........._ ......... .... .. _........ .w. ea..twnkr. ^iGmtfV4lf h!tC 14N4:•T:.F "1i. ^.:�iL.l'O . Y1W.V:NIVVC4G.W11X14T4: lWiVxftw Project No: -'1 . �, " '!� . 1 • Client Project: I- t'7 PA NJ .e I , 5 1 's 54.1Cq4 wA L7 -rzyl -7 (i3Jv" A s , f3><, e fir. c. wA L1 Desi ned B Checked By: Shee 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343 -0460 • F: 206/343 -5691 N:Ka'>icg. Projec • c \ M/ Project No: -0 / 1 Y7 Client: +,+ �neuzrnm�6+ af�x.' fe+ rsea..%+ ror:.!:,.:+» blxaracw: F; t�SN,• i. ChA, em,. unvc .wamo...,.c,A..,..«..,......_. COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION E-V E 1. a P E w1 Or L610617 14- L�, 04 k, R N ; d , vi/-(3 , el qy 000a rF G 3(\\ d 4,i 3) — 0 ‘1 vim- / 3 ► �_ c t- 'c. A,` % C /) 3 G c a. s (o 7 7 X 3 o 9 0 ) ( g T(2: _ 2 2 S k---- . � 6�aoa� CQ gCOOcx) _1811n O d a R55 �- L I , 3 i h CoNr&o(.S / 9 l3 ;►L,. _ Designed By: Checked By: 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P:206/343.0460 • F: 206/343-5691 \ ,,...Date 4 1 Sheet of r U SQAPNIZ FceisNY-1 Ho/ (3)4 5 EACH 3 COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Project: WV( EA 4 Re--- Designed B1 V,Date 1 ..._.).2.-9(1 Project No:9'Ci' 0 \ 1 6- Client Checked By: Sheet of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343-0460 • F: 206/343-5691 Bar Size Bar Dia Bar Area 3 0.375 0.11 4 0.500 0.20 5 0.625 0.31 6 0.750 0.44 7 0.875 0.60 8 1.000 0.79 9 1.128 1.00 10 1.270 1.27 11 1.410 1.56 14 1.693 2.25 18 2.257 4.00 5 0.625 0.31 Check the adequacy of the following square footing according to the strength method of the ACI Code. Job Name: deb- Nerffie -140 ►v) IX 'pm 1j2. Footing Label: Feeting -La M J Column Axial Dead Load = 'Column Axial Live Load = Column = Footing = f = Allowable Soil Pressure = Soil Overburden = 12 in (a) Soil. Pressure: Total Weight on Soil = Soil Pressure p = (b) One -Way Shear Strength: d= P net = V = 4V = (c) Two -Way Shear Strength: Vu = 4V = 1.3 kips 4 kips 3 psi 3 ksi 60 ksi 1.5 ksf 7 kips 0.8 ksf OK 6.4 in 0.96 ksf 2 kips 21 kips OK 7 kips 68 kips OK (d) Bending Moment Strength: M = 2 k -ft required R = 18 psi required p = 0.0003 min p = 0.002 p = 0.0020 required A, = 0.5 In provided A, = 0.9 in OK (e) Development of Reinforcement: required Ld = 13.6 in actual L = 11.0 in NOT OK (f) Bearing Stress on Concrete: P = 9 kips Column 4 = 114 kips OK ab = 2.00 Footing 4P n = 228 kips OK B= 3ft C = 0.67 ft Thickness = 10 in Cover = 3 in Bar Quantity = 3 each way Bar Size = 5 Square Footing Square Column 9/28/99 ./(1.0 Bar Size Bar Dia Bar Area 3 0.375 0.11 4 0.500 0.20 5 0.625 0.31 6 0.750 0.44 7 0.875 0.60 8 1.000 0.79 9 1.128 1.00 10 1.270 1.27 11 1.410 1.56 14 1.693 2.25 18 2.257 4.00 4 0.500 0.20 Check the adequacy of the following square footing according to the strength method of the ACI Code. Job Name: Hot Mix Pavers Building Footing Label: Post Footings Column Axial Dead Load = Column Axial Live Load = Column f = Footing = f Allowable SoII Pressure = (a) Soil Pressure: Total Weight on Soil = Soil Pressure p = (b) One -Way Shear Strength: d= Poet V„ IVn = (c) Two -Way Shear Strength: V„ _ �Vn Column (I)P, = 0 kips 1 kips 3 psi 3 ksi 60 ksi 1.5 ksf Soil Overburden = 0 in 1 kips 0.5 ksf OK 2.5 in 0.76 ksf 0 kips 4 kips OK 1 kips 20 kips OK (d) Bending Moment Strength: M = 0 k -ft required R = 12 psi required p = 0.0002 min p = 0.002 p = 0.0020 required A = 0.1 in provided A = 0.4 in (f) Bearing Stress on Concrete: P„ = 2 kips OK (e) Development of Reinforcement: required Ld = 8.8 in actual L = 2.0 in NOT OK 114 kips OK ab = 1.50 Footing (I)1 = 171 kips OK B = 1.5 ft C = 0.67 ft Thickness = 6 in Cover = 3 in Bar Quantity = 2 each way Bar Size = 4 Square Footing Square Column / 9/28/99 • cA■laPy DEsl Lo-A7 ►'� ETI� F0.oe I ■n /? U ■E LoA SrJo - v\l 0 I is 9dRM9f5t!a941 . COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Z5 p 4-' 099 0,9 0 o � �" ��V'L Date C3 / '- Pro'ect � � ;7'1 I �' � -' �' � �� •� , Designed By:._� Project No: ✓�" 1- O) 1( f %) Client Checked By: Sheet j of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P:206/343 -0460 • F:206/343 -5691 , a — 0 L: TRIB = = M max.: Rx = ✓ @ d = • ..... ..TRIB TRIB = V res i d. = PROJECT NO, r /CLIENT a .4 r 110 It'Av 01 griik t‘litra We& t•Vir: r itv t V.19 `.f7. Rx'=.01 • • d 0, eb 1...4 0 • yreqd: =I 4. LL Rx 2 • @ d 5 Vreq'd. ::7,q5;v1 LL ed. 2-9 000.° 2-990P f,9(119 5i vyy C 12 3) o 51, PROJECT 4-kr 1 717.1 1 1 L LL : COUGHLIN PORTER LUNDE.EN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION : • • • : . . * ... .4 'DL CiD /5 ,3 NN B.)00 PL = := = • DESIGNED BY: CHECKED BY: DATE: SHEET -</t.7 of , ." Pro'ect: r), Project No: A11•)3> V\FL--177 A =4(//?7)--= Oft02— Gcb 2-- , 3 )69 1 p51: 110 0/,t,tp / 71 pS - F( ( k) -- t•)( i- :•-• ( 7,1)5KIC+ S 2\ 15 VY) .7.1eace Load = 2O p- 3 *ips 6 )1 1 5 /)z 115 (,z-7S 3,- Ock-7/ 3 .17 CI) c 1/34 Client COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Designed ByJ ft1L-Date7 — Checked By: Sheet:- of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P:206/343-0460 • F: 206/343-5691 +rka *!�k'.: ES COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 1 ' J c2 �F 3.76 . S =4242: - Di I1 (v . Y�/ K t 1 1 ( = 5 0 �x fix D,90 Ca IISC5p)S S x 'O (o (jt 41) c-)c 1,3 r = I , S (Soy o , = 3 k° �i ►�i =2. ��'1 �x ) ^1 D. lee e .)a &) Vo te t'D "' 10 x 15,3 ro�z� I t a f17 I Project;•: °•\T MY/ Y/ " FA\ /51 --_-- Designed Bx /V\ /,,,Date Project No: ' 1�`-�l Client Checked By: Sheet 111 of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P:206/343.0460 • F:206/343 -5691 atT4487.ts`.t aittw'et: 30 p s - 2 I -- V..) Lf MdMw..K,.....�- ..- ... .�..`. -r - \- ) 3 3/t C s/llo YY1 ! (pOpl P (1'5At2) ----, 7,5119 , -P-\-- Project. ( \`v 4i R.f Project No: r t r - - Client: COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 5 ( (77 ) 5 C 4 14 Po x ma = - 17.-j1( *7-- 11 (o I I ) ` 5 ' K- - Li& v-p _ 4,(201 op l F 5(oo 110 (ffilag s.l}GAc 2) ( = 55C90 119/ d k- Designed BM L-Date gI 15 Checked By: Sheet 5 of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343 -0460 • F: 206/343 -5691 FL i, t �{ i' ��t�\ RiN�oto,�'{+`'}`i{iiwl0l:i. qP V/T (1 IS+G @ (I - ')( " /z-) 5)2_ g. _ z-9o 1,2,D -I- 1,3W ) , 2- (21 o) 3t-t8 i>o ( z,r - Ft") 2 ,° v D. ( 532-) 2,6 4 1 -1 L--- 5 ik x Yg L �'' !o t Z' %�� -- - 1(o, 4 Fe _ Wiz" � _ -tr" z"(2 -� oceA 19 Gw) =0,G —c , rv1, 01 z- O,Cv vux m, I , o (z . (0) = 2 •s >'r^ X550 ._ 33,1 / o Nyoz.':etg`11".0 h�YiF'r!A� LSI+;TS?a?ftY�4wiwam.4:t ri+ct.w,�w«w...n.•.,+...,.., .. COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION ( 6,s+15)*2-(.1) E3 tch- © (p r I s (7 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P:206/343 -0460 • F:206/343.5691 0 Project dT L)C 1' V- e--% Designed By, ,.) /" .Date Project No:- f' ? ; Client Checked By: Sheets 7 of I COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Project No: - Des' ned B Client Checked By: Sheet of 21 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P 206/343-0460 • F:206/343-5691 t + • COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION F d L ��t cr3 D = l - NNW:\ 2- Se BSI 1� -.- CoIXao � L = I 3 ' i--) 5 G �� Gc:7 f'L .,�- c.c) -rte, DEF c o3 Project:. J-"o7 Designed ByIMADate — t "l — Project No:.) I i Client Checked By: Sheet r5 69 of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P:206/343 -0460 • F:206/343 -5691 ALTINAY AND ASSOCIATES INC. Consulting Engineers 5241 South Graham Street*Seattle*Washington 98118- (206) 723-9349 Established : 1976 ENGINEERING REPORT The property located • . — • • ... t: i, � }.. S a' �'.:h ihr. 3 ` �). �vr.. 7 l..: ic: a�n, e..,................_._.......__....»......,._...,v.._., w.,. rw, rcv_ r.: x. rl +zY7r:.h'gai:. ^.!�tzn:K:�:SpGi u inn' if?;: 4.' J�. A S' n; y' J„" h' � b'.' Y. Un �r5rr rssr? zwk»,.; w' sn. snar .+�r.e.�..w�.w,.,.....,_......_ Aug720 -96 09:57A ALTINAY and A550.INL 'uo /4.y r.u4 n Altinay and Associates Inc. TED JORVE Battering piles: When shown on plans, piles should be driven to the angles specified FLOOR SLAB: If a 24 inch thick granular blanket is placed under the slab, it may be an ordinary 6" slab -on -grade and would be good for less than 500 psf loading. PARKING AREAS Recommended sequence of parking lot construction: 1. Remove all organics 2. Place granular fill, if needed, and compact it with heavy vibratory roller. 3. Place crushed surfacing and pave with Class B ACP. DRAINAGE Footing drains, perforated drain pipe, would not be necessary. For impervious runoff control, the city of Tukwila should be consulted and the point of disposal should be discussed. There is no geotechnical requirement or necessity for a special type of drainage feature. Directing the runoff towards the highway roadside ditch would be satisfactory. EXPIRES 7/2/ Drafted:: printed: 8/2 page 5 RECEIVED CITY OP TUKWILA NOV — 2 2oaa PERMIT CENTER •1 ,c1,7 • C1 tJr� Altinay and Associates Inc. ADDENDUM #1 Drafted:: ?.• 1. 1 1 1Vh Ca M.7JV . alv CUC• /L4 -9 4y Y. TED JORVE The following information was prepared to estimate the additional cost of foundations on timber piling, compared to the continuous footings as if placed in the favorable ordinary ground. 1. Fees for soils egineering : $ 2000 2 Cost of soil tests: 3 1000 3. Engineering fees for design 31500 4. Installing piling $ 30000 5. Additional cost for grade beams 55000 6. Inspection and testing fees 31200 7. Additional permit fee 3 400 8. 10% of above $4000 ESTIMATED TOTAL say, 345 000 printed: 5/23/98 page 4 RECEIVED CITY OF TUKWILA NOV - 2 2000 PERMIT CENTER Altinay and Associates Inc. TED JORVE ADDENDUM #1 The following information was prepared upon the telephone request of Mr. Jorve. The other available methods of foundation support are : 1. Timber piling: Most economical. Can be installed in one (1)day. 2. Cast -in -place or augercast concrete piling: Requires 25+ feet long steel pipe casing to maintain the integrity of each pile. Costs more than timber•piling. 3. Preloading / surcharging: Could take one year to complete it. Possibly eight times higher cost. 4. Dynamic compaction: Would be ideal selection if the westerly heavy building was farther to the west. Difficult to eliminate ground vibration, therefore, not recommended. E EXPIRE_ 7.2/ ,wj I Drafted:: printed: 5/23/96 page RECEIVED CITY OF TUKWItA NOV - 2 2000 PERMIT CENTER wu.u. ......_ ....... ......_,.....,��«..,....„..... uw�i..+.t'•:YVNt'ir41«�2{ Aug-20 -96 09:57A ALTINAY and ASSO.INC rt Altinay and Associates Inc. TED JORVE RECOMMENDATIONS FOR FOUNDATION DESIGN 206 723 -9349 On August 15, Mr. Ted Jorve called and requested the remaining engineering Information necessary for designing the foundations. Therefore, the following was prepared to assist him and other professionals for a safe design and construction of the proposed structure. FOUNDATION Type: Timber piling Material: Douglas Fir or larch or Western red cedar w/ minimum butt diameter 20 inches and minimum tip diameter 7 inches Single pile capacity: 25 tons Estimated individual pile length: 45 It The first three (3) piles shall be used as test piles to determine pile lengths Treatment: All piles be creosote treated as per UBC Standards 25 -12. Bottom 20 ft of piles may be left untreated. Cut -offs shall be given three (3) coats of creosote. Minimum retention to be 17 lbs/cubic foot by assay (Table No.25- 12D UBC Standards) Penetration to be .75 inches or 0.85 of sapwood Driving: Followers are not recommended. If it becomes necessary steel follower should be used. Wooden follower is not acceptable. The pile driving contractor should inform the engineer what type of hammer and what formula he will use and obtain his approval. Upon completion, bearing values of all installed piles and the certified creosote test reports shall be submitted to the engineer for approval before pile caps are cast. Splicing: Not recommended. If it becomes necessary, the contractor should contact the engineer. Drafted :: printed: 8/20/96 page 4 P.01. RECEIVED CITY OF TUKWILA NOV - 2 2000 PERMIT CENTER •• • • •••• • • • • woo • •••••••■• •••• •• ••• ••• • • • • • • • • ow • • •• ••••• • • • • • • •••• • • • • • • • • • • • • • • • • • • • • 1 LocAflOis: _ . 2 2000 ........ .•• • •■••• •• • •• ••• • _FERAAIT-Ck+ITEN--- . ..........-.. ........ RiCEVED env or TuKwiLA .• • x���.�;.. ":U:� °, ;r43�'., id:�.`:fu:lit�:t�•ra�.c,kr rvs�.,;.��,,.... • .Fog 1EDJ42gyC °f SV (TAeLg FtDR PtLitI A G LA GOWTAt ANs 4E•LL G?-0^6- F$ 1.1e .SAND N ov,T —i5 N - VALUE N Dr 0 - 4 4 - 10 10 - 30 30 - 50 nv V. re r n SOIL DESCRIPTION 6 (- t) t-132 - VS. RELATIVE DENSITY VERY LOOSE LOOSE MEDIUM DENSE DENSE S P T TEST RESULTS W T 25 BQ7ToM p 34` DEPTH ft. 0.00 I - to 12.5 -15 -Zo =30 -35 ! ;:L'6�1t:':Y.S:lC13:�nC.•�l`1'� l cY. 1Ckf; N�Y.sf?X:.'b'A`e...7?4bvi•�!.r. .�r.!.mrx.�aa.h.« -. c .t.1.4 G' I N - VALUES BLOWS PER FOOT to • Z RECEIVED CRY OF TUKWIIA NOV - 2 2000 PERMIT CENTER MOISTURE CONTENT ALTINAY AND ASSOCIATES I Consulting Engineers 5241 S. Graham St. Seattle. WA 98118 iAltinay and Associates Inc. INTRODUCTION TED JORVE This report was prepared upon the verbal request of Mr. Ted Jorve, who is our client. It summarizes the results of our geotechnical evaluation conducted for the property he wishes to purchase. Information and recommendations presented in the following paragraphs are the' basis of the feasibility study. GENERAL INFORMATION Client: Mr. Ted Jorve His Address: 4749 W. Marginal Way SW Seattle 98106 Property Address: 4400 S. 131st Place in Tukwila Lots 6, 7, 8, 9, and 10 Block 4 Fostoria Garden Tracts Flanking properties are: SR -599 (State Highway) on the north Ace Construction on the east Street right -of -way (paved) on the south A business park across 44th Place S on the west. SITE TOPOGRAPHY The area within the chain link fence is flat. A ditch runs northward, parallel to the west property line and connects to the roadway ditch of the highway to the north. SUBSURFACE CONDITIONS This property was subjected to grading and ground modifications in the past. A recent report by others indicates that several thousand cubic yards of select fill was placed and graded in 1988. Drafted:: printed: 5/9/96 page 1 RECEIVED CITY OF TUKWItA NOV - 2 2000 . PERMIT CENTER S P T TEST RESULTS 2_ far. ; j' p J4p.V I t G 4k 2 SOIL DESCRIPTION DEPTH ft. N - VALUES BLOWS PER FOOT .- • '. Ou .. . o . . ' , to A CD • • U t4 Sv 1 i A f3 L.E DUE 10 p 1 G I.+ WATE RL 640 7-NIT o Nip 5AMf LINt No - 1 54m ID L . • <oss iDWN W l Ow1-1 WS G IA . `itPi 7141 LA-fca of .x, . ANT) Wl SEf+ s 1.,} .L. . D _1 f 5 1 ZO 25 3 0� .► 1 , CtTY of 1VKW1I.A NOV - 2 2000 PERMIT CENTER F C12. I Lt l- fl / L . 1' 612 A NI ,D, F ( NE. TO M 1 vrv1 � M Al S? V.,$::,. i�'i:;.'i s � s N ?:sSu N - VALUE • y 0 - 4 4 - 10 10 - 30 30 - 50 VS. 7SAYR, ��nm.n• RELATIVE DENSITY N Dr VERY LOOSE LOOSE MEDIUM DENSE DENSE .... _.,.......,+..:. a«. x... w. w.,amk. van n tl�f+. w br: Yr Y; irMi d: JfE: N. fRv? P?St.4 �R:Y.ry:ri�`x�2tr'Y,[nsrba. MOISTURE CONTENT ALTINAY AND ASSOCIATES IN' Consulting Engineers 5241 S. Graham St. Seattle, WA 98118 lJ� McDOWELL NORTHWEST, INC. FOUNDATION PILING— RETAININO WALLS 15800 50th PL. SO. • KENT, WASHINGTON 98032 (206) 251.8670 • FAX (206) 251.8825 BID CONFIRMATION AND AGREEMENT CONTRACTOR ?'7 DATE t`= /3 - 9� ADDRESS PROJECT \TOlZVLr_ uiLD /N 6 For furnishing and Installing . y4 Based on pile lengths of up to yz For additional footage add per foot For lesser footage deduct per foot For Augercast piles: Reber cages are - are not included in the above price. Grout will be sack, pound. Grout yardage included is = 150% of neat volume. additional grout will be charged at $100.00 per yard. For Retaining walls: 'H' Beams will be Lagging is - is not included. will be sack, pound. For wood piles: ut off and paint tops of cut piles is -4 Included. Hauling away of cut offs is - isztot included. Bid price good for 30 days or until price and availability of material changes. Sales tax not included. TERMS: Net 10th of month following, 1-1 /2% per month on past amounts. Retention, if agreed to, to be paid . • within 90 days of completion of pile installation. CONDITIONS OF STANDARD QUOTE 1. Access to pile locations on suitable ground. 2. One continuous, uninterrupted operation with _L., move-in(s), stanaby charges are $540.00/hr. 3. General contractor responsible for: a. Locating & removal of all obstructions and utilities that Interfere with pile operations, both underground & overhead It ' any underground obstructions or utilities are encountered it shall be a changed condition and Owner cr General Contractor agrees to equitably adjust contract to compensate MNW for any resulting costs and fuller agrees to be responsible for any utility repair costs and Indemnify, defend and held harmless MNW from any third party claims. b. Pile layout with dearly marked center stakes. pile cut off and cage elevations. '; c. Removal, cleanup and disposal of augered epode and waste grout. d. All engineering and testing lab services, permits. RECEIVED e. Water for clean up on augercast jobs, sanitary facilities.. Qirir OF T111(WILA t, loading of wood pile cut offs into bins if appicable. g. Removing or protecting buildings, cars, etc. from grout or creosote spray. NOV ` 2 2000 h. Removal end disposal of hazardous material and all investigation, location, testing, inspections, warnings, notices, or posting required by law. PERMIT CENTER 4. We are not responsible for oft center pile due to misplaced stakes a or pile movement caused by underground conditions. 5. All piles will be baled at full length delivered to site for wood pile and full length drilled for auger cast. 6. Holes drilled past refusal (one foot per minute) will be at a premium rate oar foot. 7. Not responsible for road, sidewalk or underground utiity damage. 3. Should conditions be encountered in performance of the work which differ from (A) those indicated by the contract documents or sods data furnished to subcontractor, or (B) those ordinarily encountered and generally recognized as Inherent in work c9 the character provided In the contract, an equitable adjustment wit be made to recover the resulting costs. . 9. All Claims relating to this subcontract shall be arbitrated in accordance with the American Arbitration Asaoclatlon's Construction Industry Arbitration Rules. The prevailing party she! be enttted to attorneys fees and cost (to include' expert lees). t0. EXCEPTIONS TO BID DOCUMENTS: MCDOWELL NORTHWEST, INC. Q .• tzve,C/ ACr d TED: DA y:60 96, ET .rtW LOCATION, yyrn SD. /1/ = PL. Piles, ? ' dia S for a total footage of up to / /dD' $ Fo e Pestle Fax Not 7871 CoAPook mono Co. WED 04:3: Pm BROUNE ENGR INC e ars - e4 - 6!£D N.25 IDs V Washington State Department of Transportation till M. arken Ssoret*ry os Uansputsucr. °'" //- t►'+ "e"r &P 4.41 I ' • 44O- 4800 David Browne, Browne Engineering, Inc. 385 Brickaon Avenue Bainbridge Island, WA 98110 Dear Mr. Browne; rs0"e' - 41.0 TE: NO '4018 POt December 11, 1996 Northwest Roston 13700 Dayton Avenue p40nn PO Sex 3303t0 Sadr1J,'MA 981339710 (2014) 440.4000 SR 599 MP 0.6 CS 1759 David Browns administration of the proposed Jorve Roofing Corporation facility. This will respond to your request for written confirmation regarding the need for a permit on the subject site. A permir will only bo required in the case that the construction extends into state right of way. The plan you sent to us indicated that an existing drainage course will be used for access into state right of way. You stated in a related telephone conversation that there will be no work on state right of way. The City of Tukwila has purview; WSDOT expects that stortowater management provisions will comply with the provisions adapted by the City of Tukwila, and that those provisions are in compliance with the Department of Ecology's Stormwater Management Manual fbr the Puget Sound Basin. In this case, we note that the land is fairly level and suspect that providing sufficient gravity to drain a buried detention facility will be a challenge and may result in accessing state right of way. In that case WSDOT will require a permit and will be interested in the design details including a profile proving drainage and detention operation. Sincerely Erik I1R. Hansen, .E. Assistant t Environmental Program Manager Hydraullca RECEIVED CITY OF TUKWILA A Nov - 2 2000 PERMIT CENTER Space Heat Type 0 Electric resistance ® 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 166.0 ± 4689.0 X 100 = 3.5% . Concrete/Masonry Option 0 yes Check here if using this option and If project meets all requirements for the Concrete/Masonry no Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly below. Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R- values Roofs Over Attic /n 6/00 svxwizJ►, xASalxcTOx All Other Roofs fl moRmi rtllGtld(vWarb JUN - 6 2000 PERMIT CENTER R -21 Opaque Walls Applicant Address: 1122 E. Pike St. Suite 1345 R -11 Below Grade Walls R -10 Floors Over Unconditioned Space Slabs -on -Grade R -10 Radiant Floors Maximum U- factors Opaque Doors 0.600 Vertical Glazing 0.900 Overhead Glazing Maximum SHGC (or SC) Vertical /Overhead Glazing I 1. 000 Project Info Project Address 4400 South.131st Place Date /n 6/00 svxwizJ►, xASalxcTOx For Buil fl moRmi rtllGtld(vWarb JUN - 6 2000 PERMIT CENTER Applicant Name: Anita woeteren Applicant Address: 1122 E. Pike St. Suite 1345 Applicant Phone: (206) 324 -0106 a 1997 Washington Stele Nonresidential Energy Code Compliance Fora Semi- heated space* Minimum Insulation R- values Roofs Over Semi- Heated Spaces* 11.0 "Refer to Section 1310 for qualifications and requirements Notes: F ' ')p } Sil IIj,';t,':! Irl ..,..aY�ai .^ .:!:YS.i::tt?u;"rF.ali?:?;7ii: " �: K:. R: f?R: r r' rr 'L3 •t .�'.si "i';1,'.YSZ >r',tcP! Min,.`, ?..' � '"Y.�'::iw�.rt„ta:a«.. -�._ Envelope Summary SS. :. / 1 • • 1 , c k • 1 n • - 1 . 1 n • • • c • 11 • tit - • 111 Climate Zone 1 ENV -SUM CORR TION LTR #� QLIj7 First Edition, June 1999 Project Description 0 New Building ❑ Addition ❑ Alteration ❑ Change of Use Compliance Option Prescriptive 0 Component Performance (See Decision Flowchart (over) for qualifications) ENVSTD E Systems Analysis Opaque ConcretelMasonry Wall Requirements Insulation on interior - maximum U- factor is 0.19 Insulation on exterior or integral - maximum U- factor is 0.25 If project qualifies for Concrete /Masonry Option, list walls with HC 2 9.0 Btu /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 All Inaulation Metalled? Opaque Mils R-11 Mussy wells(Int) U-0.19 Masonry wells (other) U-0.25 Bet ow grade walls(ed) R -10 Below grade walls(othr) R -11 Roofs over attics R-30 All other roofs R -21 Boors overuncond.ap. R -19 Slabaon-grade R -10 Radiant floors R-10 Opaque doors U0.60 Glazing Criteria Met? Glaring Vert. OH Nee % U U SHGC 00-10% 0.90 1.45 1.00 10-15% 0.75 1.40 1.00 15-20% 0.65 1.30 0.80 20-25% 0.60 1.30 0.65 All Insulation Installed? Opaque i lle R -11 Below gradewolls(etd) R -10 Below grade w lls(othr)R -11 Roofs over attics R -30 All other roofs R -21 Floors over uncond.ip. R-19 Slabsongrade R -10 Radiant floors R-10 Opaque doors U-0.60 Glazing Criteria Met? Glaring Vert. OH Area % U U S1-GC 00-15% 0.90 1.45 1.00 15-20% 0.75 140 1.00 20-30% 0.60 1.30 0.65 3040% 0.50 1.25 0.45 All Insulation Installed? Opaque Vial's R-19 Maturity wells QM) U.0.19 Masonry wells (other) U-0.25 Below gradeweils(ext) R -10 Below grade walls(othr) R -19 Roofs over attics R-38 All other roofs R-30 Roors over unoond. R-30 Slabson-grade R -10 Radiant floors R -10 Opaque doors U10.60 Glazing Wade Met? Gering Vert. OH Area % U U SHGC 00-20% 0.40 0.80 1.00 All Insulation Installed? Opaque Wills R-19 Below gradewells(ext) R -10 Below grade wells(othr) R-19 Roofs over attics R-38 All other roofs R-30 Room overunoond. R -30 Siabson-grade R -10 Radiant floors R -10 Opaque doors U-0.60 Gad ng Criteria Met? Glaring Vert. OH Area % U U SI-GC 00-20% 0.40 0.80 1.00 Concrete/Masonry Option* Wall Heat Capacity (HC) Assembly Description Assy.Tag HC " Area (sf) HC x Area Totals Afea weighted HC: divide total of (HC x area) by Total Area 'aF rki�' urri. rangy w .. A : ' r t • • t : : L 1 r _ 1: 1 : Envelope Summary (back) t : • • • : • if • - I • Irr Climate Zone 1 ENV -SUM 1997 Washington State Nonresidential Energy Code Compliance Forms 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. 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) r wfilYClckG12012 Preaaip8ve Path Allowed Component Peiformance or SydamsAnaly:3 s Required Etectrlc 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 W/ft of the gross conditioned floor area. Exception: Heat pumps and terminal electric resistance Mating in variable air volume distribution systems. First Edition, June 1998 '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 unless calculations are provided; for all other walls, use Section 2009. Project Info . ' . Project Address 4400 S 131st Place Date 2/25/00 : Tukwila, WA 98168 For Building Department Use . . . . . . Applicant Name: Hot Mix Pavers, Inc Applicant Address 1122 E. Pike St. Sta. 4 1345,'Seattle, WA 98122 Applicant Phone . (206) 324-0106 1997 Washington State Nonresidential Energy Code Compliance Forms CORRE LTR# ! ! A - 8 e• •1 Envelope Summary : I, • : I: • • • : II : • t mi Climate Zone 1 ENV-SUM First Edition - June, 1998 vcri-0411 Project Info Project Address 4400 S 131st Place Area in ft Allowed x Area Covered Parking Date 2/25/00 0.2 W /ft Tukwila, WA 98168 Open Parking For Building Department Use Outdoor Areas 0.2 W /ft Applicant Name: Hot Mix Pavers, Inc. Bldg. (by facade) 0.25 W /ft Applicant Address: 1122 E. Pike St. Ste. # 1345, Seattle, WA 98122 Applicant Phone: (206) 324 -0106 ** From Table 15 -1 (over) - document all exceptions on form LTG -LPA Total Allowed Watts Alteration Exceptions (check appropriate box) ❑ No changes are being made to the lighting ❑ Less than 60% of the fixtures are new, and installed lighting wattage is not being increased Location (floor /room no.) Occupancy Description Allowed Watts per ft ** Area in ft Allowed x Area Covered Parking 0.2 W /ft Open Parking 0.2 W /ft Outdoor Areas 0.2 W /ft Bldg. (by facade) 0.25 W /ft Bldg. (by perim) 7.5 W /If ** From Table 15 -1 (over) - document all exceptions on form LTG -LPA Total Allowed Watts Location (floor /room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Covered Parking 0.2 W /ft Open Parking 0.2 W /ft Outdoor Areas 0.2 W /ft Bldg. (by facade) 0.25 W /ft Bldg. (by perim) 7.5 W /If Note: for building exterior, choose either the facade area or the perimeter method, but not both) Total Allowed Watts Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts Location Description Allowed Watts per ft or per If Area in ft (or If for perimeter) Allowed Watts x ft (or x If) Covered Parking 0.2 W /ft Open Parking 0.2 W /ft Outdoor Areas 0.2 W /ft Bldg. (by facade) 0.25 W /ft Bldg. (by perim) 7.5 W /If Note: for building exterior, choose either the facade area or the perimeter method, but not both) Total Allowed Watts 11tL r ,i �'�ff ti(�• 3C:7NYKYCT!aMa Lighting Summary • • A : I I' - Lei ' l . 1: • is: GUI -1 • I. LTG -SUM 1997 Washington State Nonresidential Energy Code Compliance Forms First Edition - June, 1998 Project Description New Building ❑ Addition ❑ Alteration Compliance Option Prescriptive 0 Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Maximum Allowed Lighting Wattage (Interior Proposed Lighting Wattage (Interior) (May not exceed Total Allowed Watts for Interior) Maximum Allowed Lighting Wattage (Exterior) Proposed Li hting Wattage (Exterior) Location Fixture Description (May not exceed Total Allowed Watts for Exterior) Number of Watts/ Fixtures Fixture Watts Proposed 1997 Washington State Nonresidential Energ / Code Compliance Form Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts Use' LPA (Wife) Use' LPA (YVIft Painting, welding, carpentry, machine shops 2.3 Police and fire stations' 1.2 Barber shops, beauty shops 2 Atria (atriums) 1 Hotel banquet /conferencekxhibition hall" 2 Assemblyspaces ° , auditoriums, gymnasia', !heaters 1 Laboratories 2 Process plants 1 Aircraft repair hangars 1.5 Restaurants/bars' 1 Cafeterias, fast food establishments' 1.5 Retail A t° 1 Factories, workshops, handling areas 1.5 Retail B Retail banking 1.5 Gas stations, auto repair shops' 1.5 Locker and /or shower facilities 0.8 Institutions 1.5 Warehouses ", storage areas 0.5 Libraries' 1.5 Aircraft storage hangars 0.4 Nursing homes 1.5 Parking garages See Section 1532 Wholesale stores (pallet rack shelving) 1.5 Mall concourses 1.4 Plans Submitted for Common Areas Only' Schools buildings, school classrooms, day care centers 1.35 Common area, corridors, lobbies (except mall concourse) 0.8 Laundries 1.3 Toilet facilities and washrooms 0.8 Office buildings, office /administrative areas in facilities of other use types (including but not limited to schools, hospitals, institutions, museums, banks, churches) 1.2 Prescriptive Spaces Occupancy: 0 Warehouses, storage areas or aircraft storage hangers *Other Qualification Checklist Note: If occupancy type is "Other" and fixture answer is checked, the number of fixtures in the space is not limited by Code. Clearly indicate these spaces on plans. If not qualified, do LPA Calculations. Lighting Fixtures: " Check here if at least 95% of fixtures in the space meet all four criteria: 1. Fixtures are fluorescent, non - lensed, with only one or two lamps, and 2. Lamps are T -5, T -6, T -8 or PL, and 3. Lamps are 5 -50 Watts, and 4. Ballasts are electronic ballasts car. :,.. ;:iCay. :., `,'S7 "•Sr`. sa'A'r:5 :!tr, �, "n 4'. Table 15 -1 Unit Lighting Power Allowance (LPA) for Interior Lighting ..,....,,�..r.....wcux.n..•, mxwt• w.+rrvC� *�r »rtX :Yr his' i'. xY�+ t+ F' sC1:^•. Ck4rtl.,. asw ,•awa,uar m.a.�,.�..�........._ Lighting Summary (back) • ! 1 - 1 1 • • 1 k • 1 • 1 1 - • • • • 1 1 • . 1 r • 11 LTG -SUM Footnotes for Table 15 -1 1. In cases in which a use is not mentioned specifically, the Unit Power Allowance shall be determined by the building official. This determination shall be based upon the most comparable use specified in the table. See Section 1512 for exempt arras. 2. The watts per square foot may be increased, by two percent per loot of ceiling height above twenty feet, unless specifirallydirected otherwise by subsequent lbotnotes. 3. Watts per square foot of room may be increased by two percent per foot of ceiling height above twelve feet. 4. For all other spaces, such as seating and common areas, use the Unit Light Poorer Allowance for assembly. 5. Watts per square foot of room may be increased by two percent per foot of ceiling height above nine feet. 6. Includes pump area under canopy. 7. In cases in which a lighting plan is submitted lbr only a portion of a floor, a Unit Lighting Power Allowance of 1.35 may be used for usable office floor area and 0.80 watts per square foot shall be used for the common areas, which may include elevator space, lobby area and rest rooms. Common areas, as herein defined do not include mall concourses. 8. For the lire engine room, the Unit Lighting Power Allowance is 1.0 watts per square foot. 9. For indoor sport tournament courts with adjacent spectator seating, the Unit Lighting Power Allowance for the court area is 2.6 watts per square loot. 10. For both Retail A and Retail 13, light for free-standing display, building showcase illumination and display window illumination installed within two feet oldie window are exempt. Retail A allows a Unit•Ligllting Power Allowance of 1.0 watts per square foot. Ceiling mounted adjustable tungsten halogen and III I) merchandise display illuminaries are exempt. Retail l3 allows a Unit Lighting Power Allowance of 1.5 watts per square foot, including all ailing 101)1111ted Merchandise display luminaries. 11. Provided that a floor plan, indicating rack location and height, is submitted, the square Ibotage liar a warehouse may be defined, for computing the interior Unit Lighting Power Allowance, as the floor area not covered by racks plus the vertical thee area (acce side only) of the racks. The height allowance defined in footnote 2 applies only to the flour area not covered by racks. Lighting Permit Plans Checklist LTG -CHK 1997 Washington State Nonresidential Energy Code Compliance Forms First Edition - June, 1998 Project Address 4400 9 131st Place 'Date 2/25/00 The following information is necessary to check a lighting permit application for compliance with the lighting requirements in the 1994 Washington State Nonresidential Energy Code. Applicability (yes, no, n.a.) I Code 1 Section Component Information Required Location on Plans Building Department Notes LIGHTING CONTROLS (Section 1513) t a. 1513.1 Local control /access Schedule with type, indicate locations h.a. 1513.2 Area controls Maximum limit per switch h. a. 1513.3 Daylight zone control Schedule with type and features, indicate locations n.a• vertical glazing Indicate vertical glazing on plans h. a . overhead glazing Indicate overhead glazing on plans h. a. 1513.4 Display /exhib /special Indicate separate controls 1513.5 Exterior shut -off Schedule with type and features, indicate location n•a. (a) timer w/backup Indicate location n.a. (b) photocell. Indicate location 1513.6 Inter. auto shut -off Indicate location n.a. 1513.6.1 (a) occup. sensors Schedule with type and locations p.a. 1513,6.2 (b) auto. switches Schedule with type and features (back -up, override capability); Indicate size of zone on plans Lighting Sum. Form Completed and attached. Schedule with fixture types, lamps, ballasts, watts per fixture 0. a. 1 Elec motor efficiency MECH -MOT or Equipment Schedule with hp, rpm, efficiency If "no" is circled for any question, provide explanation: 191)7 WashinatnnStateNnnresidential 1 =nerav Cade Cmm�liance 1997 Washington State Nonresidential Energy Code Compliance Forms 1 : : I 1 . . , . _ k . 1 Lighting Permit Plans Checklist , a . .,• c • rl • 1 • 111 LTG -CHK First Edition - June, 1998 Lighting - General Requirements 1513 Lighting Controls 1513.1 Local Control and Accessibility: Each space, enclosed by walls or ceiling- height partitions, shall be provided with lighting contrds located within that space. The lighting controls, whether one or more, shall be capable of turning off all lights within the space. The controls shall be readily accessible, at the point of entry/exit, to personnel occupying or using the space. Exceptions: The following lighting controls may be centralized in remote locations: 1. Lighting controls for spaces which must be used as a whole. 2. Automatic controls. 3. . Controls requiring trained operators. 4. Controls for safety hazards and security. 1513.2 Area Controls: The maximum lighting power that may be controlled from a single switch or automatic control shall not exceed that which is provided by a twenty ampere circuit loaded to not more than eighty percent. A master control may be installed provided the individual switches retain their capability to function independently. Circuit breakers may not be used as the sole means of switching. Exceptions: 1. Industrial or manufacturing process areas, as may be required for production. 2. Areas Tess than five percent of the building footprint for footprints over 1 00,000 ft2. 1513.3 Daylight Zone Control: All daylighted zones, as defined in Chapter 12, both under overhead glazing and adjacent to vertical glazing, shall be provided with individual controls, or daylight- or occupant- sensing automatic controls, which control the lights independent of general area lighting. 1513.4 Display, Exhibition, and Specialty Lighting Controls: All display, exhibition, or specialty lighting shall be controlled independently of general area lighting. 1513.5 Automatic Shut -off Controls, Exterior: Exterior lighting not intended for 24 -hour continuous use shall be automatically switched by timer, photocell, or a combination of timer and photocell. Automatic time switches shall also have program back -up capabilities, which prevent the loss of program and time settings for at least 10 hours, if power is interrupted. 1513.6 Automatic Shut Off Controls, Interior: Office buildings greater than 25,000 ft and all schod classrooms shall be equipped with separate automatic controls to shut.off the lighting during unoccupied hours. Automatic controls may be an occupancy sensor, time switch, or other device capable of automatically shutting off lighting. Exceptions: 1. Areas that must be continuously illuminated, or illuminated in a manner requiring manual operation of the lighting. 2. Emergency lighting systems. 3 Switching for industrial or manufacturing process fadlities as may be required for production. 1513.6.1 Occupancy Sensors: Occupancy sensors shall be capable of automatically turning off all the lights in an area, no more than 30 minutes after the area has been vacated. 1513.6.2 Automatic Time Switches: Automatic time switches shall have a minimum 7 day clock and be capable of being set for 7 different day types per week and incorporate an automatic holiday "shut -off' feature, which turns off all loads for at least 24 hours and then resumes normally scheduled operations. Automatic time switches shall also have program back -up capabilities, which prevent the loss of program and time settings for at least 10 hours, if power is interrupted. Automatic time switches shall incorporate an over -ride switching device which: a. is readily accessible; b. is located so that a person using the device can see the lights or the areas controlled by the switch, or so that the area being illuminated is annunciated; c. is manually operated; d. allows the lighting to remain on for no more than two hours when an over -ride is initiated; and e. controls an area not exceeding 5,000 ft2 or 5 percent of footprint for footprints over 100,000 ft whichever is greater. • OVERFLOW 1' MIN. 2' MIN. LOCKING LID 2' MIN. SHEAR GATE W /R00 ORIFICE AS SIZED BY KCSWDM METHOD TYPE II CATCH BASIN 54' 01k MIN. (SEE STANDARD PLAN) 0.005 FT /FT I 1 ACCESS MANHOLE FOR 0 -50' LENGTH 2 ACCESS MANHOLE FOR 50 -100' LENGTH 3 ACCESS MANHOLE FOR 100 -150' LENGTH ALUMINIZED STEEL 16 CA STORAGE Ir PIPE 3r MIN. DIAMETER CONNECTOR PIPE 42' MIN. DIAMETER CONNECTOR PIPE FOR PUBLIC SYSTEMS •••■■■•••■■•• 2' MIN. NR VENT AT SOFFIT NATURAL GROUND TYPE II CATCH BASIN 54 DIA. MIN. (SEE STANDARD PLAN) • r IV -4.8 BK? S1.80 tibc fia.oeis STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN EMERGENCY SPILL CLEANUP PLANS Owners of facilities engaged in storing, processing, or refining oil and /or oil products are required by Federal Law to have a Spill Prevention and Control Plan (SPCC). Owners of businesses that produce Dangerous Wastes are required by State Law to have a spill cleanup plan. These businesses should also refer to R.7 in Chapter IV -5. The businesses and public agencies identified in Chapters IV -2 and IV -3 of this manual that are required to have an Emergency Spill Cleanup Plan shall follow these general guidelines in its preparation. 1. The first part of the plan shall contain a description of the facility including the owner's name and address, the nature of the facility activity and the general•types of chemicals used in the facility. 2. The plan shall contain a site plan showing the location of storage areas for chemicals, the locations of storm drains, and the direction of slopes towards those drains, and the location and description of any devices to stop spills from leaving the site such as positive control valves. 3. The plan shall describe notification procedures to be used in the event of a spill, such as key personnel, and agencies such as Ecology and the local Sewer Authority. 4. The plan shall provide instructions regarding cleanup procedures. 5. The owner shall have a designated person with overall spill response cleanup responsibility. 6. Key personnel shall be trained in the use of this plan. All employees should have basic knowledge of spill control procedures. 7. A summary of the plan shall be written and posted at appropriate points in the building, identifying the spill cleanup coordinators, location of cleanup kits, and phone numbers of regulatory agencies to be contacted in the event of a spill. 8. Cleanup of spills shall begin immediately. No emulsifier or dispersant shall be used. 9. In fueling areas: absorbent should be packaged in small bags.for easy use and small drums should be available for storage of absorbent and /or used • absorbent. 10. Absorbent material shall not be washed down the floor drain or storm sewer., 11. Emergency spill containment and cleanup'kit(s) shall be located at the facility site. The contents of the kit shall be appropriate to the type and quantities•of chemical liquids stored at the facility. The kit might contain appropriately lined drums, absorbent pads, and granular or powdered materials for neutralizing acids or alkaline liquids. Kits should be deployed in a manner that allows rapid access and use by employees. This plan shall be updated regularly. 12. Ecology and the local Sewer Authority shall be notified immediately if the spill may reach sanitary or storm sewers, or surface water. IV -4 -21 FEBRUARY, 1992 .... > , ;; �;;+Nri�J11 id'ta;:4lfrh+� 5 F...... w ......... w .....«.. ww . ww. e] MrfwSCw4lahtX'. JK11d" Yfi.' �4Ki" E�. SM�49tiRii+ s�4 tW ttcY�t J SLk' ICl Y' fi.+ ftSKOU +1 tfAlTlAl:Iki�lWkn�atrd 4 w Project: T r X "�. 1/ FM Designed By;J _-- Date Checked By: Sheet COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P. 206/343 -0460 • F :206/343 -5691 Project 4( 0 j 2 Pro ect No: ' j/ --0 , i Client COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Desi ned B L.-Date \ 6 a) Checked By: Sheet 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P:206/343 -0460 • F: 206/343.5691 of �. 'y t ".��'�Si �. "�(� »7r�1�f' • ..................•«. r .._,.. wMlm,• fv+ HW.- sw;' aW?• 19' w' X1�ktY. Y, �Y�IS+ a:: A? aY' 1H.: rltl *Y?!'7 tarty+ w+ n.... ..................___....__.. ». K L9 } .7,0 ... -t..., ...,..< � ;? rWckcq wna.. a».. �.........,.. ..,....._.,..._...__........... I 1fTAL DECK PER FLAN NOTE 2 cb.11s VUImir��t cb.11s GIOsI59 GIOx0s C.l0xI D 4 6155.1 TM. L ROOF SEAMS SHALL !EV !E% TNIGK (M EL SPAN RAT/ 52n6). NAL TO ALL FRAM PAIL EDGES, COMM 8 LtCMIES, 51g115 BLOGKN6, AHD SHEAR POLLS MEOW W 10d • 6'a. NAIL TO ALL INTERMEDIATE SUPFORTS W 10d • 12'a, UON. Project: , T ►/ •1 COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Designed By: r (.l.. Date II /7400 Project No: ( 1 ( A II tD O 1 Client: N Nay N1 Checked By: Sheet of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343 -0460 • F: 206/343.5691 Al Ilik . ; in • �. 'y t ".��'�Si �. "�(� »7r�1�f' • ..................•«. r .._,.. wMlm,• fv+ HW.- sw;' aW?• 19' w' X1�ktY. Y, �Y�IS+ a:: A? aY' 1H.: rltl *Y?!'7 tarty+ w+ n.... ..................___....__.. ». K L9 } .7,0 ... -t..., ...,..< � ;? rWckcq wna.. a».. �.........,.. ..,....._.,..._...__........... I 1fTAL DECK PER FLAN NOTE 2 cb.11s VUImir��t cb.11s GIOsI59 GIOx0s C.l0xI D 4 6155.1 TM. L ROOF SEAMS SHALL !EV !E% TNIGK (M EL SPAN RAT/ 52n6). NAL TO ALL FRAM PAIL EDGES, COMM 8 LtCMIES, 51g115 BLOGKN6, AHD SHEAR POLLS MEOW W 10d • 6'a. NAIL TO ALL INTERMEDIATE SUPFORTS W 10d • 12'a, UON. Project: , T ►/ •1 COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Designed By: r (.l.. Date II /7400 Project No: ( 1 ( A II tD O 1 Client: N Nay N1 Checked By: Sheet of 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P: 206/343 -0460 • F: 206/343.5691 1 6" 4) ROD kV TURNBUCKLE 02 CLEVIS W/ %" (1) PIN EA. END OF ROD % "X4" Project• -1t61'tlnL Project No: q cI- 01 —01 (2-)A35 EAc S IM tE 1 6"x4 1 /4"x0 1 -10" W/ (2)%"4:0 x 3" LAG BOLTS ® "oc COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION Client: 1 WP 1614T TF .A. A,J 4/ <typ. T5 PER PLAN a ' ',.. t Or,h 77, �. COPE BEAM RECEIVED 1 /4"x3" N CrrY OF TUKWILA (2) 44"4) BOLTS C 217 PINE STREET • SUITE 300 • SEATTLE,WA 98101 • P.206/343.0460 • F: 206/343 -5691 DEC 232000 PERMIT CENTER TQ41."�17]i'1:'.o L!: ♦ nt x it r�K:r[«7c::1i+1{:+ti1".::'t1CiRf Y i• i . �: /. /2.' J Designed By:�T41 - Date II /20/00 Checked By: Sheet of King County • Department of Assessments King County Administration Bldg. • 500 Fourth Avenue, Room 709 Seattle, WA 98104-2384 (206) 296-5141 FAX (206) 296-0106 City of Tukwila Department of Community Development .1 6300 SouthCenterRoulevard Na.ehington 98188 • - , • Con No L99-0083. Accounts 73b920 0220, 0225 gt 0230 • • • are under the levy code of 2380, which is not .under the water • district 125.. Account 73h920 0235 is under the water disttet .•, 125 with levy code of 21400. •• Therefore, we cannot change the levy codes and the merge will • • not be completed.. We can merge. accounts 71020 0220, 0225 lc. 0230 into one account. • " • RECEIVED JUL 1 3 2000 COMMUNITY DEVELOPMENT Re: Lot Consolidation No L99-0083 Recording No 20000516000676 July 1i 2000 :71e: parcel numbers 7314920 0220, 0225, 0230 and 0235 will not be merged into one account, as requested by the above noted lot Flaine Hawkins Abstract To chnici an (2n6) 296 5136 -Phone (206) 296 0106 -Fax Scott Noble Assessor PAID P .00 232.53::H 497.. 99 437.08= 470.58 232.95 ACRE BENEFIT ADDITIONAL DATA P/N Page: 1 Document Name: Assessor - RPCI 7349200229Q5 HOT MIX PAVERS INC 1122 E PIKE ST #1345 SEATTLE WA LOT :6 YEAR RECEIVABLE TYPE 00 NOXIOUS WEED 99 NOXIOUS WEED RPCI 734920022005 BLOCK:4 RY OY ST SC NC LEVY OM -LV 01 T 2380 00 T 2380 99 T 2380 98 T 2380 97 T 2380 Date: 7/11/ 0 Time: 11:30:38 AM DOC :1- 686070.03/27/00 NAME/ADDRESS St:.CURNT ACTIVE 039999 RIVERTON REPLAT.LOTS'1-,TO.5 07/11/00 TGW POR VAC ST ADJ.LESS ST HWY 98122 LEVY 9420 9420 LAST - LEGAL : - IS:. 2 LAND .. IMPS 30,900 30,900 30,900. 30,900 30,900 JUMP CODE: BILLED AMT. .85 .85 BILLED .00. 465.06 437.08 470.58 TOTAL DUE: PAID AMT .43 .85 PS BILLED .00 915:06.. 979:87 860.02 925.93 DUE: PAID AMT .43 :85 ADDITIONAL. DATA PAID PA .00- 457.53,H .." 979:87 860.02 925.93 457.95 ACRE BENEFIT Page: 1 Document Name: Assessor RPCI 734920022500 HOT MIX PAVERS INC 1122 E PIKE ST #1345 SEATTLE WA LOT:7 BLOCK :4 RY OY ST SC NC LEVY OM -LV 01 T 2380 00 T 2380 99 T 2380 98 T 2380 97 T 2380 YEAR RECEIVABLE TYPE 00 NOXIOUS WEED 99 NOXIOUS WEED RPCI 734920022500 LEVY 9420 9420 Date: 7/11/ 0 Time: 11:31:11 AM DOC:1- 686070 03/27/00 NAME / ADDRESS ST:CURNT ACTIVE 039999 RIVERTON REPLAT LOTS 1 TO 5 07/11/00 TGW POR VAC ST ADJ LESS ST HWY 98122 LAST LEGAL IS 2 LAND_ 60,800 60,_800 " 60,800. 60,800 60;800 JUMP CODE: BILLED AMT .85 .85 BLOCK:4 98122. LEGAL 2. IMPS BILLED. .00 946.67 1,013.72 889.73 957.91 TOTAL DUE: AMT PAID AMT .85 .42 .85 .85 PAID.. P 'A .00 473.34.H 1,013.72 889.73 957.91 473.76 ACRE BENEFIT ADDITIONAL. DATA P/N Page: 1 Document Name: Assessor RPCI 734920023.QQ3._: HOT MIX PAVERS INC . 1122 E PIKE ST #1345. SEATTLE WA LOT:8 RY OY ST SC NC LEVY OM -LV 01 T 2380_. 00 T 99 T 98 T 97 T YEAR RECEIVABLE TYPE 00 NOXIOUS WEED 99 NOXIOUS WEED RPCI 734920023003. 2380 2380 2380. 2380 Date: 7/11/ 0 Time: 11:31:26 DOC:1- 686070 03/27/00 NAME /ADDRESS ST:CURNT ACTIVE 039999 RIVERTON REPLAT LOTS 1 TO :5 07/11/00 TGW POR VAC ST ADJ LEVY BILLED 9420 9420 JUMP CODE:. AM LAST IS LAND 62,900 62,900 62,900: 62,900 62,900 PAID P A .00 812.72 . H 1,740.57 1,527.67 1,644.74 813 .14 ACRE BENEFIT Page: 1 Document Name RPC1,734�2QQ25o.8, ;, HOT MIX PAVERS INC 1122 E PIKE ST #1345 SEATTLE WA LOT:9 -10 BLOCK :4 RY OY ST SC NC LEVY OM -LV 01 T 00 99 98 97 T T T T YEAR RECEIVABLE TYPE 00 NOXIOUS WEED 99 NOXIOUS WEED RPCI 734920023508 2400 2400. 2400 2400 Assessor Date: 7/11/ 0 Time: 11:31:38 AM DOC:1- 686070 03/27/00 NAME /ADDRESS ST:CURNT ACTIVE 039999 RIVERTON REPLAT LOTS 1 TO 5 07/11/00 TGW POR VAC ST ADJ LESS ST HWY. 98122 LAST LEGAL IS 2 LAND IMPS 105,20.0 - 2;800 105;200 2,800.. 105,200 2,800 105,200 2,800. 105,200 BILLED .00 1,625 44 1,740.57 1,527.67 2,800 1,644.74 TOTAL DUE: LEVY BILLED AMT. PAID AMT 9420 .85 .43 9420 .85 .85 F 4 - ENG DIVLSION ... ...Tur„.,.29 A 2000 206 . 101 3670 line: • II 22&5134.0 FAX : 206* 431 - 3665 0 CV • - 20619601 es faxed including this cover page: 2 ill ..... Ri • 01/03/1996 14:31 2062960106 ' g County Department of Assessments untlas Diisiou .Fourth Annuli Rama 709F WA 0104-2384 : (206) 294-0106 TO Co CSIMILE COVER SHEET ants: Brenda Folt • Elaine Fawkipa, Abstrar.t.Tedhnician ly to . our fax of June 28, 2000 DEPT OF ASSESSMENTS REC -EIVEZD JUN 2 9 2000 COMMUNITY DEVELOP (VII? NT Scott Nob Assess r PAGE 01 City of TUkwila ' , :PHONE: 0 g 206 . 101 3670 FAX : 206* 431 - 3665 0 CV • 01/03/1996 14:31 2062960106 ' g County Department of Assessments untlas Diisiou .Fourth Annuli Rama 709F WA 0104-2384 : (206) 294-0106 TO Co CSIMILE COVER SHEET ants: Brenda Folt • Elaine Fawkipa, Abstrar.t.Tedhnician ly to . our fax of June 28, 2000 DEPT OF ASSESSMENTS REC -EIVEZD JUN 2 9 2000 COMMUNITY DEVELOP (VII? NT Scott Nob Assess r PAGE 01 01/03/1996 14:31 2062960106 urs ew • od a UJ: td TUKWILA DCD /PW ax 1 • Oepartmaiit of•Comrnunky Development 6300 :louthcentar III, 4100 Tukwila, WA 88188 Phoni: 206431 -3670 Fax 21:6-431 -3866 Rena ph.nu q Urgent -14 L_ 1. . I/ 4,4r 2 oa - 2gto.- °toga rer Review . r ad W -11 0 -00 • The new account number will be the 739 0235. DEPT OF ASSESSMENTS City of Tukwila From Dame/i„ Date: 4-26—CO Rogues .¢+ O Please Coew n■ne *Wage Reply O wt.... .Tenn 29. 2000 Arenda, We never received this Lot consolidation for review, therefore we did not receive a copy. Since you have sent the recorded Dopy, 1 will to the consolidation per the Recorded document. Kier County is supposed to revirnr the lot consolidation and sign before recording. L06 ?96 5136 Plume 206 296 0106 F'ax PAGE 02 P.1'4 Return Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard comme copy Tukwila, WA 98188 20000516000676 gitehLop 1.4!= "Am naluwelir LOT CONSOLIDATION NUMBER L99 CITY OF TUKVVILA WASHINGTON Grantor(s): Roger Clairmont Last Name First Name Last Name First Name Additional grantors on page of document. If needed Grantee(s): The Public Assessor's Property Tax Parcel or Account Number(s): 73 4 9 20 0225 Legal Descriptions: 0230 Before the Lot Consolidation: 0235 A. portion of: • NW} of the NE i of SEC. 15, T 2324, E 4E W.M., Tukwila, King Co., Wit • Aftei the Lot Consolidation: A portion of : • pind of the NEI of SEC. 15, T 23N, R 4E W.11. Tukwila, C ol, WA. Reviewed and approved by the Short Subdivision Committee and hereby certified for filing this . 10 ' day of AAA VelaZo• P.2/4 • Chair, Short Subdivision Committee Page 1 of 4±.. LINE TABLE LENGTH _ " BEARING UN_E Lt r 25.99' 512'22'54 l2 3 1 4' 17' • ' L,3 36 ,03 16.22' $OT3Q 34 S08'23'441 ' L4 1.5 13.48' N44'11'12'E JUN 28 '00 03:34PM TUKWILA DCD /PW I r1-r- .I L.V I 518'1 4'21"E RAIIIALBEARI I nT 1 L.V I OF PN'r 4 L.V I ft) I /\T L.) I I nT L. V I . I7 I'- II -I EXISTING SEWER MANHOLE - 0 Scale: Horizontal- 1"= 60' Vortical 18215 72ND AVENUE Sounr "4 49 KENT, WA 98032 (425)251 -6222 (425)251-V82 FAX CIVIL ENGINEERING, LAND PLANNING. SURVEYING, ENVIRONMENTAL SERVICES S48'1VOA . . 23.02' •� 116' LO 5 * ' i 734920- 022 -0\ % - -�� - — — — 1 EXISTING LOT UNE 1 ,. TO BE ROOM 734920 -0 2- 5 InT ', L. V I / °S I � TO I BE REMOVED LINE 1 11 a'1`-a 734920 -023 -0 VI l.V 8 l 116' C— EXISTING LOT UNE Li TO BE REMOVED it• I r1 r le) (/) L. V I IA.. 1 err L.V I v L EXISTING LOT LINE TO BE REMOVED 116' / 20' 734920 -023 -5 BLVVI\ TRUE POINT OF BEGINN 4G N I r\T it 1 . . % . 1 I 111 EXISTING SAN I Y r'") SEWER LINE COMBINED PARCEL CONTAINS 44,365± SQUARE FEET. Ch Title: n r 1 116' N48'05' 15 136.05' SOUTH 131ST PLACE f EXISTING Approved I nT I I r1r ,U 1..V I I r\r 1.4 L.V 1`f 1 r\T 7, L. V I I... I 1 II For: HOT MIX PAVERS 4400 S. 131ST PLACE TUKWILA, WA CITY OF TUKWILA LOT CONSOLIDATION LI ) C) (.)tC CJ - 1 c5 CC h �C 4C CD 1 • n 3 ieC f1 fi L ' - LIJ 11 Lid .4 n - Ti. ) Lid .2 ZD WATER UNE -- -ROAD rn a) 0 0 CENTERLINE d d li Job Number 7099 Sheet Drown P.3,4 • , JUN 26 '00 03:34PM T Scale: Horizontal EXISTING LEGAL DESCRIPTION: LOTS 6, 7, 8, 9 AND 10. BLOCK 4, AU. IN RNERTON REPEAT OF LOTS 1 TO 5 FOSTORIA GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED PI VOLUME 13 OF PLATS, PAGE 40, RECORDS OF KING COUNTY, WASHINGTON; EXCEPT THAT PORTION THEREOF CONDEMNED FOR STATE HIGHWAY BY COUNTY OF KING, CITY OF SEATTLE UNDER KING COUNTY AUDITOR'S FILE ND. 618285; EXCEPT THAT PORTION THEREOF CONVEYED TO THE STATE OF WASHINGTON FOR STATE HIGHWAY, BY DEED RECORDED UNDER AUDITOR'S FILE NO. 5719585 AND 5738787; TOGETHER WITH THAT PORTION OF VACATED STREET AQIOIMNG THAT ATTACHED BY OPERATION OF LAW. PROPOSED LEGAL DESCRIPTION THAT PORTION OF LOTS 6, 7, 8, 9 AND 10, BLOCK 4, ALL IN RIVERTON REPEAT OF LOTS 1 TO 5, FOSTORIA GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 13 OF PLATS. PAGE 40, RECORDS OF KING COUNTY, WASHINGTON, AND THAT PORTION OF VACATED STREET AD- JOINING THAT ATTACHED BY OPERATION OF LAW, DESCRIBED AS FOLLOWS: BEGINNING AT THE 'INTERSECTION OF THE NORTHWESTERLY LINE OF THAT PORTION OF VACATED RUTH STREET WHICH ATTACHED BY OPERATION OF LAW, AND THE NORTHEASTERLY RIGHT OF WAY LINE OF SOUTH 131ST PLACE, SAID RIGHT OF WAY LINE BEING 35 FEET NORTHEASTERLY OF THE CENTER- UNE OF SOUTH 131ST PLACE, ALSO BEING THE SR -5 FF SURVEY LINE; THENCE NORTH 41'44'57" EAST ALONG SAID NORTHWESTERLY LINE OF VACATED STREET, 366.38 FEET TO A POINT ON THE NORTHWESTERLY EXTENSION OF THE NORTHEASTERLY LINE OF SAID LOT 6: THENCE SOUTH 4815'03" EAST ALONG SAO EXTENDED LINE AND THE NORTHEASTERLY LINE OF SAID LOT 6, 2.3.02 FEET TO A POINT ON THE SOUINWESTERLY RIGHT OF WAY UNE OF $R -599: THENCE SOUTH 07 EAST ALONG SAID SOUTHWESTERLY RIGHT OF WAY LINE OF SR -599, 148.98 FEET TO A POINT ON THE SOUTHEASTERLY LINE OF SAID LOT 7; THENCE SOUTH 41'44'57' WEST ALONG THE SOUTHEASTERLY LINE OF SAID LOTS 7 THROUGH 10, A DISTANCE OF 269.71 FEET 10 A POINT ON THE NORTHEASTERLY RIGHT OF WAY OF SOUTH 131ST PLACE; THENCE NORTH 48'05'15" WEST ALONG SAID NORTHEASTERLY RIGHT OF WAY, 136.05 FEET TO THE POINT OF BEGINNING. SUBJECT TO A 25 FOOT WETLAND BUFFER, Vertical #P144(1 10215 72ND AVENUE SOWN KENT, WA 99032 R (425)261-0222 (425)261-0702 FAX CML ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES wn LA DCD'F'W For. HOT MIX , PAVERS 4400 S. 131ST PLACE TUKWILA, WA Title: CITY OF TUKWILA LOT CONSOLIDATION Sheet X fir 3 91 CC 0 I A. � 4 • to .4, 0 L I SL p o c#' . ••uses 02 - .3 Job Number 7099 P.4 /4 PERMIT NO.: I) - 1 ` l " C� 41- BUILDING PERMITS INSPECTIONS • ❑ 00001 Progress Inspection Status ❑ 00002 Pre - construction ❑ 00003 Investigation ❑ 00004 OK to Occupy ❑ 00005 Remove Stop Work Order ❑ 00006 Follow -up ❑ 00007 Pre -Move Inspection ❑ 00050 WSEC Residential ❑ 00060 WA Ventilation/Indoor AQC ❑ 00070 NLEA Inspection/Modular Struct ❑ 00071 Mobile Home Tie Down Insp ❑ 00072 Marriage Lines ❑ 00090 Resteel ❑ 00095 Footing Drains 00100 Foundation Footings 00200 Foundation Walls 00250 Foundation Insulation 00300 Concrete Slab /Slab Insulation AI/00 Crawl Space 00400 Shear Wall Nailing 00450 Plywood Wall Sheathing 00500 Roof Sheathing Nailing 00525 Plywood Deck Nailing 00550 Exterior Wall Sheathing 00600 Masonry Chimney 00610 Chimney Installation/All Types 00700 Framing 00750 Roof /Ceiling Insulation 00800 Floor Insulation 00801 Wall Insulation ❑ 00802 Exterior Roof Insulation j2" 00803 Glazing Inspection '� 00815 Lighting and Controls 0900 Suspended Ceiling 01000 Interior Wallboard Fastening ❑ 01001 Exterior Wallboard Fastening ❑ 01110 Pre -Move Inspection ❑ 01115 Motor Inspection ❑ 01120 Pre -Demo ❑ 01140 Pre - reroof ❑ 01400 Final -Fire $ 01700 Final- Building •❑ 01900 Final - Reroof ❑ 03100 Site Visit 04000 Special- Concrete 711 04001 Special -Bolts in Concrete ❑ 04001 Special - Mom/Resist Conc Frame ❑ 04003 Special -Reinf Steel Prestress ❑ 04004 Special- Welding ❑ 04005 Special- High - Strength Bolting ❑ 04006 Special - Structural Masonry ❑ 04007 Special -Reinf Gypsum Concrete ❑ 04008 Special- Insulating Conc Fill ❑ 04009 Special -Spray Fireproofing ❑ 04010 Special - Piling, Piers, Caissons ❑ 04011 Special - Shotcrete ❑ 04012 Special - Grading, Excav/Fill ❑ 04013 Special- Retaining Wall ❑ 04014 Special -Panels ❑ 04015 Special -Smoke Control System TENANT NAME: tA 04 /A ix Pc j y - CONDITIONS g . 0001 No changes to plans unless approved by Bldg Div 0010 Special inspection required, notify Bldg Div 0011 Special inspector shall submit final signed report 0012 New ceiling grid & light fixture shall meet lateral bracing 0013 Partition walls attached to ceiling grid 0014 Readily accessible access to roof mounted equipment .0 0015 Engineered truss drawings & calcs shall be on site 0016 Exposed insulation backing material ❑ 0017 Subgrade preparation including drainage, excavation ❑ 0018 Statement from roofing contractor verifying fire retardant class of roof Y 0019 All construction to be done in conformance w /approved plans ❑ "No work shall be done in addition to those modifications..." 0002 Plumbing permits shall be obtained through King Co ❑ 0020 Structural observation shall be provided for this project ❑ 0021 All food preparation establishments must have King Co 0 002 Fire retardant treated wood shall have flame spread of 0023 Notify Building Division prior to placing any concrete _ 0024 AU spray applied fireproofing shall be special inspected 0025 All wood to remain in placed concrete shall be treated ❑ 0026 All structural masonry shall be special inspected 4 0027 Validity of Permit 0028 Rack storage requires separate permit 0003 Electrical permits obtained through L & I 0030 No occupancy of building until final insp by Bldg Div ❑ 0032 Remove all weeds, concrete, stone foundations, flat concrete ❑ 0036 Manufacturers installation instructions required on site ❑ "BTU maximum allowed per 1997 WA State Energy Code" ❑ 0035 Contact PW Div to obtain insp for water /sewer connect ❑ 0038 A C of 0 will be required for this permit ❑ 0039 Final approval for all TI w /in the limits of the SC Mall ❑ 0004 All mechanical work shall be under separate permit ❑ 0040 All construction noise to be in compliance with 8.2 TMC 0041 Ventilation is required for all new rooms & spaces 0005 All permits, insp records & approved plans available 0006 All structural concrete shall be special inspected ❑ "Applicant shall obtain a separate plumbing permit from King Co" ❑ "Anchoring — All new construct and substantial improvement shall be anchored to prevent flotation" ❑ 0007 All structural welding shall be done by WABO certified inspector ❑ 0008 All high- strength bolting shall be special inspected ❑ 0009 Bolts installed in concrete shall be special inspected ❑ 0031 Comply with requirements of TMC 16.04 ❑ 0034 Removal of septic tanks require approval and compliance with King Co Health Dept. ❑ "Obtain required inspections from appropriate water & sewer districts" ❑ "Fuel burning appliances ❑ "Appliances, which generate...." ❑ "Water heater shall be anchored...." ❑ " Reroof' Plan Reviewer: Permit Tech: J Date: / /Web Date: 8- BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH COR ECTIONKENT, WASHINGTON 98032 LT R# ' ( 425) 251 -6222 • GHAu i►n INort° I understand that the Plan Check approvals are subject to errors and omissions and approwii of RECEIVED CRY OF TUKWILA MAR n 7 2000 PERMIT CENTER FILE COPY OUR JOB NO. 7099 SEPTEMBER 7, 1999 REVISED FEBRUARY 15, 2000 Prepared By: !EXPIRES 1O /IO /UU I ' CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES l2iq n •;;}"YVI,.. •• • - 1.0 PROJECT OVERVIEW 2.0, PRELIMINARY CONDITIONS SUMMARY 3.0 OFF-SITE ANALYSIS TABLE OF CONTENTS 4.0 DETENTION AND WATER QUALITY ANALYSIS AND DESIGN • A. DETENTION EXEMPTION CALCULATIONS B. WET TANK DESIGN CALCULATIONS • S.& CONVEYANCE SYSTEM ANALYSIS AND DESIGN 6.0 SPECIAL REPORTS AND STUDIES 7.0 BASIN AND COMMUNITY PLANNING AREAS 8.0 OTHER PERMITS 9.0 EROSION AND SEDIMENTATION CONTROL DESIGN 10.0 BOND QUANTITY WORKSHEET 11.0 MAINTENANCE AND OPERATIONS MANUAL Th proposed project is located within the Northeast quarter of .Section 15, Township 23 ; North, R ange 4 East, W.M., Tukwila, King County, :Washington, and is approximately one acre in size. More specifically, the project lies to the north of South 131st Place at the intersection of 44th Avenue South. ' Its northern boundary is SR -599. The topography of the site is such that it slopes slightly to the north. Vegetation on the site consists of sporadic grassy vegetation. The site is basically covered with gravel and does not consist of native soils. Since the area is not covered by the King County Soils Conservation Service soil maps, a field reconnaissance determined the project site consists chiefly of gravel, which is considered an impervious material. Storm drainage for the site will be accomplished by installing catch basins, conveyance pipes, and an underground wet tank for water quality. The system has been sized using the 1998 King County Surface Water Design Manual. The conveyance system on the project will be sized to handle the 25- year /24 -hour storm event by the Rational method, .. as required by the 1998 King County Surface Water Design Manual. Please see Section 5.0 for calculations. A wetland exists along the northern property line. The integrity of this wetland will be maintained during construction and after development of the property. The project site currently drains into this wetland. Please see the off -site analysis portion of this report for a further description of the conveyance through the wetland: 7099.0041JPJ /sml "4.1;q;;;4•4',"5,,,.,•,;;;;:v,f ••••cy•y,,,,,X;••• ■,, 2. • UPSTREAM/DOWNSTREAM DRAINAGE ANALYSIS A. Upstream Area The proposed project site is located within the Southgate Creek Drainage Basin, which is approximately 510 acres in size. The Southgate Creek Drainage Basin is highly urbanized and generally slopes to the northeast toward the Duwamish River. It is bounded on the north by South 130th Street, on the west by 24th Avenue South, on the east by 1-5, and on the south by South 146th Street. Please see Exhibit "G.1" of this report for a pictorial delineation of the approximate boundaries of the Southgate Creek Drainage Basin. Defining drainage courses for the entire Southgate Creek Drainage Basin is beyond the scope of this report. However, Exhibit "G.2" delineates the drainage course within close proximity to the subject site. No more application of off-site upstream runoff is proposed for this development. All of the off-site upstream runoff contributing to this site is collected in a ditch along the north property line, adjacent to SR-599, and conveyed in a westerly direction toward Southgate Creek, as mentioned previously. • Downstream Drainage Analysis Flow exits the project site through an open ditch flowing along the north property line of the subject property, which is thickly vegetated, and is conveyed in a westerly direction for approximately 550 feet along the toe of the slope of the right-of-way of SR-599 until the flow merges with Southgate Creek and flows northerly through a 66-inch CMP culvert. This culvert conveys flow underneath SR-599 for approximately 290 feet. At this point, the culvert is expanded into a ± 15-foot diameter culvert and continues to the northeast for approximately 40 feet where it then outlets into an existing open channel. Located within the ± 15-foot CMP culvert is a series of four V-notch weirs. Once the flow enters the open channel, it continues to the north/northwest for approximately 100 feet. The runoff then outlets into a 66-inch diameter CMP culvert. The culvert continues north for approximately 160 feet where it outlets into the Green River, approximately 1,000 feet downstream of the site. See Exhibit "B," Drainage Area Map, and Exhibit "C," Off-site Analysis Drainage System Table. 7099.003 [JPJ/jss/smj , A.,:' , 1r1 , ;`i::•.'.;. *‘Oetw:-,1 ,' ' '0 - c• . : , t ■ _ ' *, i . PRO JECT . OWNER OWNER AND 1 • Part. 0gNOOfk-R'.!,''::.,„„: Project Owner Hot Mix Pavers Address 1122 East Pike Street, Suite 1345 Seattle, Washington 98101 Phone (206) 324-0106 Project Engineer Hal P. Grubb, P.E. Company Barghausen Consulting Engineers, Inc. Address/Phone 18215 - 72nd Avenue South Kent, Washington 98032 C King County Department of Development and Environmental Services TECHNICAL INFORMATION REPORT (TM) WORKSHEET • Part 3 TYPE OF PERMIT APPLICATIO Subdivision Short Subdivision Grading V Commercial Other Part „ 2' A Project Name Hot Mix Pavers Location Township 23 North Range 4 East Northeast Quarter Section 15 Part 4 OTHER REVIEWS AND PERMITS DFW HPA COE 404 DOE Dam Safety FEMA Floodplain COE Wetlands Shoreline Management Rockery Structural Vaults Other 'Pail 5 'SITE COMMUNITY AND DRAINAGE BASIN Community Tukwila Drainage Basin Southgate Creek / Duwamish River Part 6 SITE CHARACTERISTICS River Stream Critical Stream Reach Depressions/Swales Lake Steep Slopes Floodplain V Wetlands Seeps/Springs High Groundwater Table Groundwater Recharge Other Part 7 SOILS Soil Type Unmapped Gravel (till) Slopes Additional Sheets Attached Erosion Potential Erosive Velocities 7099.005 [JP.1/jss] Part 10 SURFACE WATER SYSTEM . SC REQUIRMPIT ', ''::' , ''': :. ; ; I ' '': : V Tank Vault Energy Dissipater V Wetland Stream Infiltration Depression Flow Dispersal Waiver Regional Detention MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Compensation/Mitigati on of Eliminated Site Storage MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION V V V V Sedimentation Facilities Stabilized construction Entrance Perimeter Runoff control Clearing and Grading Restrictions Cover Practices Construction Sequence Other V V V V Stabilize Exposed Surface Remove and Restore Temporary ESC Facilities Clean and Remove all Silt and Debris Ensure Operation of Permanent Facilities Flag Limits of SAO and open space preservation areas Other Part 10 SURFACE WATER SYSTEM . Grass Lined Channel V Pipe System Open Channel Dry Pond Wet Pond V Tank Vault Energy Dissipater V Wetland Stream Infiltration Depression Flow Dispersal Waiver Regional Detention Method of Analysis KCRTS Compensation/Mitigati on of Eliminated Site Storage Brief Description of System Facility Related Site Limitations Reference Facility Operation Catch basins connected by pipes drainina to wet tank. Limitation DEVELOPMENTIIMITATIO REFERENCE V Ch. 4 - Downstream Analysis Additional Sheets Attached LIMITATION/SITE CONSTRAINT Part 11 STRUCTURAL: ANALySIS Cast in Place Vault Retaining Wall Rockery >4' High Structural on Steep Slope Other Part 13 SIGNATURE OF PROFESSIONAL ENGINEER -de 7 f4 Signed/Date .1 2 ''EASEMENTallo7kCTS. Drainage Easement Access Easement Native Growth Protection Easement Tract Other I or a civil engineer under by supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is a curate. 2 -/,5 7099.005 filldssj OUR JOB NO. 7099 SEPTEMBER 2, 1999 Prepared By: BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT, WASHINGTON 98032 (425) 251 -6222 4 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES TABLE OF CONTENTS GENERAL INFORMATION RESPONSE TO CORE AND SPECIAL REQUIREMENTS UPSTREAM /DOWNSTREAM DRAINAGE ANALYSIS A: UPSTREAM AREA B : DOWNSTREAM DRAINAGE ANALYSIS APPENDIX Exhibit A Vicinity Map Exhibit B Drainage Area Map Exhibit C Off Site Analysis Drainage System Table Exhibit D • Basin Study Exhibit E Sensitive Areas Folios Exhibit F Wetland Inventory Map Exhibit G Upstream Area Maps ��';��).; >r,..� �` " �tT "':.h -• Y!NZyt��i , �A�:i S`�� , +.tY. C t 1.0 INTRODUCTION /GENERAL INFORMATION A. General Information The proposed project lies within a portion of the Northeast quarter of Section 15, Township 23 North, Range 4 East, Willamette Meridian, Tukwila, King County, Washington, and is approximately 1 acre in size. The site is bounded by South 133rd Place on the south, SR -599 on the north, and adjacent developments on the east and west. Currently, the site is undeveloped and consists of graded land with chiefly gravel fill material and sparse grass vegetation throughout the site. The site slopes gently to the north toward an existing drainage swale along the right -of -way of SR -599. The drainage swale flows westerly toward Southgate Creek, approximately 550 feet away. Southgate Creek flows into an existing 66 -inch culvert that flows underneath SR -599 in a northerly direction. The proposed project is to construct a small building located along the frontage of South 133rd Place with associated parking, landscaping, and driveways on the northern portion of the property. B. Response to CORE and Special Requirements CORE Requirement No. 1 - Drainage at Natural Location: The drainage produced from the proposed development will be collected and discharged at its natural location to a wetland on the north property line, adjacent to SR -599, which consists mainly of a swale flowing in a westerly direction eventually reaching Southgate Creek. The proposed development will not alter the existing drainage course nor divert stormwater onto or away from the adjacent downstream properties. CORE Requirement No. 2 - Off -Site Analysis: This report contains an Upstream Area Analysis and a Level 1 Downstream Drainage Analysis for the project site. The final site development plans will demonstrate that the development will have no adverse effects on the downstream drainage system. CORE Requirement No. 3 - Runoff Control: rYN.�M1xl+MiS- Yf1wLY.'f 0,11N.x0..,:;01 .X.:[rAVi,."KI >A:.".4t sh,ANWK� ,,e This project is located within the Green River Basin. Storm drainage detention and water quality systems will be designed in accordance with the requirements of the 1998 King County Surface Water Design Manual and City of Tukwila standards. The preliminary design concept utilizes a combined wet /detention vault to provide storage, release, and water quality requirements. CORE Requirement No. 4 - Conveyance System: All storm drainage runoff produced from the proposed project will be collected by catch basins and underground pipes and tightlined to the northern portion of the project for water quality treatment prior to discharging from the site. A wet vault will provide water quality treatment. The proposed storm drainage conveyance system will be designed to convey the 25- year /24 -hour design storm in accordance with the 1998 King County Surface Water Design Manual and City of Tukwila standards. 7099.003 [JPJ /jss /sml c CORE Requirement No. 5 - Temporary Erosion and Sedimentation Control: CORE Requirement No. 6 - Maintenance and Operations: CORE Requirement No. 6 - Financial Guarantees and Liability: CORE Requirement No. 8 - Water Quality: Special Requirement No. 1 - Other Adopted Area Specific Requirements: Special Requirement No. 2 - Floodplain /Floodway Delineation: Special Requirement No. 3 - Flood Protection Facility: Special Requirement No. 4 - Source Controls: A temporary erosion and sedimentation control plan is proposed for the project site in order to prevent, to the maximum extent possible, the transport of sediment from the project site to the downstream drainage facilities, water resources, and adjacent properties. A Maintenance and Operations Manual will be prepared as part of the final Technical Information Report and will provide instructions on how to maintain the water quality wet tank along with the schedule for maintenance of the storm drainage conveyance system and catch basins. Financial guarantees and liability insurance requirements will be addressed at the time of plan review and construction. CORE Requirement No. 8 has been reviewed, and it has been determined that basic water quality is all that is required for water quality for this site. Therefore, a wet tank will provide the basic level of water quality required to serve this area. The proposed project site is located within the Green River Basin. A water quality facility will be designed and constructed on site. The site does not lie within a critical drainage area, a Master Drainage Plan area, a Basin Plan, a Lake Management Plan, or a Shared Facility Drainage Plan area. Therefore, this requirement does not apply to this project. No portion of the site lies within the 100 -year floodplain as depicted on the FEMA floodplain map (Exhibit "D "). The proposed project does contain a wetland, which will be protected. This site is not protected by a levee, a revetment, or berm. Therefore, it does not require proper analysis, design, and construction methods to prevent potentially catastrophic consequences should such facilities fail. In addition to the water quality vault proposed for this development, there is also a need for down - turned elbows, otherwise known as spill control catch basins, that will be utilized for all catch basins on site. 7099.003 [JPJ /jss/sm] pecialr.Requiientent NO. Oil • . ., • • " • , C ontrol , • • , is proposed project does not meet the threshold ota high use site as delineated in the tng County Surface Water Design Manual. Therefore, Special Requirement No. 5 does not apply to , • this project. . . 7099.003 IlPJ/jssismi - - • • • — . hi HARM THOMAS GUMS ° 1 1 100101 %t. ISM 1111Pik sTF irsal • UAW &Pr 1 4 WIT 4 A" VICINITY MAP 13 NORTH E—AeLvc4 k E" 1>gq ( • Symbol Drainage Componen t :' Drainage Component -Slo D from Site Discharge Problems , Problems � w '''''''' ' ` • r ,r j`R esourceRene ver or See Map Type: sheet flow, swale, stream, channel, pipe, pond; size, diameter, surface area Drainage basin, vegetation, cover, depth, type of sensitive area, volume 90 Ft Constrictions, under capacity, flooding, habitat or organism bank sloughing, sedimentation, ponding, overtopping, destruction, scouring, incision, other erosion Tributary area, likelihood of problem, overflow pathways, potential impacts Q Vegetated Swale 1:1 Side Slopes 0.5± 0' -550' None Noted None Noted 0 66 -inch CMP under SR -599 Rock/Soil Head Walls 1 -2± 550' -840' Inlet Densely Vegetated No apparent problems 0 ±15 -foot Diameter CMP with V -Notch Weir 66 -inch Culvert Expands to 15 -foot Diameter CMP with Series of (4) V -Notch Weirs Contained in Culvert. Concrete Head Walls 1 -2± 840' -870' None Noted None Noted ® Open Channel Grass /Soil Lined 1:1 Side Slopes 3± 870' -950' None Noted None Noted 0 66 -inch CMP Culvert Outlets to Green River 1 -2± 950' -1100' None Noted None Noted © Green River elk Basin: Green River Subbasin Name: OFF -SITE ANALYSIS DRAINAGE SYSTEM TABLE Southgate Creek &m4h kc " Subbasin Number: 7099.002 [JPJ /jss] :#)AYMv+.unra. «.,7 1 0.54" (0.045') 1998 Surface Water Design Manual 6.4.1 WETPONDS — BASIC AND LARGE — METHODS OF ANALYSIS FIGURE 6.4.1.A PRECIPITATION FOR MEAN ANNUAL STORM IN INCHES (FEET) ST 1.0/ .� .. ., 0.47" (0.039') f 7-7 Incorporated Area .. River/Lake 0.47" — Major Road (0.039') 0.52" NOTE: Areas east of the eastemmost isopluvial should use 0.65 ( 0.043 b . 56" inches unless rainfall data Is available for the location of interest N The mean annual storm Is a conceptual storm found by dividing the annual precipitation by the total number of storm events per year 6 -69 (0.047') result, generates large amounts of runoff. For this application, till soil types include Buckley and bedrock soils, and alluvial and outwash soils that have a seasonally high water table or are underlain at a shallow depth (less than 5 feet) by glacial till. U.S. Soil Conservation Service (SCS) hydrologic soil groups that are classified as till soils include a few 13, most C, and all D soils. See Chapter 3 for classification of specific SCS soil types. 9/1/98 Natural Resources and Parks Division and Surface Water Management Division King County, Washington FEMA MAP NORTH Department of Public Works Don LaBelle, Director Surface Water Management Division Joseph J. Simmler, Division Manager Jim Kramer, Assistant Division Manager Dave Clark, Manager, River & Water • Resource Section Larry Gibbons, Manager, Project Management and Design Section Contributing Staff Doug Chin, Sr. Engineer Randall Parsons, Sr. Engineer Andy Levesque, Sr. Engineer Bruce Barker, Engineer. Arny Stonkus, Engineer Ray Steiger, Engineer Pete Ringen, Engineer Consulting Staff Don Spencer, Associate Geologist, Earth Consultants, Inc. John Bethel, Soil Scientist, Earth Consultants, Inc. P:CR King County Executive Tim Hill King County Council Audrey Gruger, District 1 Cynthia Sullivan, District Bill Reams, District 3 Lois North, District 4 Ron Sims, District S Bruce Laing, District 6 Paul Barden, District 7 Bob Grieve, District 8 Gary Grant, District 9 Parks, Plannin& and Resources Joe Nagel, Director Natural Resources and Parks Division Russ Cahill, Division Manager Bill Jolly, Acting Division Manager Derek Poon, Chief, Resources Planning Section Bill Eckel, Manager, Basin Planning Program Contributing Staff Ray Heller, Project Manager & Team Leader Matthew Clark, Project Manager Robert R. Fuerstenberg, Biologist & Team Leader Matthew J. Bruengo, Geologist Lee Benda, Geologist Derek Booth, Geologist Dyanne Sheldon, Wetlands Biologist Cindy Baker, Earth Scientist Di Johnson, Planning Support Technician Robert Radek, Planning Support Technician Randal Bays, Planning Support Technician Fred Bender, Planning Support Technician Mark Hudson, Planning Support Technician Sharon Clausen, Planning Support Technician David Truax Planning Support Technician Brian Vanderburg, Planning Support Technician Carolyn M. Byerly, Technical Writer Susanna Hornig, Technical Writer Virginia Newman, Graphic Artist Marcia McNulty, Typesetter Mildred Miller, Typesetter Jaki Reed, Typesetter Lela Lira, Office Technician Marty Cox, Office Technician C C. TABLE OF CONTENTS I. SUMMARY II. INTRODUCTION IlL FINDINGS IN DUWAMISH RIVER BASIN Overview Effects of Urbanization C. Specific Problems 1. Erosion of channel banks and streambeds 2. Flooding in some locations 3. Further degradation of water quality • IV. RECOMMENDATIONS A. Safeguard against continued erosion B. Improve overall effectiveness of surface water management C. Improve habitat conditions, particularly in tributaries V. MAP APPENDICES: APPENDIX A: Estimated Costs APPENDIX B: Capital Improvement Project Ranking APPENDIX C: Detailed Findings and Recommendations 5 6 6 6 7 9 c L • SUMMARY The Duwamish River Basin, in western King County, is intensely urbanized. Commercial and industrial land uses dominate the basin on either side of the Duwamish River and along its valley. Single - family residences are located along the valley walls and on the plateau above the valley; residential land uses are expected to reach saturation by the year 2000. In the process of urbanization, nearly all of the basin's tributaries have been piped and chan- neled. Outfall pipes within the tributary network are fitted with flap gates to minimize the effects of flooding when the Duwamish River rises during flood stages or as a result of tidal influences. Other alterations to the stream system in the lowland areas include the placement of numerous artificial channels and culverts underneath State Roads (SR) 99 and 599. These carry runoff from three major freeways, as well as from extensive parking lots, one airfield (Boeing), and industrial areas, to the stream system. All wetlands except one have been eli- minated in the basin. Not surprisingly, there are serious environmental problems throughout the basin. The most serious of these, water quality, is being studied by numerous public agencies. The recon- naissance, which focused on drainage and erosion problems and resulting contamination of the stream system, identified several problems. First, bank erosion and mass - wasting were observed in many locations, the most serious instances occurring along steep valley walls. Second, flooding occurs in some places, most notably in the Allentown area. And third, degradation of the tributaries from sidehill drainage is one of many factors accounting for the fact that fish habitat is nearly nonexistent. The field team investigating the basin recommends that 1) erosion be slowed by implementing planning, engineering, and regulatory measures; 2) the general effectiveness of surface water management be improved with a combination of enhanced maintenance on existing facilities and the construction of new facilities where needed; and 3) habitat conditions be improved where feasible, particularly those related to poor water quality from sidehill drainage. II. INTRODUCTION: History and Goals of the Program In 1985 the King County Council approved funding for the Planning Division (now called the Natural Resources and Parks Division), in coordination with the Surface Water Management Division, to conduct a reconnaissance of 29 major drainage basins located in King County. The effort began with an initial investigation of three basins -- Evans, Soos, and Hylebos Creeks -- in order to determine existing and potential surface water problems and to recom- mend action to mitigate and prevent these problems. These initial investigations used available data and new field observations to examine geology, hydrology, and habitat con- ditions in each basin. Findings from these three basins led the King County Council to adopt Resolution 6018 in April 1986, calling for reconnaissance to be completed on the remaining 26 basins. The Basin Reconnaissance Program, which was subsequently established, is now an important ele- ment of surface water management. The goals of the program are to provide useful data with regard to 1) critical problems needing immediate solutions, 2) basin characteristics for use in the preparation of detailed basin management plans, and 3) capital costs associated with the early resolution of drainage problems. The reconnaissance reports are intended to provide an evaluation of present drainage con- ditions in the County in order to transmit information to policymakers to aid them in deve- loping more detailed regulatory measures and specific capital improvement plans. They are P:DU 1 C C P:DU Duwamish River Basin (continued) not intended to ascribe in any conclusive manner the causes of drainage or erosion problems; instead, they are to be used as initial surveys from which choices for subsequent detailed engineering and other professional environmental analyses may be made. Due to the limited amount of time available for the field work in each basin, the reports must be viewed as descriptive environmental narratives rather than as final engineering conclusions. Recommendations contained in each report provide a description of potential mitigative measures for each particular basin; these measures might provide maximum environmental protection through capital project construction or development approval conditions. The appropriate extent of such measures will be decided on a case -by -case basis by County offi- cials responsible for reviewing applications for permit approvals and for choosing among com- peting projects for public construction. Nothing in the reports is intended to substitute for a more thorough environmental and engineering analysis possible on a site - specific basis for any proposal. III. FINDINGS IN THE DUWAMISH RIVER BASIN The field work in the basin was conducted in February 1987 by Ray Heller, resource planner; Lee Benda, geologist; and Amy Stonkus, engineer. Their findings and recommendations follow. A Overview of the Basin The part of the Duwamish River Basin under King County jurisdiction is located in western King County along the Interstate 5 (I -5) corridor, just south of Seattle and north of Tukwila (the basin's northern and southern boundaries, respectively). The western boundary abuts the Miller and Salmon Creek Basins, while the eastern boundary abuts the Lake Washington Basin. The basin contains the King County Airport at Boeing Field and portions of SR 99, 509, and 599 as well as I -5. Historically, the Duwamish River flowed north from the confluence of the Green and Black Rivers. The Black River no longer exists, but the Green River north of its historic confluence is still referred to as the Duwamish and this report identifies the associated basin as the Duwamish River Basin. The Duwamish River flows north through the communities of Allentown and South Park and through the Duwamish industrial area in south Seattle. The river -- known as the Duwamish Waterway near its mouth — splits around Harbor Island into the East and West Waterways before • discharging into Elliott Bay, adjacent to downtown Seattle. The reconnaissance excluded subbasins wholly within the city of Seattle. The Duwamish River Basin is intensely urbanized, with commercial and industrial land uses predominating on either side of the river along the valley bottom. The sideslopes and plateaus above the valley are mainly used for single- family residences, with multi- family residential and commercial land uses also present in various locations. All of the unincorporated portion of this basin is within the Highline Community Planning Area, which lost population between 1970 and 1980. The population level has stabilized and moderate growth is expected in all types of land use by the year 2000. Most future growth in commercial and industrial land uses will be in the river valley bottom currently used for these purposes. Single- family and multi - family housing will reach saturation on the valley sideslopes and on the upland plateau. Duwamish River Basin (continued) Dominant geologic and geomorphic features. The geology of the Duwamish River Basin consists of sedimentary and volcanic bedrock, glacial deposits of various ages and types, and alluvium in the valley bottoms. The major bedrock outcrops appear in the southern portion of the basin near Tukwila and consist of sandstones and intrusive volcanic rocks. Glacial sediments include undifferentiated pre- Vashon sand and gravel, Vashon till, recessional outwash sand, and glacio- fluvial sand and gravel. Till is found along most of the highlands and generally caps the drumlinoid hills. Recessional out - wash sand is interspersed throughout the till and is commonly found along shallow stream valleys and other depressional areas. Landslide deposits exist within steep- walled tributary valleys. Recent alluvium, composed of gravel, sand, and silt, fills the Duwamish Valley and the bottom of the tributary valleys. The morphology of the basin is dominated by the valley of the Duwamish River. The valley is cut into sedimentary and volcanic bedrock. While the Duwamish River once meandered across its floodplain on the valley floor, it now flows through a diked chan- nel, as do its tributaries. During the last several glaciations, sediments were deposited on the bedrock in the form of glacio - fluvial sand and gravel, recessional outwash sand, and till. These glacial deposits were shaped into drumlinoid hills, with axes trending northwest - southeast. Drainage channels in the uplands are not well developed or integrated. Where drainage was routed over the valley walls, deep narrow valleys were formed through the glacial sediments. Landslides formed hummocky and chaotic terrain along the steep walls of tributary valleys and of the Duwamish Valley. Hydrologic and hydraulic features. Several highly urbanized subbasins, all distinct in character from one another, make up the Duwamish River Basin. Some natural drainages display undisturbed riparian environments, while severe erosion, scouring, and downcutting typify others. The majority of the basin's tributaries are either piped or ditched as they approach the lowland areas and their confluences with the Duwamish River. Outfall pipes within the tributary network are usually fitted with flap gates to minimize the backwater effects of flooding in the river. Alterations to the stream system in the lowland areas include many artificial open channels and major culverts that cross SR 99 and 599. Drainages in the upper subbasins flow through natural swales, steep natural channels, and ravines, as well as through numerous culverts. Many of the streams flow peren- nially from groundwater sources. Reconnaissance revealed that natural storage systems are nearly nonexistent in this basin: There are no lakes and only one small wetland. Habitat characteristics. The fate of stream habitat and fish in this basin was deter- mined during the late 1800s through the 1950s. During this time the Duwamish floodplain was almost totally filled, and the river was dredged and diked. As already described, this process of urbanization completely eliminated the natural features of the river and its corridor. In addition, the discharge of oils and other toxicants from thousands of acres of industrial land and the dumping of domestic garbage (which is common although illegal) have produced serious water quality problems along the waterway. Water pollution has caused documented fish kills in recent years, resulting in fines against the responsible parties. In addition, Metro, King County, the Washington State Department of Ecology (DOE), and the U.S. Environmental Protection Agency P:DU 3 Duwamish River Basin (continued) (EPA) have initiated studies to better define problems and solutions in order to improve water quality along the river. No anadromous fish were found in any of the streams at the time of reconnaissance. Resident fish may exist but were not observed during the reconnaissance study. Streams on the valley slopes and upland plateau are also devoid of fish. The tribu- taries in these upland areas show evidence of damage from the high flows of urban runoff, contamination from garbage dumping, introduction of other toxicants, alterations, filling, and high sediment loads. Most streams have few pools or the large organic debris necessary for fish refuge. Two streams (Trib. 0002, 0003) do have some instream and riparian habitat structures (e.g., protective streamside vegetation, pools, and large organic debris) that might support trout. The possibility of enhancing these fish habitats should be explored and if feasible pursued. B. Effects of Urbanization in the Basin The same process of urbanization that has contaminated the waters of the Duwamish River Basin and destroyed most of the fish and fish habitat has also severely impacted the basin's drainage system. Erosion of channel beds and banks has produced heavy sediment loads, which have been carried down steep gradients and deposited on the valley floor. Deposition points have too often been within artificial conveyance systems, which have become clogged and constricted during times of heavy flows. This inability of the drainage system to handle higher flows is particularly noticeable in the lower stretches of Tributaries 0001A, 00018, 0002, 0003, and 0003D. When high flows in the Duwamish river cause floodgates to close at tributary outfalls, flows that originate in the eastern subbasins back up in local conveyance systems in Allentown and cause flooding. Pipe outfalls exist at river miles 7.70 and 7.80. Highway contaminants produce many of the water quality problems in the basin. Most contaminants enter the stream and storm systems unabated by pollution- control devices such as oil /water separators. One drain pipe outfalls onto a steep slope at South 112th Street, just above SR 509. This pipe is discharging noticeable amounts of gasoline and oil from an unknown source, killing insects and plant life on the slope. C Specific Problems Identified As noted earlier, there are a number of public agencies presently studying the severe water quality problems present in the Duwamish River Basin. The goal of these studies is to recommend mitigation measures in the Duwamish Waterway. The reconnaissance work presented here focused primarily on drainage problems in the tributary subcatch- ments, with secondary emphasis given to water quality and habitat problems. 1. Erosion of channel banks and streambeds was found in numerous locations throughout the basin. However, urbanization is so advanced in this basin that development- related erosion is actually at a minimum. In general, streams and bluffs in the lower Duwamish River Valley are stable and show only moderate increases in erosion. Serious erosion found during reconnaissance was restricted to the steep - walled tributary valleys and areas along valley walls of the Duwamish River. For example: P:DU 4 • :.n t5:f'�.•"' fsk`; l�.f 1ra , x.1' y1": ;g497:tti'A"1:14,MAPUativo itta ktMVh a; Y .WR1URMIINM,R7MS4414' :KJA ttZ. �'tG M't77G: Duwamish River Basin (continued) Channeled erosion occurs on Tributary 00030 at river mile .95. The cause is uncontrolled urban runoff; the problem will continue if not addressed. b. Bank erosion and scouring occur on Tributary 0003E at' river mile .00. Debris is building up at the headwall, causing flows to damage the bank. Increased storm flows from development are apparently the cause. c. Instream bank erosion is occurring on Tributary 0002 at river mile .55, with no apparent abatement. Bank erosion also is occurring along the channels of Tributaries 0002 and 0003, presumably from development - related increases in flows. d. Road embankment erosion is occurring on Tributary 0002E-at the 47th Avenue and South 109th Street intersection. The resulting sediment is filling two 36 -inch culverts at the lower end. The flows will back up onto private property if the culverts are not cleaned. e. Hillside erosion is occurring at South 112th Street above SR 509, where a pipe discharges directly onto a steep slope. There is no energy dissipation for flows. f. Two landslides were observed on the valley wall beneath residences in the valley of Tributary 0002 at river mile .70. These may have occurred because of the stormwater that is routed directly onto steep slopes, a situation made worse by vegetation removal along the slope. Another landslide has occurred in bedrock at Tributary 0003, river mile .16, along the main valley of the Duwamish River. 2. flooding occurs in some locations along the Duwamish River system. For example: a. Outfall from Allentown to the Duwamish (Trib. 0001, RM 7.70 and 7.80) will continue to back up when the floodgates are closed at times of high flows. b. Flooding of the storm system at the intersection of Eighth Avenue S and South 100th Street is being caused by sedimentation, which fills and constricts the pipes there. If allowed to continue, flooding could lead to accelerated road failure. 3. Water quality is being further degraded in several locations: a. The illegal but common practice of dumping domestic garbage in streams is very prevalent. Tributaries 0001E and 0001F both had large amounts of garbage in them. b. There are possible leakages of septic tanks into Tributary 0001F at river mile .12. The stream had a septic odor on the date it was examined. c. Sediment from an upstream fill is producing water quality problems on Tributary 0002A, river mile .15. Sediment in turn is filling pools. Downstream from the Glendale golf course on Tributary 0001E, there are P:DU 5 c P:DU 6 B. Improve the overall effectiveness of surface water management in the basin. Duwamish River Basin (continued) excessive amounts of sediment and algae in the water. Algae could be the result of fertilizers and sprays at the golf course. IV. RECOMMENDATIONS FOR ACTION Controlling erosion and increasing the overall effectiveness of surface water management are the main goals in the Duwamish River Basin. A. Use planning and regulatory measures as a long -term safeguard against continued ero- sion and other mass -v asting. 1. Enforce the County's Sensitive Areas Ordinance and slope regulations along steep slopes of tributaries and the Duwamish River Valley. 2. Prohibit the routing of stormwater onto steep slopes without energy dissipation and other appropriate measures to control runoff in a safe, nonerosive manner. 3. Designate certain portions of the tributary valleys as landslide hazard areas in the Sensitive Areas Map Folio. 4. Establish native growth protection easements in tributary valleys. This will make banks more stable and provide a source of large woody debris for energy dissi- pation in streams. Both are erosion - control measures. 1. Increase maintenance of present conveyance facilities to assure they are functioning properly. a. Clean debris and silt from two 36 -inch culverts on Tributary 0002E at the 47th Avenue S and South 109th Street intersection in order to reduce moisture intrusion into the base course of the road. b. Repair the damaged manhole at the intersection of Eighth Avenue S and South 100th Street. Construct an inlet structure with sediment /silt control to alleviate overtopping of the channel and to prevent further destruction of the road. 2. Construct new facilities for conveyance and R/D as needed for flood control and overall drainage efficiency. a. Install a pumping station in Allentown on Tributary 0001 at river miles 7.70 -7.80 to reduce flooding when the Duwamish River is running high at the outfall of these two points. Pump flows into the Duwamish River. b. Tightlinc flows using energy dissipators at South 112th Street above SR 509 to disperse water beyond the steep slopes, which are now being eroded. As a measure of additional storage, encourage the city of Tukwila to construct an R/D facility on Tributary 0003G, near the intersection of 44th Street S and South 31st Place, to aid in controlling peak, flows. Conveyance pipes in this vicinity are presently undersized. . King County should work with the cities of Seattle and Tukwila where drainage basins are shared. Some tributaries may call for basin plans. Surface water management and discharges into the Green and Duwamish Rivers should be coordinated with the principles and requirements of the Green River Management Agreement. Improve habitat conditions, where feasible, particularly those related to the contamination of tributaries by sidehill drainage. Establish stream corridor guidelines, including setbacks limiting clearing, and other regulatory measures as appropriate to protect the remaining habitat in the basin. P:DU 7 CLUB 1 ....,... ,__. -I I i — i, ..; i , • s . i , 1 ..i. i_" I :' 1 • 1 !...----- - C.:—N.c, • . ' t - -I •i \ i • 1 - - 1 ,j--2.-1 .. 'I__ ....- 4 I . • I • ■• ..L_ ..,. „ L__, -_.. r ..... r ... . t , . 1 , • .. i I .:Lt.:L.., ....... t \e? clONG: 1111111•111M :-... — -: - .P \ .. •,:-. :.. \\ It \ r .... DUWAMISH RIVER BASIN Basin Boundary Subcatchment Boundary 0 Collection Point Stream cool Tributary Number •1301 Proposed Project 0 Y2 1 Mile NOTE: All projects are located on map included in this report. Project Collect. Number Point Project Description 1301* 7 Construct R/D-siltation pond adja- cent to 8th Ave. S. and between S 100th St. and S 96th St. (4 acre - ft. of capacity). 1304 21 Installation of pump station. 1306 27 Indicates project was identified by Surface Water Management office prior to reconnaissance. APPENDIX A ESTIMATED COSTS: PROPOSED CAPITAL IMPROVEMENT: PROJECTS DUWAMISH RIVER BASIN Construct R/D facility at 133rd St. S and S Marginal Way E. Problem Addressed Reduce downstream flooding and siltation. Reduce flooding in Allentown from con- veyance system backups when high flows occur in the Duwamish River. Reduce downstream flooding in Tukwila. Estimated Costs and Comments $140,000 (dependent on acquir- ing right -of -way from Seattle City Light) $100,000 $222,000 (dependent on land acquisition costs) APPENDIX B C APITAL IMPROVEMENT PROJECT RANKING DUWAMISH RIVER BASIN Prior to the field reconnaissance of the Duwamish River Basin, five projects had been identified and . rated using the CIP selection criteria developed by the Surface Water Management (SWM) and Natural Resources and Parks Divisions. Following the reconnaissance, three projects remain pro- posed for this area. Three projects were eliminated based on the consensus of the reconnaissance team. One of the projects has already been completed, one had no apparent problems, and the other project could not be located. One project (1306) was added. The previous SWM capital improvement project list for the Duwamish River Basin had an estimated cost of $1,280,000, while the revised cost estimate changes to $462,000 for the three projects. This 64% reduction is due mainly to the elimination of three previously identified projects. The following table summarizes the scores and costs of the proposed CIPs for the Duwamish River Basin. The projects were rated according to previously established SWM Program Citizen Advisory Committee criteria. The projects ranked below are those for which the first rating question, ELEMENT 1: "GO /NO GO," could be answered affirmatively. These projects can now be con- sidered for merging into the "live" CIP list. Any project scoring over 100 points should be con- sidered for incorporation into the six -year CIP list. RANK PROJECT NO. SCORE COST 1 1306 127 $222,000 2 1304 45 100,000 3 1301 • 30 140,000 TOTAL $462,000 • Indicates project was identified by the Surface Water Management Division prior to reconnaissance. P:DU.APB B -1 ' • 3 1 4 0001 P:DU.APC All items listed here are located on final display in the offices of Surface Water Management, Building and Land Development, and Basin Planning. Trib. & Collect. Item` River Mile Point Category Prop. Proj. 7 Hydrology 7 Hydrology 9 Hydrology • 21 Hydrology 1304 RM 7.70 & 7.80 APPENDIX , C DETAILED FINDINGS AND RECOMMENDATIONS DUWAMISH RIVER BASIN Existing Conditions and Problems 1301 Flat area with stream meander under Seattle City. Light transmission towers. SWM- proposed CIP site. Altered manhole (hole knocked into side). Sedi- ment buildup in system. Road failing just down- stream. Hillside above State Road 509 and below S 112th St. suffers from erosion caused by outfall. No energy dissipation. Water backs up in con- veyance system into Allentown when the Duwamish rises and floodgates close. C -1 Anticipated Conditions and Problems None. Siltation of conveyance system will restrict flows in the future causing overtopping onto road and road failure. Increased scouring and incising of hillside; sediment /silt outwash onto SR 509 will worsen. No relief from Duwamish River high flows. Local flooding will continue from conveyance system backups. Recommendations Construct the proposed R/D and siltation - control facility if right -of -way can be obtained from City Light. Reconstruct the altered manhole to function as intended. Construct an inlet structure with sediment/ silt control to alleviate over- topping of the channel and to prevent further road destruction. Tightline pipe system beyond erosion - sensitive slopes Construct an energy dissipator at outlet end of tightline. King County Roads should investigate this problem. Install a pumping station to reduce flooding of Allentown, near outfall points of RM 7.70 and 7.80. 404 Trib. & Collect. Item River Mile Point Category Prop. Prof. Conditions and Problems 5 0001B 6 0001E RM 1.00 7 0001F 8 0002 RM .50 9 0002 RM .60 -.75 P:DU.APC 4 Habitat 8 Habitat Habitat 10 Habitat 10 Geology Existing Anticipated Conditions and Problems No visible problems in stream or stream corridor. Very little fish habitat due to excessive flows, erosion, sediment, and garbage. Algae is growing profusely in the stream, indicating possible nutrient loading from fertilizer at upstream golf course. Septic odor in stream and loads of garbage below 47th Ave. S. Ditched stream with check dams to reduce erosion and sedimentation. Streamside . banks are bare. Prehistoric landslide terrain. C -2 Future development could encroach into the stream corridor and increase flows to erosive levels in the stream: Problem will continue. Problem will continue. Problem will continue. Removal of vegetation or routing stormwater over steep slopes may cause land- slides. Recommendations Coordinate with city of Seattle to establish and protect . a stream corridor at least 25 ft. back ` from the top of the stream -bank on each side of the stream. Existing and future flows should be kept at nonerosive levels. Basin plan should consider R/D facility in golf course above problem site to reduce existing and future flows. Future development runoff should be kept at nonerosive levels. - Require all future residences to connect to sanitary sewer, if available. - Improve enforcement of no- dumping laws. - Notify Seattle -King County Health Dept. of problem. Revegetate banks. Restrict future development runoff to levels that are nonerosive in the downstream system. Map inner valley as landslide hazard in Sensitive Areas. Map Folio (SAMF). Item River Mile Point Category Prop. Proj. Conditions and Problems 10 0002 RM.70 11 0002 RM.70 12 0002A RM.10 Trib. & Collect. Existing 13 0002A RM.75 -.90 14 0002A RM.75 -.90 15 002A RM.95 P:DU.APC 10 Habitat • 10 Geology 10 Habitat 10 Geology 10 Geology 10 Hydrology Two landslides beneath residences. Landslide terrain. Ham Creek. Good trout habitat. Small pools and some large organic debris are present. Sediment is a problem. Poor fish habitat. Lots of algae growing within the stream. Lots of garbage, sediment from upstream fill and possible nutrients exhibited by the algae presence. No benthic organisms present. Channel bank erosion of moderate intensity. Undersized pipe capacity due to a partial siltation of the conveyance system. C -3 Anticipated Conditions and Problems Future development could increase flows, erosion, and resulting sediment that will fill pools and clog gravel. Stormwater has been piped down one landslide. Continued surface erosion. Possibility of future landslides. Conditions will continue. Removal of vegetation or rout- ing stormwater over steep slopes may cause landslides. Continued erosion. Continuation of present prob- lems, which will become more severe as pipe capacity diminishes with added silta- tion. None. Recommendations Restrict present and future develop- ment runoff to levels that are nonerosive in the stream system. Map valley landslide hazard in SAMF. Discourage or prohibit vegetation removal and routing of stormflow onto steep slopes. Remove or stabilize fill at upstream end of ravine. Map inner valley landslide hazard in SAMF. Check grate capacities for street drainage system. Remove flow obstructions in pipes. 014 Trib. & Collect. Item River Mile Point Category Prop. Proj. Conditions and Problems 16 0002E 17 0003 RM.10 18 0003D RM1.10 19 0003E RM.02 20 0003G RM.02 21 0003G RM.195 0003E RM.00 P:DU.APC 22 Hydrology 15 Habitat 23 Habitat 27 Geology 27 Habitat 27 Hydrology/ Habitat Existing Series of two 36-in. cul- verts passing under road. Lower pipe almost silted in in at downstream end. Road erosion at turn radius of intersection. Septic odor from swales. Location is 47th Ave. S and S 109th St. Stream corridor and in- stream habitat seems ade- quate for trout. Anadromous usage blocked the river. Steep gradient, little fish habitat, corridor fairly stable. Bank erosion along both sides of channel. Upstream erosion has caused minor sedimentation just south of S 133 St. Some localized flooding also occurs. Severe downcutting and in- stream scouring of channel. C-4 Anticipated Conditions and Problems Water will overtop drainage swale if sediment /silt build- up goes unchecked. Road will have water intrusion also. Road failure is probable. Future development could increase flows to erosive levels, causing sedimenta- at tion. Future development could increase flows and instream erosion. Continued erosion. Future development could in- crease sediment problems in this area. Accelerated erosion will increase. Siltation of conveyance systems will in- crease flooding. Recommendations Increase maintenance of culverts. Problem has been referred to King County Roads Division. Restrict future development runoff to levels that are nonerosive in the downstream system. Restrict future development runoff to levels that are nonerosive in the downstream system. Resident should be asked to revege- tate bank. Sediment and R/D ponds could be constructed both north and south of S 133 St. Install energy dissipators in stream and vegetate banks where possible. Evaluate at time of basin planning as a habitat project. Trib. & Collect. Item River Mile Point Category Prop. Proj. 22 0003G 23 0003G 24 0003I P:DU.APC 27 Hydrology 1306 26 Hydrology 31 Geology Existing Conditions and Problems Incised stream segments. Downstream flooding in Tukwila. City of Tukwila. Horse pasture with old farm buildings. City of Tukwila. Landslide in bedrock hollow directly above residence. • C -5 Anticipated Conditions and Problems Accelerated incision along with other adverse stream processes. Continued down- stream flooding in Tukwila. Undersized channels and pipes will back up flows. Continued surface erosion. ' Possible continued land - sliding (though minor). Recommendations Construct an R/D facility. City of Tukwila should consider an R/D facility for control of flows. - Investigate more thoroughly to determine if cause is stormwater from impervious surfaces above. - Add this section of hillslope to landslide hazard in the SAMF. xh13:4 '`E_ Scrtsdht( 4rm iimirsit IJRCEt 1010 KING COUNTY SENSITIVE AREAS FOLIO COAL MINE HAZARD AREAS NORTH IICC: I•00 KING COUNTY ECNSITIVC AREAS FOLIO ',••- . •.. *•■•••1._: • ""..•••-••••• • • s lain n mulimeardaiNEWMISVIIII SyriEnni SEISMIC HAZARD AREAS NORTH NM i ���7i1'ilAu�� !MCC HMO KING COUNTY SENSITIVE AREAS FOLIO LANDSLIDE HAZARD AREAS NORTH i ^''ti.1: .;.i.I;''• ;II. . 1 , . T7- •s-. ; �• rt r ' • .•__..: >, I i • 1 - ;1 1 r'i. •11 'I ' — if i r (i. 1 • . • 14 ' 1 I' = ;.,: III I . I a ri 1 it C ne ht: N Liss-niliailaLtA 4 ' 1.' n� t11111e1� M ,t, U . , �� a u- J raWRIAMINE �11fP ;I ' .w� . fJF1 •tItS +aY..ttwe�xa«... -..-.. The boundaries of the sensitive areas riic. MCEI 1SSO KING COUNTY SENSITIVE AREAS /OLIO • • 11111 le ,�.. r ` i ce~ . f CCb n t. 11 Ifs ; . '11). t� b' 1 .1.= .1 PIO tnifilint i 111111 1t�111 11t 6 . ✓^D v it lit 11114MININO V I:t..` Ell " EROSION HAZARD AREAS • t . 3. • --,./ I .1 11,11 nil NORTH .1 , :FV ,;}C :647rFAccw. URGE; 111110 KING COUNTY SENSITIVE AREAS /OLIO 1 ,1 1 „ARIA �!11 ER I no 1 1 6 . % 1Pr Th. Imegair II _ ® X31 !G t Irg"Nlim"1" it, 1•.; 5tsfiiPlf? f �m fu � u= , $ IMF :MOM, �a�14�fit1�'® i►.' : tc indk IgefAMwmg iami MUM rf17 i 1 I t1� WI .r` Nig- Ftdlllf�i�tlli,�.�1 till HO ligEsiV= . ) r 1 t• ray 1 ' �s i! � y ....„..7...vmmingri MCAar 7411Riiii- A q t r k. St � : r� r t. D 4 � a0 • • \' 4' • 1..>• • t • •• i 9 • tl* •'{rII.F. STREAMS AND 100 YEAR FLOODPLAINS NORTH /RCCI HMO KING COUNTY $CN$ITIVC ARCA, FOLIO WETLANDS NORTH • 41 UPSTREAM DRAINAGE P \SITE KUTE: FWu CAM Run) F =rHER I�o RM OR. 'SOUTH .,vrol- UPok1 ).rhrER RDFI' -E CA RR TT .=Sczc LEGEND Flow Control/ Diversion Structure : a0 Sor►E Fuk SPV.T TµI�O 1 AY OAS NLr I.4IbH FLcw PrR.zoD S I ® CULVERTS CAVE S T - -- DITCH/OPEN CHANNEL ROAD SIDE DITCHES -- --- CHANNEL WITH RIPARIAN HABITAT BYPASS (constructed by summer '92) Q REACH DESIGNATION APPROXIMATE 25 YR STORM FLOW 4811.4 AVE. S 5• MAPS PROVIDED TO US BY CITY OF TUKWIUTA DUWAMISH RIVER S. 133RD ST. a a C City of Tukwila Figure 6• SOUTHGATE CREEK FISH ENHANCEMENT PROJECT . Kramer, Chin & Mayo, Inc. ALTERNATIVE 3 kf ''G NEW CHANNELS WITH STORM BYPASS .o If as In 0 In 6 7 Ave t F S 56 Ave �^ 24 Ave S 40 Ave 32 Ave S 35 Ave S 43 Ave S 37 Ave S 45 Ave S 38 Ave S 29 Ave S Macadam 34 Ave S 54 Ave S 53 Ave S 48 Ave S In to 42 Ave S tn 00 iA 0 w i 11..�� M 4 n 14 2 U to to 4 .0 O arA O e4 V/ L O 0 w w N 1 0 0 MPS PR Highline Specialty Center J If N N • N S 148 St N o irsilniiinlii 400 400 00 0 1 2 SCALE: 1' - 400' Foster Golf C07rse S 1. N watercourse rating. a., DETENTION AND WATER QUALITY ANALYSIS AND DESIGN The total area within the property lines of the site is 1.02 acres, all of which was considered in the conclusion that detention is not required for this site. The majority of the site consists of gravel fill and impervious surfaces, thereby making this a redevelopment project. According to the 1998 King County Surface Water Design Manual (KCSWDM), 50 percent of the gravel area can be considered impervious with the remaining 50 percent of the gravel area considered till grass. See as follows: Pre- Developed Gravel (till grass) 0.835 acre x 50% = 0.4175 acre Wetland 0.07 acre Impervious 0.115 acre + remaining gravel 50% (0.4175) = 0.5325 acre Total 1.02 acres Developed Gravel (till grass) 0.279 acre x 50% = 0.1395 acre Wetland 0.07 acre Impervious 0.671 ue.* + remaining gravel 50% (0.1395) = 0.8105 acre 1.02 acres Total The 1998 KCSWDM also allows an exemption from requiring detention on a redevelopment project if the difference between 100 -year peaks for pre- and post- development is 0.1 cfs or less. The KCRTS calculations that follow bear this out. Therefore, this project provides water quality only. Upon review of the water quality requirements dictated in the 1998 King County Surface WaterDesign Manual, it was determined that the basic water quality would be the methodology used for treatment of stormwater runoff from this site. The site does not meet the threshold requirements of sensitive lake protection nor regionally significant stream reach treatment areas. 7099.004 [JPJ /sm] Ci Sig 0.259. , 0.204 , 0.244 Flow Frequency Analysis Time Series File:7099dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 0.219 6 8 3 7 4 0.223 5 0.298 2 0.417 1 Computed. Peaks 2/09/01 1/05/02 2/27/03 8/26/04 J0/28/04 1/18/06 10/26/06 1/09/08 100) ea' lo9,)/ 2:00 16:00 7:00 2:00 16:00 16:00 0:00 6:00 Flow Frequency Analysis - - Peaks - - Rank Return Prob (CFS) Period 0.417 1 100.00 0.990 0.298 2 25.00 0.960 0.259 3 10.00 0.900 0.244 4 5.00 0.800 0.223 5 3.00 0.667 0.219 6 2.00 0.500 0.204 7 1.30 0.231 0.180 8 1.10 0.091 0.:377 50.00 0.980 0, 4-1 c.f ;" .A2 4. I 5 - e,/ 4o÷ frec41 Page 1 4 --1 . 4 -vd-t Page 1 ---Annual Peak Flow , Rate Rank ,(CFS) 0.176 5 0 134 8 : 0.211 0:140 :.. 7 0.170 6 0 17.6 4 0.209. 0.345 1. Computed ;Peaks" Flow Frequency Analysis Time; Series .File :7099pre.tsf,. Project Location:Sea -Tac 2/09/01 2:00 1/05/02'16:00 2/27/03. 7:00 8/26/04 2:00 10/28/04 16:00.: 1/18/06 16:00 10/26/06 0:00 1/09/08 6:00.. Flow Frequency Analysis Peaks - Rank Return Prob (CFS) Period 0.345 1' 100:00 0.990..; 0.211 2 25.00 0.960 0.204 3 ... 10.00. 0.900 0.176 4, ... 5.00.. 0.800' 0.1.76. 5 3.00 0.667 0.170 6 2.00 0.500.. 0.140.' 7 1.30 0.231.:.. 0.134. 8 1.10 0..091 0 50.00 , _ .0.98.0.:' KCRTS Command CREATE a new Time Series Production of Runoff Time Series Project Location : Sea -Tac Computing Series : 7099pre.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File :C: \KC_SWDM \KC_DATA \STTG6OR.rnf Till Grass 0.42 acres Loading Time Series File :C:\KC_SWDM \KC_DATA\STWL60R.rnf : Wetland 0.07 acres Loading Time Series File :C: \KC_SWDM \KC_DATAISTEI60R.rnf : Impervious 0.53 acres Total Area : 1.02 acres Peak Discharge: 0.345 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:7099pre.tsf : Time Series Computed KCRTS Command CREATE a new Time Series Production of Runoff Time Series Project Location : Sea -Tac Computing Series : 7099dev.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File :C: \KC_SWDM \KC_DATA \STTG6OR.rnf Till Grass 0.14 acres Loading Time Series File:C: \KC_SWDM\KC_DATA \STWL6OR.rnf : Wetland 0.07 acres Loading Time Series File:C: \KC_SWDM\KC_DATA \STEI60R.rnf : Impervious 0.81 acres Total Area : 1.02 acres Peak Discharge: 0.417 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:7099dev.tsf : Time Series Computed KCRTS Command Enter the Analysis TOOLS Module c C Analysis Tools Command Plot Flow FREQUENCIES Reading Flow Frequency:7099pre.pks Reading Flow Frequency:7099pre.pks : Reading Flow Frequency:7099pre.pks : End Graphics Command Analysis Tools Command Compute PEAKS and Flow Frequencies Loading Stage/Discharge curve:7099dev.tsf Flow Frequency Analysis Time Series File:7099dev.tsf Project Location:Sea-Tac Frequencies & Peaks saved to File:7099dev.pks : Analysis Tools Command Compute PEAKS and Flow Frequencies Loading Time Series File:7099pre.tsf Flow Frequency Analysis • Time Series File:7099pre.tsf Project Location:Sea-Tac • Frequencies & Peaks saved to File:7099pre.pks : Analysis Tools Command • RETURN to Previous Menu KCRTS Command eXit KCRTS Program , ' ;- . , • •Vrfi! Vez •-•:••-•••••••,-- •••• • • .••••• . SIZE OF WATER QUALITY VOLUME OF THE WET VAULT • Basic wet vault requires a volume factor of 3. Rainfall from the mean annual storm = 0.039 feet from Figure 6.4.1A = R. Calculate runoff from the mean annual storm (V for the developed site. VR = (0.9 A + 0.25 A, + 0.10 Ad' + 0.10 A,,) x R = 0.81 acre A = 0.14 acre 0 Vb = wet pond volume = f VR = 3 (1,298 CF) = 3,894 CF yR =60.9) (0.81)) + (0.25)(0.14)(0.039.= 0.0298 AC FT = 1,298 CF Volume provided in 83 LF 96-inch-diameter wet tank with 1 foot of dead storage Volume = 46.592 SF x 83 LF =3,867 CF Plus manholes on each end so volume provided exceeds volume required 7099.004 [JPJ/sm] CONVEYANCE SYSTEM ANALYSIS AND DESIGN A s typical of commercial projects, there is a network of catch basins and conveyance pipes that route water collected from the building and paving areas into a stormwater collection facility. This system will be . designed according to King County standard requirements ; for conveyance capacity and velocity. The 100- year /24 -hour storm event was used for sizing the pipes. 'A backwater analysis was th en performed and none of the catch basins overtopped during a 100 -year storm. i Jot, Nu r Shoo C2,, .._ '; I i ,. �_ 8_13IST PLACE - -,. --• --- -W - r_ _- 4 --_M_ i 6 2 r 8 I • 2 APAI z C( 7099 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251 -6222 (425)251 -8782 FAX CME ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTK SERVICES Til VU 4. Scot.: e- Norbonlel V.rMcol N/A VA hr i ,. , :�,, Mrll.,u.0 .•, 100, L)0 'ION 14,;u116 '0 . v w.• I.jp c.■ run :•`UVr. L:7Wi /VJ'I -Y e: M +. :. gtw iz$ ASPIP! t P '1 8 PRR C11 HOT MIX PAVERS 1122 EAST PIKE STREET *1345 SEATTLE, WASHIGNTON 98122 (206) 324 -0106 TA N e Eg rrl 4 ''. lit ?_ x-82 411 s . o �� 414. Qs - I • 0 1 . 3 I 2 / SQ C I . I REVISED PER CRY REVIEW NO Doi ,,o. I At,w R. . mtkp GRADING AND STORM DRAINAGE PLAN HOT MIX PAVERS 4400 S. 131ST PLACE, TUKWLA 0 10 20 - FL. WATER v C.16 RNAILL, 12 Alt.4 2E 1E 10' KA: 92 • E 12' 41-3 €7. NATEF , VW& :1 E VALVE. Y I Ex, 11 1 1 "RENE • a AL EX. 20 ROADWAY :1 , 1 40 tiEw ROIEWAY "'Mid:MU il 11 - . :1 11 RAN 1 7 I i • . 9. 2" oc r'I d EA - 9,A1 CPI CNN:. I2.:58 . 14 PowER POLE DUERO CONSTRUCTER • " * 33 LF 3 WEE 00141. SNALE 5 &SAL SO 0 0.59. PER DETAIL SHE 04. tmoscA LF n 94 CRP SEE OCTAL ON SHEET 04. 114 LEGENa PROPOSED TYPE 1 CATCH BASIN PROPOSED EWE 1 CATdi BASIN EXTSTING TYPE I CATCH 04111 PROPOSED STERN DEMVACE 0160 MONO STORY DRUMM UNE PROPOSED SANITARY SEWER UNE P9000500 54041645 SEWER MANHOLE PROPOSED 6404760Y SERER armour rxsTmc SVISTARY MIER 1111414111 0551041 54041641 SEWER UK --- 0(51805 0.410940601 • • 0 V/- 1:33511NG FIRE KARAM 051NG RAM wEvE PROPCGED WATERVAN PROPOSED FRE HMRANT • PROPOSED WATER VALVE PROPOSED SPOT ELEVATIONS ERSTIC SACO ELEVAD016 COSMO CONTOURS --100 P0000510 CONTOURS 100 PROPOSED PAVE/CRT PROPOSED CONCRETE Ex. PENCE 0 . 5. 1 5 M. 5 ) (10 Kum) 0 . (a , 02 . OF 12.5 4 - e 3 -ROC LCAUREAT -92 q VICINTY MAP LEGAL DESCRIP 1015 & 7. 9. 9 400 10. 660 LOiS 4 10 5 FOSTOM (AMC 10(0000 RECORDED 44 50266 OF RIC COMTE 116/0101019 DEEP( MAT ecances THEMA BY cower 00 04.. 052 00 RO. 619289s ETCEPT SORE OF %%STINGIER FOR ST AucaOrt'S 916 tc.'S 5719599 or WARM STREET ADRRianG su MIMI. /WS 743920-02 BASIS OF BEAM RECORD OF SUFACY RID mi PACE 64. UNDER AS. 70351 VERTICAL DATUI 44.40 (929 GENERAL SITE =Rea sRER SOURCE: SERER SOURCE: POWER SOURCE: ROC SOURCE: NATURAL CAS SPACE ECIMERLAWLIMIX• BOUPORr Sant BY LIAO SuPTETtes 0.4150 4-51-66. SLIDEY OY 01.90 AID 4560C 4-24-69. STORM Ar Br 2YR 1.58 0.58 10YR 2.44 0.64 25 YR 2.66 0.65 50YR 2.75 0.65 100YR 2.61 0.63 JOB NAM HOT MIX PAVERS JOB #: 7099 FILE NO. 7099- 100.XLS A= Contributing Area (Ac) C= Runoff Coefficient Tc= Time of Concentration (min) I= Intensity at Tc (in/hr) d= Diameter of Pipe (in) L= Length of Pipe (ft) D= Water Depth at Qd (in) FROM TO A s AD1 CB1 0.06 0.42 ROOF CB1 0.06 CB1 CB2 0.17 CB3 CB2 0.16 CB2 TANK 0.17 TANK WILD 0.00 Qd= Design Flow (cfs) Of= Full Capacity Flow (cis) Vd= Velocity at Design Flow (fps) VF Velocity at Full Flow (fps) s= Slope of pipe (%) n= Manning Roughness Coefficient Tt= Travel Time at Vd (min) L 166 1.00 140 2.15 65 0.50 80 1.70 53 0.50 80 BARGHAUSEN CONSULTING ENGINEERS - PIPE FLOW CALCULATOR using the Rational Method & Manning Formula KING COUNTY DESIGN FOR 100 YEAR STORM (NOTE: ENTER DEFAULTS AND STORM DATA BEFORE BEGINNING DEFAULTS C= 0.9 n= 0.014 _. d= 12 Tc= 6.3 d Tc n C 8 6.3 0.014 0.3 6 6.3 0.014 0.9 8 8.6 0.014 0.9 8 6.3 0.014 0.9 12 8.9 0.014 0.9 12 9.1 0.014 0.9 COEFFICIENTS FOR THE RATIONAL METHOD "Ir"- EQUATION SUM A 0.063 0.06 0.172 0.157 0.166 0.166 A•C 0.02 0.05 0.15 0.14 0.15 0.00 Page 1 SUMAC I . Qd PRECIP= Ar- Br= Qf Qd /Qf D/d D Vf Vd 0.02 3.27 0.06 0.73 0.085 0.195 1.56 2.08 1.19 0.05 3.27 0.18 0.52 0.339 0.403 2.42 2.65 2.41 0.23 2.69 0.61 1.64 0.372 0.421 3.37 4.72. 4.37 0.14 3.27 0.46 0.79 0.583 0.548 4.38 2.27 2.36 0.52 2.64 1.37 4.31 0.317 0.386 4.63 5.49 4.87 0.52 2.60 1.35 2.34 0.577 0.544 6.53 2.98 3.08 e BACKWATER COMPUTER PROGRAM FOR PIPES 00 Ya " Pipe data from file:70 -1.bwp Surcharge condition at intermediate junctions Tailwater Elevation:10.5 feet Discharge Range:1.07 to 1.37 Step of 0.1 [cfs] Overflow Elevation:14. feet Weir:NONE Channel Width:5. feet Gg 7 0 WErt-raNOD PIPE NO. 1: 80 LF - 12 "CP @ 0.50% OUTLET: 10.50 INLET: 10.90 INTYP: 5 JUNC NO. 1: OVERFLOW -EL: 15.00 BEND: 27 DEG DIA /WIDTH: 5.0 Q- RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N -FAC DC DN TW DO DE HWO HWI 1.07 0.68 11.58 * 0.012 0.44 0.44 0.00 0.44 0.44 0.68 0.62 1.17 0.72 11.62 * 0.012 0.46 0.46 0.00 0.46 0.46 0.72 0.65 1.27 0.75 11.65 * 0.012 0.48 0.48 0.00 0.48 0.48 0.75 0.68 1.37. 0.78 11.68 * 0.012 0.50 0.51 0.00 0.50 0.51 0.78 0.72 c- b* T c■Ae L5 PIPE NO. 2: 83 LF - 36 "CMP @ 0.00% OUTLET: 3.40 INLET: 3.40 INTYP: 2 JUNC NO. 2: OVERFLOW -EL: 14.90 BEND: 90 DEG DIA /WIDTH: 4.5 Q- RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N -FAC DC DN TW DO DE HWO HWI ************************************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1.07 8.19 11.59 * 0.024 0.32 0.00 8.18 8.18 8.18 8.19 0.44 1.17 8.23 11.63 * 0.024 0.34 0.00 8.22 8.22 8.22 8.23 0.46 1.27 8.27 11.67 * 0.024 0.35 0.00 8.25 8.25 8.25 8.27 0.48 1.37 8.30 11.70 * 0.024 0.37 0.00 8.28 8.28 8.28 8.30 0.50 PIPE NO. ,3: 53 LF - 12 "CP @ 1.70% OUTLET: 9.00 INLET: 9.90 INTYP: 5 JUNC NO. 3: OVERFLOW -EL: 14.00 BEND: 55 DEG DIA /WIDTH: 2.0 Q- RATIO: 1.25 Q(CFS) HW(FT) HW ELEV. * N -FAC DC DN TW DO DE HWO HWI ************************************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ( PIPE NO. 5: 1.07 1.79 11.69 * 0.012 0.44 0.32 2.59 2.59 1.74 1.79 0.62 1.17 1.84 11.74 * 0.012 0.46 0.33 2.63 2.63 1.78 1.84 0.65 1.27 1.89 11.79 * 0.012 0.48 0.35 2.67 2.67 1.82 1.89 0.68 1.37 1.94 11.84 * 0.012 0.50 0.36 2.70 2.70 1.86 1.94 0.72 PIPE NO. 4: 65 LF - 8 "CP @ 2.15% OUTLET: 9.90 INLET: 11.30 INTYP: 5 JUNC NO. 4: OVERFLOW -EL: 14.00 BEND: 48 DEG DIA /WIDTH: 2.0 Q- RATIO: 9.17 Q(CFS) HW(FT) HW ELEV. * N -FAC DC DN TW DO DE HWO HWI ************************************************ * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 0.48 0.55 11.85 * 0.012 0.33 0.23 1.79 1.79 0.47 0.55 0.46 0.52 0.60 11.90 * 0.012 0.34 0.24 1.84 1.84 0.53 0.60 0.49 0.56 0.68 11.98 * 0.012 0.36 0.25 1.89 1.89 0.61 0.68 0.51 0.61 0.76 12.06 * 0.012 0.37 0.26 1.94 1.94 0.69 0.76 0.54 �D ro 72 LF - 8 "CP @ 0.42% OUTLET: 11.30 INLET: 11.60 INTYP: 5 t JUNC NO : OVERFLOW-EL: 15.00 BEND: 45 DEG DIA/ WIDTH 2 0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI **********************************************************************4 0.05 0.26 11.86 * 0.012 0.10 0.11 0.55 0.55 0.26 0.26 0.13 0.05 0.31 11.91 * 0.012 0.11 0.12 0.60 0.60 0.31 0.31 0.14 0.06 0.38 11.98 * 0.012 0.11 0.12 0.68 0.68 0.38 0.38 0.14 12.07 * 0.012 0.12 0.13 0.76 0.76 0.47 0.47 0.15 PIPE NO 6: 39 LF - 8"CP @ 0.44% OUTLET: 11.60 INLET: 11.77 INTYP: 5 JUNC NO 6: OVERFLOW-EL: 15.00 BEND: 75 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***********.k******************************************************************* 0.05 0.15 11.92 * 0.012 0.10 0.11 0.26 0.26 0.13 0.15 0.13 0.05 0.17 11.94 * 0.012 0.11 0.12 0.31 0.31 0.16 0.17 0.14 0.06 0.23 12.00 * 0.012 0.11 0.12 0.38 0.38 0.22 0.23 0.14 0.06 0.31 12.08 * 0.012 0.12 0.12 0.47 0.47 0.31 0.31 0.15 PIPE NO. 41= / O 4492._ 55 LF - 8"CP @ 0.42% OUTLET: 11.77 INLET: 12.00 INTYP: 5 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 0.15 12.15 * 0.012 0.10 0.11 0.15 0.15 0.11 0.15 0.13 0.05 0.15 12.15 * 0.012 0.11 0.12 0.17 0.17 0.12 0.15 0.14 0.06 0.16 12.16 * 0.012 0.11 0.12 0.23 0.23 0.12 0.16 0.14 0.06 0.17 12.17 * 0.012 0.12 0.13 0.31 0.31 0.14 0.17 0.15 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:70992.bwp Surcharge condition at intermediate junctions Tailwater ELevation:11:64 feet Discharge Range:0.26 to 0.46 Step of 0.1 Overflow Elevation:13.2 feet Weir:NONE Channel Width:2. feet Gb 2-- 80 LF - 8"CP @ 0.50% OUTLET: 9.90 INLET: Q ( cFs ) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE 1-1WO• HWI 4-,,*******-k***-k*************************************************4 6;26 1.59 11.89 * 0.012 0.24 0.25 1.94 1.94 1.58 1.56 0.33 - 0.36 1.63 ' 11.93 * 0.012 0.28 0.29 1.99 1.94 1.60 1.63 0.39 0:46 1.68. 11.98 * 0.012 0.32 0.34 1.94 1.94 -1.64 1.68. 0.45 - 0:56' '1.75 12.05 * 0.012 0.36 0.38 1.94 1.99 1.69 1.75 , 0.52 • , ; CIAL REPORTS AND:'STUDI :Si�i� �:'Y,� . n ?! <l.n. fi h'�' �N. ".t:'.'t�}J�r:'ia {JfN�.va «..u. n ...�........_.... .. ... Sep -09 -99 03:58P Ron Wright & Associates Sen. By: YacHim Ueotecnnicai Anc.; duo anu o'vu, en.orrr.t woCAL CNOINEEPIINC" AM) AVM fro rAnrl 1 sCICNGC? 10700 MAAJhol Avrt. N.. Suile 210 • &mete. WA wit3 • Phone (206) 065.er10 • Fu: (1106) 405 -8405 September 9, 1999 l'acRim Project No. 070 -002 Hot Mix Pavers 1122 Fast Pike Strict Seattle, Washington 98122 Attention: Ms. Anita Westcrcn Subjcct: PROPOSED OFFICE BUILDING 4400 SOUTH 131 PLACE TUKWILA, WASHINGTON Dear Ms. Westeren: (206) 728 -4272 410 PACRIM GrOTECHNICAL INC, PacRim Geotechnical Inc. (PacRirn) completed a geotechnical engineering study for the above- referenced project. The purpose of the geotechnical study was to explore and evaluate the surface and subsurface conditions at the site, and based on the conditions observed, provide recommendations pertaining to g'eotechnical aspects of the project. The study was completed in general accordance with the scope of work presented in our proposal dated August 26, 1999, revised to reflect the use of backhoe equipment provided by the owner for exploration purposes, and was verbally authorized by Ms. Anita Westeren on August 27, 1999. Results of the geotechnical study are summarized below. • SITE AND PROJECT DESCRIPTIONS P.03 . .. y .. The site is located within the Duwamish Valley, at the northeast quadrant of the South 131" Place snd 44`" Place South (fonnedy Ruth Street) intersection in Tukwila. Washington. The trapezoidal shaped site is approximately one acre in size, about 140 feet wide by 260 to 320 feet lung. It is bounded by South 131" Place and 44 Place South to the south and west, respectively. The site is also bounded by the Highway 529 on ramp to thc north, and a construction storage yard to thc west (see Figure I). The site is currently vacant. It is practically level with less than about 1 toot of elevation change across the site. Its surface is covered primarily with 5 /8•inch minus crushed rock with scattered grass and blackberry vegetation. It is our understanding that the proposed development includes the construction of a one - story office building to be locatod on the south side of the site, adjacent to South 131" Place. Two attached garage service bays. along the north side of the building are also planned. The service bays will hove a concrete slab - on - grade floor, and possibly a below - grade working pit about 5 feet deep. The area north of the proposed building will be paved and used as a parking lot. The parking arca wtll extend to within about 40 text of the northern property boundary. Sep -09 -99 03:58P Ron Wright & Associates Sent By PaeRim Oaoteannical Inc.; euo ava vyvu, ... , ,�.... PacRim Project No. 070 -002 September 9, 1999 SUBSURFACE EXPLORATIONS Subsurface conditions at the she were explored by excavating two test pits (TP -1 and TP- 2) within the footprint of the proposed building, to depths ranging from approximately 8 to 10 feet below the present grade. The test pits were located in the field by pacing distances from apparent property corners, and the approximate test pit locations are shown on Figure 1. Two exploratory borings were also drilled at the site during a previous study by others (Altinay, 1996). Results of these exploratory borings were used to supplement our current exploration program. The test pits were excavated with a tracked excavator supplied by ACE Construction under subcontract to the owner. At the completion of the excavation, the test pits were back(illcd with the excavated soils and tamped with the backhoe bucket. This backfill should not be expected to behave as compacted structural fill and some settling of the ground surface may occur. The test pits were excavated under the full -time observation of a PacRim geotechnical engineer. Soil samples obtained were classified in the field and representative portions were placed in air - tight, plastic bags. These soil samples were then returned to our laboratory for further examination and testing. In addition, pertinent information including soil sample depths, stratigraphy, soil engineering characteristics, and groundwater occurrence was recorded. SOILS A surficial layer of 5/B -inch minus crushed rock about 6 incites thick mantles the site. Underlying the crushed rock, the test pits encountered a layer of granular fill primarily consisting of sandy gravel, extending to a depth of about 4% feet at the two test pit locations. The backhoe operator indicated that 4 to 6 feet of granular fill had been placed over the site approximately 10 to 12 years ago. The operator recalled the fill being placed in lifts and compacted with a roller. The fill density appears to decrease with depth; the upper 3 feet the fill was relatively dense and became medium dense to loose near the basc of the fill. Below the fill, soft organic -rich silt was encountered to the maximum depths of explorations at a depth of about 8 to 10 feet. GROUNDWATER Groundwater seepage was observed in the test pits at a depth of about 4Y: feet, near the base of the existing fill soils. Exploratory borings completed by others (Altinay, 1996) during a previous geotechnical study indicates presence of groundwater at a depth of about 3 feet. Given the proximity of the site to the Duwamish River, the groundwater elevation (17O -002 liut Mix Pavers Report SUBSURFACE CONDITIONS (206) 728 -4272 P.04 IeJs a -so 2 PMMIM t:rntscuNlcA.Inc. Sep-09-99 03:58P Ron Wright & Associates - x (206) 728 -4272 P_05 Sent by: raenim % euletwwuI. ni. lilt ., cvv vw +�+�� "� �•� Packim Project No. 070 -002 September 9, 1999 is anticipated to fluctuate, primarily in response to changes in seasonal precipitation and the level of the river. SEISMIC CONSIDERATIONS 070002 Hot Mix Yams Report CONCLUSIONS AND RECOMMENDATIONS The project site lies within Seismic lone 3, as defined in Chapter 16, Division IV of the 1997 Uniform Building Code (UBC). Moderate levels of earthquake shaking should be anticipated during the design life of the proposed building, and the structures should be designed to resist earthquake loading in accordance with the methodology described in the 1997 UBC. Based on the subsurface conditions observed during our exploration program, USC Soil Type S is uppropriate for the design of the proposed structure. Soil liquefaction is a phenomenon wherein saturated soil deposits temporarily lose strength and behave as a liquid in response to earthquake shaking, and is generally limited to submerged, loose granular soils. The results of previous and our current geotcchnical explorations indicate that the site soils primarily consist of fine-grained organic soils, and .in our opinion, the potential of soil liquefaction is low. BUILDING FOUNDATIONS Foundation Support In our opinion, conventional isolated or continuous spread footings are suitable for use to support the proposed building. The footings should be proportioned using a maximum allowable bearing pressure of 1,500 pounds per square foot (psf). The recommended maximum allowable bearing pressure may be increased by 1/3 for shot-term transient conditions such as wind and seismic loading. We recommend a minimum footing width of 24 inches for both continuous strip and isolated column footings. It should be noted that, due to the presence of compressible organic soils directly below the granular fill, long -term settlement should be anticipated. To reduce the potential post• construction settlement, the proposed footings should be founded at an elevation as high as feasible. It is our opinion that the footing should be embedded 12 inches below the finish grade, which will result in about 3 to 3 feet of granular fill soils remaining below the bottom of the footings. Assuming constriction is accomplished as recommended herein, and for the foundation loads anticipated, we estimate total long-term settlement of spread foundations to be about 1 to 2 inches, and differential settlement between two adjacent load - bearing components supported on competent soil of less than about 1 inch. 3 PICRIM GIUri:CNWIt a INC.. Se -09 -99 03:59P Ron Wright & Associates ( 20 6) 728 - _ , 4272 P.06 se rectum ey: rectum ueoteennit:a. xnu. , .d u j .. .... ... _.... PacRim Project No. 070 -002 . September 9. 1999 • Lateral Load Resistance Wind, earthquakes, and unbalanced earth loads will subject the proposed structure to lateral forces. Lateral forces on a structure will be resisted by a combination of sliding resistance of its base or footing on the underlying soil and passive earth pressure against the buried portions of the structure. For use in design, a coefficient of friction of 0.5 may be assumed along the interface between the base of the footing and subgradc soils. Passive earth pressure for busied portions of structures may be calculated using an equivalent fluid weight of 500 pounds per cubic foot (peel, assuming footings are cast against dense structural fill. The recommended coefficient of friction and passive earth pressure values do not include a safety factor. The passive resistance should be neglected unless the area is protected by pavement or slabs on grade. Foundation Excavations All footing excavations should be trimmed neat and the bottom of the excavation should be carefully prepared. All loose or softened soil should be removed from the footing excavation prior to placing reinforcing steel bars. We recommend that footing excavations be observed by the gcotechnical engineer prior to placing steel and concrete, to verify that the recommendations of this report have been followed, and that an appropriate bearing stratum has been exposed. if footing excavations are open during the winter season or periods of wet weather, it may be helpful to provide a lean concrete mat or a layer of gravel to help preserve the suberade until the footings are cast. if lean concrete is used, a 2 -sack mix is recommended. If gravel is used to protect the footing subgrade, it should meet the gradation requirements for Class A Gravel Backlit' for Foundations. as described In Section 9- 03.12(1)A of the 1998 WSDOT Standard ,Specifications. Footing Drains The outside edge of all perimeter footings should be provided with a drainage system consisting of 4 -inch diameter, perforated, rigid plastic pipe embedded in a clean, free- draining sand and gravel meeting the requirements of Section 9- 03.12(4) of the 1 998 WSDOT Standard Specifications for Gravel Backlit( for Drains. The use of flexible, thin- walled, corrugated plastic pipe should be avoided. The drainpipe and surrounding drain rock should be wrapped in non -woven geotextile (Mirali 140N, or approved equivalent) to reduce the potential for clogging andlor ground loss due to piping. Water collected from the footing drains•should be directed into the local storm drain system or other suitable outlet. Down spouts and roof drains should !l!2l be connected to the foundation drains in order to reduce the potential for clogging. The footing drains should include clean -outs to allow periodic maintenance and inspection. 070.002 hot MI:e Pa vers Report 4 PAcglM GLO l WG. Sep -09 -99 03:59P Ron Wright & Associates 206) 728 -4272 sent tiy: F'ac im ueotecinuce . .use. , cu.+ J V., .....J, .. -_ _. __... , • IJacRim Project No. 070 -002 September 9, 1999 Grades around the proposed structures should be sloped such that surface water drains away from the building. Roof drain discharge should not be placed itnntediately adjacent to footings. If roof drain spouts discharge water onto splash blocks, the splash blocks should bc situated at least 3 feet away from the building line. Alternatively, roof drains could bc right - lined to the local storm drain system or other appropriate outlet. AELOw- CtaAnr WORKING Pus It is our understanding that a below -grade working pit may be constructed as part of the service bays. The working pit is anticipated to be about 5 feet deep. As such, submerged soft organic rich soils may be encountered near the bottom of the excavations. When encountered, the soft soils should be partially overexcavated. The depth of overexcavation should be limited to about one foot, and replaced with CSBC underlain by a gcotextile separator. The geotextile separator should be Mirtft 140N, or approved equivalent. Below -grade pit walls should be considered rigid and designed for an at -rest earth pressure of 55 pef In our experience, walls designed for at -rest earth pressures typically exhibit adequate factors of safety for seismic loading. In addition. surcharge pressure resulting from heavy trucks should also be incorporated into the design of the walls. The surcharge pressure should be computed using a lateral pressure coefficient of 0.4. The recommended earth pressures assume that the hackfill behind the wall will consist of properly compacted granular fill. We recommend wall backfill material be consist of Gravel Backfill for Walls (WSDOT 9 -03.12(2)), or Gravel Borrow (WSDOT 9- 03.14), as described in the 1998 WSDOT Standard Specifications. CONCRETE SLABS -ON -GRADE Preparation of areas beneath concrete slab -on -grade floors should be performed as recommended in the Subgrade Preparation scction, below. Prior to constructing concrete slabs -on- grade, surlicial soils should be scarified to a minimum depth of 8 inches. moisture conditioned to within about 3 percent of optimum moisture content, and compacted to at least 95 percent MDD, determined using ASTM D 1557 (Modified Proctor). Scarification and compaction will not be required if floor slabs arc placed directly on recently placed compacted fill. Interior slab -on -grade floors should be provided with an adequate moisture break. The capillary break material should consist of a minimum of 6 inches of free - draining, crushed rock or well - graded sand and gravel compacted to at least 95 percent MDD. The capillary break material should have a maximum particle size of% inch, with no more than 80 percent passing the No. 4 sieve and less than 5 percent fines (material passing the U.S. Standard No. 200 sieve). In areas where moisture will be detrimental to floor coverings or equipment inside the proposed structures, a 10 -mil polyethylene vapor barrier should be placed directly over the capillary break. An approximately 2 -inch thick layer of sand 070.002 Hot Mix Pavers Report 5 Pit:tUM Croncum<tAt. INC.. Sep -09 -99 03:59P Ron Wright & Associates . Sent Sy: FectilM ueotecnnical snub emu 044 u,u.i, PacRim Project No. 070 -002 September 9, 1999 x,(206) `728. -4272 should be placed over the vapor barrier to protect it from damage, to aid in curing of the concrete, and also to help prevent cement from bleeding down into the underlying capillary break materials. The concrete stab -on -grade floor in the garage service bays will be subjected to heavy truck loading. These the slabs should be underlain by a minimum of 9 inches of Crushed Surfacing Base Course (CSBS), in lieu of the capillary break material discussed above. The CSBC should conform to the requirements of Section 9- 03.9(3) of the 1998 WSDOT Standard Specifications. The concrete slab can be constructed directly on the CSBC. SITE EAIt'TNWORK Suberade Preparation Subgrade preparation in areas supporting the new building should begin with the removal of all deleterious matter and vegetation. Exposed subgrade soils should then be evaluated by the goetcchnical engineer. For large areas, this evaluation should be performed by proof - rolling the exposed subgrade with a fully loaded dump truck. For smaller areas where access is restricted, the subgradc should be evaluated by probing the soil with a steel probe. Soft/loose soils identified during subgradc preparation should be compacted to a firm and unyielding condition or over- excavated and replaced with imported structural fill, as described below. The depth of uvcrexcavation, where required, should be evaluated by a qualified geotechnical engineer at the time of construction. Structural Fill Materials and Compaction It is our opinion that the existing on -site fill soils (the upper 4 feet) is suitable for re -use as structural fill. If additional imported structural fill is required it should meet the requirements for Gravel Borrow, as described in Section 9.03.14(1) of the 1998 WSDOT Standard Specifications for Road. Bridge, and Municipal Construction (WSDOT Standard Specifications). Soils with fines contents higher than 7 percent may be acceptable if the earthwork is performed during dry weather and the contractor's methods are conducive to proper compaction of the soil. The use of materials with a fines content in excess of 7 percent should be evaluated by the engineer on a case -by -case basis. Structural Ell soils should be moisture conditioned to within about 3 percent of optimum moisture content, placed in loose, horizontal lifts less than 8 inches in thickness, and compacted to at least 95 percent of the maximum dry density (MDO), as determined using test method ASTM D 1557 (Modified Proctor). Compaction of backfill material placed adjacent to below - grade walls should be accomplished using relatively light equipment so that excessive lateral pressure is not transmitted to the wall. A relative compaction requirement of 90 percent MDD is considered adequate for backfill placed within a horizontal distance of 5 feet from helow.grade walls. 070-902 Hot Mix ravers Report 6 MACRIM Cru'Ccimem. L\r . P_08 Sep -09 -99 03:69P Ron Wright & Associates . Sent by: racnlm tssotecnniewi 111U., cur JVJ Y ■VV, PaeRim Project No. 070 -002 September 9, 1999 The procedure to achieve the specified minimum relative compaction depends on the size and type of compacting equipment, the number of passes, thickness of the layer being compacted, and certain soil properties. When size of the excavation restricts the use of heavy equipment, smaller equipment can be used, but thc soil must be placed in thin enough lifts to achieve the required compaction. A sufficient number of in-place density tests should be performed its the fill is placed to verify the required relative compaction is being achieved. Generally, loosely computed soils area result ofpoor construction technique or improper moisture content. Soils with a high percentage of silt or clay are particularly susceptible to becoming too wet, and coarso•grnined materials easily become too dry, for proper compaction. Silty or clayey soils with a moisture content ton high for adequate compaction should be dried as necessary, or moisture conditioned by mixing with drier materials, or other methods. We Weather Earthwork . 206) 728-4272 P -09 in general, earthwork is more readily and economically performed during dry weather conditions. The subgrade soils could become saturated and spongy due to rain and /or construction traffic. in such an event, soft soils should be removed from the area. imported sand and gravel meeting thc gradation specification described above should be placed to bring the affected area to proposed grade. General recommendations relative to earthwork performed in wet weather or in wet conditions are presented below. • The on -site soils arc moisture sensitive and may be difficult to handle or traverse with construction equipment during periods of wet weather. Earthwork is typically most economical when performed under dry weather conditions. if earthwork is to be performed or fill is to be placed in wet weather or under wet conditions when soil moisture content is difficult to control, the following recommendations should bo incorporated into the contract specifications. • Earthwork should be performed in small areas to minimize exposure to wet weather. Excavation or the removal of unsuitable soils should be Followed promptly by the placement and compaction of clean structural fill. The size and type of construction equipment used may have to be limited to prevent soil disturbance. Under some circumstances, it may be necessary to excavate soils with a backhoe to minimize subgrade disturbance caused by equipment traffic; • The ground surface within the construction area should be graded to promote run- off of surface water and to prevent the ponding of water; • Material used as structural fill should consist of clean, granular soil containing less than 5 percent fines. The fines should be non - plastic; 070 -002 Hui Mix Paver! Report 7 !AMP.' Gturzynx1CAl. ANC. Sep -09 -99 04:OOP Ron Wright & Associates . ovti Dy. raunam Noviorw uaufloi ant.. avu IJU S griVO, e. • PacRim Project No. 070 -002 September 9, 1999 070 -002 Hot Mix Pavers Rcport (206) 728 -4272 ,Jap a v.vvr r e d • The ground surface within the construction area should be sealed by a smooth drum vibratory roller, or equivalent, and under no circumstances should be left uncompacted and exposed to moisture. Soils which become too wet for compaction should be removed and replaced with clean granular materials; • Excavation and placement of fill should he observed by the geotc," ical engineer to verify that all unsuitable materials are removed and suitable compaction and site drainage is achieved; and • Rates of straw and/or geotextile silt fences should be strategically located to control erosion Drainage and Erosion Control Adequate drainage provisions are imperative and we recommend both short and long -term drainage measures be incorporated into rho project design and construction. Surface runoff can be controlled during construction by cereal) grading practices. Typically, this includes the construction of shallow, upgrade perimeter ditches or low earthen berms and the use of temporary sumps to collect runoff and prevent water from damaging exposed subgrades. All collected water should be directed under control to a positive and permanent discharge system, such as a storm sewer_ Permanent control of surface wuter should be incorporated in the final grading design. Water should not be allowed to pond immediately adjacent to buildings or paved areas. All drainage should be directed into conduits which carry runoff away from the building and paved areas into storm drain systems or other appropriate outlets. UNCERTAINTIES AND LIMITATIONS We have prepared this report for Hot Mix Pavers and their consultants for use in design of this project only. This report should be provided in its entirety, to prospective contractors for bidding and estimating purposes; however, the conclusions and interpretations presented in this report should not be construed as a warranty of the subsurface conditions. Experience has shown that soil and groundwater conditions can vary significantly over small distances. Inconsistent conditions can occur between explorations that may not be detected by a dcotcchnical study. If, during future site operations, subsurface conditions arc encountered which vary appreciably from those described herein, PacRim should be notified for review of the recommendations of this report, and revision of such if necessary. We recommend that PacRim be retained to review the plans and specifications and verify that our recommendations have been interpreted and implemented as intended. Sufficient gcotechnical monitoring, testing and consultation should be provided during construction to confirm that the conditions encountered are consistent with those indicated by explorations. Recommendations for design changes will be provided should conditions K IPArkiki GtaTige1INICAL 1nt. P.10 Jaye atIc Sep-09-99 04 :OOP Ron Wright & Associates bent ny: rioun.s.m %Irv( cutout:ea s•.. V , 80 40• Os frO U.0 p PacRim Project No. 070-002 September 9, 1999 revealed during construction differ from those anticipated, and to verify that the geotechnical aspects ofconstruction comply with the contract plans and specifications. Within Lite limitations of scope, schedule and budget. PacRim attempted In execute these services in accordance with generally accepted professional principles and practir.us in the fields of geotechnical engineering and engineering geology at the time the report was prepared. No warranty, exprees nr implied, is made. The scope of our work did not include etwircuunentel assessments or evaluations regarding the presence or absence of wetlands or hazardous or toxic substances in the soil. surface water, or groundwater at this site. 0•O We appreciate the opportunity to bc of service. Sincerely, PACRIM GEOTECIINICAL Ps= 3/1177 Scott L. Ilardenan, P.E. Senior Geotechnical Engineer Enclosure: Figure I. 070.002 1 let Mix Pavers Rcpon Site and Exploration Plan Copy: (1) Ron Wright, Architect (via fax) 9 4 2 .P.9 liarbans L. Chabra, P.E. President _728- 11 PaCRIM • - 09- 99.O4:00P: Ron Wright :& Associates tly: ueoteusituae.L Amu., wv w..;.• , RP SERENCES Itinay and Associates, Inc. 1996, Engineering Report for The Property Located at 4400 S 13l" Place in Tukwila, consultant report prepared for Ted Jorve, dated July 18. ' ashington State Department of Trantpottation/Atncrican.Public Works Association, 1998 Standard Specgcations for Road, Bridges, and Municipal Construction. 070 -002 Hot MI Paved Report t 0 PM MtM e:iOttes oral.INt. Sep-09-99 04:00P Ron Wright & Associates “ *conk py; rouritm UMULOU11404 U ft • m (206) 728-4272 P.13 144t/andlesomeces,/c. Delineation / Mitigation / Restoration / Hfibitat Creation / Permit Assistance 9505 19th Avenue S.E. Suite 106 Everett, Washington 98208 (425) 337-3174 Fax (425) 337-3045 WETLAND DELINEATION REPORT AND BUFFER ENHANCEMENT PLAN FOR HOT MIX PAVERS TUKWILA, WA WETLAND RESOURCES, INC. PROJECT #99123 Prepared By: Wetland Resources, Inc. 9505 19th Street SE, Suite 106 Everett, WA 98208 (425 337-3174 for Hot Mix Pavers Attn: Anita Westeren 1122 East Pike St., Suite 1345 Seattle, WA 98122 July 12, 1999 PROJECT SITE DESCRIPTION A site investigation was completed by Wetland Resources, Inc., in June of 1999 to locate jurisdictional wetlands on the Hot Mix Pavers site. This approximate one acre site is located west of SR 599, east of 42 " Ave. South, and South of 130` St in Tukwila, Washington. The property is located in the northeast portion of Section 15, Township 23 North, Range 5 East, W.M. No structures are currently present on the site. To the north and south existing light office /warehouse and commercial land use operations are occurring. Historically the site has been filled and graded as evidenced by virtually level topography and the limited growth of pioneer vegetation. Near the eastern property boundary the fill material drops steeply to a wetland area dominated by reed canarygrass. Hydrology within this area appears to be supplied by a combination of run -off from the on -site fill material and SR 599 to the east. Himalayan blackberry and Scot's broom dominate fill side slopes. An emergent wetland lies between SR 599 and the filled portion of the site and extends off -site to the north. The total wetland area (on and off -site) is greater than one acre in size and the primary vegetation type (greater than 30 percent coverage) is emergent. The wetland is located in a depressional area surrounded by historic fill associated with the adjacent roadways and existing on -site fill and grading. A significant amount of disturbance has occurred within the wetland in the past as indicated by its uneven topography, location between two areas of historic fill, and dominance of reed canarygrass. TMC 18.45.020 classifies wetlands with the aforementioned characteristics as Type 2 wetlands. The City of Tukwila typically designates 50 foot buffers adjacent to Type 2 wetlands. BUFFER ENHANCEMENT PLAN As part of the development proposal a 50 percent buffer reduction is proposed along the entire length of the wetland buffer. Currently this portion of the buffer is dominated by sparsely vegetated filled areas that provide little in terms of wildlife function. As mitigation for this reduction, the remaining portion of the wetland buffer along the western edge of the wetland will be enhanced through the removal of exotic, invasive vegetation, followed by planting several species of native trees and shrubs. Prior to planting, all invasive plants within the enhancement area, namely Himalayan blackberry, Scot's broom, and reed canarygrass, are to be removed, including both the above ground and below ground portions. Existing native trees and shrubs will remain. The minimum proposed buffer width is 25 feet. Plantings are to be arranged in a random fashion so as to best resemble natural establishment. 60 percent of the total enhancement area will be planted with trees on 10 foot centers, 40 percent will be planted with shrubs on 5 foot centers. Please refer to the Mitigation Plan Map for the proposed location of the buffer enhancement area. Listed below are the species, sizes, spacings and numbers as planting specifications for this area: 1 ......,.:,........�_._ C Common Name Red alder Douglas fir Western hemlock Big -leaf maple Bitter cherry Vine maple Osoberry Red elderberry Oregon grape Swordfern Latin Name Alnus rubra Pseudotsuga menziesii Tsuga heterophylla Acer macrophyllum Prunus emarginata Acer circinatum Oemleria cerasiformis Sambucus racemosa Berberis nervosa Polystichum munitum ENVIRONMENTAL GOALS AND OBJECTIVES The goal of this buffer enhancement plan is to enhance the existing resource function of the wetland/buffer system located on the subject property. System benefits will include: • Enhanced Wildlife Habitat • Improved Water Quality • Improved. Wetland Protection • A minimum 80% survival of the planted species with a maximum of 25% invasives is considered a base line for a successful determination for this mitigation project. PROJECT MONITORING PROGRAM Requirements for monitoring project: 1. Initial compliance report 2. Yearly site inspections (twice yearly, spring and late summer / early fall) for five years 3. Annual reports (one report submitted in the fall of each monitored year) The purpose for monitoring this buffer enhancement project shall be to evaluate the success of the mitigation. Specific elements of monitoring include evaluating plant survival, and control of invasive species. Success will be determined if monitoring shows that at the end of five years, the definitions of success stated below are being met and that habitat functions and values in the buffer enhancement areas are equivalent to similar ecosystems in the immediate area. The property owner(s) shall grant access to the mitigation areas for inspection and maintenance to the contracted wetland specialist and to the City of Tukwila during the period of the assurance device, or until the project is evaluated as successful. Maintenance - The mitigation areas shall be maintained in April and June of each year for the five year monitoring period. Maintenance of invasive species will be essential for successful completion of this mitigation project. Maintenance shall include, but not be limited to, the removal of competing grasses and non - native vegetation (by hand if necessary), fertilization (if necessary), replacement of plant mortality, and the Plant Size Spacing Numbers 2 gal 10' 5 2 gal 10' 5 2 gal 10' 5 2 gal 10' 5 2 gal 10' 5 1 gal 5' 15 l gal 5' 15 1 gal 5' 15 1 gal 5' 10 1 gal 5' 10 replacement of mulch for each maintenance period. It is likely that irrigation will be necessary within the buffer enhancement area. Criteria For Success: Upon completion of the mitigation project, an inspection by Wetland Resources, Inc. will be made to determine plan compliance. A compliance report will be supplied to the City of Tukwila within 30 days after the completion of planting. Condition monitoring of the plantings and wildlife usage will be done by a qualified wetland biologist twice annually. A written report describing the monitoring results shall be submitted to the City of Tukwila once yearly in the fall of each monitored year. Final inspection shall occur five years after completion of this project. The approved wetland inspector shall prepare a report as to the success of the project. Definition of Success: Vegetation - The mitigation areas shall support at least 80% survival of the native plants set forth in the approved Buffer Enhancement Plan by the end of five years. Permanent transects and permanent photo site locations will be established for this monitoring project. The species mix should resemble that proposed in the planting plans, but strict adherence to obtaining all of the species shall not be a criteria for success. Minor species substitution will be allowed with approval by the City of Tukwila's Urban Environmentalist and the Consulting Biologist. By the end of the third growing season, the percent coverage, defined by total coverage of planted as well as existing and volunteer native species, shall be 80% for all areas. If an area contains more than 25% exotic species (non- native species) then the mitigation shall not be considered successful for that area. Wildlife - Bird, mammal, amphibian and fish diversity and abundance will be an indicator of wildlife habitat diversity. Species density and abundance shall be comparable to that found in similar stream/upland areas in the immediate vicinity. Published results from other wildlife studies in the region may be used. Visual surveys are sufficient. PROJECT NOTES Plant in the early spring or late fall, preferably during a period of significant precipitation. Order plants from a reputable nursery. Care and handling of plant materials is extremely important to the overall success of the project. All plant materials recommended in this plan should be available from local and regional sources, depending on seasonal demand. Some limited species substitution may be allowed, only with the agreement of the consulting wetland specialist. Each planting hole shall be over - excavated by 100% of the root ball size, horizontally around the root ball, and to a depth equal to the height from the bottom of the root ball to the root collar, and backfilled with native soil material. 3 C Wood chips or shavings (composted mulch) shall be used for mulching in all planting areas. All existing vegetation is to be removed from a two foot diameter area at each planting site. Wood chips /shavings (composted mulch) are to be placed in this two foot diameter area at a depth of six inches with a two inch spacing around the base of the leader /stems of trees and shrubs. One and one half foot by two inch by 1/4 inch lath stakes shall be placed next to each tree and shrub planted to assist in locating the plants while removing the competing non- native vegetation and to assist in monitoring the plantings. There will be pre- and post - construction meetings on -site between the applicant, consulting wetland specialist, equipment operator(s), and City Biologist. A certified wetland specialist shall be present to inspect the plants prior to planting. Minor adjustments to the original design may be required prior to and during construction. CONTINGENCY PLAN If during any of the inspections, 20% of the plants are severely stressed, or it appears 20% may not survive, additional plantings of the same species may be added to the planting area. If this situation persists into the next inspection, a meeting with the City of Tukwila, the consulting wetland biologist, and the property owner will be scheduled to decide upon contingency plans. Elements of a contingency plan may include, but will not be limited to: more aggressive weed control, mulching, replanting with larger plant material, species substitution, fertilization, soil amendments, and/or irrigation, and reevaluation of species mix. GROUND COVER SEEDING All areas of disturbance and creation shall be seeded to the certified ground cover seed mixtures listed below. Similar native seed mixes are acceptable, upon approval of the consulting wetland professional. Due to sensitivity of the surrounding systems, fertilizer shall not be used. If deemed necessary by the consulting wetland professional and/or the City Biologist, a fertilizer such as 10 -20 -20 shall be applied at 400 pounds per acre. BUFFER GRASS SEED MIXTURE Common Name Scientific Name lbs. per acre lbs per 1,000 s.f. Redtop Agrostis gigantea 38 0.8 Perennial ryegrass Lolium perenne 36 0.6 Alaska brome Bromus sitchensis 16 0.4 Red Clover Trifolium pratense 16 0.4 .r. �..va,r.�,'t,:' Sidi :,'.:tiliti:= n:C(•'Ut:VCtuts C PERFORMANCE BONDING A performance bond for the planted species shall be provided to the City of Tukwila for the period of five years from the completion of the project, in an amount to be determined by the City of Tukwila. This bond shall be released at the end of five years, upon a "successful determination" and approval by the City of Tukwila for all portions of this mitigation project. The definitions of success shall be as described under PROJECT MONITORING PROGRAM on this plan. TOTAL QUANTITY OF 2 GALLON PLANTS 25 TOTAL QUANTITY OF 1 GALLON PLANTS 65 ESTIMATED COST OF MATERIAL AND LABOR $1,000.00 ESTIMATED COST OF MONITORING (3 YEARS @ $5 /yr.) $1,500.00 WETLAND CLASSIFICATIONS - COWARDIN SYSTEM According to the Cowardin System, as described in Classification of Wetlands and Deepwater Habitats of the United States, the on -site wetland, stream, and relic ditches are classified as follows. Wetland: Palustrine, Emergent Wetland, Persistent, Seasonally Flooded. WETLAND CLASSIFICATIONS - CITY OF TUKWILA Under the City of Tukwila Zoning Code, 18.45, the on -site wetland and stream are classified as follows. On -site Wetland Type 2 Wetland: This wetland is greater than one acre in size and is dominated by emergent vegetation. Type 2 Wetlands are designated 50 foot protective buffers from their flagged boundaries. WETLAND DETERMINATION REPORT Methodology On site, routine methodology as described in the Washington State Wetlands Identification and Delineation Manual (Washington State Department of Ecology Publication #96 -94, March 1997), was used for this determination, as required by Tukwila during the permitting process. Under this method, the process for making a wetland determination is based on three sequential steps: 5 c fv�•::nSi;; 1) Examination of the site for hydrophytic vegetation (species present and percentage cover). 2) If hydrophytic vegetation is found, then the presence of hydric soils is determined. 3) Determination of the presence of wetland hydrology in the area examined under the first two steps. Vegetation Criteria The Washington State Wetlands Identification and Delineation Manual, 1997 edition, defines hydrophytic vegetation as the sum total of macrophytic plant life that occurs in areas where the frequency and duration of inundation or soil saturation produce permanently or periodically saturated soils of sufficient duration to exert a controlling influence on the plant species present. One of the most common indicators for hydrophytic vegetation is when more than 50 percent of a plant community consists of species rated "Facultative" and wetter on lists of plant species that occur in wetlands. Soil Criteria and Mapped Description The Washington State Wetlands Identification and Delineation Manual, 1997 edition, defines hydric soils as those that formed under conditions of saturation, flooding, or ponding long enough during the growing season to develop anaerobic conditions in the upper part. Field indicators are used for determining whether a given soil meets the definition and criteria for hydric soils. The soils underlying the site are were not mapped in the Soil Survey of King County Area Washington because of limited work conducted by the Soil Conservation Service in the more urban areas of King County. Hydrology Criteria The Washington State Wetlands Identification and Delineation Manual, 1997 edition, states that "areas which are seasonally inundated and/or saturated to the surface for a consecutive number of days greater than or equal to 12.5% of the growing season are wetlands, provided the soil and vegetation parameters are met. Areas inundated or saturated between 5 and 12.5% of the growing season in most years may or may not be wetlands. Areas saturated to the surface for less than 5% of the growing season are non - wetlands." Field indicators are used for determining whether wetland hydrology parameters are met. On -site Wetland: Boundary Determination Findings The on -site wetland dominated mainly by emergent vegetation with the exception of small patches of native pioneer species on the northern property boundary. Emergent '•!'..t.t r, .iKSi.,. •.�,�.��'I�:i: >;t::ekif F:F �:S'�S 'uv.� vegetation is comprised almost entirely of reed canarygrass (Phalaris arundinacea, FacW). The patches of pioneer shrubs and sapling trees are dominated by red alder (Alnus rubra, Fac), black cottonwood (Populus balsamifera, FacW), and willows (Salix, sp., Fac- FacW). The dominance of species rated "facultative" and wetter indicates that a hydrophytic vegetation community is present in the areas mapped as wetland. The soils within the wetland area are dark gray (10YR 2/1) in color from the surface to greater than eighteen inches below. The soils were saturated at the time of investigation and an organic silt loam in texture. It appears that the area mapped as wetland is flooded, ponded, or saturated long enough during the growing season to develop anaerobic conditions in the upper part of the soils. The majority of the on -site wetland area was saturated to, or very near, the surface at the time of investigation. The wetland area appears to be saturated to the surface for a consecutive number of days greater than or equal to 12.5% of the growing season, thereby meeting the criteria for wetland hydrology. It appears that vegetation, soil, and hydrologic criteria are all met for the on -site portion of this wetland. Non - Wetland Areas: Vegetation in the non - wetland portions of the property is dominated mainly by Himalayan blackberry (Rubus discolor, FacU), Scot's broom (Cytisus scoparius, NI), and sapling black cottonwood (Populus balsamifera, FacW). The lack of dominance of species rated "facultative" and wetter indicates that a hydrophytic vegetation community is not present in the areas mapped as non - wetland. The soils in the non - wetland portions of the site are colored dark grayish brown (10YR 4/2) from the surface to eighteen inches below. No, to very few, redoximorphic features were identified. Due to the depth and compaction of fill material on much of the site, soil color and textures were difficult to obtain. The profile was slightly moist to dry at the time of investigation. Soils sampled in the areas mapped as non - wetland do not appear to be flooded, ponded, or saturated long enough during the growing season to develop anaerobic conditions in the upper part, and therefore do not appear to meet wetland soils criteria. There were no surface indicators of saturation or inundation in the non - wetland areas. It appears that the areas mapped as non - wetland are not saturated for a period greater than 5% of the growing season and therefore do not meet the wetland hydrology criteria. Because direct hydrologic indicators are lacking, and neither hydric soils nor hydrophytic vegetation dominated in these areas, it appears that these areas do not meet criteria for wetlands. 7 C WETLAND FUNCTIONS AND VALUES Methodology The methodology for this functions and values assessment is based on professional opinion developed through past field analyses and interpretation. This assessment pertains specifically to the on -site wetlands, but is typical for assessments of similar systems common to Western Washington. Functions and Values Components Wetlands in Western Washington perform a variety of ecosystem functions. Included among the most important functions provided by wetlands are stormwater control, water quality improvement, fish and wildlife habitat, aesthetic value, recreational opportunities, and education. The most commonly assessed functions and their descriptions are listed below. Assessments of these functions for the project site are provided in the "Analysis" section of this report. Stormwater Storage/Floodflow Attenuation Wetlands often function as natural water storage areas during periods of precipitation and flooding. By storing water that otherwise might be channeled into open flow systems, wetlands can attenuate or modify potentially damaging effects of storm events, reducing erosion and peak flows to downstream systems. Additionally, the soils underlying wetlands are often less permeable, providing long -term storage of stormwater or floodflow and controlling baseflows of downstream systems. Stormwater storage capacity and floodflow attenuation are generally a function of the size of the wetland and their topographic characteristics. Water Quality Surface water quality improvement is another evaluated function. Surface runoff during periods of precipitation increases the potential for sediments and pollutants to enter surface water. Wetlands improve water quality by acting as filters as water passes through them, trapping sediments and pollutants from surface water. Ponded areas within depressional wetlands also allow sediments to drop out of suspension, thereby improving water quality. As development increases, the potential for polluted water to reach wetlands and streams also increases. Unnaturally high inputs of pollutants, which are often found in urbanized areas, along with the size of the wetlands and the vegetation structure within them are the main limiting factors of this function. Wildlife Habitat Wetlands have potential to provide diverse habitat for aquatic, terrestrial, and avian species for nesting, rearing, resting, cover, and foraging. Wildlife species are commonly dependent upon a variety of intermingled habitat types, including wetlands, adjacent uplands, large bodies of water, and movement corridors between them. Human intrusion, including development within and adjacent to s wetlands, and impacts to movement corridors are the most limiting factors for wildlife habitat functions. Analysis On -site Wetland Stormwater Storage/Floodflow Attenuation Off -site portions of the wetland are within the 100 year floodplain of the Southgate Creek. The wetland has potential to provide floodflow attenuation during large flood events as well as slowing stormwater moving into this drainage. It provides limited groundwater recharge because the soils underlying most of the wetland have low permeability. The wetland provides recharge to Southgate Creek and contributes a modest amount of hydrology to the Duwamish River. Water Quality The on -site wetland has the potential to provide water quality improvement functions prior to water entering the downstream watershed. The emergent vegetation within the wetland provides a high level of nutrient uptake, but is limited in the settling of suspended solids. Overall this system has a moderate potential for water quality improvement based on its location in a developed watershed. Wildlife Habitat The on -site wetland and its buffer have limited potential to provide habitat for some wildlife species such as birds and small mammals. The presence of forested areas near the wetland contributes to the wildlife habitat potential of this wetland. WILDLIFE The following species of wildlife were observed on site during the site investigation: common crow (Corvus brachyrhynchos), dark -eyed junco (Junco oreganus), black - capped chickadee (Parus atricapillus), and song sparrow (Melospiza melodia). Many more avian species are expected to inhabit the area during the breeding season. A variety of amphibians are expected to use the wetland and Southgate Creek. No mammals were observed during our site investigation, however, a variety of mammals are expected to use the site. USE OF THIS REPORT This Critical Area Study is supplied to the Hot Mix Pavers as a means of determining on- site wetland conditions, as required by the City of Tukwila during the permitting process. This report is based largely on readily observable conditions and to a lesser extent, on readily ascertainable conditions. No attempt has been made to determine hidden or 9 ; • ■qr ' • • concealed conditions. Reports may be adversely affected due to the physical condition of the site and the difficulty of access, which may lead to observation or probing difficulties. The laws applicable to wetlands are subject to varying interpretations and may be changed at any time by the courts or legislative bodies. This report is intended to provide information deemed relevant in the applicant's attempt to comply with the laws now in effect. The work for this report has conformed to the standard of care employed by wetland ecologists. No other representation or warranty is made concerning the work or; this report and any implied representation or warranty is disclaimed. Wetland Resources, Inc. ■ 10 r., • BIBLIOGRAPHY Cooke, S. S. 1996. Wetland and Buffer Functions Semi-Quantitative Methodology. Cooke Scientific Services, Seattle, Washington. 29 pp. Cowardin, • L. M., et al. 1979. Classification of Wetlands and Deepwater Habitats of the United States. U.S. Fish & Wildlife Service Biological Services Program, Resource Publication 79/31. 103 pp. Franldin, J. F., and Dyrness, C. T. 1969. Vegetation of Oregon & Washington. U.S.D.A. Forest Service, Research Paper PNW-80. 216 pp. Kusler, J. A. et al. 1990. Wetland Creation and Restoration — The Status of the Science. Island Press, Washington, D.C. 594 pp. Mader, S. S. 1985. Biology: Evolution, Diversity, and the Environment Wm. C Brown Publishers, Dubuque, Iowa. 809 pp. 1 1 Assessment '1'��i.tk;•. NT3 r ... t Pit Depth Texture Color Field Data Sheet 99123 Hot Mix Pavers Investigation Date: 6/2/99 Moisture Species % Status Strata S1 0 "- 8" orgsil 10YR 4/2 sat. at surface Phalaris arundinacea 100 FacW herb Wetland ` w/ molts 10 YR 5/8 8 "- 20" orgsil 10YR 4/1 w/ motts 10YR 5/8 Conclusion: Wetland - Parameters for hydric soils, wetland hydrology and hydrophytic vegetation are met. S2 0 "- 8" sil 10YR 3/2 moist Rubus discolor 60 FacU shrub Non- 10YR 5/8 Phalaris arundinacea 30 FacW herb Wetland . 8 "- 20" sil 10YR 4/2 moist 10YR 5/8 Conclusion: Non-Wetland - Parameters for hydrophytic vegetation, hydric soils, and wetland hydrology are not met. 12 4 -dl. -4 -A- -a- -di- -d►• -, -4 -die — y ti a y 1 y a yy • 1 a 4 1 0' 1 WETLAND • BUFFERS Clo PROPOSED BUFFER REDUCTION DATA SITES AND BUFFER REDUCTION PLAN HOT MIX PAVERS SEG.15 TWP 23.N, RGE 4E, W.M. O • 110r11Th Av wo 7.L suds 1Q5 11,51MettiMedengton11111011 Phone (411) 117•1174 rex(411) 117•1011 emei • wetMiMhreyeneam sacs a � Scale 1" = 50' sb 73 WETLAND DEUNEATION REPORT HOT MIX PAVERS Tukwila, Wa.hngton Hot Mk Patine Sheet 1,1 Mtn; Arta ,Vicetare,' Job II 99123 1122 East Ms St„ Drawn by: 5. Brohord Suds 1345 Cote! July 12,1999 Seattle, WA 95122 Rev4bn c BUFFER REDUCTION 4,245 SQ. FT. .s' WETLAND DELINEATION REPORT AND BUFFER REDUCTION PLAN HOT MIX PAVERS SEG. 15, TWP 23.N, RGE 4E, W.M. 4 -6- - d,- - - ,a- -A- • -.4- , -4s- , r - -a- -a- -a- -A- -a- -.4 -a- -11. -a4- -ds. -4- -0 +- -As- -9- - -4- - d►• - -ds- -a- -t4 - - ss- -a. -d. 0 d Scale 1" = 50' 25 50 75 100 S 9.0 EROSION AND SEDIMENTATION CONTROL DESIGN A detailed temporary erosion and sedimentation control plan is included within the set of construction drawings. This plan has been designed to incorporate methods to help control the downstream systems from undue erosion and sedimentation accumulation. V-ditches and installation of silt fences have also been shown. 7099.004 [JPJ/sm] King County Department of Development & Environment& Services 900 Oakesdale Avenue Southwest Renton, WA 98055 -1219 Project Name: Hot Mix Pavers Location: South 131st Place Clearing greater than or equal to 5000 board feet of timber? If yes, Forest Practice Permit Number. (RCW 76.09) Site Improvement Bond Quantity Worksheet yes no Date: February 15, 2000 SIERRA Project No.: SIERRA Activity No.: Note: All prices include labor, equipment, materials, overhead and profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. 7099.006 [JPJ /ph/mm] Unit prices updated 12/97 S: PUBLICILUSD\L UISWttp:// www. metrokc.gov /ddes/lusd/cad/SBQWS Page 1 of 10 Version: 1/28/99 - - f' '..L ;:e�..»S.7e' ; +i .. .} ++- .x+w .Jy" sr ....r;., _ ... ,�; .,.. w a . 'v : - r.�"w' � .yr ,,.� r'. w » �„ L ,.` ja & is ..,. ' ._t`�G%! . i44,.., •- � .>.; _ t""; .. i�`ww._ d . t '�e - �; 91 :' . , t. t Un 'h��, yet P •�? ` + } 0 0 , ;u;e...Ci- ..... - l i n'' ; h .fxSr x � : '; r � i f" 'C' 4. I-.3:7 ;�. � t ;^ _ . - xs'. EROSION /SEDIMENT � r E _ G "VP " ' Y ` '� " ? � i ! - ''- �x��� � � - '�' :.. y �F "„ �� _.+':1 - ."'..w. _ -. r � ,.. _ -, „ 4 : � '`. '� .t Backfill & compaction - embankment $ 4.89 CY 100 1 $489.00 Check dams, 4" minus rock SWDM 5.4.6.3 $ 58.70 Each 4 1 $234.80 Crush surfacing 1 1/4" minus WSDOT 9- 03.9(3) $ 74.30 CY $0.00 Ditching $ 7.03 CY 30 1 $210.90 Excavation -bulk $ 1.30 CY $0.00 Fence, silt SWDM 5.4.3.1 $ 1.20 LF 470 1 $564.00 Fence, Temporary (NGPE) $ 1.20 LF $0.00 Hydroseeding SWDM 5.4.2.4 $ 0.51 SY $0.00 Jute Mesh SWDM 5.4.2.2 $ 1.26 SY $0.00 Mulch, by hand, straw, 3" deep SWDM 5.4.2.1 $ 1.75 SY $0.00 Mulch, by machine, straw, 2" deep SWDM 5.4.2.1 $ 0.46 SY $0.00 Piping, temporary, CPP, 6" $ 9.30 LF $0.00 Piping, temporary, CPP, 8" $ 14.00 LF $0.00 Piping, temporary, CPP, 12" $ 18.00 LF $0.00 Plastic covering, 6mm thick, sandbagged SWDM 5.4.2.3 $ 2.00 SY $0.00 Riprap, machine placed; slopes WSDOT 9- 13.1(2) $ 33.98 CY 2.0 1 $67.96 Rock Constr Entrance, 50'x15'x1' SWDM 5.4.4.1 $ 1,273.34 Each 1 2 $1,910.01 Rock Constr Entrance, 100'x15'x1' SWDM 5.4.4.1 $ 2,546.68 Each $0.00 Sediment pond riser assembly SWDM 5.4.5.2 $ 1,695.11 Each $0.00 Sediment trap, 5' high berm SWDM 5.4.5.1 $ 15.57 LF 30 1 $467.10 Sed. trap, 5' high, riprapped spillway berm section SWDM 5.4.5.1 $ 59.60 LF $0.00 Seeding, by hand SWDM 5.4.2.4 $ 0.44 SY $0.00 Sodding, 1" deep, level ground SWDM 5.4.2.5 $ 5.24 SY $0.00 Sodding, 1" deep, sloped ground SWDM 5.4.2.5 $ 6.48 SY $0.00 TESC Supervisor $ 65.00 HR $0.00 Water truck, dust control - S�� ���� pp .5`Y�, . ='wG. LYl� `1��.•�;.t:`'w''..v.�.�isuti --._ �h'�`.. SWDM 5.4.7 : �.' n� %:t; ✓�:: L�u .::1^WN' � � ^��iT��. -y .._� : ? ' .w ..... �'.s:G"�� $ 85.00 HR '7- °. '�: . .�..�..' 3 '3' K Y! 4 sr. ;.`r ' i Y`��.('•�. ..nl $0.00 ..:. G= ^;i?s $0.00 + ° . � •-.. - . '!� -.... a $0.00 $0.00 I 0 7099.006 [JPJ /ph/mm] S:PUBLIC\LUSD\LUIS\bup: / /www. metrokc.gov /ddes/lusd/cad/SBQWS Site Improvement Bond Quantity Worksheet ESC SUBTOTAL: COLUMN: $3,943.77 A Unit prices updated 12/97 Page 2 of 10 Version: 1/28/99 ;.. • „Existing R ight-of-Way ,uture_ u is Road Improvements & Dra�nage�Facdrti es l... nvate Improvements n ucfion-- � � - , � , = -Unit Price ., Unit Quant. Cost .. Quant. Cost <::., . wQuant. Cost _ - _ -; �;., - - 'i:e.: .i ,�.4. YS.+� ^C:-'' 4::r :w,. zt: GENERAL ITEMS • -- �,,.. _... - � =�'�r. :� � �:, �- �. Backfill & Compaction- embankment $ 4.89 CY $0.00 _ $0.00 $0.00 $0.00 Backfill & compaction- trench $ 7.42 CY 50 $371.00 $0.00 100 $742.00 $0.00 Clear /Remove Brush, by hand $ 0.31 SY $0.00 $0.00 $0.00 $0.00 Clearing /Grubbing /Removal, trees $ 7,718.40 Acre $0.00 $0.00 $0.00 $0.00 Excavation - bulk $ 1.30 CY $0.00 $0.00 1,000 $1,300.00 $0.00 Excavation - Trench $ 3.53 CY 50 $176.50 $0.00 100 $353.00 $0.00 Fencing, cedar, 6' high $ 16.13 LF $0.00 $0.00 $0.00 $0.00 Fencing, chain link, vinyl coated, 6' high $ 11.69 LF $0.00 $0.00 $0.00 $0.00 Fencing, chain link, gate, vinyl coated, 20' $ 1,105.92 Each $0.00 $0.00 $0.00 $0.00 Fencing, split rail, 3' high $ 10.54 LF $0.00 $0.00 $0.00 $0.00 Fill & Compact - common barrow $ 19.63 CY $0.00 $0.00 $0.00 $0.00 Fill & Compact - gravel base $ 22.16 CY $0.00 $0.00 $0.00 $0.00 Fill & Compact - screened topsoil $ 32.91 CY $0.00 $0.00 $0.00 $0.00 Gabion, 12" deep, stone filled mesh $ 47.23 SY $0.00 $0.00 $0.00 $0.00 Gabion, 18" deep, stone filled mesh $ 65.09 SY $0.00 $0.00 $0.00 $0.00 Gabion, 36" deep, stone filled mesh $ 115.20 SY $0.00 $0.00 $0.00 $0.00 Grading, fine, by hand $ 1.76 SY $0.00 $0.00 $0.00 $0.00 Grading, fine, with grader $ 0.83 SY $0.00 $0.00 2,855 $2,369.65 $0.00 Monuments, 3' long $ 117.50 Each $0.00 $0.00 $0.00 $0.00 Sensitive Areas Sign $ 2.50 Each $0.00 $0.00 $0.00 $0.00 Sodding, 1" deep, sloped ground $ 6.49 SY $0.00 $0.00 $0.00 $0.00 Surveying, line & grade $ 685.44 Day $0.00 $0.00 1 $685.44 $0.00 Surveying, lot location /lines $ 1,353.60 Acre $0.00 $0.00 $0.00 $0.00 Traffic control crew (2 flaggers) $ 74.07 HR $0.00 $0.00 $0.00 $0.00 Trail, 4" crushed cinder $ 6.60 SY $0.00 $0.00 $0.00 $0.00 Trail, 4" top course $ 7.24 SY $0.00 $0.00 $0.00 $0.00 Trail, 4" top course $ 7.12 SY $0.00 $0.00 $0.00 $0.00 Wall, retaining, rockery w /earthwork $ 38.40 SF $0.00 $0.00 $0.00 $0.00 Wall, rockery $ 8.25 SF $0.00 $0.00 $0.00 $0.00 v ment Bond Site Improvement Quantity e d Qua tity SUBTOTAL $547.50 *KCC 27A authorizes only one bond S: PUBLIMUSDILUIS\ http: l/ www .metrokc.gov /ddes/lusd/cad/SBQWS Page 3 of 10 $0.00 $ 5,450.09 $0.00 Unit prices updated 12/97 Version: 1/28/99 Site Improvement Bond Quantity Worksheet SUBTOTAL $3,537.90 *KCC 27A authorizes only one bond S:PUBLIC\LUSD\ LUISl http:// www .metrokc.gov /ddes/lusd/cad/SBQWS Page 4 of 10 $0.00 $3,656.29 $0.00 Unit prices updated 12/97 Version: 1/28/99 .:• Y � ^ ieY (. ...� w?r+: ^.J',,c.-,, i _ - � z'�' ",^t^ -t as �' �' fsa_F3.� .. rg Existi. _ t. Ripht of Way '1 - ..r1., Y - � ' � ' ur fOsTubic .-. S RQad;linpr ,7.n'' &'D ra, ,. ..:5. �!!!�'.�. r: l � . a " h . `= vati <.. • ,.Y. .,. �2r < '> l , �✓,'. < !� Pri 4' �:'t7 � .�T,yrt. 3;�mpr egts. '3 :.. . ' rix+ j a%.u;.�' -a . ' _ , ��-,,,'�`-��:�.�� « =° :+;,r;' ar, Bond Redu/�tion _ J . `- . k'+y" '#t V f• �ti�- "'7 �..d Y L ':� -e ..( -t.. .,.N.. . Si:' S: t ✓{.' `�.:-�_ �,�.,,,�.,.�_... .�,;• y.�, `:a_n�. �i 'Ln` < � . r.. , s' >. ...�. F BCIlIL18S� -: k y ' ^ " .. . o. ..«.L > U ni['Pnce . - .. x Unit .; 5 ?� 'Quant._ .1 '_, .E ^4' . Cost ., _•fi..3.s. -.� .. :1.3f x . fart. - : Qu art. k = {•:x`o� ='.1 d_. Y E „ t � �, ; . : !.P•C:'ki� _ � CoiY ^. x , YS% r " r `� .. <.'; want: ate` . �..�.: r9 •. - :. . �. . ,, Gosr =� . y �F.��ti�,. +tc�,... (roltiipMt • � I'�' .' % L , J ROAD IMPROVEMENT _ -:< =. - - ;� °�; )_,-� =°� -- : ;. . .�...'. Qa °- �.I iC f �'h..ti.' d i . .i! . . . . .. ., s Y - .1+ '<�'� '. �'. �` fis' !'. y * .i'rryT.�;nsi`..d. *: -w' >� •'b+ .. ?i3:SL'P`� .F .: = �+W- AC grinding, 4' wide machine <1000sy $ 20.00 SY _ ... $0.00 $0.00 ,i $0.00 ... $0.00 AC Grinding, 4' wide machine 1000- 2000sy $ 5.00 SY $0.00 $0.00 $0.00 $0.00 AC Grinding, 4' wide machine >2000 sy $ 1.20 SY $0.00 $0.00 $0.00 $0.00 AC Removable /Disposal /Repair $ 35.77 SY $0.00 $0.00 $0.00 $0.00 Barricade, type I $ 26.11 LF $0.00 $0.00 $0.00 $0.00 Barricade, type Ill (Permanent) $ 39.17 LF $0.00 $0.00 $0.00 $0.00 Curb & Gutter, rolled $ 11.54 LF $0.00 $0.00 $0.00 $0.00 Curb & Gutter, vertical $ 8.43 LF 125 $1,053.75 $0.00 125 $1,053.75 $0.00 Curb & Gutter, demolition and disposal $ 11.81 LF $0.00 $0.00 70 $826.70 $0.00 Curb, extruded asphalt $ 2.12 LF $0.00 $0.00 $0.00 $0.00 Curb, extruded concrete $ 2.23 LF $0.00 $0.00 330 $735.90 $0.00 Sawcut, asphalt, 3" depth $ 1.61 LF 135 $217.35 $0.00 70 $112.70 $0.00 Sawcut, concrete, per 1" depth $ 1.47 LF $0.00 $0.00 $0.00 $0.00 Sealant, asphalt $ 0.86 LF 135 $116.10 $0.00 70 $60.20 $0.00 Shoulder, AC (see AC road unit price) SY $0.00 $0.00 $0.00 $0.00 Shoulder, gravel, 4" thick $ 6.55 SY $0.00 $0.00 $0.00 $0.00 Sidewalk, 4" thick $ 26.54 SY 80 $2,123.20 $0.00 30 $796.20 $0.00 Sidewalk, 4" thick, demolition and disposal $ 24.11 SY $0.00 $0.00 $0.00 $0.00 Sidewalk, 5" thick $ 30.38 SY $0.00 $0.00 $0.00 $0.00 Sidewalk, 5" thick, demolition and disposal $ 30.13 SY $0.00 $0.00 $0.00 $0.00 Sign, handicap $ 74.16 Each $0.00 $0.00 $0.00 $0.00 Striping, per stall $ 5.06 Each $0.00 $0.00 14 $70.84 $0.00 Striping, thermoplastic, (for crosswalk) $ 2.07 SF $0.00 $0.00 $0.00 $0.00 Striping 4" reflectorized line $ 0.22 LF 125 $27.50 $0.00 $0.00 $0.00 Site Improvement Bond Quantity Worksheet SUBTOTAL $3,537.90 *KCC 27A authorizes only one bond S:PUBLIC\LUSD\ LUISl http:// www .metrokc.gov /ddes/lusd/cad/SBQWS Page 4 of 10 $0.00 $3,656.29 $0.00 Unit prices updated 12/97 Version: 1/28/99 t �' �=, •-� 'h. _ f.. _-� -S`. ` '�' ,-�•}, ",.� = t� _ .: .F : i,t 4�� tr � �, %��r* Existin 8 ,.;a.. :. Hi ht = a W �: � � .l� ,..,_ . Y� .�r " � x1 " _: �,•+ 1=. = .' ::Futur. Public;;: ; fir, - ... rte'. sa3•sa:: =.-44 m Road: lrlents� '- _ ... P_ vet rte'. • . rain d:Facil S ° L; �> tVete , � 3. t x =:-*k. ^.,.T_fYrr.:. is .1 1vs .I e . ,�.< •�.• r 1!. . '`d .r. Re +, s;.'^ '�7`; `� ^� k � nd4iifductio _<. = c� = = �r;. pi ` • ! J " : ` - �:�-:���`� .x. 'w y ,. . d 4.r'n"'fif_ s.r-:w.a. ,. . . #.� �;a%Sir'y ?5, '�.��?ryS'F;r A^:� y x 7 <q -4 �Y _<. � `:<• ._ VI.: '�> `4?F - S : 6. .;ter- -3 U n es- : z.t .r �. - �U nrt' n =` n = . 1. _ l -Quant :4lt • � Y y v "' ! ` + `.c . ,.. , Cost :y a s ' r? i.:'� --q5' :• +..:%: n J.r ; Quantti'F Y y K ' _. fi ?. :.; . �. .. -1 :r� _ COSt : r :. � �Quant , :t :t - _ 7:t ' Cost ; .r. -y. s= �- . . ; :1 � 1 4t:, 1 �' .. ContOit . .j - c, t'F• " � . C ost ROAD SURFACIN " G= 4���ock�� 54 ease &'1� to =course .: r 93_KC F RS° 65 �R k �` - "- 5� � . o sa .. ' ?� .; . � s } $0.00 For KCRS '93, (additional 2.5" base) add: $ 3.13 SY $0.00 $0.00 $0.00 AC Overlay, 1.5" AC $ 6.43 SY $0.00 $0.00 $0.00 $0.00 AC Overlay, 2" AC $ 7.61 SY $0.00 $0.00 $0.00 $0.00 AC Road, 2 ", 4" rock, First 2500 SY $ 14.99 SY $0.00 $0.00 $0.00 $0.00 AC Road, 2" 4" rock, Qty. over 2500 SY $ 11.62 SY $0.00 $0.00 $0.00 $0.00 AC Road, 3 ", 4" rock, First 2500 SY $ 17.12 SY $0.00 $0.00 $0.00 $0.00 AC Road, 3 ", 4" rock, Qty. over 2500 SY $ 13.75 SY 122 $1,677.50 $0.00 $0.00 $0.00 AC Road, 5 ", First 2500 SY $ 12.67 SY $0.00 $0.00 $0.00 $0.00 AC Road, 5 ", Qty. Over 2500 SY $ 12.12 SY $0.00 $0.00 $0.00 $0.00 AC Road, 6 ", First 2500 SY $ 14.57 SY $0.00 $0.00 $0.00 $0.00 AC Road 6 ", Qty. Over 2500 SY $ 14.02 SY $0.00 $0.00 $0.00 $0.00 Asphalt Treated Base, 4" thick $ 8.01 SY $0.00 $0.00 $0.00 $0.00 Gravel Road, 4" rock, First 2500 SY $ 9.92 SY $0.00 $0.00 $0.00 $0.00 Gravel Road, 4" rock, Qty. over 2500 SY $ 6.55 SY $0.00 $0.00 $0.00 $0.00 PCC Road, 5 ", no base, over 2500 SY $ 18.70 SY $0.00 $0.00 $0.00 $0.00 PCC Road, 6" no base, over 2500 SY $ 19.02 SY $0.00 $0.00 $0.00 $0.00 Thickened Edge $ 5.99 LF $0.00 $0.00 $0.00 $0.00 1 egik *KCC 27A authorizes only one bond Site Improvement Bond Quantity Worksheet SUBTOTAL $1,677.50 $0.00 $0.00 $0.00 Unit prices updated 12/97 S: PUBUCILUSDILUISIhttp:// www .metrokc.gov /ddesllusd/cad/SBQWS Page 5 of 10 Version: 1/28/99 ' . - - - .. . _ ... _.. ''_= ...,,tt.� _.+5 � v _ ... fi: Existin _ Ri ht-of=Wa - Future.P�b� •_ 'T'' lic Road lm ovements & ,Drainage Facilities ! J . , -- 'Improvements Private ; �� .� t . ^ u v� r, �,, =: y, ',Bond-6eduction' > : .:7. `:^NM:.��.e`.t. yi ..s. �. ' ;uw 45: -- z . : - -Unit Pride � ..E -. - � Unit �Quant. ' Cost k i Quant..1:...= i - 'S -. <„' 7 }:" Jr. .,. tF . ( d . Cosh .Kw `• f C f.._. j :: Quarif� 7b,,^ i a. _r . _ L ^ - "z•, '`r'.Sw,{ - Qua L:::.,:-,:-, ._.:. .- WYE �G?inplbt� 't`-L r:: ' ::a `L'w':;T' ; 5;: z:< 1-7,;-1-=,.:-c - `L": t�. DRAINAGE : (CPP: = Corrugated Plastic P'pe,:N12, or,Equi■alent) For Culvert prices: Average ilf 4'. cover was assumed Assume perforatedPVC;is same pnce sol.W .. - .,. . : p ipe: . � ._ .. � �f � _.. ,..., ...�>, �u�� � �.�� - • . _.. _. _. Access Road, RID $ 14.56 SY $0.00 $0.00 $0.00 $0.00 Bollards - fixed $ 209.34 Each $0.00 $0.00 4 $837.36 $0.00 Bollards - removable $ 393.34 Each $0.00 ' $0.00 $0.00 $0.00 * (CBs include frame and lid) CB Type I $ 1,093.60 Each 1 $1,093.60 $0.00 6 $6,561.60 $0.00 CB Type IL $ 1,246.60 Each $0.00 $0.00 $0.00 $0.00 CB Type II, 48" diameter $ 1,768.32 Each $0.00 $0.00 $0.00 $0.00 for additional depth over 4' $ 379.58 FT $0.00 $0.00 $0.00 $0.00 CB Type II, 54" diameter $ 1,906.56 Each $0.00 $0.00 1 $1,906.56 $0.00 for additional depth over 4' $ 423.07 FT $0.00 $0.00 11 $4,653.77 $0.00 CB Type H, 60" diameter $ 2,044.80 Each $0.00 $0.00 1 $2,044.80 $0.00 for additional depth over 4' $ 466.56 FT $0.00 $0.00 11 $5,132.16 $0.00 CB Type II, 72" diameter $ 2,793.60 Each $0.00 $0.00 $0.00 $0.00 for additional depth over 4' $ 601.92 FT $0.00 $0.00 $0.00 $0.00 Through -curb Inlet Framework (Add) $ 318.34 Each $0.00 $0.00 $0.00 $0.00 Cleanout, PVC, 4" $ 113.52 Each $0.00 $0.00 $0.00 $0.00 Cleanout, PVC, 6" $ 152.09 Each $0.00 $0.00 3 $456.27 $0.00 Cleanout, PVC, 8" $ 194.95 Each $0.00 $0.00 $0.00 $0.00 Culvert, PVC, 4" $ 7.51 LF $0.00 $0.00 $0.00 $0.00 Culvert, PVC, 6" $ 10.96 LF $0.00 $0.00 230 $2,520.80 $0.00 Culvert, PVC, 8" $ 11.59 LF $0.00 $0.00 $0.00 $0.00 Culvert, PVC, 12" $ 18.93 LF $0.00 $0.00 $0.00 $0.00 Culvert, CMP, 8" $ 15.00 LF $0.00 $0.00 $0.00 $0.00 Culvert, CMP, 12" $ 23.00 LF $0.00 $0.00 $0.00 $0.00 Culvert, CMP, 15" $ 28.46 LF $0.00 $0.00 $0.00 $0.00 Culvert, CMP, 18" $ 32.82 LF $0.00 $0.00 $0.00 $0.00 Culvert, CMP, 24" $ 46.37 LF $0.00 $0.00 $0.00 $0.00 Culvert, CMP, 30" $ 62.13 LF $0.00 $0.00 $0.00 $0.00 Culvert, CMP, 36" $ 97.49 LF $0.00 $0.00 $0.00 $0.00 Culvert, CMP, 48" $ 122.46 LF $0.00 $0.00 $0.00 $0.00 Culvert, CMP, 60" $ 204.74 LF $0.00 $0.00 $0.00 $0.00 Culvert, CMP, 72" $ 263.11 LF $0.00 $0.00 $0.00 $0.00 Site Improve ment Bond Quantity Worksheet SUBTOTAL $1,093.60 *KCC 27A authorizes only one bond S: PUBLICI LUSDI LUISIhttp:// www .metrokc.gov /ddes/Iusd/cad/SBQWS Page 6 of 10 $ 0.00 $24,113.32 $0.00 Unit prices updated 12/97 Version: 1/28/99 - _ - mss'` ;y�•'i xry:. , - , -� r mss." 'r= ;, E xistin , ` Right-of -Wa _ Q Y Fut "�PUblic'‘ ; �� F. Road <I ov`� ants _'; gi p► end & e;Facilities P "ate. r ti '"'• 4"'tJ - "+ . z-k , . = ;. Im p r -,,. rx _ x .1-t { , n r • Bond�Reductiorr" „ •,, . ;•'.<" ,� . Fs" <v � -y. � � < fir' � �-� s = r : . >. v , . x_f: ,»r E-l-.LL*+l? ..::�: cal„ U nitrt Price'' {{ w•t. d 7j''s,:: �: •i - . , f'. Unit `4 _ i i Quart. ii ) . ",! . - �:t l Cost -:c' Ta i t St 'a yi ,f e - `1;:rF,°fi �' ll : `4" � y.'.:• • Quanta 1- ` _.. Cost 5.... .r- � .. ff i .' �fL v: :. ' �C :ti. �r ' >+.. ' Vii?£ ^ }- `Quar al Cosh= . ;- r.'r? _ r: r ci ti � x 't .Compl . = ;hi% k'.74� .:��S ��. ,, ��. .. >.- ti.;Yi`+.n�`'' w< =Goer " "t*. i- :`' :,r,' > :..r. . - : :o;.,.. DRAINAGE CONTINUED - - . _ . :.,x ..:.v - war t x n.:rt 1 ss •F, °` .:C',��?"y .;s,w i - �`.r.^=•.r`.:« : j • ar . :r -,c" _ ' f,T :w„... x ` ,.: -.-,� o i . ' ;vnli4.� ' <.,. =; '�. .�. - �'a. >',';^ :'r `� a . , Culvert, Concrete, 8" $ 18.28 LF 41 $749.48 $0.00 $0.00 $0.00 Culvert, Concrete, 12" $ 26.13 LF $0.00 $0.00 $0.00 $0.00 Culvert, Concrete, 15" $ 32.47 LF $0.00 $0.00 $0.00 $0.00 Culvert, Concrete, 18" $ 38.70 LF $0.00 $0.00 $0.00 $0.00 Culvert, Concrete, 24" $ 53.10 LF $0.00 $0.00 $0.00 $0.00 Culvert, Concrete, 30" $ 90.59 LF $0.00 $0.00 $0.00 $0.00 Culvert, Concrete, 36" $ 119.68 LF $0.00 $0.00 $0.00 $0.00 Culvert, Concrete, 42" $ 137.76 LF $0.00 $0.00 $0.00 $0.00 Culvert, Concrete, 48" $ 152.99 LF $0.00 $0.00 $0.00 $0.00 Culvert, CPP, 6" $ 9.30 LF $0.00 $0.00 $0.00 $0.00 Culvert, CPP, 8" $ 14.00 LF $0.00 $0.00 311 $4,354.00 $0.00 Culvert, CPP, 12" $ 18.00 LF $0.00 $0.00 133 $2,394.00 $0.00 Culvert, CPP, 15" $ 20.00 LF $0.00 $0.00 $0.00 $0.00 Culvert, CPP, 18" $ 24.00 LF $0.00 $0.00 $0.00 $0.00 Culvert, CPP, 24" $ 32.00 LF $0.00 $0.00 $0.00 $0.00 Culvert, CPP, 30" $ 42.00 LF $0.00 $0.00 $0.00 $0.00 LF Culvert, CPP, 36" $ 48.00 LF $0.00 $0.00 $0.00 $0.00 Ditching $ 7.03 CY $0.00 $0.00 $0.00 $0.00 Flow Dispersal Trench (1,435 base +) $ 22.60 LF $0.00 $0.00 $0.00 $0.00 French Drain (3' depth) $ 19.65 LF $0.00 $0.00 $0.00 $0.00 Geotextile, laid in trench, polypropylene $ 2.09 SY $0.00 $0.00 $0.00 $0.00 Infiltration pond Testing $ 65.00 HR $0.00 $0.00 $0.00 $0.00 Mid -Tank Access Riser, 48" dia, 6' deep $ 1,396.00 Each $0.00 $0.00 1 $1,396.00 $0.00 Pond Overflow Spillway $ 12.18 SY $0.00 $0.00 $0.00 $0.00 Restrictor /Oil Separator, 12" $ 908.86 Each $0.00 $0.00 1 $908.86 $0.00 Restrictor /Oil Separator, 15" $ 952.66 Each $0.00 $0.00 $0.00 $0.00 Restrictor /Oil Separator, 18" $ 996.66 Each $0.00 $0.00 $0.00 $0.00 Riprap, placed $ 33.98 CY $0.00 $0.00 $0.00 $0.00 Tank End Reducer (36 "diameter) $ 870.00 Each $0.00 $0.00 2 $1,740.00 $0.00 Trash Rack, 12" $ 184.32 Each $0.00 $0.00 $0.00 $0.00 Trash Rack, 15" $ 206.32 Each $0.00 $0.00 $0.00 $0.00 Trash Rack, 18" $ 233.82 Each $0.00 $0.00 $0.00 $0.00 Trash Rack, 21" $266.82 Each $0.00 $0.00 $0.00 $0.00 Site Improvement Bond Quantity Worksheet p y SUBTOTAL $749.48 *KCC 27A authorizes only one bond S:PUBLICILUSDI LUIS1 http:// www .metrokc.gov /ddes/Iusd/cad/SBQWS Page 7 of 10 $0.00 $10,792.86 $0.00 Unit prices updated 12/97 Version: 1/28/99 , :; } ..�.. •�. „:.. ��' .:Cv .„:7.5- <Y: .,C .'C e .s ,i_ .. ^.5,= ,.r-�6 ? s - ""•u ri, . w:., ' s '. 'fi' ........ ti Eic is ti n '. ;`3 Right - of VYay - _ «.. ^.- .. -, 4 ...._ ,L:.T`�:. ...-: r'". uturFe?PubG iY. Road Improvements 5. , &;D rain 0Fac jes , t' .. � � =Prix ®te x . l''. � '.. i.. � y.y h'ti .. i.':r Impro ements P t .,iF l , R};.�: , ;�;;� .,2:: tft '.n b � .< •. _..�. 'Bond eduction. �. 'i�� R W�• � b .y.. t "_ l f�'*�.� y ;.� : ::= ;4"_ %h��`.^ , • �.:'� 'ia -x�i.. -✓, ;...e r a' d x { �.,.:i_ ...-- ...rs'... �' ^c' bx .d �' . , . - i.. 4. - - .. ij .=: .<,. ,.' ti `l .� . ... . � =�., ;i .. � _. �Y' Y l e �L1nirPflce - '.Y �: .. -•Unit J! e' : ,`.�< = Quant: I _a�'. ✓-^` K - r . Cost � _ � : `_f:.. sY "�: � ll .Qiiant.� r " :• ^.F+t R .�} ^ �,....^a�.r* + 6'7 �: }` ', ,_�.- tC��:�-:- [ ....fi - . xOlian °1= o f : 4 �'} w ti �!t Y < ?� �<,Cost _ ,- : 4:441.I atr S em= ..sr �`iii'a� l� n1. '.ij ,�' , Y` x1 "` �• " z -RN Ccst ��.e��,� PARKING LOTS- SURFACING : : h FT 3t✓�Y ^: ka. _..a 'i`F%k' °�'"'F• • ;Y... ' �_:y�F ., . .. :. � �: �..: ;, tY: "• �ya: �: .uS:3�'�;SAiYS.Q s�:•t`r1A'�.`.^'P -.t �t s � � ��5�� _ '�� .. 2" AC, 2" top course rock & 4" borrow $ 13.77 SY $0.00 $0.00 _ _. $0.00 $0.00 2" AC, 1.5" top course & 2.5" base course $ 14.99 SY $0.00 $0.00 2,500 $37,475.00 $0.00 4" select borrow $ 3.96 SY $0.00 $0.00 $0.00 $0.00 1.5" top course rock & 2.5" base course $ 9.92 SY $0.00 $0.00 $0.00 $0.00 _ ,: h :WRITE -IN ITEMS: .v' � kY _.. - .: �r- ` t :- :. � - r - ' " . h l : -; � 7..< r: X... . fir. 7.; �a� ...r, ,S.,a � 3 . ' r °_.F .y.'.. }� 3 3 e - - _ �+�;' : MS. - ! ; 4 �: 4 • - : *om . 'JF�F1". ° bT ivaaw rs Wet tank $15,950.00 $0.00 $0.00 1 $15,950.00 $0.00 Concrete swale $ 275.00 $0.00 $0.00 ' 2 $550.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 *KCC 27A authorizes only one bond Site Improvement Bond Quantity Worksheet SUBTOTAL $0.00 SUBTOTAL (SUM ALL PAGES) $7,605.98 $0.00 $0.00 $53,975.00 $97,987.56 30% CONTINGENCY & MOBILIZATION: $2,281.79 $0.00 $29,396.27 GRAND TOTAL: COLUMN: $9,887.77 $0.00 $127,383.83 COLUMN: B C D E $0.00 $0.00 $0.00 $0.00 Unit prices updated 12/97 S: PUBLICILUSDILUISIhttp:// www. metrokc.gov /ddes/Iusd/cad/SBQWS Page 8 of 10 Version: 1/28/99 Original bond computations prepared by: Name: Jerry "Jake" Jacobs Date: February 15, 2000 PE Registration Number: 27694 Tel. #: (425) 251 -6222 Firm Name: Barghausen Consulting Engineers, Inc. Address: 18215 72nd Avenue South Kent, WA 98032 Stabilization /Erosion Sediment Control (ESC) Existing Right -of -Way Improvements Future Public Road Improvements Private Improvements Site Improvement Bond Quantity Worksheet (A +B +C +D) =TOTAL (T) PERFORMANCE BOND AMOUNT SITE RESTORATION BOND (First $7,500 of bond shall be cash.) RIGHT -OF -WAY TOTAL RIGHT-OF-WAY SITE RESTORATION BOND" (First 47,500 of bond shall be cash.) PERFORMANCE BOND TOTAL AFTER BOND Column (A) $ (B) $ (C) $ (D) $ *NOTE: The word "bond" is used to represent any financial guarantee acceptable to King County. "NOTE: KCC 27A authorizes bonds to be combined when both are required. PERFORMANCE BOND AMOUNT Minimum bond amount is $1000. PUBLIC ROAD IMPROVEMENTS & DRAINAGE FACILITIES MAINTENANCE /DEFECT BOND* AMOUNT (B +C) X 0.25 = $ NAME OF PERSON PREPARING BOND REDUCTION Date: *KCC 27A authorizes only one bond Unit prices updated 12/97 S: PUBLICILUSD\ LUISlhttp:// www .metrokc.gov/ddes/lusd/cad/SBQWS Page 9 of 10 Version: 1/28/99 , Maintenance Component Storage Area Catch Basins APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.3 CLOSED DETENTION SYSTEMS (PIPES/TANKS) Defect Debris and Sediment Joints Between Tank/Pipe Section Tank Pipe Bent Out of Shape Cover Not in Mace Locking Mechanism Not Working Cover Difficult to Remove Ladder Rungs Unsafe Conditions When Maintenance is Needed Accumulated sediment depth exceeds 10% of the diameter of the storage area for 14 length of storage vault or any point depth exceeds 15% of diameter. Example: 72 -inch storage tank would require deaning when sediment reaches depth of 7 inches for more than 14 length of tank. Any crack allowing material to be transported into facility Any part of tank/pipe is bent out of shape more than 10% of its design shape Cover is missing or only partially in place. Any open manhole requires maintenance. Mechanism cannot be opened by one maintenance person with proper tools. Bolts into frame have less than 14 inch of thread (may not apply to self - locking lids.) • One maintenance person cannot remove lid after applying 80ibs of hit. intent is to keep cover from sealing off access to maintenance. • King County Safety Office and/or maintenance person judges that ladder is unsafe due to missing rungs, misalignment, rust, or cracks. Results Expected When Maintenance is Performed Plugged Air Vents One -half of the cross section of a vent is blocked at Vents free of debris and any point with debris and sediment sediment See "Catch Basins" Standards No. 5 All sediment and debris removed from storage area. All joint between tank /pipe sections are sealed Tank/ pipe repaired or replaced to design. Manhole is dosed. Mechanism opens with proper tools. Cover can be removed and reinstalled by one maintenance person. Ladder meets design standards allows maintenance person safe access. See "Catch Basins" Standards No. 5 1998 Surface Water Design Manual 9/1/98 A -3 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Maintenance Component General Overflow Pipe Manhole Catch Basin 9/1/98 NO.4 - CONTROL STRUCTURE/FLOW RESTRICTOR Defect Trash and Debris (Includes Sediment) Structural Damage Obstructions Obstructions Condition When Maintenance is Needed Distance between debris build -up and bottom of orifice plate is less than 1 -12 feet. Structure is not securely attached to manhole wall and outlet pipe structure should support at least 1,000 lbs of up or down pressure. Structure is not in upright position (allow up to 10% from plumb). Connections to outlet pipe are not watertight and show signs of rust. Any holes —other than designed holes —in the structure. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate cannot be moved up and down by one maintenance person. Chain leading to gate is missing or damaged. Gate is rusted over 50% of its surface area. Orifice Plate Damaged or Missing Control device is not working property due to missing, out of place, or bent orifice plate. Any trash, debris, sediment, or vegetation blocking the plate. Any trash or debris blocking (or having the potential of blocking) the overflow pipe. See "Closed Detention Systems' Standards No. 3 See *Catch Basins Standards No. 5 A-4 Results Expected When Maintenance is Performed All trash and debris removed. Structure securely attached to wall and outlet pipe. Structure in correct position. Connections to outlet pipe are water tight; structure repaired or replaced and works as designed. Structure has no holes other than designed holes. Gate is watertight and works as designed. Gate moves up and down easily and is watertight. Chain is in place and works as designed. Gate is repaired or replaced to meet design standards.. Plate is in place and works as designed. Plate is free of all obstructions and works as designed. Pipe is free of all obstructions and works as designed. See *Closed Detention Systems' Standards No. 3 See 'Catch Basins' Standards No. 5 1998 Surface Water Design Manual C Maintenance Component General APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.5 - CATCH BASINS Defect Trash & Debris (Includes Sediment) Cracks in Basin Walls/ Bottom Sediment/ Misalignment Conditions When Maintenance is Needed Results Expected When Maintenance is performed Trash or debris of more than 1/2 cubic foot which is No Trash or debris located located immediately in front of the catch basin immediately in front of catch opening or is blocking capacity of the basin by basin opening. more than 10% Trash or debris (in the basin) that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking more than 1/3 of its height. • Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in volume Structure Damage to Corner of frame extends more than 3/4 inch past Frame is even with curb. Frame and/or Top Slab curb face into the street (If applicable). Top slab has holes larger than 2 square inches or cracks wider than 1/4 inch (intent is to make sure all material is running into basin). Frame not sitting flush on top slab, i.e., separation of more than 3/4 inch of the frame from the top slab. Cracks wider than 1/2 inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer than 1 foot at the joint of any inlet/ outlet pipe or any evidence of soil particles entering catch basin through cracks. Basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. No trash or debris in the catch basin. Inlet and outlet pipes free of trash or debris. No dead animals or vegetation present within the catch basin. No condition present which would attract or support the breeding of insects or rodents. Top slab is free of holes and cracks. Frame is sitting flush on top slab. Basin replaced or repaired to design standards. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Basin replaced or repaired to design standards. 1998 Surface Water Design Manual 9/1/98 A -S c Maintenance Component APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Catch Basin Cover Ladder Metal Grates (If Applicable) Maintenance Components General Metal NO.5 - CATCH BASINS (CONTINUED) Defect Vegetation Pollution Cover Not in Place' Locking Mechanism Not Working Cover Difficult to Remove Ladder Rungs Unsafe Trash and Debris Damaged or Missing. Conditions When Maintenance is Needed Fire Hazard Presence of chemicals such as natural gas, oil and gasoline. Vegetation growing across and blocking more than 10% of the basin opening. Vegetation growing in inlet/outlet pipe joints that is more than six inches tall and less than six inches apart. Nonflammable chemicals of more than 1/2 cubic foot per three feet of basin length. Cover is missing or only partially in place. Any open catch basin requires maintenance. Mechanism cannot be opened by on maintenance person with proper tools. Bolts into frame have less than 1/2 inch of thread. One maintenance person cannot remove lid after applying 80 lbs. of lift; intent is keep cover from sealing off access to maintenance. Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Grate with opening wider than 7/8 inch. Trash and debris that is blocking more than 20% of grate surface. Grate missing or broken member(s) of the grate. NO.6 DEBRIS BARRIERS (E.G., TRASH RACKS) Defect Condition When Maintenance is Needed Trash and Debris Trash or debris that is plugging more than 20% of the openings in the barrier. Damaged/ Missing Bars are bent out of shape more than 3 inches. Bars. Bars are missing or entire barrier missing. Bars are loose and rust is causing 50% deterioration to any part of barrier. Results Expected When Maintenance is performed No flammable chemicals present. No vegetation blocking opening to basin. No vegetation or root growth present. No pollution present other than surface film. Catch basin cover is closed Mechanism opens with proper tools. Cover can be removed by one maintenance person. Ladder meets design standards and allows maintenance person safe access. Grate opening meets design standards. Grate free of trash and debris. Grate is in place and meets design standards. Results Expected When Maintenance is Performed. Barrier dear to receive capacity flow. Bars in place with no bends more than 3/4 inch. Bars in place according to design. Repair or replace barrier to design standards. 9/1/98 1998 Surface Water Design Manual A•6 e t C Maintenance Component Pipes General y''' �S .��Snr�`t�'rY: ✓.'�S'fi'vF <i„aet Open Ditches Catch Basins Debris Barriers (e.g., Trash Rack) Maintenance Component Trees and Shrubs APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 10 - CONVEYANCE SYSTEMS (PIPES & DITCHES) Defect Vegetation Damaged Rock Lining Out of Place or Missing (If Applicable). NO. 11 - GROUNDS (LANDSCAPING) Defect Weeds (Nonpoisonous) Safety Hazard Trash or Litter Damaged 1998 Surface Water Design Manual Conditions When Maintenance Is Needed Sediment & Debris Accumulated sediment that exceeds 20% of the diameter of the pipe. Vegetation that reduces free movement of water through pipes. Protective coating is damaged; rust is causing more than 50% deterioration to any part of pipe. Any dent that decreases the cross section area of pipe by more than 20%. Trash & Debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Sediment Accumulated sediment that exceeds 20 % of the design depth. Vegetation Vegetation that reduces free movement of water through ditches. Erosion Damage to See "Ponds' Standard No. 1 Slopes Maintenance person can see native soil beneath the rock lining. See "Catch Basins: Standard No. 5 See "Debris Barriers' Standard No.6 Conditions When Maintenance is Needed Weeds growing in more than 20% of the landscaped area (trees and shrubs only). Any presence of poison ivy or other poisonous vegetation. Paper, cans, bottles, totaling more than 1 cubic foot within a landscaped area (trees and shrubs only) of 1,000 square feet. Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees or shrubs that have been blown down or knocked over. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. A -9 Results Expected When Maintenance is Performed Pipe cleaned of all sediment and debris. All vegetation removed so water flows freely through pipes. Pipe repaired or replaced. Pipe repaired or replaced. Trash and debris cleared from ditches. Ditch cleaned/ flushed of all sediment and debris so that it matches design. . Water flows freely through ditches. See 'Ponds" Standard No.1 Replace rocks to design standards. See ''Catch Basins' Standard No. 5 See "Debris Barriers" Standard No. 6 Results Expected When Maintenance is Performed Weeds present in less than 5% of the landscaped area. No poisonous vegetation present in landscaped area. Area clear of litter. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Tree or shrub in place free of injury. Tree or shrub in place and adequately supported; remove any dead or diseased trees. 9/1/98 c: Wetvault APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 13. -WATER QUALITY FACILMES (CONTINUED D.) Wetvaults Maintenance Defect Component Trash/ Debris Accumulation Sediment Accumulation in Vault Damaged Pipes Access Cover Damaged/ Not Working Vault Structure Damaged Reifies Access Ladder Damage 1998 Surface Water Design Manual Condition When Maintenance is Needed Trash and debris accumulated in vault, pipe or inlet outlet, (includes floatables and non - fioatables). Sediment accumulation in vault bottom that exceeds the depth of the sediment zone plus 6- inches. Inlet/ outlet piping damaged or broken and in need of repair. Cover cannot be opened or removed, especially by one person. Vault Cracks wider than 1/2 -inch and any evidence of soil particles entering the structure through the cracks, or maintenance/ inspection personnel determines that the vault is not structurally sound. Baffles corroding, cracking, warping and/or showing signs of failure as determined by maintenance/ inspection staff. Ladder is corroded or deteriorated, not functioning properly, missing rungs, has cracks and/ or • misaligned. A -13 Results Expected When Maintenance is Performed Trash and debris removed from vault. Removal of sediment from vault. Pipe repaired and/ or replaced. Pipe repaired or replaced to proper working specifications. No cracks wider than 1 /4-inch at the joint of the inlet! outlet pipe. Vault is determined to be structurally sound. Repair or replace baffles to specifications. Ladder replaced or repaired to specifications, and is safe to use as determined by inspection personnel. 9/1/98 Anita Westeren Hot Mix. Pavers 4400 South 131st Place Tukwila, WA 98188 City of Tukwila Steven M Mullet, Mayor Department of Community Development Steve Lancaster, Director Dear Ms. Westeren: This letter hereby authorizes the release of the bond referenced above in the amount of $386.00 for the landscape maintenance for the Hot Mix Paver's project located at 4400. South 136th Place. I have enclosed a copy of the bond for your reference. If you should have any questions, please contact our office at (206)431 -3672. Sincerely, Release of Bond Bond No. 81SB103645407BCM Brenda Holt. Permit Coordinator encl xc: D99 -0417 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206.431.3665 s r. i i N '1 -< .to be filled.:ir b <develo r / authorized b C1tr <: -. �. NAME OF DEVELOPMENT: /to r p2-3c / c)5-72S, � DEVELOPMENT ADDRESS: y4<0 p ao ez:r CASH ASSIGNMENT NAME: pl.4 y- /26 r0 gdE�S (�, TEL. NO. _ e_o/ D(� SHALL BE REFUNDED BY MAILING TO: (please print) CITY /STATE/ZIP -7 , , / Qom/ RECEIVED DESCRIPTION OF ITEMS TO BE COMPLETED (REFERENCE PLANS/DOCUMENTS WHERE ITEMS ARE DESCRIBED): As the owner, or authorized agent of the owner, I hereby submit cash or cash equivalent in the amount of $ .3ZY •DO ($150% of value to complete work described above) and attach supporting docentation for value of work. I will have this wcrk carried out and call for a final Inspection by this date: ( um / lam, or risk having the City use these funds to carry out the work with their own contractor or in -house manpower. If I fail to carry out the work, I hereby authorize the City to go onto the property to carry out completion of the above deficiencies. I further agree to corn ete all +rk list= • abo = prior to requesting inspection and release of these funds. SIGNED: <,< ;.>;. >::::,,:..<:,: >....;::I;: >'<::. THIS FUND IS A HOR IZ BE ACCEPT D. c omp ei ed : by � (,' Ity .- st�. : .l ...:.: :. :., �� L � t/ "`'"' 4,7 DEPARTMENT HEAD: AMOUNT4 5a. co L; O CASH IR CASH EQUIVALENT i DEPOSITED THIS DATE: g �Z 3 CITY RECEIPT NO. jg J i se C /a 645 RECEIVED BY: YE( nitib' ertW)Y6WNwv "J;J,ia1`KvmnSrAxw l C 11G SIGNED: DEVELOPER'S REPRESENTATIVE: /14q/1/ ,i0e- /4,i(ok 1 / /ll eez ............... eveto 72 HOUR NOTIFICATION FOR INSPECTION AND RELEASE OF FUNDS < s (to! b e competed :Pt CHECKED BY: ��t' 1 CASH CITY CHECK NO. ADDRESS: .z7449,0 u /3 /s Ay � AC' lON d (to be completed by :City sta CASH EQUIVALENT — LETTER AUTHORIZING RELEASE Upon completion through Section 2, Finance personnel shall send copies to: — Developer — Finance Department — Permit Coordinator, DCD City of Tukwila DEVELOPER'S PR. JECT WARRANTY REQUEST FORM RELEASED BY: • DATE: O- D/ PERMITNO.: Q%!'_ 04i DATE: RELEASED THIS DATE: / / .r AUG 2 3 2001 COMMUNITY .Yd i*AnsovbvnreNW.vr+�ea WewrOY'.ai• • i* ii iiiWSS Vtii.V. A4M4ll i All work identified in Section 1 of this form has now been completed and returned to department which authorized warranty. I hereby request inspection and release of my cash/cash equivalent. I have reviewed the above work and found it acceptable and therefore authorize the lease of t - above cash assignment. AUTHORIZED BY: 1 r y r DEPARTMENT: bar AMOUNT: 1c , FINANCE DEPT. . I, ti•,,,,,,•. ynV.•••, ■•••••••.. e .. •• MWO . r w.. r. H.»... r.,,., W.D., WnV■,., r. VO.. r., .6,, re:;;,: A, V.„ ..,MWA,, �,,. � .,,,�:,,�;.�;::,�...,,:�r,,::;� Upon completion of entire form, Finance personnel shall send copies to: — Developer — Finance Department — Permit Coordinator, DCD s MAINTENANCE BOND City of Tukwila RE: Tukwila Subdivision /Plat/Permit No.: D99 -0417 Owner /Developer /Contractor: Hot Mix Pavers Development Project Address: 4400 S. 131st Place Bond Number: 81S81036454078CM Project Completion Date: 6 - 27 - 01 KNOW ALL PERSONS BY THESE PRESENTS: That we Hot Mix Pavers, Inc. (hereinafter called the "Principal "), and Travelers Casualty and Surety Company of America ,a corporation organized under the laws of the State of Connecticut and authorized to transact surety business in the State of Washington (hereinafter called the "Surety "), are held and firmly bound unto the City of Tukwila, Washington, in the sum of Three hundred eighty six --- dollars ($ 386.00 lawful money of the United States of America, for the payment of which sum we and each of us bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, by these presents. THE CONDITIONS of the above obligation are such that: WHEREAS, the above named Principal has constructed and installed certain improvements in connection with a project as described above within the City; and WHEREAS, in order to provide security for the obligation of the Principal to repair and /or replace saic improvements against defects in workmanship, materials or installation for a period of months after written and final acceptance of the same and approval by the City; and WHEREAS, in order to enable the City to release the performance bond filed by the Principal with the City in connection with such improvements; NOW, THEREFORE, this Maintenance Bond has been secured and is hereby submitted to the City. It is understood and agreed that this obligation shall continue in effect until released in writing by the City, but only after the Principal has performed and satisfied the following conditions: A. The work or improvements installed by the Principal and subject to the terms and conditions of this Bond are as follows: Landscape Maintenance E. F. B. The Principal and Surety agree that the work and improvements installed pursuant to the Performance Bond or other security instrument filed with the City in the above - referenced project shall remain free from defects in material, workmanship and installation (or, in the case of landscaping, shall survive,) for a period of 2 Years (years /months) after written and final acceptance of the same and approval by the City. Maintenance is defined as acts carried out to prevent a decline, lapse or cessation of the state of the project or improvements as accepted by the City during the 24 month period after final and written acceptance, and includes, but is not limited to, repair or replacement of defective workman- ship, materials or installations. C. The Principal shall, at its sole cost and expense, carefully replace and/or repair any damage or defects in workmanship, materials or installation to the City -owned real property on which improvements have been installed, and leave the same in as good a condition as it was before commencement of the work. D. The Principal and the Surety agree that in the event any of the improvements or restoration work installed or completed by the Principal as described herein, fail to remain free from defects in materials, workmanship or installation (or in the case of landscaping, fail to survive), for a period of 2/24 ( years /months) from the date of acceptance of the work by the City, the Principal shall repair and /replace the same within ten (10) days of demand by the City, and if the Principal should fail to do so, then the Surety shall: 1. Within twenty (20) days of demand of the City, make written commitment to the City that it will either: a). remedy the default itself with reasonable diligence pursuant to a time schedule acceptable to the City; or b). tender to the City within an additional ten (10) days the amount necessary, as determined by the City, for the City to remedy the default, up to the total bond amount. Upon completion of the Surety's duties under either of the options above, the Surety shall then have fulfilled its obligations under this bond. If the Surety elects to fulfill its obligation pursuant to the requirements of subsection D(1)(b), the City shall notify the Surety of the actual cost of the remedy, upon completion of the remedy. The City shall return, without interest, any overpayment made by the Surety, and the Surety shall pay to the City any actual costs which exceeded the City's estimate, limited to the bond amount. 2. In the event the Principal fails to make repairs or provide maintenance within the time period requested by the City, then the City, its employees and agents, shall have the right at the City's sole election to enter onto said property described above for the purpose of repairing or maintaining the improvements. This provision shall not be construed as creating an obligation on the part of the City or its representatives to repair or maintain such improvements. Corrections. Any corrections required by the City shall be commenced within ten (10) days of notification by the City and completed within thirty (30) days of the date of notification. If the work is not performed in a timely manner, the City shall have the right, without recourse to legal action, to take such action under this bond as described in Section D above. Extensions and Changes. No change, extension of time, alteration or addition to the work to be performed by the Principal shall affect the obligation of the Principal or Surety on this bond, unless the City specifically agrees, in writing, to such alteration, addition, extension or change. The surety waives notice of any such change, extension, alteration or addition thereunder. u. rrrbs�t i ti u[d34 STATE OF WASHINGTON ) ) ss COUNTY OF KING ) G. Enforcement . It is specifically agreed by and between the parties that in the event any legal action must be taken to enforce the provisions of this bond or to collect said bond, the prevailing party shall be entitled to collect its costs and reasonable attorney fees as a part of the reasonable costs of securing the obligation hereunder. In the event of settlement or resolution of these issues prior to the filing of any suit, the actual costs incurred by the City, including reasonable attorney fees, shall be considered a part of the obligation hereunder secured. Said costs and reasonable legal fees shall be recoverable by the prevailing party, not only from the proceeds of this bond, but also over and above said bond as a part of any recovery (including recovery on the bond) in any judicial proceeding. The Surety hereby agrees that this Agreement shall be governed by the laws of the State of Washington. Venue of any litigation arising out of this Agreement shall be in King County Superior Court H. Bond Expiration. This bond shall remain in full force and effect until the obligations secured hereby have been fully performed and until released in writing by the City at the written request of the Surety or Principal. I certify that I know or have satisfactory evidence that Geraldine C. Stewart the person who appeared before me, and said person acknowledged that (he /she) signed this instrument, on oath stated that (he /she) was authorized to execute the instrument, and acknowledged it as the Attorney - in -fact of Travelers Casualty and 4itminieipany of America voluntary act of such party for the uses and purposes rri nSttrument. FI � 4 Dated: August 8, 2001 f,OTARP p O.0 MEM �'� i me *%'� �� ;'DTARY PUBLIC in and for the "••14Y 2 r• •• .� % " .e., 4 0ilio IUWa�' a State of Washington, residing at Renton DATED this 8th day of August SURETY COMPANY Travelers Casualty and Surety Commpan of America ,By: 0.4 C Its: Geraldine C. Stewart, Attorney -in -fact 2001 DEVELOPER/OWNER be the free and My Commission expires: 7 -02 -02 is Its: CTc..' SURETY COMPANY ( cont'd) Travelers Casualty and Surety Business Name: Company of America Business Address One Tow S quare Clty /State /Zlp Code : Hartford CT 06183 -6014 Telephone Number: 206) 386 -5762 DEVELOPER/OWNER (cont'd) Business Name: #OT 1 4 . Business Address: 4r4440 Sour f X6/..Tri City /State /Zip Code: T ,eA2ZZ.J G()4 9 ? /68 Telephone Number: cOt' -3 .Q5 D /Ora CITY OF TUKWILA By: City of Tukwila Southcenter Boulevard Tukwila, Washington 98188 (206) 433 -0179 APPROVED AS TO FORM: (1 1-00 Standard) TRAVELERS CASUALTY AND SURETY COMPANY OF A1\EERICA TR" '1 LERS CASUALTY AND SURETY COMP '4 .. • FARMINGTON CASUALTY COMPANY Hartford, Connecticut 06183 -9062 POWER OF ATTORNEY AND CERTIFICATE OF AUTHORITY OF ATTORNEY(S) -IN-FACT KNOW ALL PERSONS BY THESE PRESENTS, THAT TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY, corporations duly organized under the laws of the State of Connecticut, and having their principal offices in the City of Hartford, County of Hartford, State of Connecticut, (hereinafter the "Companies ") hath made, constituted and appointed, and do by these presents make, constitute and appoint: Mary A. Dobbs, David J. Forsyth, Steven W. Palmer, Geraldine C. Stewart, Holly E. Ulfers, of Kent, Washington, their true and lawful Attorney(s)-in-Fact, with full power and authority hereby conferred to sign, execute and acknowledge, at any place within the United States, the following instrument(s): by his /her sole signature and act, any and all bonds, recognizances, contracts of indemnity, and other writings obligatory in the nature of a bond, recognizance, or conditional undertaking and any and all consents incident thereto and to bind the Companies, thereby as fully and to the same extent as if the same were signed by the duly authorized officers of the Companies, and all the acts of said Attorney(s)-in-Fact, pursuant to the authority herein given, are hereby ratified and confirmed. This appointment is made under and by authority of the following Standing Resolutions of ;aid Companies, which Resolutions are now in full force and effect: VOTED: That the Chairman, the President, any Vice Chairman, any Executive Vice President, any Senior Vice President, any Vice President, any Second Vice President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary may appoint Attorneys -in -Fact and Agents to act for and on behalf of the company and may give such appointee such authority as his or her certificate of authority may prescribe to sign with the Company's name and seal with the Company's seal bonds, recognizances, contracts of indemnity, and other writings obligatory in the nature of a bond, recognizance, or conditional undertaking, and any of said officers or the Board of Directors at any time may remove any such appointee and revoke the power given him or her. VOTED: That the Chairman, the President, any Vice Chairman, any Executive Vice President, any Senior Vice President or any Vice President may delegate all or any part of the foregoing authority to one or more officers or employees of this Company, provided that each such delegation is in writing and a copy thereof is filed in the office of the Secretary. VOTED: That any bond, recognizance, contract of indemnity, or writing obligatory in the nature of a bond, recognizance, or conditional undertaking shall be valid and binding upon the Company when (a) signed by the President, any Vice Chairman, any Executive Vice President, any Senior Vice President or any Vice President, any Second Vice President, the Treasurer, any Assistant Treasurer, the Corporate Secretary or any Assistant Secretary and duly attested and sealed with the Company's seal by a Secretary or Assistant Secretary, or (b) duly executed (under seal, if required) by one or more Attorneys -in -Fact and Agents pursuant to the power prescribed in his or her certificate or their certificates of authority or by one or more Company officers pursuant to a written delegation of authority. This Power of Attorney and Certificate of Authority is signed and sealed by facsimile (mechanical or printed) under and by authority of the following Standing Resolution voted by the Boards of Directors of TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY, which Resolution is now in full force and effect: VOTED: That the signature of each of the following officers: President, any Executive Vice President, any Senior Vice President, any Vice President, any Assistant Vice President, any Secretary, any Assistant Secretary, and the seal of the Company may be affixed by facsimile to any power of attorney or to any certificate relating thereto appointing Resident Vice Presidents, Resident Assistant Secretaries or Attorneys -in -Fact for purposes only of executing and attesting bonds and undertakings and other writings obligatory in the nature thereof, and any such power of attorney or certificate bearing such facsimile signature or facsimile seal shall be valid and binding upon the Company and any such power so executed and certified by such facsimile signature and facsimile seal shall be valid and binding upon the Company in the future with respect to any bond or undertaking to which it is attached. STATE OF CONNECTICUT }SS. Hartford COUNTY OF HARTFORD H HARTFOR com. ) , `"4 e) ... •v',, 9500 ...._...-.. �........,...>. r... na......« w..« ... t IN WITNESS WHEREOF, TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA, TRAVELERS CASUALTY AND SURETY COMPANY and FARMINGTON CASUALTY COMPANY have caused this irtstrutnent to be signed by their Senior Vice President and their corporate seals to be hereto affixed this 25th day of May 2001. AUG 1 5 LuUI TRAVELERS CASUALTY AND SURETY COMPANY OF AMERICA TRAVELERS CASUALTY AND SURETY COMPANY FARMINGTON CASUALTY COMPANY By George W. Thompson € MEMORANDUM c C of Tukwila TO: Carol Lumb, Associate Planner Steve Lancaster, DCD Director Cc: Jack Pace, Planning Manager Joanna Spencer, Associate Engineer 8TI•ctd. P11 IVA-W FROM: Gary Schulz, Urban Environmentalist DATE: August 17, 2000 RE: Hot Mix Pavers #E98 -0018, #D99 -0417 - Technical Review, Wetland Buffer Reduction/Buffer Planting Plan Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director I have reviewed the revised plan set, date stamped Received 8/14/00, for the Hot Mix Pavers office /shop development. Per my memo of 3/29/00, the requested corrections to the "Buffer Planting Plan" (Sheet LB1) have been completed by Barghausen Consulting Engineers. However, Item 3), mitigation bond will need to be submitted as part of the land altering permit. The cost estimate ($13,868.00) for the plant material/plant installation, maintenance, and 3 -yr monitoring is approved. The required amount for this performance bond is 150 percent. Therefore, the approved amount is $20,802 and will specifically cover the sensitive area requirement through the monitoring period. Wetland buffer plantings will be more successful if installed in early fall to late winter. Please let me know if there are questions. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206.431.3665 ITEM NO. DESCRIPTION QUANTITY UNIT ' UNIT PRICE COST 1 Site Grading/Clearing/Top Soil Preparation 5,940 SF $0.40 $2,376 2 Irrigation (System or Spot/Truck) 5,940 SF $0.50 $2,970 3 Plant Material (including Installation and Labor) 1 LS $3,740.00 $3,740 4 Miscellaneous (Signs, Fencing, etc.) 3" Mulch 59.4 CY $30.00 $1,782 5 Maintenance: Mitigation Period 3 Years 1 LS $1,000.00 $1,000 6 Monitoring Fees (No. Visits 4; No. Reports 4) 1 LS $2,000.00 $2,000 7 $0 8 $0 9 $0 10 $0 11 $0 12 $0 13 $0 14 $0 15 $0 16 MEWED $0 SUBTOTAL: C o R R E C T CM' 0 N Av6 1 2000 $13,868.00 Bond/Performance Multiplier ( %) LT R TOTAL: PERMIT CENTER $13,868.00 8 /10 /00 PROJECT NAME: LOCATION: CLIENT: DATE OF ESTIMATE: PROJECT NO: PERMIT APPLICATION NOS: PREPARED BY: 99%- BUFFER MITITATION COST ESTIMATE Hot Mix Pavers 4400 South 131st Place, Tukwila, Washington Hot Mix Pavers H. Bruce McCrory, RLA August 10, 2000 7099 E98 -0018, D99 -0417 7 Barghausen Consulting Engineers, Inc. 417 7099.010 [Hl3M /jssJ Consultant cannot and does not guarantee or warrant the accuracy of the unit prices as indicated. These unit prices are based upon general experience and may be subject to significant variations at the time actual bids are received. This estimate has been prepared for the purpose of giving the client and consultant an approximate understanding of the general range of construction costs that may be expected for this project, based upon the information that the consultant had available at the time this estimate was completed. Consultant makes no guarantee or warranty, expressed or implied, that ALL aspects of the construction effort expected for the project have been included, and the client is advised to budget appropriately for contingencies and items not covered or included in this summary. 3 .. If the client desires a more definitive cost estimate, actual construction bids and/or the services of a qualified construction estimator should be utilized by the client. This estimate is based on the following described plan sheets: Sheet Number Description Date LB1 of 1 Buffer Planting Plan Rev. 3, 8/9/00 13 of 4 Irrigation Plan , Rev. 3, 8/9/00 8 /10/00 2 of 2 RECEIVED CITY OF TUKWILA AUG 1 4 2000 PERMIT CENTER 7099.010 [HDM/jssl August 8, 2000 Brady Barkey 1932 First Avenue, #616 Seattle, WA 98101 Dear Mr. Barkey: Sincerely, 4tikaolite Brenda Holt Permit Coordinator enc 1 xc: File No. D99 -0417 City of Tukwila Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #4 Development Permit Application Number D99 -0417 Hot Mix Pavers Inc 4400 South 131st Place Steven M. Mullet, Mayor This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Division. At this time, the Building Division, Fire Department and Public Works Department have no comments. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit 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 throueh the mail or by a messenger service. If you have any questions, please contact me at (206)431 - 3672. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 ( l City of TukWila Department of Community Development DATE: June 27, 2000 APPLICANT: Hot Mix Pavers RE: D99 -0417 ADDRESS: 4400 South 131 Place Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Carol Lumb is the planner assigned to the file and can be reached at 206 - 431 -3661. The most recent submittal does not respond at all to the comments in the March 29, 2000 Memorandum from Gary Schulz to Carol Lumb and Steve Lancaster recommending approval of the wetland buffer reduction. A copy of that Memorandum was included in the materials attached to Correction Letter #3, mailed to the applicant on April 27, 2000. In that Memorandum, Mr. Schulz identified three items that needed to be addressed or corrected in the plans. These items must be addressed before a building permit can be issued for this project. cc: Gary Schulz, Urban Environmentalist Anita Western, Hot Mix Pavers q: \carol \gencral\ 1999- memos \d99- 0417.3.doc PLANNING DIVISION COMMENTS Steven M. Mullet, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206.431.3665 DATE: 6.6.00 TO: Brenda Holt CC: FROM: Ron Wright; Brady Barkey EMAIL: bbarkey @rwaa.com MESSAGE: Brenda, We are resubmitting the plans for Hot Mix Pavers, Development Permit Application Number D99- 0417 per Correction Letter #3 dated April 27, 2000. Per our discussion, we are submitting (4) copies of revised material only. Per Correction Letter #3: 1. See note on sheet A4 and Detail 12/A6 2. a. Form ENV -SUM has been provided. The prescriptive option has been used. See attachments. Also see sheet A4 for insulation provided. b. Mechanical will be submitted under separate permit. See General Note #10 on cover sheet. c. Lighting is provided per NREC 1520, see Energy Note on cover sheet. For Civil corrections, please see attached letter addressed to Ms. Joanna Spencer. Call if you have any questions. ( Ron Wright & Associates / Architects, PS 1932 First Avenue, Suite 616 Seattle, Washington 98101 -1040 phone 206.728.4248 fax 206.728.4272 Cc: Anita Westeren, Hot Mix Pavers Company: Tukwila Building Division TRANSMITTAL IVED CITY .OFEMA JUN 6 2000 PERMIT CENTER CORR TION LTR# � Ms. Joanna Spencer City of Tukwila Public Works Department 6200 Southcenter Boulevard Tukwila, WA 98188 RE: Responses to Hot Mix Pavers Civil and Landscape Comments City of Tukwila File No. D99 -0417 Our Job No. 7099 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES May 30, 2000 COURIER DELIVERY Dear Ms. Spencer: The following are responses to each of the items listed in your latest comment review letter. Sheet Cl 1. We have labeled the height of the enclosure for the recycled asphalt as 4 feet. CRY OF RECEIVED JUN - 6 2000 PERMIT CENTER CORR ES TION 2. The existing poles that are located on the site are all light poles and not power poles. We have shown to relocate the ones where necessary, and protect the other ones. The wiring that needs to be put underground to continue service to each of these poles is labeled on the plan. Sheet C2 1. The earthwork quantities have been added to the plan. The geotechnical report references have also been labeled on the plan. 2. The driveway locations have been dimensioned from the property line, as requested. 3. The western right -of -way line of South 131st Street has been included on this plan and the road improvement plan. 4. The existing 8 -inch storm drain, as shown on this sheet, is labeled to be abandoned. 5. We have added an access to the detention tank, as labeled on the detail sheet. 6. Enclosed is a copy of the letter from the structural engineer regarding the expected loads from the building. This has been verified with the load capabilities of the ductile iron pipe from the manufacturer and determined that the Loads will not have any impact on the pipe stability. D33o4 lal 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251 -6222 (425) 251 -8782 FAX www.barghausen.com Ms. Joanna Spencer City of Tukwila Public Works Department -2- 7. The concrete detail referenced on Sheet S3.1 has been removed. JUN - 6 2000 8. There is no drain within the garage work area. The need for one is not expected. 9. An emergency spill clean -up plan has been prepared for this project for the asphalt recycling area, and is included within this resubmittal for your review and approval. 10. This note has been removed from the plan since it does not pertain to this project. 11. On the road improvement plan, we have specified two 2 -inch diameter conduits behind the proposed sidewalk along the frontage. Because of the location of existing utilities and barriers, it is necessary to put this behind the existing power vault that is in the street right -of -way area. Handholes are specified at each end of these conduits. 12. Please provide the appropriate "turnover documents" and we will have them processed by the owner. 13. As requested, we have shown paint striping to be included over the underground stormwater tank. 14. The architect has verified that Sheet Al now matches the civil plans. Our landscape architect has also verified this information. 15. We have revised the irrigation deduct water meter, which is shown on the landscape plans and the site civil plans. Sheet C7 1. The concrete pad that is used for the truck wash down area does not need to have a roof over it. The enclosed letter from the Washington State Department of Ecology allows up to 200 square feet of uncovered area to drain into the sewer system. 2. We have specified a cleanout near the property line on the side sewer connection line. 3. The pipe clearances have been labeled on the plan, as requested. May 30, 2000 RECEIVED CITY OF TUKWILA PERMIT CENTER 4. As specified, ductile iron pipe is to be utilized for this stretch of pipe where it is close to the building. The loads from the building itself typically run at a 45- degree angle from the bottom of the footing. The use of ductile iron pipe will adequately handle any loads from the building. Note No. 19 has been changed to reflect this particular comment. 5. The existing water meter has been identified on the plans. The owner has decided to utilize the existing water meter rather than installing a new meter. The irrigation deduct meter will be connected to this service line as shown on the plans. Ms. Joanna Spencer City of Tukwila Public Works Department -3- 6. The irrigation meter size has been changed and is reflected on the landscape plan and the civil plan. Sheet 1 of 1 (Street Improvement Plan) 1. The datum comment has been changed to match the datum from the on -site civil plans. 2. The right -of -way line on both sides of South 131st Place is shown on the plan. 3. This spelling error has been corrected. May 30, 2000 4. We have labeled the storm drain pipe that crosses South 131st Place to be a minimum of 12 inches. However, it should be noted that 8 inches is more than adequate for the capacity and equates to fewer potential conflicts within the street right -of -way. Please let me know if the City will allow an 8 -inch diameter pipe in this case. 5. We have specified the rip rap at the outlet of the 12 -inch diameter cross pipe to be installed with quarry spalls. 6. We have revised the radius at the private road intersection to be 25 feet at the curb face. The private access standards require a 50 -foot radius. A radius larger than 25 feet will require the curb to pass over the top of an existing large power vault. This vault is a very large structure and extremely difficult to relocate. Therefore, we have shown a smaller curb radius to avoid this structure. 7. We have shown an asphalt transition to go from the end of the new sidewalk to the existing pavement. 8. We have specified that a new street light be installed according to City standards and the detail. A note has also been added for the contractor to coordinate with Seattle City Light for the design. We have not shown the exact underground points on each end since we have not yet received any design from Seattle City Light. 9. We have labeled a dimension on the light pole mast arm to extend 5 feet into the roadway from the curb line. However, it should be noted that this requires a mast arm approximately 12 feet long. 10. We have changed the callout for the dimension line as requested. Sheet LB 1 of 1 1. The north arrow and scale has been moved outside of the property limits. 2. This symbol has been removed from the plans. RECEIVED CITY OF TUKWILA JUN - 6 2000 PERMIT CEN i Er t OC 0 6 Pa ) 'sets updated Civil Plans 6). sets, updated Landscape Planting Plans yl s. Anita Westeren, Hot Mix Pavers (w /enc) vl r: Brady Barkey, Ron Wright and Associates (w /enc) 4r Bruce K. Creager, Barghausen Consulting Engineers, Inc. Hal P. Grubb, P.E. Director of Engineering Services is covers the information requested on the civil and landscape plan review. Please review this information feel free to contact me if you have any questions or would like to meet to go over anything in further detail. April 27, 2000 Brady Barkey 1932 First Avenue, #616 Seattle, WA 98101 CORRECTION LETTER #3 Development Permit Application Number D99-0417 Hot Mix Pavers 4400 South 131st Place Dear Mr. Barkey: This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and • reflected on your drawings. I have enclosed comments from the Building Division, Planning Division and Public Works Department. At this time, the Fire Department has no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision 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 • accented through the mail or by a messenger service. If you have any questions, please contact me at (206)431-3672. Sincerely, ciuth 7642— Brenda Holt Permit Coordinator encl xc: File No. D99-0417 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206.431-3665 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director April 26, 2000 Brady Barkey 1932 First Avenue, #616 Seattle, WA 98101 Dear Mr. Barkey: The Tukwila Planning Division has completed their review of the application materials you submitted on March 7, 2000. The attached comments and/or corrections must be addressed before we can recommend approval of your permit(s). Please be aware that you will probably receive comments and/or corrections from other City departments, as well. When you re- submit your corrected plans to the Permit Center for further review, your re- submittal must respond to the comments of all City departments at the same time. You will know when you have received the comments of all departments involved with your project, when you receive a "Correction Letter" from the City's Permit Coordinator. The Permit Center cannot accept Your re- submittal until after you have received the Correction Letter reflecting all departmental comments and /or corrections. In the meantime, if you have questions regarding the attached Building Division comments and /or corrections, please contact Ken Nelsen, Plans Examiner, at (206)431 -3677. If you have other questions regarding the status of your permit application, please contact the Permit Center at (206)431 -3670. Sincerely Brenda Holt Permit Coordinator encl Xc: Preliminary Review Comments Hot Mix Pavers — 4400 South 131 Place (D99 -0417) Ken Nelsen, Plans Expn iner File No. D99 -0417 V 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431 -3670 • Fax: 206.431.3665 Project Name: Location: File #: Action: Date: P /6G 1 PUBLIC IN .IRKS PROJECT REVIEV ;OMMENTS Her rtue PAvER5 D 99- 04/7 D6N1e b 4 -25 -2000 Reviewed By: cloRNN» 5PeNC.RR 6204)433-0/79 PRIOR HISTORY AND CORRESPONDENCE FRANCHISE UTILITY COORDINATION CODE REQUIREMENTS COMP PLAN CIP OVERLAY PROGRAM MISC. STUDIES MAINTENANCE NEEDS RFA WD 125 VAL -VUE PW STANDARDS PRE -APP PROBLEM AREAS sHr. or 1. sFECI FY HOW TALL IS PROPOSED ENCLO5L4(LE FOR. RECYCLED ASPHALT AND SHOW THIS EIJCLOSUR.E ON REMAININR CIVIL. DRM41IJ4 LFrIalSCAPING DRAWIN65 411:1 5NT A 1. 2. C lTV OF TLIICWILA HAS UNDERGRDLUNDII'G ORDINANCE] POVE2 I pUONE C4413LE SWILL. 8E PLACED w DERGR.ouND. IN THIS msg. vow Is THE p14kPc6E OF RELOCKIN6 OF EXIST. POL4ER POLE ON L.OT b 4441) KEGPIN4 EXIST. POr+Ea- ppt,E 0t4 LOT G, QLEASE EXPLAIN P%4RPGSE OF KEEPII44 TPIE FtSOOE POLES WAS THE powER COMPANY CONTACTED R 4. THE $BOLE Iss4E .4t3• LINOE1 ALON6 5 131,A- 'Pl.RaE S HT C2 I. SPECIFY EARTHWORK QuA.NTI TI LS ON ALAN s C14 YDS OF cur At Cu `r05 OP P ILL . I F THERE Is Ar GEOTECH /SoILs ftEcteerlbR. THIS PR.gJEC , STATE -r ',RTE oND NAME I pHONE No OF THE 6MoTECH CoNAALTIVAS 2 SHOW D IMEt061ON FROM THE PA. L FOR. LOCATION oF PROPosEC• DRII OW*A 3. SHOW R.0.1." ED6E ON THE OTHER SIDE oF 5 131 sr PU4C8 µMD pit-ammo rROM 12.0.47. 4. pRoVIDE R CAtL OuriNOTE Exp1.,g1N /N4 A•T hni,L. H4PPE1) 7'p THE S'T' 6u51) PIPE ON LaT t �( ✓ S. CITY OF ,ewiLA STAND eDS REQube3 ICCF!6 T .7W6 dET 74-A1X 2 E vEler e T. S 1NCE Tk; hC /S 6o FT - � 2 Hcc'EssES ARE NEEbeD -SEE ,}?,ACHED G 5120,4 IT A- LE-1TER. FROM GeOrEcH A.3D /oR STRccefcaAl e t NEER E.XPLRI NI Net THAT 'THERE wit-L. ADVEtSE EFF cT ON THE PROPOSED 55 PIPE PLACED u.ttpll:L 1HE 13LD4 Due w BI.b4 LOADS. 15 ?HE ILE A DET SHOu 1NG 66 p I PE 1 P) REUwTI ON Sft1 P 'Ta PitoPOSBb PO(4ND#tTlot3 IF YES PIi15E CROSS REFERrcNcE of.) cum. PLANS, 7. LOEIRT IS CONC. DETAIL 3 ON .SHT. • 53.1 PERTAININ "1'°. 8. 16 TIER.E R DRAIN I iJ G R RAG.. 1402.44. PIT $R 4 1. Su SH 1 At■) I MERGE N CY SPILL CLEANUP PLAN FOR. RSpH .. RECYC (d .)4 ArMD ANY FI N 11JA OIL AND /eR. OIL IMoOuGTE PER. A- TTACH1 D 0.0.6. 13MP 51. SO El)6 I NEER SHALL, CONTACT M. MI IcE CuslCsc. I PW DEVELOPMENT Ng 62 .06) 433 -or'7 q w 1m /ANY CoApersergeoS .E4A41•01 NG TM t 5 M 14TTER 1 0. CLAP 55 Geme4AL.. NOTE 10 14 WHER.E 15 Tt115 EM EMIEt3T If. OEv6LOPER- 6144L . PROVIDE CTwo) 21I CoNaDU it TIM ` AtoN4 S 131 PLACE r-(LoNTA-CIE HANCHoL.ES A-T EACH END. 12. A-NY Pu Bu C Ftc 1 LI TIES coOsnZt4C1 A-s Pm-FLT aF rws Pa41 Ec r C PQ,•NT141. 11.4 P R. ALoI4C S 1 ,i PL*Ce : ettepl G w1rER/ sbwie Raab wID,EN,, 'ST. 1-1411T 51bILM DRAIN/44E ETC SMALL, BE T� Eb omit To THP C %TV WITH APPROPRIATE TUANO , bOcA•c MENTS 13. PERMANENT PAVEMENT NitR.K INi, ' u6 TANK No oLcriti66E1L PLA- CEMENT" 51 BE. I NSTALLEO 01101 IWG AETENTI oN TANk 1*, 1.4'1 A1 VI ALL MATCH CAVIL PtA-Ns /4-Np t_rwosc . PL, tJS PLEASE QuaRLA I ouER- C I V(L' PLANS MAD IriftI4 E. THE CI-1 P►446•C5 15. MkbC!• 6tA Q E P.o•c. / I1C w &Tee METER, sIZEII,e/cm I on) /TI4P MATCHES C IVIL PLANS SHT 1. CONC. PAD FOR TE14C-.4 DoiwN SHALL / AL - A boo' 7o PAEVONT PAN 1H1#7ER SO /NA 7b 5,N. sFh R. 2. 6EL1E4 C.O. 1s REWORD 13T THE P/L AND AT THE PIPE coNNECT1O11) FRO/ ! THE o/4 IEPAi€477R. 3. SPEC /FY PIPE C/.EAR.ANCE (/. 6.) BETIJErN SS AN• SD P /PE.S / N Maur OF me sum , so peas 1s No uniry CoNPu T. . 44. NOTE 19 BHT Ca Of 7 DDES Nor .1Lok STR UCTU/Psz w/TN /41 /opr OF INS 5PRIN4 LJNE DF ANY sD PIPE - !S 7H1S REQU/EFI4ENT HET AT THE Scum ED4E of 7NE BUILD/N4. 6. TUkW /LA FINANCE DEPT RECDROS SHow) e»37. 8 /LL/N6 Pole l,Ifl7ZR. 146ASE PLEASE View L ocAT /GW 0!C' THE k'G7ER METER PBtENTLP IN NSA. Do FULL NEED ft NEIIJ 4JATr*E TAP Of Ex, r. M 702 MA/A1 ='are mE NEw PeRMANEA T DONF 7C M 7E& Herm. . CLARIFY THE 5/25 oP PRORv5ED 1RitA, wAt $NT c 7 of 7 0012S PCC 3/4" AtNO GS 0F4 CALLS FOR 34 1414. PLEA.sE lucre TWAT MIN. WIN 512e Poe. A Cc'fbfERC /AL DEVEtomtfE,vr /S CITY RECOMMENDS IN5TACLATIo*) oC .I EpuCr WM F-oQ /RR/44T /oN, W HI CFI Is 77fppeo oFF' vie OoikE snc WATER she 7CE. Zrzuer AfterEleopia SHALL BE Rae-HASID BY Vie D L.oPee 1411A P/#E 3 NT. 1 of ! I . EXPLAIN C. D.T. MS 1. VERTICAL 01M M, TWEE IS No Cal OP 7u0s mu4 VERTICAL A 'TUM. Z. S N a4) FULL R.O.w. ALONG S. /3/" PLACE ON ST. MPR,avEl -rr' r RAN A ►f2 5T I PlPPoveMFNT $ecnoN. 3. CDR .ECI I c IoAD " 6 PEEL/N4 FDR PRIVATE R s}. NEW SD PIPE ACRO53 S. 131 PLf3CE 6,Wi9Gt: BE /2" MI1•1. 5. &L UR)Z Y 3PAU.S I EQ'O FOR R/P RAP oeTLET TO ,Ex /ST. A /TC'v. 6, g PT RADIUS 1 I'ITe- EC7IoN co/pRI0t7E Ro7O Is Nor hbeaunrE A-NO SHALZ SE PER- PRII/AM' f?oAcs /loges STp 7, V Ot)IDE » P'1ALT 7- AINS177o10 BErsJEEN New SwDe dpoAD WIDENiNu, AND EXIST. 'AvE MENT S. Poi'E.e uNDERslouNt) /N4 /NEcd 57 thsvNT 5Hi U. BE cooteA/N p "im E» a /7Y L16HT. SHOLJ U E& /14 A7/fors ON sexy 0/.65,-. Atop 0 I MFN5cON5 TV Ngfp-EST POu Po(•Es • . ••• .-. • •••, •., lir POLE' atifir Rizfri 5114LL &trout) spr /Nn' r ga9IPt 1HE etas. 5How 5 DIM. •4N1) LoNtSaz Mitsr 1104 oN ImPteoorma for PLAN. l.141441 NAIRE POLE DErA/z. /*hum/Nut-I &coy CAtuour POiNT,MS 7V A 1)114. thvO 5#4914 BE IZEPIAcEI) 44/ F0te oF ca A8 r , • :,•*, •••••;-.,, • O I 5Hr L81 I. North ARIZat• P. NOT DOES THE 6v01801. • I Bork END OF DET: 7 REP/14 l'rEm * - 2 APPLIES /41417 TO 5147 I. 3 OP 44. 5witt., BE move° OurwoE OF THE Stelithlter PROPE17 MEMORANDUM TO: Carol Lumb, Associate Planner Steve Lancaster, DCD Director FROM: Gary Schulz, Urban Environmentalist DATE: March 29, 2000 RE: Please let me know if there are questions. Cc: Jack Pace, Planning Manager Joanna Spencer, Associate Engineer . w �..a e .. n�.., �vr!. Y. i::. LLCWY�. iAnb�>`NRY�tawxa »saawnn'a.c�•. why.+ exY:/:: nJ. riivsRn. W .me.wum..+vrr:+n..,.�...._._._ .. . City of Tukwila Department of Community Development Steve Lancaster, Director Wetland Buffer Reduction/Buffer Planting Plan Hot Mix Pavers #E98 -0018, #D99 -0417 - Technical Review, Steven M. Mullet, Mayor ( " e4 ;ok . r(. H-1°' I have reviewed the revised plan set, date stamped Received 3/7/00, for the Hot Mix Pavers office /shop development. The project is subject to sensitive area regulations and proposes a wetland buffer reduction. My review is focused on the "Buffer Planting Plan" (Sheet LB1) completed by Barghausen Consulting Engineers (11/8/99). I am recommending approval of the buffer reduction from 50 feet to 25 feet for the Type 2 wetland area. The 25 -foot buffer area has existing native vegetation to be preserved but will be enhanced through new plantings and weed removal and maintenance. Prior to permits being issued for site development, the following items need to be corrected on the plan or otherwise addressed: 1) Under the Section for Construction Notes add a statement to reflect a pre - construction meeting to occur on the site with landscape designer, landscape contractor, and city staff. 2) Construction Notes: #6. and #7. C. will be revised to eliminate wording related to applying a seed mix. Mulching is appropriate and hopefully can include a type that will provide some nitrogen. 3) Please provide a cost estimate of the plant material/plant installation, maintenance, and 3 -year monitoring to be approved for a mitigation bond or other performance. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206-431-3665 No further comments at this time. BUILDING DIVISION REVEIW Date: 04/06/00 ProjectName: Hot Mix Pavers Building Permit application Application #: D99 - 0417 Plan Reviewer: Ken Nelsen, Plans Examiner Tukwila Building Division 6300 SouthCenter Blvd. Tukwila, WA 98188 206 -431 -3670 Follow up plan review of corrections submitted in response to Building Division review letter dated January 26, 2000 copy attached. Please address the comments below on revised plans and documents. 1. Regarding comment number 3; Maintaining occupancy separation at the mezzanine floor framing. The proposed revision on sheet A-4 referencing Rockwool insulation around the floor joist is not an approved method to maintain the one -hour occupancy separation membrane. The TJI floor joists are braking the required one - hour wall rating. Provide an alternate floor attachment to the rated wall design or an approved uninterrupted floor to wall one -hour rated system. Regarding comment number 5; the requested Washington State Energy Code plan details and documentation have not been provide or are incomplete. a) The building envelope has not been shown to comply with Energy Code. The R- values at floors and ceiling are not provided. Neither are the U- values for doors and windows. b) No H.V.A.C. information has bee provided. c) The submitted lighting compliance form is incomplete. All Energy Code information is required to be plan verifiable per W.S.E.C. Section 1141. 1. Gk,-- 2. The Southeast exterior wall has a setback of 5 "9" from the property line. This wall must be keyed and detailed 1 -hour rated as required by U.B.C. tabel 5 -B. Details 13 and 14 on Sheet S6.1 are not keyed on other plan sheets. They appear to be mezzanine joist support details. It is assumed detail 13 would be the joist connection to the 1 -hour occupancy wall at grid line 3. If this is the assumed use of this detail, it must be revised to maintain a complete 1 -hour separation complying with U.B.C. 302.2 and Chapter 7. The revised details must be reflected on both the architectural and structural plans. The General Structural Note #12 on sheet S1.1 is incomplete. Reference in the note how inspections will conform to U.B.C. Section 1701, specifically in regard to the Building Official. Also identify what trades or type of work will be special inspected. 5. Provide applicable information to show compliance with the 1997 Washington State Non - residential Energy Code. Complete the enclosed Energy compliance form and provide additional plans, detail, documentation, etc. to reflect compliance in the building design. (Building envelope, lighting, H.V.A.C.) 0 (4_6. At the minimum, show in the general notes how the ventilation requirements for all occupied spaces will conform to the Washington State Ventilation and Indoor Air Quality Code. Final approval for the H-6 occupancy is subject to the ventilation requirements. BUILDING DIVISION REVEIW Date: 04/06/00 Project Name: Hot Mix Pavers Building Permit application Application #: D99 - 0417 Plan Reviewer Ken Nelsen, Plans Examiner - Please address the following comments in an itemized format and include applicable revised plans or documentation. The plans and details indicate that the wall at grid 3 is an area separation wall. It is more appropriate it be labeled this wall an occupancy separation wall. All construction details should reflect the occupancy separation requirements in U.B.C. Section 302. No further comments at this time. Tukwila Building Division 6300 SouthCenter Blvd. Tukwila, WA 98188 206 -431 -3670 MEMORANDUM City of Tukwila Department of Community Development TO: Carol Lumb, Associate Planner Steve Lancaster, DCD Director FROM: Gary Schulz, Urban Environmentalist DATE: March 29, 2000 RE: Hot Mix Pavers #E98 -0018, #D99 -0417 - Technical Review, Wetland Buffer Reduction/Buffer Planting Plan I have reviewed the revised plan set, date stamped Received 3/7/00, for the Hot Mix Pavers office /shop development. The project is subject to sensitive area regulations and proposes a wetland buffer reduction. My review is focused on the "Buffer Planting Plan" (Sheet LB1) completed by Barghausen Consulting Engineers (11/8/99). I am recommending approval of the buffer reduction from 50 feet to 25 feet for the Type 2 wetland area. The 25 -foot buffer area has existing native vegetation to be preserved but will be enhanced through new plantings and weed removal and maintenance. Prior to permits being issued for site development, the following items need to be corrected on the plan or otherwise addressed: 1) Under the Section for Construction Notes add a statement to reflect a pre - construction meeting to occur on the site with landscape designer, landscape contractor, and city staff. 2) Construction Notes: #6. and #7. C. will be revised to eliminate wording related to applying a seed mix. Mulching is appropriate and hopefully can include a type that will provide some nitrogen. 3) Please provide a cost estimate of the plant material/plant installation, maintenance, and 3 -year monitoring to be approved for a mitigation bond or other performance. Please let me know if there are questions. Cc: Jack Pace, Planning Manager Joanna Spencer, Associate Engineer Cop Steven M. Mullet, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206. 431.3670 • Fax: 206-431-3665 CORRECT OIV LTR# t RESPONSE TO CITY OF TUKWILA PLAN REVIEW COMMENTS HOT MIX PAVERS' PROJECT DEVELOPMENT PERMIT APPLICATION NO. D99 -0417 4400 SOUTH 131ST PLACE, TUKWILA, WASHINGTON OUR JOB NO. 7099 Section I - Response to January 26, 2000, Comments by Ken Nelsen, Plans Examiner, Building Division Review (All Item Nos. 1 through 6 to be addressed by Ron Wright Architects) Section II - Response to January 13, 2000, Planning Division Comments by Carol Lumb 1. An asphalt storage structure has been added to the Civil Engineering Plan (reference Site Plan Sheet No. C1). This asphalt storage area is adjacent to the trash enclosure and is constructed with ecology blocks, with an appropriate heavy plastic cover to prevent infiltration of stormwater. 2. A Stormwater Pollution Prevention Plan has been prepared and four copies submitted to the City of Tukwila. The Temporary Erosion Control Plan (Sheet C3) addresses measures which need to be met during the construction phase, and the enclosed report is the plan which addresses measures that need to be met after construction is complete. This meets the general requirements established by the Washington State Department of Ecology. 3. As required, the downspouts from the office /maintenance building have been tightlined to the storm drainage system. Reference Grading and Storm Drainage Plan Sheet No. C2., and the Storm Drainage Note No. 16 on Sheet C6. 4. In accordance with our discussions with Carol Lumb, the Landscape Planting Plan, Sheet No. Ll , has been revised to be consistent with the current City Code. Parking lot landscape has been incorporated into the perimeter with trees added to both side yards. Missing landscaping has been filled in along the side of the building. Additionally, kinnikinnick groundcover has been incorporated into the front yard landscaping adjacent to South 131st Place. Section III - Response to January 20, 2000, Comments by Gary Schultz, Urban Environmentalist Al. The plan has been revised in accordance with discussions with the urban environmentalist. The final Planting Buffer Plan (Sheet No. LB1) adjusts the grading to preserve the existing volunteer willow and cottonwood trees and improve soil conditions. We acknowledge the comment that grubbing will be necessary to remove non - native plants and to prepare the site for new plantings. A2. Grubbing and regrading of the areas outside of the volunteer trees will accomplish an improvement of the soil conditions and allow topsoil amendment. -1- 7099.008 [BKGjss/mm] Pcici-ogri otif ♦.iN..: JT.I� ld.N W/: /N.f12KA.va.r.. A3. The Landscape Irrigation Plan, Sheet No. L3, has been revised to extend the irrigation system into the buffer area to provide adequate irrigation for the establishment of new wetland buffer plantings. A4. The proposed Buffer Planting Plan (Sheet No. LB1) has been revised, with the elimination of Oregon myrtle, which was determined to be an unacceptable species. A5. The Monitoring Program (Sheet No. LB1) proposes a three -year maintenance period in accordance with our discussions with the Urban Environmentalist. A6. No buffer seed mix is proposed at this location. Grass would otherwise hinder growth and exotic weed removal. B. With regard to the issue regarding the replacement of the underground detention vault with an open pond, and the request to provide sheetflow storm drainage discharge, we offer the following comments: The room required for an open pond facility will eliminate the feasibility of this project. As allowed by the 1998 King County Storm Manual, we are using an underground water quality tank. This tank includes an oil /water separator. This type of system cannot discharge through a sheet flow spreader, since the outlet pipe is several feet below the ground surface. The majority of the wetland buffer is well above the elevation needed for the outlet pipe. Section IV - Response to January 27, 2000, Comments by Joanna Spencer, Public Works Department 1. Plans have been revised in accordance with the Public Works Department's mark ups. 2. We are in the process of obtaining a JARPA /Hydraulic Projects Approval (HPA) Permit from the Washington State Department of Fish and Wildlife for the stormwater discharge at the north end of the property. A copy of the submittal is enclosed for your files. A letter from the Washington State Department of Transportation is included with this resubmittal, indicating that a permit is not required to discharge to the stream at the north end of the site. 3. We are in the process of obtaining a JARPA /HPA Permit from the Washington State Department of Fish and Wildlife for stormwater discharge from South 131st Place into the existing swale on the south side of South 131st Place. 4. We have indicated on the plans that all overhead power and telephone lines shall be placed underground in accordance with the City of Tukwila ordinance, and we have also indicated that the on -site lot lights that are scheduled to remain are to have the interconnecting wiring placed under ground. We have also indicated the location of one street light, and added a detail to the plan set for the light based on City of Tukwila Standard Plans. We are in the process of obtaining approval from King County Metro Industrial Waste for discharge connection from the truck wash to the sanitary side sewer. -2- 7099.008 [BKC/jss/mm] Ron Wright & Associates / Architects, PS 1932 First Avenue, Suite 616 Seattle, Washington 98101 -1040 phone 206.728.4248 fax 206.728.4272 DATE: 3.7.00 • TO: Brenda Holt, Ken Nelsen Company: Tukwila Building Division CC: FROM: Ron Wright; Brady Barkey • EMAIL: bbarkey @rwaa.com MESSAGE: Brenda, Ken, We are resubmitting the plans for Hot Mix Pavers, Development Permit Application Number D99- 0417 per Correction Letter #1 dated January 28, 2000 & Correction Letter #2 dated February 25, 2000. Per Correction Letter' #1: 1. Wall at grid 3 has been labeled "occupancy separation wall" and all corresponding sections and details have been updated. See sheets A2 & A4 • 2. See sheet Al 3. See accompanying letter from Coughlin Porter Lundeen 4. See accompanying letter from Coughlin Porter Lundeen 5. See accompanying energy information 6. See sheet Al Per Correction Letter #2 dated February 25, 2000: See accompanying letter from Barghausen Engineering Call if you have any questions. Ron right Brad Barkey Cc: Anita Westeren, Hot Mix Pavers CORRECT ON LTR #J TRANSMITTAL RECEIVED CITY OF. TUKWILA MAR p 7 2000 PERMIT CENTER Dcria-ani May 16 00 06:59p p' art King County Department of Natural Resources Industrial Waste Program 130 Nickerson Street, Suite 200 Seattle, WA 98109 -1658 (206) 263-3000 (206) 263 -3001 FAX February 28, 2000 CERTIFIED MAIL RETURN RECEIPT REQUESTED Anita Westerer Hot Mix Pavers, Inc. 1122 East Pike Street, Suite 1345 Seattle, Washington 98122 Dear Ms. Westerer: Approval of Oil /Water Separator Design for Hot Mix Pavers, Inc. CORR 7tON L7R #� CITY OF TUKWILA JUN - 6 2000 PERMIT CENTER King County Industrial Waste has received the plans submitted on your behalf by Barghausen Consulting Engineers for the oil /water separator to be installed at the Hot Mix Pavers facility located at 4400 South 131" Street in Tukwila, Washington. Approval is hereby given for the design of this separator. Discharge of treated wastewater from this separator to the sanitary sewer is authorized subject to the following conditions: 1. No significant amount of storm drainage shall enter the sanitary sewer; i.e., the uncovered area tributary to the separator shall not exceed 200 square feet. 2. The oil /water separator sampling port or inspection tee on the outlet line shall be accessible to King County personnel during normal hours of facility operation. 3. The oil /water separator shall be properly maintained so that effluent from these structures does not exceed the King County discharge limitation of 100 milligrams per liter (mg /1) of mineral /petroleum (nonpolar) fats, oils, and grease (FOG) or 100 mg /1 of animal vegetable (polar) FOG. This design approval does not in any way guarantee that the oil /water separator will function as described by the fabricator or manufacturer. Further, the approval does not relieve Hot Mix Pavers or any subsequent operator, of the responsibility to enlarge, modify, or replace the oil /water separator to meet King County discharge requirements. g9 pcict-ot-i 17 A fter installation of the separator, and prior, to the initiation of discharge, fill the system with clean water. If you have any questions, please contact me at (206) 263 -3012. Thank you for y our cooperation in this matter. Ross Earnst, City of Tukwila Jerome "Jake " Jacobs, Barghausen.Consulting Engineers Doug Hilderbrand, King County cc: Anita Western c:1carol\general\D99- 0417 -2 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director DATE: February 25, 2000 APPLICANT: Hot Mix Pavers RE: D99 -0417 ADDRESS: 4400 South 131 Place PLANNING DIVISION COMMENTS Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Carol Lumb is the planner assigned to the file and can be reached at 206 - 431 -3661. The revision materials did not include the storm water pollution prevention plan, nor indicate the location of the structure to cover the stored asphalt as requested in the January 13, 2000 comments from the Planning Division. With regard to the structure to cover the stored asphalt, the structure can be designed with either a hinged roof or other removable cover. I would like to note that the revision materials were submitted on February 18, 2000. I received a call at 12:50 that day from the applicant's engineering firm asking what was meant by the term "storm water pollution prevention plan." The caller noted that they wanted to resubmit the revision materials that day. I returned the call at 1:58 the same day with direction on where to find guidance on storm water pollution prevention plans. It appears that that message was either not received or ignored. I would like to stress that submitting incomplete revision materials will only continue to delay approval of this project. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206.431.3665 February 25, 2000 Brady Barkey 1932 First Avenue, #616 Seattle, WA 98101 Dear Mr. Barkey: Department of Community Development Steve Lancaster, Director CORRECTION LETTER #2 Development Permit Application Number D99 -0417 Hot Mix Pavers, Inc 4400 South 131st Place This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Division and Planning Division. At this time, the Fire Department and Public Works 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 revision 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 (206)431 -3672. Sincerely, Brenda Hol Permit Coordinator encl xc: File No. D99 -0417 Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206.431.3665 • COUGHLINPORTERLUNIUN Project Record • Date: February 24, 2000 To: Ron Wright & Associates/Architects, PS 1932 First Avenue Suite 616 Seattle, WA 98101-1040 Fax: (206)7284272 Attn: Brady Barkey Please let me know if you need anything else. CORRECTION LTR# 7- Sent Via N/A Project: Hot Mix Pavers Project No: 99-0176-07 By: Jana Legerski 217 PINE STREET. SUITE 300 • SEATTLE, WA 98101 'P:206/343.0460 F:206/343-5691 , I ,Receiveo r ytikw MAP s 0 7 20 PERMIT CEN The following are our responses to the structural items of the Plan Review #DD99-0417, prepared by the Tukwila Building Department, dated January 26, 2000, which you forwarded to us on January 31, 2000. • Item 3: Details 13/S6.1 and 14/S6.1 are keyed on the Mezzanine Framing Plan on sheet S2.1. Refer to the architectural plans for 1-hour separation. Item 4: The construction to be special inspected is listed in general structural note 12, S1.1. Also in conformance with UBC section 1701, the last sentence of note 12 has been revised to say that "the architect, structural engineer, and building official shall be furnished with copies of all inspection reports and test results." Joanna Spencer City of Tukwila Public Works Department City Hall 6300 Southcenter Boulevard Tukwila, WA 98188 Dear Joanna: RE: Hot Mix Pavers - Second Submittal File No. D99 -0417 Our Job No. 7099 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES February 18, 2000 HAND DELIVERY 1. We have revised the plans per the attached mark -up plan set. CORRECTION LTR# � 2. We are in the process of obtaining a JARPA/Hydraulic Projects Approval (HPA) Permit from the Washington State Department of Fish and Wildlife for the stormwater discharge at the north end of the property. A letter from WSDOT is included with this resubmittal, indicating that a permit is not required to discharge to the stream at the north end of the site. 3. We are in the process of obtaining a JARPA/HPA Permit from the Washington State Department of Fish and Wildlife for stormwater discharge from South 131st Place into the existing swale on the south side of South 131st Place. 4. We have indicated on the plans that all overhead power and telephone lines shall be placed underground in accordance with the City of Tukwila ordinance, and we have also indicated that the on -site lot lights that are scheduled to remain are to have the interconnecting wiring placed under ground. We have also indicated the location of one street light, and added a detail to the plan set for the light based on City of Tukwila Standard Plans. 5. We are in the process of obtaining approval from King County Metro Industrial Waste for discharge connection from the truck wash to the sanitary side sewer. 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251 -6222 (425) 251-8782 FAX www.barghausen.com Enclosed are four sets of revised Civil Engineering Plans and Landscape Plans for the above- referenced project. We have also included two copies of the revised Technical Information Report, a letter from Washington State Department of Transportation (WSDOT), and your redlined review plan set. The following is in response to review comments from the City of Tukwila Public Works Department, dated January 27, 2000: RECEIVED CITY OF TUKWILA FEB 1 8 2000 PERMIT CENTER anna Spencer; ity of Tukwila u bhc Works Department J/sm C.012 As Noted Anita Westeren, Hot Mix Pavers H al P. Grubb, Barghausen Consulting Engineers, Inc. e trust that this meets with your requirements: and that you can issue a permit as soon you have any questions, please call me at this office: Thank you ke" Jacobs, P.E. gineer II C OF RECEIVED FEB 1 8 2000 PERMIT CENTER January 31, 2000 Ms. Anita Western Hot Mix Pavers 1122 East Pike Street, Suite 1345 Seattle, WA 98122 Use of Site at 4400 South 131 Place Dear Ms. Western: I wanted to confirm our conversation of January 26, 2000 regarding the use of property located at 4400 South 131 Place, in Tukwila. You have received permission to store equipment used for asphalt paving on the site until your building permit is approved (D99- 0417). However, any vehicles stored on the site must be setback at least 50 feet from the edge of the buffer. In addition, no left over asphalt may be stored on the site until improvements are in place to prevent contamination of the wetland from any petroleum residue from the asphalt. I would appreciate it if you would relay this information to any of the work crews using the site. If you have any questions, please call me at 206 - 431 -3661. Sincerely, 40/ eaufwv Carol Lumb Associate Planner cc: City of Tukwila Steven M: Mullet, Mayor Department of Community Development Steve Lancaster, Director Gary Schulz, Urban Environmentalist Jack Pace, Planning Manager Bruce Creager, AICP, Barghausen Engineering q: \cpl\Hot Mix Pavers\Westem,doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431.3670 • Fax: 206.431.3665 ;tt�: `Sjt.F::ti :Tn!4t Ciz of Tukwila Steven M.- Mullet, Mayor January 28, 2000 Brady Barkey 1932 First Avenue, #616 Seattle, WA 98101 Dear Mr. Barkey: This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Division, Planning Division and Public Works Department. At this time, the Fire Department has no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision 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 throueh the mail or by a messenger service. If you have any questions, please contact me at (206)431 -3672. Sincerely, Brenda Holt Permit Coordinator encl xc: File No. D99 -0417 Department of Community Development Steve Lancaster, Director CORRECTION LETTER #1 Development Permit Application Number D99 -0417 Hot Mix Pavers 4400 South 131st Place 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431.3670 • Fax: 206. 431 -3665 PUBLIC WORKS PROJECT REVIEW COMMENTS Project Name: Ha' Hi Th*tirS Location: D99- File //: 04 7 Action: De/WEL Date: //2 7/2690 Reviewed By: CkaftWA' 5P6,VC.eie PRIOR HISTORY AND CORRESPONDENCE FRANCHISE UTILITY COORDINATION CODE REQUIREMENTS COMP PLAN CEP OVERLAY PROGRAM MISC. STUDIES MAINTENANCE NEEDS RFA WD 125 VAL -VUE PW STANDARDS PRE -APP PROBLEM AREAS 1. REVISE PLANS PEA ATr aro /t11904- up L APPLICANT 5#412 06TH /N ,N HP4 PERM/T. F p,SHCe /Os £ IJ/I4 0/ pp 10 2 57 a en 43.97 DAscMi►,26E 1O 1115 IsleTLANO /srieEfH /9T 72'e No2TH ENO O� pig popery AND f} Azoor p .eM /T 5 /NCE geotE sTRbAM /s 4NOER wszo7 JciPisD/cTicw �. »PPL/CANT sf/A« D Th /N AA) NP,# egR /te /T ` o $f FIS /Eg /4.S 8 Gv /COL /A'E' Fog sro PATER DisCHPR 46 1V T// EX /ST //'4 51409L6, Nfi /Chi /S » FISH BEAR- sTRAC*01 /N 601471f /3/ 5' PZACE, Y niKiit 1INOEIeSgOUNO /N ORS / »rnrEs, AGC uradn .s SMALL BE ,%QCED tovOct26.12oLavo AJVO O1i92NE40 ur T /ES ALDN4 FRoNTIME ON 5 /3/ pace SAALL 8E 14N05 £ouivaso. SUBMIT A4 5TP'ET lacHT�N6 pL»N ,SHE /N6 pow(ie faxEs f eMo'ED AND/O2 REWC. 47E0 - ONE STREET ,,/4NT /S Real-fiieez W / tH METEe, /}NO SERI/ /CE C &NET REFEe fO e. D T , /NPRa5re..14 C ru2,E & DE5/6 iN 5171 ADS. CONTACT HR. TED icieseme 144 OP5"77oN5 14414 / 4 6E12- (204433-4V 4 g S7'1paE7 C /6NSS ReologovAi z o p - Sil /CG: BTA /N AA? 9 g !//AG rr¢AM c AAs aI AlT NsTRIAL ti)Asnr :D /scygeSE GatAlecnom P Q! Dow iv MO W 9N /Tiley .5/DE 7�9CT ` / IR ARN44I J. 6 /&9E0 Sneed( e , )1 / 1 f2Gis 243. . 302 : , BUILDING DIVISION REVEIW Date: 01/26/00 ProjectName: Hot Mix Pavers Building Permit application Application #: D99 - 0417 Plan Reviewer: Ken Nelsen, Plans Examiner 2. The Southeast exterior wall has a setback of 5 "9" from the property line. This wall must be keyed and detailed 1 -hour rated as required by U.B.C. tabel 5 -B. No further comments at this time. Tukwila Building Division 6300 SouthCenter Blvd. Tukwila, WA 98188 206 -431 -3670 Please address the following comments in an itemized format and include applicable revised plans or documentation. 1. The plans and details indicate that the wall at grid 3 is an area separation wall. It is more appropriate it be labeled this wall an occupancy separation wall. All construction details should reflect the occupancy separation requirements in U.B.C. Section 302. 3. Details 13 and 14 on Sheet S6.1 are not keyed on other plan sheets. They appear to be mezzanine joist support details. It is assumed detail 13 would be the joist connection to the 1 -hour occupancy wall at grid line 3. If this is the assumed use of this detail, it must be revised to maintain a complete 1 -hour separation complying with U.B.C. 302.2 and Chapter 7. The revised details must be reflected on both the architectural and structural plans. 4. The General Structural Note #12 on sheet S1.1 is incomplete. Reference in the note how inspections will conform to U.B.C. Section 1701, specifically in regard to the Building Official. Also identify what trades or type of work will be special inspected. 5. Provide applicable information to show compliance with the 1997 Washington State Non - residential Energy Code. Complete the enclosed Energy compliance form and provide additional plans, detail, documentation, etc. to reflect compliance in the building design. (Building envelope, lighting, H.V.A.C.) 6. At the minimum, show in the general notes how the ventilation requirements for all occupied spaces will conform to the Washington State Ventilation and Indoor Air Quality Code. Final approval for the H-6 occupancy is subject to the ventilation requirements. MEMORANDUM City of Tukwila John W Rants, Mayor Department of Community Development Steve Lancaster, Director TO: Carol Lumb, Associate Planner FROM: Gary Schulz, Urban Environmentalist DATE: January 20, 2000 RE: Hot Mix Pavers #E98 -0018, #D99 -0417 - Technical Review. I have reviewed the current plan set, date stamped Received 11/18/99, including the related project information for the Hot Mix Pavers office /shop development. The project is subject to sensitive area regulations and proposes a wetland buffer reduction. My review is focused on the "Buffer Planting Plan" (Sheet LB1) completed by Barghausen Consulting Engineers (11/8/99). My comments are listed below: A. ' Wetland Buffer Reduction/Enhancement Plan The buffer area is proposed for a 50 percent reduction because of past disturbance and limited vegetative cover. The approved conceptual plan (Wetland Resources, Inc. 1999) proposes to save existing native trees and shrubs while adding a more diverse native component. These trees and shrubs include willow, black cottonwood, and red alder. The buffer plan completed by Barghausen Consulting Engineers (11/8/99) is not consistent with the approved conceptual plan. Please revise the plan as follows: 1) "Regrading of old fill" will not be as extensive as shown on the plan. Existing native trees and shrubs will need to be flagged and preserved as part of the enhancement. This should be a Goal listed under the section titled "Concept ". Grubbing will be necessary to remove non -native plants and to prepare the site for new plantings. 2) Because the buffer area is primarily' old fill material, oversized planting pits will need to be dug to allow a topsoil amendment. 3) The landscape irrigation plan (Sheet L3) allows for a temporary, surface irrigation system in the buffer area. Due to the proximity of the permanent irrigation, it is more efficient to extend the watering into the buffer area as an automatic system instead of heavy "spot" watering. The timing of watering can then occur at night and likely be more efficient. 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax- (206) 431-3665 • Hot Pavers Memo January 18, 2000 Page 2, 2. Stormwater 4) Please check the proposed planting palette in the Wetland Resources' report as it does not match the submitted planting plan. Replace Oregon myrtle with a native species common to the Puget Sound region. • 5) The final plan needs to incorporate the Monitoring Program per the Wetland Resources' report. Maintenance and monitoring was recommended for five years. The bufffer planting plan notes seem to indicate only a two-year maintenance period. 6) If a buffer seed mix is necessary, a low grow mix is preferred. This ix couldinclude trefoil, clover, kinnikitmik, lupine or a low growth form of grass. • I have included the comments that I provided in my first memo concerning the stormwater plan. Please let me know if there are questions. Cc: Steve Lancaster, DCD Director Jack Pace, Planning Manager Joanna Spencer, Associate Engineer The plan shows an underground detention vault that is being placed in an area that may not be needed for parking or other use for the development. If this is the situation, could the detention • facility be an open pond that would include detention and water quality treatment? If a vault is used with oil/water separator, could the discharge be spread out to sheetflow through the buffer in the area shown as being piped directly to the wetland? This would likely increase the water quality treatment in area with new plantings and soil substrate. The result could provide about 50 feet of biofiltration. DATE: APPLICANT: RE: ADDRESS: City of Tukwila Department of Community Development PRELIMINARY REVIEW COMMENTS PLANNING DIVISION January 13, 2000 Barghausen Engineers for Hot Mix Pavers D99 -0417, Building Permit for Office 4400 South 131 Place The following comments /requirements are based on the SEPA determination, E99 -0018, issued on December 8, 1999: 1. A structure to cover the stored asphalt is required to prevent storm water from flowing directly over the asphalt. A separate building permit is required for this structure. 2. A storm water pollution prevention plan must be submitted for review and approval. 3. The downspouts from the office /maintenance building must be tightlined to the storm drainage system. 4. The City's landscaping ordinance has been revised since the pre - application meeting with the applicant. The landscaping plan shall be revised to: a) include landscaping of the interior parking area as provided in TMC 18.52.035, items 3. and 4. (see attached Ordinance 1872); b) revise the front landscaping to conform with Type I landscaping requirements and the side landscaping to conform with Type II landscaping, as required by Ordinance 1872. On the current landscaping plan, there is an area along the southern edge of the building that is missing landscaping. In the area on -site between the edge of the 12.5 -foot landscape area and the building, please provide ground cover, such as kinnikinnick. Comments from the City's Urban Environmentalist are attached in a separate memo. Please be aware that you will probably receive comments and/or corrections from other City departments as well. When you re- submit your corrected plans for further review, your re- submittal must respond to the comments of all City departments concurrently. You will know when you have received the comments from all departments involved in the review and approval of your project when you receive a "Correction Letter" from the City's Permit Coordinator. The Permit Center cannot accept your re- submittal until Steven M.; Mullet, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206. 431 -3665 • ; , • ; ;'• • ;: ; „ • ;;;; M .; cAcaroRgenerak199-0417.doc 2 ovember 29, 1999 Brady Barkey 1932 First Avenue, #616 Seattle, WA 98101 RE: Letter of Incomplete Application #1 Development Permit Application Number D99 -0417 Hot Mix Pavers 4400 South 131st Place Dear Mr. Barkey: This letter is to inform you that your permit application received at the City of Tukwila Permit Center on November 18, 1999 is determined to be incomplete. Before your permit application can begin the plan review process the following items need to be addressed. Planning Division: Carol Lumb, Associate Planner, at (206)431 -3661, if you have any questions regarding the following: 1. Lot consolidation must be reviewed and approved by the City and recorded at King County prior to issuance of building permits. Application enclosed. Public Works Department: Joanna Spencer, Associate Engineer, at (206)433 -0179, if you have any questions regarding the following: 1. Provide storm drainage report per King County Surface Water Design Manual. 2. Provide location of where the oil water separator is connecting. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit 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. 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 Permit Center at (206)431 -3672. Sinperely, hi-66F Permit Coordinator encl File: Permit File No. D99 -0417 City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 431-3665 Carol Lumb, Associate Planner City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RE: City of Tukwila Comments for Hot Mix Pavers Project City File No. E98 -0018 / Our Job No. 7099 Dear Carol: This letter is in response to several of the engineering related issues referenced in the memo dated November 2, 1999, from Joanna Spencer and the memo dated October 28, 1999, from Gary Schultz of your office. The following are my responses to some of the information requested. Memo Dated November 2, 1999, from Joanna Spencer November 17, 1999 COURIER DELIVERY CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 2. The drainage detention calculations and analysis are in accordance with the 1998 King County Surface Water Design Manual as requested by the City. This manual dictates the methodology and sizing of facilities for a given drainage basin. Memo Dated October 28, 1999, from Gary Schultz 2. We originally evaluated the possibility of an open pond for this site, but determined that this required such a large surface area that the area left for development was not acceptable to my client, Hot Mix Pavers. Therefore, an underground system was utilized in accordance with the 1998 King County Surface Water Design Manual. As listed, the vault is used in conjunction with oil /water separation as dictated by the 1998 King County Surface Water Design Manual. The outlet is via a storm drainage conveyance pipe, which will discharge next to an 8 -inch storm drain outlet. It was determined that this would be the best location for an outlet for the storm drainage system because of the elevation, which allows a minimum amount of fill material to be placed on site as well as the least amount of disturbance to the existing wetland and its buffer. This covers the items listed in the two memos that reflect the civil site plan issues. If you have any questions or need additional information, please contact me at this office. Respectfully, HPG /kn [7099C.0091 cc: Anita Westeren, Hot Mix Pavers Brady Barkey, Ron Wright & Associates Hal P. Grubb, P.E. Director of Engineering Services 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251 -6222 (425) 251 -8782 FAX www.barghausen.com RECEIVED CITY OF TUKWILA NOV 1 8 1999 PERMIT CENTER Sent By,: PacRim Geotechnical Inc.; September 9, 1999 ✓ PacRim Project No. 070 -002 [ lot Mix Pavers 1122 East Pike Street Seattle, Washington 98122 Attention: Ms. Anita Westercn 206 :Ib5 8400; Subject: PROPOSED OFFICE BUIL»PNc 4400 South 131" PLACE TUKWILA, WASHINGTON SITE AND PROJECT DESCRIPTIONS VUt - Vu 1u.cv, .4..y- - "Ogg - 64 t'7 Dear Ms. Westeren: PacRim Gcotechnical Inc. (PacRim) completed a geotechnical engineering study for the above - referenced project. The purpose of the geotechnical study was to explore and evaluate the surface and subsurface conditions at the site, and based on the conditions observed, provide recommendations pertaining to geotechnical aspects of the project. The study was completed in general accordance with the scope of work presented in our proposal dated August 26, 1999, revised to reflect the use of haekhoe equipment provided by the owner for exploration purposes, and was verbally authorized by Ms. Anita Westeren on August 27, 1999. Results of the geotechnical study are summarized below. The sitc is located within thc Duwamish Valley, at thc northeast quadrant of the South 131" Place and 44 "'Place South (formerly Ruth Street) intersection in Tukwila, Washington. The trapezoidal shaped site is approximately one acre in size, about 140 feet wide by 2tSW to 320 feet long. It is bounded by South 131" Place and 44'` Place South to the south and west, respectively. The site is also bounded by the Highway 529 on ramp to thc north, and a construction storage yard to thc west (scc Figurc 1). The site is currently vacant. It is practically level with less than about 1 foot of elevation change across the site. Tts surface is covered primarily with 5/8 -inch minus'6rushed rock with scattered grass and blackberry vegetation. It is our understanding that the proposed development includes the construction of a one - story office building to be Located on the south side of the sitc, adjacent to South 131" Place. Two attached garage service bays along the north side of the building are also planned. The service hays will have a concrete slab -on -grade floor, and possibly abelow- }axle working pit about 5 fat deep. The area north of the proposed building will be pavexl and used as a puking lot. The parking area will extend to within about 40 feet of the northern property boundary. RECVED 01TY OF TUKWILA NOV - 2 2000 PERMIT CENTER Sent By: PacRim Oeotechnical Inc.; PacRim Project No. 070.002 September 9, 1999 Subsurface conditions at thc silc were explored by excavating two test pits (TP -1 and TP- 2) within thc footprint of the proposed building, to depths ranging from approximately 8 to 10 feet below the present grade. The tcst pits were located in the field by pacing distances from apparent property corners, and the approximate test pit locations are shown on Figure 1. Two exploratory borings were also drilled at thc site during a previous study by othcrs (Altinay, 1996). Results of these exploratory borings were used to supplement out current exploration program. The test pits were excavated with a tracked excavator supplied by ACE Construction under subcontract to the owner. At the completion of the excavation, the test pits were backfilled with the excavated soils and tamped with thc backhoe bucket. This hackfill should not be expected to behave as compacted structural fill and some settling of the ground surface may occur. The test pits were excavated under the full -time observation of a PacRim gcotechnical engineer. Soil samples obtained were classified in the field and representative portions were placed in air- tight, plastic bags. These soil samples were then returned to our Laboratory for further examination and testing. Tn addition, pertinent information including soil sample depths, stratigraphy, soil engineering characteristics, and groundwater occurrence was recorded. Suits GROUNDWATER 070.002 Hot Mix Pavers Report 206 365 8405; SUBSURFACE EXPLORATIONS SUBSURFACE CONDITIONS 0Ct•b -UU to:[u; rays J A surticial layer of 5/8 -inch minus crushed rock about 6 inches thick mantles the site. Underlying the crushed rock, the tcst pits encountered a layer of granular fill primarily consisting of sandy gravel, extending to a depth of about 4V2 feet at the two test pit locations. The backhoe operator indicated that 4 to 6 feet of granular fill had been placed over the site approximately 10 to 12 years ago. The operator recalled thc fill being placed in lills and compacted with a roller. The fill density appears to decrease with depth; the upper 3 feet the fill was relatively dense and became medium dense to loose near the base of the fill. Below the fill, soft organic -riche silt was encountered to the maximum depths of explorations at a depth of about 8 to 10 feet. Groundwater seepage was observed in the test pits at a depth of about 4 feet, near the base of the existing fill soils. Exploratory borings completed by others ( Altinay, 1996) during a previous geotechnical study indicates presance of groundwater at a depth of about 3 fcct. Given the proximity of the site to the Duwamish River, thc groundwater elevation 2 rArMU■ c ;ForsCHNICAL INC. RECEIVED CITY OF TUKWILA NOV - 2 2000 PERMIT CENTER Sent By: PacH1m Oeotechnlcal Inc.; PacRim Project No. 070 -002 Septembcr 9, 1999 SEISMIC CONSIDERATIONS BUILDING FOUNDATIONS 070-002 Nor Mix pavers Report 206 365 8405; Uct -b -00 16:21; is anticipated to fluctuate, primarily in response to changes in seasonal precipitation and the level of the river. CONCLUSIONS AND RECOMMENDATIONS The project site lies within Seismic Zone 3, as defined in Chapter 16, Division IV of the 1997 Uniform Building Code (UBC). Moderate levels of earthquake shaking should be anticipated during thc design life of the proposed building, and the structures should be designed to resist earthquake loading in accordance with the methodology described in the 1997 UBC. .Based on the subsurface conditions observed during our exploration prugtun, UBC Soil Type Sd is appropriate for the design of the proposed structure. Soil liquefaction is a phenomenon wherein saturated soil deposits temporarily lose strength and behave as a liquid in response to earthquake shaking. and is generally limited to submerged, loose granular soils. The results of previous and our current geotechnical explorations indicate that the site soils primarily consist of fine - grained organic soils, and .in our opinion, the potential of soil liquefaction is low. Foundation Support To our opinion, conventional isolated or continuous spread footings are suitable for use to support the proposed building. The footings should he proportioned using armaximum.r alloyVable;bear ngpressureof , l',500:pounds'perAuare foot`(pst): The recommended maximum allowable bearing pressure may be increased by 1/3 for short -term transient conditions such as wind and scismic loading. VifeCoMmend a.:minimum footing :width 1161'241inches for11 00;;continua41.1.0P*14:isolated column footingsr It should be noted that, due to the presence of compressible organic soils directly below thc granular fill, long -term settlement should be anticipatcd. To reduce thc potential post - construction settlement, the proposed footings should he founded at an elevation as high as feasible. It is our opinion that the fo otin'g should,be added; l2 inches., below::tho fltriah1 amide; which will result in about 3 to 31/2 feet of granular fill soils remaining below thc bottom of the footings. Assuming construction is accomplished as recommended herein, and for the foundation loads anticipated, we estimate total long -term settlement of spread foundations to be about 1 to 2 inches, and differential settlement between two adjacent load- bearing components supported on competent soil of less than about 1 inch. 3 PACRIM (:AQTT.CHMCAL INC. RECEIVED t1TY OR TUKWILA Nov - 2 2000 PERMIT CENTER Sent Hy: PacHim Geotechnical Inc.; 2Uti atib tiau5; PacRim Project No. 070 -002 September 9, 1999 Lateral Load Resistance Foundation Excavations UCt -o -UU lo:el; raye 3 Wind, earthquakes, and unbalanced earth Toads will subject the proposed structure to lateral forces. Lateral forces on a structure will be resisted by a combination of sliding resistance of its base or footing on the underlying soil and passive earth pressure against the buried portions of the structure. For use in design, a coefficient of friction of 0.5 may be assumed along the interface between thc base of the footing and subgrade soils. Passive earth pressure for buried portions of structures may be calculated using an equivalent fluid weight of 500 pounds per cubic foot (pcf), assuming footings are cast against dense structural fill. The recommended coefficient of friction and passive earth pressure values do not include a safety factor. The passive resistance should be neglected unless the area is protected by pavement or slabs on grade. All footing excavations should bc trimmed neat and the bottom of the excavation should be carefully prepared. All loose or softened soil should be removed from the footing excavation prior to placing reinforcing steel bars.I<,We; recommend -:thtit:footiintexcavatiiong ; ut erved'by` the -geoteclattcaI engu».rpriur:to and tunnreli t to verify that the recommendations of this report have been followed, and that an appropriate bearing stratum has been exposed. If footing excavations are open during the winter season or periods of wet weather, it may bc hclpfill to provide a lean concrete mat or a layer of gravel to help preserve thc subgrade until the footings are cast. If lean concrete is used, a 2 -sack mix is rcconuncndcd. If gravel is used to protect the footing subgrade, it should meet the gradation requirements for Glass A Gravel Backfill for Foundations, as described in Section 9- 03.12(1)A of the 1998 WSDOT Standard Specifications. Footing Drains The outside edge of all Perimeter * otings bepravided;witk:a dreinage,iysfesint consisting of 4 -inch diameter, perforated, rigid plastic pipe embedded in a clean, free- draining sand and gravel meeting the requirements of Section 9-03.12(4) of the 1998 WSDOT Standard Specifications for Gravel Backfill for Drains. The use of flexible; "thirty willed, corrugated plastic pipe should be eioided' The drainpipe and surrounding drain rock should be wrapped in non -woven geotextile (Mirafi 140N, or approved equivalent) to reduce thc potential for clogging and /or ground loss duc to piping. Watcr collected from the footing drains should be directed into the local storm drain system or other suitable outlet. Down spouts and roof drains should go be connected to the foundation drains in order to reduce thc potential for clogging. Tho footing drains should include clean -outs to allow periodic maintenance and inspection. 070.002 Hot Mix Pavers Report 4 PAMIM OI RECEIVED F TUKWi1 w NOV - 2 2000 PERMIT CENTER • PacRim Project No. 070 -002 September 9, 1999 Grades around the proposed structures should be sloped such that surface water drains away from the building. Roof drain discharge should not be placed immediately adjacent to footings. if roof drain spouts discharge water onto splash blocks, the splash blocks should be situated at least 3 feet away from the building line. Alternatively, roof drains could he tight -lined to the local storm drain system or othcr appropriate outlet. BELOW -GRADE WORKING PITS It is our understanding that a below -grade working pit may be constructed as part of the service bays. The working pit is anticipated to be about 5 feet deep. As such, submerged soft organic rich soils may be encountered near thc bottom of the excavations. When encountered, the soft soils should be partially overexcavated. The depth of overexcavation should be limited to about one foot, and replaced with CSBC underlain by a geotextile separator. The geotextile separator should be Mirali 140N, or approved equivalent. Below -grade pit walls should be considered rigid and designed for an at -rest earth pressure o f 55 pcf. In our experience, walls designed for at -rest earth pressures typically exhibit adequate factors of safety for seismic loading. In addition, surcharge pressure resulting from heavy trucks should also be incorporated into the design n of the walls. The surcharge pressure should he computed using a lateral pressure coefficient of 0.4. The recommended earth pressures assume that the backfill behind the wall will consist of properly compacted granular fill. We recommend wall backfill material be consist of Gravel Ball for Walls ( WSDOT 9- 03.12(2)), or Gravel Borrow (WSDOT 9- 03.14), as described in thc 1998 WSDOT Standard Specifications. CONCRETE SLABS -ON -GRADE Preparation of areas beneath concrete slab -on -grade floors should be performed as recommended in the Subgrade Preparation section, below. Prior to constructing concrete slabs -on- grade, surlicial soils should be scarified to a minimum depth of 8 inches, moisture conditioned to within about 3 percent of optimum moisture content, and compacted to at least 95 percent MDD, determined using ASTM D 1557 (Modified Proctor). Scarification and compaction will not be required if flour slabs are placed directly on recently placed compacted fill. Interior slah -on -grade floors should he provided with an adequate moisture break. The capillary break material should consist of a minimum of 6 inches of free- draining, crushed rock or well - graded sand and gravel compacted to at least 95 percent MDD. The capillary break material should have a maximum particle size of /, inch, with no more than 80 percent passing the No. 4 sieve and Icss than 5 percent fines (material passing the U.S. Standard No. 200 sieve). In areas where moisture will be detrimental to floor coverings or equipment inside the proposed structures, a 10 -mil polyethylene vapor barrier should be placed directly over the capillary break. An approximately 2 -inch thick layer of sand rage 0/12 Report S RECEIVED 070 -002 Hot Mix Pavers Rc K P PACttrM 4�OnECHNK'n�{XY OF TUI(Wll,q NOV - 2 2000 PERMIT CENTER bent by: raciim beotecnnlcal inc.; PacRim Project No. 070 -002 September 9, 1999 duo :7b5 tl405; act -o -uu 1o:ee; should he placed over the vapor barrier to protect it from damage, to aid in curing of the concrete, and also to help prevent cement from bleeding down into the underlying capillary break materials. The concrete slah -on -grade floor in the garage service bays will be subjected to heavy truck loading. T ll s: :.be�underlain b ., , 9;Inchcs'o n .y .... .,... _.. ,.. ... ._.,...�._ ., - ....{....... ... ',:.. Vin' tn�of Lrua ....., ,tt t»I tmu f Siiiiligdl,C.tlt;tlae (CSBS), in lieu of the capillary break material discussed above. The CSBC should conform to the requirements of Section 9- 03.9(3) of thc 1998 WSDOT Standard Specifications. The concrete slab can be constructed directly on the CSBC. SITF. EARTHWORK Subgrade Preparation Subgrade preparation in arcas supporting the new building should begin with the removal of all deleterious matter and vegetation. Exposed subgrade soils should then be evaluated by the geotechnical engineer. For large areas, this evaluation should be performed by proof - rolling the exposed subgrade with a fully loaded dump truck. For smaller areas where access is restricted, the subgrade should be evaluated by probing the soil with a steel probe. Soft/loose soils identified during subgrade preparation should he compacted to a firm and unyielding condition or over - excavated and replaced with imported structural fill, as described below. The depth of overexcavation, where required, should be evaluated by a qualified geotechnical engineer at the time of construction. Structural Fill Materials and Compaction It is our opinion that the existing on - site fill soils (the upper 4 feet) is suitable for re-use as structural fill. If additional imported structural fill is required it should meet thc requirements for Gravel Borrow, as described in Section 9- 03.14(1) of the 1998 WSDOT Standard Specifications for Road, Bridge. and Municipal Construction ( WSDOT Standard Specifications). Soils with fines contents higher than 7 percent may bc acceptable if the earthwork is performed during dry weather and the contractor's methods are conducive to proper compaction oldie soil. The use of materials with a fines content in excess of 7 percent should be evaluated by the engineer on a case -hy -case basis. Structural fill soils should be moisture conditioned to within about 3 percent of optimum moisture content, placed in loose, horizontal lifts less than 8 inches in thickness, and compacted to at least 95 percent of thc maximum dry density (MDD), as determined using test method ASTM D 1557 (Modified Proctor). Compaction of buc:klill material placed adjacent to bclow -grade walls should bc accomplished using relatively light equipment so that excessive lateral pressure is not transmitted to the wall. A relative compaction requirement of 90 percent MDD is considered adequate for backfill placed within a horizontal distance of 5 feet from below -gradc walls. 070-002 Hot Mix Pavers Report 6 rim K M c ;enranrnc•t. INC. raye 1iie RECEIVED CITY OF TUKWILA NOV - 2 2000 PERMIT CENTER nRsol7 Hham. c._,....... .._- .w...cnf : « bent by: racHim ueotecnnical inc.; dUti Ifi5 8405; ' PacRim Project No, 070 -002 September 9, 1999 uct -b•uu lb:22; rage 81 12 The procedure to achieve the specified minimum relative compaction depends on the size and type of compacting equipment, the number of passes, thickness of the layer being compacted. and certain soil properties. When size of the excavation restricts the use of heavy equipment, smaller equipment can bc used, but the soil must he placed in thin enough lifts to achieve the required compaction. A sufficient number of in -place density tests should bc performed as the fill is placed to verify the required relative compaction is being achieved. Generally, loosely compacted soils arc a result of poor construction technique or improper moisture content. Soils with a high percentage of silt or clay are particularly susceptible to becoming too wet, and coarse- grained materials easily become too dry, for proper compaction. Silty or clayey soils with a moisture content too high for adequate compaction should be dried as necessary, or moisture conditioned by mixing with drier materials, or other methods. Wet Weather Earthwork In gcncral, earthwork is more readily and economically performed during dry weather conditions. The subgradc soils could become saturated and spongy due to rain and /or construction traffic. In such an event, sofl soils should be removed from the area. Imported sand and grovel meeting the gradation specification described above should bc placed to bring the affected area to proposed grade. General recommendations relative to earthwork performed in wet weather or in wet conditions are presented below. • The on -site soils are moisture sensitive and may be difficult to handle or traverse with construction equipment during periods of wet weather. Earthwork is typically most economical when performed under dry weather conditions. If earthwork is to be performed or fill is to be placed in wet weather or under wet conditions when soil moisture content is difficult to control, the following recommendations should bc incorporated into the contract specifications. • Earthwork should bc performed in small areas to minimize exposure to wet weather. Excavation or the removal:of unsuitable soils should be followed promptly by the placement and compaction of clean structural till. The size and type of construction equipment used may have to be limited to prevent soil disturbance. Undcr some circumstances, it may be necessary to excavate soils with a backhoe to minimize subgradc disturbance caused by equipment traffic; • The ground surface within the construction arca should be graded to promote run- off ofsurface water and to prevent the ponding of water, • Material used as structural fill should consist of clean, granular soil containing less than 5 percent fines. The fines should bc non - plastic; t`1Pf'lREC OF RECEIVED NOV - 2 2000 070.002 Ilot Mix Pavers Report 7 Mc.RIM t:EOTXCHNICM.1rC. PERMIT CENTER = : M9 s Sw S'Xiori h'wensv,�aa,�,,......._ al ly_., GVO 40O CgUD; • PacRim Project No.-070-002 September 9, 1999 Uct -6-00 16:23; Page 9/12 • The ground surface within the construction area should be sealed by a smooth drum vibratory roller, or equivalent, and under no circumstances should bc left uncompacted and exposed to moisture. Soils which become too wet for compaction should be removed and replaced with clean granular materials; • Excavation and placement of fill should be'observcd by the geotechnical engineer to verify that all unsuitable materials are removed and suitable compaction and site drainage is achieved; and • Bales of straw and/or geotextile silt fences should be strategically located to control erosion. Drainage and Erosion Contro! Adequate drainage provisions are imperative and we recommend both short and long -tern drainage measures bc incorporated into the project design and construction. Surface runoff can be controlled during construction by careful grading practices. Typically, this includes the construction of shallow, upgrade perimeter ditches or low earthen berms and the use of temporary sumps to collect runoff and prevent water from damaging exposed subgrades. All collected water should be directed under control to a positive and permanent discharge system, such as a storm sewer. Permanent control of surface water should be incorporated in the final grading design. Water should not bc allowed to pond inuncdiatcly adjacent to buildings or paved areas. All drainage should bc directed into conduits which carry runoff away from the building and paved areas into stone drain systems or other appropriate outlets. Wc have prepared this report for Hot Mix Pavers and their consultants for use in design of this project only. This report should bc provided in its entirety to prospective contractors for bidding and estimating purposes; however, the conclusions and interpretations presented in this report should not be construed as a warranty of the subsurface conditions. Experience has shown that soil and groundwater conditions can vary significantly over small distances. inconsistent conditions can occur between explorations that may not bc detected by a geotechnical study. If, during future site operations, subsurface conditions are encountered which vary appreciably from those described herein, PacRim should he notified for review of the recommendations of this report, and revision of such if necessary. Wc recommend that PacRim bc retained to review the plans and specifications and verify that our recommendations have been interpreted and implemented as intended. Sufficient geotechnical monitoring, testing and consultation should be provided during construction to confirm that the conditions encountered are consistent with those indicated by explorations. Recommendations for design changes will be provided should conditions 070.002 Hot Mix Pavers Report UNCERTAINTIES AND LIMITATIONS 8 PA(.RIaM GrA rtIYINICAI. IN . RECEIVED orry OF TUKWILA NOV - 2 2000 PERMIT CENTER • Sent By.: 'PacHim Geotechnical inc.; • . PacRim Project No. 070.002 • September 9, 1999 revealed during construction differ from those anticipated, and to verify that the geotechnical aspects of construction comply with the contract plans and specifications. •Within the limitations of scopc, schedule and budget, PacRim anemptcd to execute these services in accordance with generally accepted professional principles and practices in the fields of geolechnical engineering and engineering geology at the time the report was prepared. No warranty, express or implied, is made. The scope of our work did not include enviromnental assessments or evaluations regarding the presence or absence of victlands or hazardous or toxic substances in the soil, surface water, or groundwater at this site. 0.0 We appreciate the opportunity to be of service. Sincerely, PAcItim GEOTECHN1CAL INC. !soma 311111-zota Scott L. Hardman, P.E. Harbans L Chahra, P.E. Senior Geotechnical Engineer Enclosure: Figure L Site and Exploration Plan Copy: (1) Ron Wright, Architect (via fax) U70-002 1101 Mix ravers Report President • 9 PACRIM GLOIVCIINICAL INC. Page . 10/12 • RECEIVED °RV OP TUKWILA NOV - 2 2000 PERMIT CENTER Sent;. Byi PaoHim;Ueotecnnlcal Inc. 1Uo .100 tl4u3j Itinay: and Associates, inc. 1996, Engineering Report for The Property Located at 4400 S 131" Place in Tukwila, consultant report prepared for Ted Jorve, dated July 18. ► ashmgton State Department of Trrnsportation/American Public Works Association, 1998, Standard Specifications for Road, Bridges, and Municipal Construction 070.002 Hot Mix Pavers Report to ( 4 ►AC RIMG riOTECRNICAL tNC CITY OF TUKWILA Nov - 22000 PERMIT CENTER • .PI . J: • •: f I i T T p zl «.ki I _,, • �S Y ..IMI AWAIT M.r tA� tt.. ..1�r . 1 I tram A MIS • w!ha NACA1 •w INK MOM 7 i pi alliat • 1sT P1�1 NO SCALE • r•a • illi PacRlm Geotechnlcal Inc. Geolethnical Engineering and App +Iec Earth Sciences PROPOSED OFFICE BUILDING 4400 SOUTH 131ST PLACE, TUKWILA, WASHINGTON HOT MIX PAVERS FIGURE 1 SITE AND EXPLORATION PLAN Proiect No. 070-002 DEC-it-96 WED 04:s2. t.r1 EROWNC 4'N..14 a r ... Ta■( -' 00 41St? e0: 35 1r): a1111b. Washington Stat. �; Department of Transportation sid Morrison SecreWy 01 Trarup;rlaurn • Po.1.11 Fax Note 7871 David Browne, Browne Engineering, Inc. 385. Brickaen Avenue Bainbridge Island, WA 98110 Dear Mr. Browne; TEL NO: December 11, 1996 Sincerely cc.o9r1 Northwest Reston 15700 011ton Avenat North PO Sex 330310 Se.iUk.,'NA 98133.9710 (204) 440.4000 141 11018 Fit . ti SR S99 MP 0.6 CS 1759 ' David Brown administration of the proposed • Jorve Roofing Corporation ikdlity: •r.. This will respond to your request for written confirmation regarding the need for a permit on the subjcct site. A. permit' will only be required in the case that the construction extends into state right of way. The plan you sent to us indicated that an existing drainage course will be used for access into state tight of way. You stated in a related telephone conversation that there will be no work on data right of way. The City of Tukwila has purview; WSDOT expects that storznwater management provisions will comply with the provisions adapted by the City of Tukwila, and that those provisions arc in compliance with the Department of Ecology's Stormwster Management Mutual for the Puget Sound Basin. In this case, we note that the land is fhirly level and suspect that providing sufficient gravity to drain a buried detention facility will be a challenge and may result in accessing state right of way. In that case WSDOT will require a permit and will be interested in the design details including a profile proving drainage and detention operation. RECENED CITY OP TUKWILA FEB 1 8 2000 PERMIT CENTER 2'd v2C:60 Do et gad l • 7 Erik M. Hansen, • .E. CO R R= Assistant Environmental program Manager LTR# Hydraulics y;I 0 DEC- 09 -96': MON , "02 :48 .PM l OWNE' ENGR. INC ecember 6, 1996 MEMORANDUM To Dennis Kirkpatrick From David Browne Re:::.. Jorve Drainage Discussion with WSDOT I spoke this morning with Bob Winter with Washington State Department of Transportation and asked him about potential problems. He asked me to fax him information so he could research the site a tittle and respond. I faxed hirn a memo explaining our project and sent him a vicinity map and a tough site plan. The plan indicated oil/water separators and detention in the pipeline. He called back this afternoon and made the following comments: 1: He researched as- builts and right - of-way sheets. We do not need a oerrnit or review if there is no yr�k„ri the right= of -wev. I questioned him on this several times because it is not consistent with my past experience: He said we draw the line at the right of way'. I asked if the situation would be different if we proposed to discharge additional flow (no He was not dear on the answer. S. He said that we should be sure that the discharge presently goes to the ditch and that no work would be needed in the right of way to channel it into the ditch. I am almost sure this is the case but It would be a good idea for someone to check this. 4. " : If we did need to work on WSDOT property, he said the review and approval process would be a minimurn of 2 months. He said that he didn't see any problem but the process is long. He said they would be particularly concerned about flood elevations since the area Is so flat. zeles 060' s3, c• RECEIVED CITY OP TUKWIIA FEB 1 8 2000 PERMIT CENTEri QE8r60 00 81 qa.d AY, (1:3tt.4ix ' d,. ;,trGax+ DEPARTMENTS: Building Division Public Works Complete \PRROUTE.DOC 5/99 n n REVIEWER'S INITIALS: • PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D99 -0417 DATE: 8 -14 -2000 PROJECT NAME: HOT MIX PAVERS SITE ADDRESS: 4400 S 131St PLACE Original.Plan Submittal XX Response to Correction Letter # 4 Revision #, _ After Permit Is Issued Response to Incomplete Letter # APPROVALS OR CORRECTIONS: (ten days) Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Comments: TUES /THURS ROUTI G: Please Route Structural Review Required REVIEWER'S INITIALS: PI nning Division II G 8 -1-00 Permit Coordinator DUE DATE: 8-15-2000 Not Applicable No further Review Required DATE: DUE DATE: 9 -12 -2000 Approved n Approved with Conditions Not Approved (attach comments) n DATE: CORRECTION DETERMINATION: DUE DATE Approved n Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: ACTIVITY NUMBER: D99 -0417 DATE: 6 -6 -2000 PROJECT NAME: HOT MIX PAVERS SITE ADDRESS 4400 S 131 PL Original. Plan Submittal Response to Incomplete Letter # XX Response to Correction Letter # 3 Revision # After Permit Is Issued DEPARTMENTS: t B illding Division Kg. i -c1-8o Public Works lard 6 -1-et YMUU111111NX Vol PERMIT COORD COF °r PLAN REVIEW /ROUTING SLIP x Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete U Incomplete TUES /THURS ROUTI G: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) n Planning Division 10) Permit Coordinator L r • DUE DATE: 6-8 -2000 Not Applicable ri Comments: No further Review Required n DATE: DUE DATE 7 -6 -2000 �nrczxali 9h i:: xt! a!!• w[ 4a;�,KCxMC 1741.141 , 5;p.R;ir,J , Approved n Approved with Conditions n Not Approved (attach comments) 12 REVIEWER'S INITIALS: D CORRECTION DETERMINATION: DUE DATE Approved ri Approved with Conditions ri Not Approved (attach comments) ri REVIEWER'S INITIALS: DATE: DEPARTMENTS: B ilding Division a€&ee{ 4-4.0 Public Works 4 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Y11g1)1111.00C Incomplete n TUES /THURS ROUTI G: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Fire'Pf:evention 3 'TO Structural .._ ................«,..... wwct...w.+nnyw.inrw.smauxxe..+c na�w. rziw. rxwa +N� ac4iRAstvwx. • . PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D99 -0417 PROJECT NAME: HOT MIX PAVERS SITE ADDRESS: 4400 S 131 PL DATE: 3 -7 -2000 Original Plan Submittal Response to Incomplete Letter # XX Response to Correction Letter # 1 &2 Revision # After Permit Is Issued PI nnin Division Vi 3 Z410 Permit Coordinator DUE DATE: 3-9-2000 Not Applicable n Comments: No further Review Required DUE DATE 4 -6 -2000 Approved n Approved with Conditions 7 Not Approved (attach comments) REVIEWER'S ITIALS: (v N1 IA * t4 L4J 4,- 2 -OO (h.✓ n DATE: CORRECTION DETERMINATION: DUE DATE Approved n Approved with Conditions u Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: • .' Bulldin& Division Public Works ACTIVITY NUMBER: D99-0417 DATE: 2-22-2000 PROJECT NAME: HOT PAVERS Original ,Plan Submittal XX Response to Correction Letter # 1 Revision # After Permit Is Issued Response to Incomplete Letter # DEPARTMENTS: PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP , MO Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete 1 I Incomplete ri TUES/THURS ROUTING: Please Route I Structural Review Required APPROVALS OR CORRECTIONS: (ten days) Approved 7 Approved with Conditions OfrY REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved ri Approved with Conditions [1 n REVIEWER'S INITIALS: '4'2- Vft,vJJ4 REVIEWER'S INITIALS: WRROUTE.DOC 5/99 en DATE: PI nag Division Permit Coord Not Applicable DUE DATE: 2-24-2000 Comments: ri No further Review Required n DATE: DUE DATE 3-23-2000 Not Approved (at comments) DUE DATE Not Approved (attach comments) DATE: DEPARTMENTS: B ilding Division II Via 1-74-CO Pu lic Works C' PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP TIVITY NUMBER: D99 -0417 DATE : 12 -8 -99. ROJECT NAME: HOT MIX PAVERS Original Plan Submittal XX Response to Incomplete Letter # Response to Correction Letter.# Revision # After Permit Is Issued DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete L✓ J Incomplete Fre • revent n j- Structural n Comments: TUES /THURS ROUTING: Please Route m Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved n Approved with Conditions V'RROUTEAOC 5/99 CORRECTION DETERMINATION: Approved Approved with Conditions • • w++a kltww VY...10•! xtMYn. 0 11 Wtt PAMhr •?'s77.&4115( is�Yi'3�H,p}'R'.hL�.X1Q! Planning Division II cx,. wa et t — (3-0'0 Permit Coordinator II DUE DATE: 12 -9 -99 Not Applicable 1 1 No further Review Required n DATE: DUE DATE 1 -6-00 Not Approved (attach comments) eDr '� &t V YI Ly t,v�.. Q cP 1 -2 ) --o REVIEWER'S INITIALS: DATE: DUE DATE Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: IXL Original Plan Submittal Response to Correction Letter Response to Incomplete Letter # Revision # After Permit Is Issued ITYr:NUMBER: D99 -0417 DATE: 11 -18 -99 PROJECT NAME: HOT MIX PAVERS INC. DEPARTMENTS: Building Division ■ Public Work Pub d&L4 o d C- C PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP /'1 Fire Prevention ktdG ( 7.. - z -j9 Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) REVIEWER'S INITIALS: Approved n \PRROUT[.DOC 5/99 Incomplete n .... _._,.«... .............«,,. w+• s» mr. wn. k, V' 41MA' M.+. Sexll4tEr7sVklZtln'. M! kd'+ N C:rwle:Sirwp'l�'.WO;NAi+'frl/u� YrumCa•: r': CORRECTION DETERMINATION: DUE DATE Approved n Approved with Conditions PI nning Division III Permit Coordinator um DUE DATE: 11 -23 -99 Not Applicable n Complete ri Comments: $/ ij 'a TUES /THUR ROUTING: Please Route ri Structural Review Required No further Review Required n DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE 1 2-21-99 Approved with Conditions n Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: Not Approved (attach comments) REVIEWER'S INITIALS: DATE: City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 8 f 14 Plan Check/Permit Number: D99 -0417 O Response to Incomplete Letter # ® Response to Correction Letter # 4 O Revision # after Permit is Issued Project Name: HOT MIX PAVERS INC Project Address: 4400 South 131 Place Contact Person: Brady Barkey Sheet Number(s): L 8 (o j c.e s �' e s. i M afe �. e 1 e&1 "Cloud" or highlight all areas of ? evision including date of revision Received at the City of Tukwila Permit Center by: l 1 ` d'yl 10 0 Z ---- - Entered in Sierra on 8 Li -00 Phone Number: Summary of Revision: 0 � ' 'Se• 3 110 e , Se B e s ked- L 1 eF 1 644d a i aApne it e.or + e,s im aie . RECEIVED CITY OF TUKWILA AUG 1 4 2000 PERMIT CENTER 08/08/00 t City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: G • -or) Plan Check/Permit Number: D99 -0417 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 3 ❑ Revision # after Permit is Issued Project Name: HOT MIX PAVERS Project Address: 4400 South 131 Place Contact Person: Brady Barkey Summary of Revision: see a f a c4 e c1 c ItaeJ1_ Phone Number: 0-c*) 7 7 - 6 — ¢2 4-8 REI:Fiy i r Y OF TUKWILA JUN - 6 2000 PERMIT CENT Sheet Number(s): C 1 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: [1]," Entered in Sierra on (7"t1 -f 1 C7 f oi' t Sf'ree+ Intl -CO L1-- L4- 4-,HG 04/27/00 4 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: ‘3 Plan Check/Permit Number: D99 -0417 ❑ Response to Incomplete Letter # Response to Correction Letter # 1 CA• d'N ❑ Revision # after Permit is Issued Project Name: HOT MIX PAVERS Project Address: 4400 South 131 Place Contact Person: Brady Barkey Phone Number: 0206) 7 2B 4 Summary of Revision: 5 - at'a cited +v o'? M5 ( ) +) l Sheet Number(s): 1 ) 1't 2 i l�4 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on 01/28 /00 Project Name: Project Address: Contact Person: .�ratfvti� .... ,.».+., xw�•r ne¢ r, 5b JSl`. �S< tixtL��'-. i; s tiw :"v'�.wmkt+.uFar� :FEB 18 '00 01 :46PM TUKWILA DCD /PW i . ' t� City of ThlEwlla John wants, Mayor Department of Community Development Steve Lancaster; Director Revision istbaittalr mutt be submitted in person at the Permit Center. Revisions will not be accepted through the if&Z fat; etc. Date: 'if -0 6 Plan Check/Permit Number: 0 1? - 04)7 • Response to Incomplete Letter # 20 Response to Correction Letter # [� Revision # after Permit is Issued 110 f%1; )C Pit v c'S 00 -So, -�� F9 Summary of Revision: e Q v e-/ weleiei e -1 `l-; �^ - v'- N 11 R tele Al o 5 a ✓iS'fit `-I - • C -ef ■ t % r iYI ti •'' '4. is; . Y' - CORRECTION - r ,, Sheet Number(s): 61- C 7 )04" / L�.--1 I tsc ye t o 1 r n 5 "Cloud" or highlight all areas revision inclddIng dais of revision Received at the City of Tukwila Permit Center by 1 ` WI 12 C 1 ntered in Sierra on Phone Number. # L5 — "2.5 I - b Z z Z,' e RECEIVED .n r ur ui<WILA FEB : Z000 PERMIT CENTER 06/29/99 6300 Southcenter Boulevaro4 Suite #100 • 711kwl4, Washington 98188 • (2061 4314670 • Fats (206) 431.366.5 City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 0 - 1 I Of Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued Project Name: H3± (1 X POI vprS Plan Check/Permit Number: Project Address: Li OO , 13, (J \ G C Q Contact Person: CJt 'GCl� CAP 3 Summary of Revision: "\ v e Lrei C Our P V s D Gig -04 1 1 Phone Number: 2O(o Lf- Sheet Number(s)• "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 1 \ � k Wt 0 Entered in Sierra on 1)- 9 - J 06/29/99 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 Fire Department Review Control #D99 -0417 (510) Re: Hot Mix Pavers - 4400 South 131st Place Dear Sir: City of Tukwila Fire Department December 2, 1999 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) (for office area) 2. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher should be of the "all purpose" (2A, 20 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (NFPA 10, 3 -1.1) (for shop area) Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone :: (206) 575.4404 • Fax (206) 575.4439 t City of Tukwila Fire Department Page number 2 Thomas P. Keefe, Fire Chief Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC Standard 10 -1) Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person erforming the service. (NFPA 10, 4 -3, 4 -4 and 4 -4.3) Every six years, dry chemical and halon type fire extin ?uishers 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 10, 4 -3, 4 -4) 3. Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207 -1212) Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (UFC 1207.3) Gates and barriers shall be openable without the use of a key or any special knowledge or effort. Gates and barriers in an exit shall not be locked, chained, bolted, barred, latched or otherwise rendered John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 5754439 City of Tukwila Fire Department Page number 3 John W. Rants, Mayor Thomas P. Keefe, Fire Chief unopenable at times when the building or area served by the exit is occupied. (UFC 1208.2) 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 1003.2.8.2) Exits shall not pass through kitchens, storerooms, restrooms, closets or spaces used for similar purposes. (UBC 1004.2.2) When two or more exits from a story are required and when two or more exits froma room or an area are required, exit signs shall be illuminated. (UBC 1003.2.8.4) Manually operated edge- or surface - mounted flush bolts and surface bolts are prohibited. When exit doors are used in pairs and approved automatic flush bolts are used, the door leaf having the automatic flush bolts shall have no door knob or surface - mounted hardware. The unlatching of any leaf shall not require more than one operation. (UFC 1207.3) Combustible material shall not be stored in exits or exit enclosures. (UFC 1103.3.2.3) 4. An approved fire alarm system is required per City Ordinance ( #1742) An approved automatic sprinkler system may be installed in lieu of a fire alarm system. (Plans must be submitted to the Fire Prevention Bureau for approval prior to installation.) (City Ordinance #1742) (UFC 1001.3) All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #1742) (UFC 1001.3) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57S 4404 • Fax (206) 57.5-4439 Page number 4 City of f TikWIla Fire Department Thomas P. Keefe, Fire Chief 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) An aisle to and working space shall be provided for each electrical panel. An aisle width not less than 24 inches shall provide access to the panel and 30 inches of working space shall be provided directly in front of the panel. (NEC 110- 16(a), NEC 110- 16(c)) Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110 -22) 6. Hazardous materials shall not be released into a sewer, storm drain, ditch, drainage canal, lake, river or tidal waterway, or upon the ground, sidewalk, street, highway or into the atmosphere. (UFC 8001.5.1) 7. Satisfactory provisions shall be made for containing or neutralizing spills or leakage of hazardous materials. (UFC 8001.5.2.3) 8. Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. (UFC 901.4.4) 9. Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided with an approved turn - around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #1846) 10. All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (UFC 901.3) John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575 -4404 • Fax (206) 5754439 City of Tukwila Fire Department Page number 5 John W. Rants, Mayor Thomas P. Keefe, Fire Chief 11. For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around it's perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #1692) 12. Fire hydrants shall conform to American Water Work Association specifications C- 502 -54; it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 1/4" Pentagon open -lift operating nut. (City Ordinance #1692) 13. The proposed use of the building will require a Fire Department permit. In order to obtain this permit, construction elements and /or fixed fire protection may need to be installed. This review does not include these elements and does not permit operation of the proposed use. (UFC Sec. 105) 14. "NO SMOKING" areas shall be designated in warehouses, stores, industrial plants, institutions, schools, places of assembly or where combustible materials are stored or handled, when conditions are such as to make smoking a hazard. Please post the following area(s) with no smoking signs with lettering, size, and location to be clearly visible from adjacent areas. (UFC 1109.4.1) (in shop area) 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 Iohn'W. Rants, Mayor Thomas P Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 734920-0220 -05 LOT 6 734920- 0225 -00 LOT 7 734920- 0230-03 LOT 8 734920- 0235 -08 LOT 9 & 10 Nov: 12 .'99'12:35:P.01 FIVE LOTS FOUR TAX PARCELS THANKS FOR CALLING ME..BARGHAUSEN IS STARTING THE LOT LINE ADJUSTMENT SO IT. SHOULD `. BE READY WELL BEFORE PERMIT TIME IF YOU NEED ANYTHING ELSE PLEASE CALL. ANITA RECEIVED CITY OF TUKWILA NOV 181999 PERMIT CENTER p . 0?.5.1152.1110 (K/U7) F.PARTM ENT 0!- L BUR AND [NDUSTRIES REGISTERED AS CONST CONT G :SXNERC -:EgFEdiivA SYNERGY CONST 16818 140TH A WOODINVILLE W PROVIDED BY LAW AS NE RAL . 13V 04 /102'001 UCT ION: INC E NE 98072 AL01-25 01:46pM Stole (11 W8411141011 Fro- DEPARTMENT' OF LABOR & INCIJSTRIES PO BOX 44450, OLYMPIA WA 98504-4450 SYNERGY CONSTIRUCTION INC 16818 140TH lVE.NE ' WOOD /NVILLE Wilk 98072 s - it c' •- Iku,d11 And — Octuell And 1 T-402 P.01/01 F-730 11111 1 111111111111111111111 . 11111 , 111111111111111 1111111111111111111 )1Aplity Catifitrato pirkty CILY foll•DF V4P1 . — I FIRST CLANS WM. UN POSTAGE PAI1) ezar*Ats • . • GENERAL NOTES ENERGY NOTE L DO NOT SCALE THE DRAIVING.5 FOR DIMENSIONS WHERE THERE 15 A DISCREPANCY BETWEEN WRITTEN DIMENSIONS AND ACTUAL CONDITIONS CONTACT THE ARCHITECT FOR INTERPRETATION 2. ALL DIMENSIONS TO 1201. 414 FACE OF WALL UNLESS NOTED OTHERWISE. CONTACT ARCHITECT FOR ANY DISCREPANCIES REOARING CLARIFICATION 3. DRAWIRGS INDICATE GENERAL AND TYPICAL DETAILS CF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED Ear ARE OF SIMILAR CHARACTER TO DETAILS SHOWN OR NOTED, SIMILAR DETAILS Of CONSTRICTION SHALL BE USE SUBJECT TO REVIEW AND APPROVAL BY AR 44ITECT. 4. THE LOCATION OF EXISTING UNDERGROUND UTILITIES WERE OBTAINED FRCMI AVAILABLE AS -BUILT INFORMATION AND ARE SHOW IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR SHALL DETERMINE NE EXACT LOCATION OF ALL EXISTING UTILITIES PRIOR r0 COMMENCING (IOW AND 18 FULLY RESPONS ISLE FOR ANY AND ALL DAMAGES 11,141C4 MIGHT OCCUR DUE TO THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND PRESERVE ANY Lt DER - GRCND UTILITIES. 5. CONDUCT ALL OPERATION'S IN COORDINATION WITH THE OU'ER THIS INCLUDES, BUT 19 NOT LIMITED TO, AREAS TO BE USED FOR MATERIAL DELIVERIES, SCHEDULED SPECIAL NOISY OPERATIONS, INTERRUPTIONS OF MECHANICAL AND ELECTRICAL UTILITIES, AND INTERFRIPTIONS TO CONTINUED USE c OWER OCCUPIED EXISTING FACILITIES. b. THE CONTRACTOR SHALL OBTAIN ALL PERMITS NECESSARY FOR THE COMPLETION OF THE WITN( FROM THE AUTHORITIES HAVING APRISDICTICTL TFE CONTRACTOR SHALL NOTIFY THE GOVERNING AGENCIES AS REQUIRED FOR INSPECTION OF THE WORK. 7. THE OWER RESERVES THE RIGHT TO PERFORM CERTAIN PORTIONS OF WORK NOT INCLUDED AS PART OF THESE DOCUMENTS. THE OWNER WILL COORDINATE THE PERFORMANCE OF TNIS WORK WITN THE CONTRACTOR S. GLAZING IN LOCATIONS SUBJECT TO HUMAN IMPACT SUCH AS WITHIN DOORS, GLAZING WITHIN A 24" ARC CF A DOOR OPENING, GLAZING WIT4M LS CO THE FLOOR ( AND /8 OVER 9 SQ. FT. PER GLASS PANEL) SHALL BE TEMPERED OR LAMINATED SAFETY GLAZING PER EC SECTION 2406. 9 SUSPENDED ACOI8TICAL OE/L/NG SYSTEM GRID TO BE INSTALLED PER LBC STANDARD NO. 25-2. LATERAL FORCE BRACING BYSTE" REQUIRED FOR EACH 144 SO FT PROVIDE BRACING PER CODE SEE DETAIL 2/46. 10. 714E FOLLOWING WORK WILL BE COMPLETED UNDER THE FOLLOW' DEFERRED SUBMITTAL:: MECHANICAL, ELECTRICAL I PLUMBING IL COMPLY WITH SECTION 1063.4 OF THE WO.. DEFERRED 8UBMITTAL3 TO BE ROUTED THROUGH THE ARCHITECT/ENGINEER O RECORD BEFORE SUBMITTED TO THE CITY OF TUKWILA FOR REVIEW STANDARDS: ALL METHODS, MATERIALS AND QUALITY OF 47RCRANSHWP SHALL CONFORM TO THE 1997 UNIFORM BUILDING CODE AS ADOPTED AND AMENDED BY THE CITY OF TLKWILA VICINITY' t1AP LIGHTING IS PROVIDED PER PRESCRIPTIVE LIGHTING OPTION - NREC 1520 ALL NEW FIXTURES ARE: - FLUORE9CENt FIXTURES, NON- LENSED, 2 LAMPS - LAMPS ARE 15, Tb T8 OR COMPACT FLUORESCENT - LAMPS ARE 35 WATT !EXCLUDING BALLAST INPUT 0.14TTAGE) - BALLASTS ARE ELECTRONIC PROJECT DESCRI''TION NEW MAINTENANCE/STORAGE FACILITY WIN ASSOCIATED OFFICE BUILDING CODE NOTES: PROJECT ADDRESS. 4400 S. Bb& PLACE 11106L4 W4 9668 GOVERNING CODE: 1997 WIC. (STATE Cr W464PGTON AME DINE NTS) USE ZONE C / LI (COTERCLAL / LIGHT R oteiRc4Ll OCCUPANCY: GARAGE 14-4 ASSOCIATED OFFICE B CONSTRUCTION TYPE: V -N SEISMIC ZONE 3 ENERGY CODE: PLUTIENIIs CODE: 1997 UPC MECHANICAL: BIDDER DESIGN (UNDER BEPARA1E FERMR) ELECTRICAL: BIDDER DESIGN (IIDER SEPARATE PERMIT) FIRE RESTRICTIVE REQUIREMENTS AREA SEPARATION 6691664 14-4 / B : 1 -4OUR (PER I.EC TA9LE 343) FLOOR AREA- S (ASSOCIATED OFICE), 1225 5F. 14-4 (GAI24GE3 TOTAL: 2625 SF. STORIES: 1 ALLOWABLE FLOOR AREA (UBC 50433 5451C ALLOWABLE FLOOR AREA: FRONDED FLOOR AREA: FLOOR AREA RATIOS: ALLOWABLE AREA R4rl03 PER IBC 307230 - ALL EXTERIOR WALL DISTANCES TO PROPERTY IDOCEE2 REGUIRENENTS. PARING IREGIWRE11ENTS: 10 PER 1000 8664RE FEET GROSS FLOOR AREA - 114MFACA62.6 23 PER 1000 SQUARE FEET GROSS FLOOR AREA - OFFICE NO. OF SPACES REQUIRED: 5 MO. SPACES FRONDED: 13 STANDARD STALL SIZE: 9' x 19' COMPACT STALL SIZE: 8' x 16' COMPACT PERCENTAGE ALLOWD: 305 AISLE WIDTH (MINN (2 -444Y 1RAFF1c3 24 FEET Ni 1111111 1111 CLM�lI(\ 111 1997 W48HNGTC 4 STATE ENEMY CODE 1,400 3F. (NSJ AUTOMLArtC FIRE EXfSA>lieurtia 5Y11E1 REQUIRED PER LEG BECTTON 9042621 1 I jE ii 8 (ASSOCIATED ORME) 8.46140 SF 1,225 8F 112258,0100.353 .B3 +275 • .428 (16 LEE 644N D 1 11I I � Nif f_' 1 u. i :' r 14-4 (GARAGE) 500 SF (4010 SF 14004100 70 1 MENNENIN IMMO LEGAL DE6cRI FrION LOTS ¢,76,15 AND IQ, BLOCK 4, ALL M RivERTON REPLAT OF LOTS 1 TO 5 FOSTORIA GARDEN TRACTS ACCORDING TO TIE PLAT THEREOF RECORDED M VOLUME B CF PLOTS P466 40„ RECORDS OF KNG COUNTY, WAS:411 ETON, EXCEPT THAT PORTION THEREOF C O N D E M N E D F O R S T A T E HIGHWAY or COL 4TY CF KM'G, CITY OF SEATTLE UNDER KING COMMY AUDITORS FILE NUMBER 618285, EXCEPT THAT PORTION THEREOF CONVEYED TO THE STATE OF WASHINGTON FOR STATE HIGHIW4Y, BY DEED RECORDED UNDER AUDITORS FILE RIMERS 5719585 AND 5738787: TOGETHER WITH 71447 PORTION OP VACATED STREET ADJOINING THAT ATTACHED PY OPERATION OF LAW TAX PARCEL NUMBERS: LOT 734920- 0220 -05 LOT 7 734920 - 0225 -00 LOT 734920- 0230 -03 LOT 9 4 10 734920 - 0235 -08 Dqq--0q17 REVISIONS NO CHANGES SHALL BE MADE TO THE SCOPE OF WORK WITHOUT PRIOR APPROVAL OF TUKWILA BUILDING DIVISION. NOTE REVISIONS WILL REQUIRE A NEW PLAN SUBMITTAL AND MAY INCLUDE ADDITIONAL PLAN REVIEW FEES. LI L2 L3 L4 LBI AI A2 A3 A4 AS Ab 812 823 822 833 551 86.1 DRAWING INDEX COVER CI SITE PLAN C 2 G R A D I N G A N D STO M DRAINAGE FLAN C3 ROUGH GRADING AND 1EMPOPARY EROSION/8ED(MENTATION CONTROL F7-AN C4 NOTES AND DETAILS C5 TEBC NOTES AND DETAILS C6 NOTE C7 UTILITY PLAN 1 OF I 81 45: IMPROVEMENT PLAN LANDSCAPE PLANTING PLAN PLANTING NOTES AND DETAILS LANDSCAPE IRRIGATION PLAN IRRIGATION NOTES AND DETAILS BUFFER PLANTING PLAN GENERAL NOTES SITE PLAN FLOOR FLAN, PARTI7IQN SCHEDULE ROOF PLAN, INTERIOR ELEVATIONS BUILDING 8ECTION5 EXTERIOR BUILD/N5 ELEVATIO18 DETAILS 8NERAL 5TI5ICTURAL NOTES FOUNDATION PLAN ROOF FRAMING PLAN CONCRETE DETAILS STEEL 4 METAL FRAMING DETAILS FRAMING DETAILS HOT MIX PAVERS 1112 E FAKE ST. SUITE 1345 5E4T74E WASONGTON 9622 PHONE: (206) 324 -0526 FAX: (206) 325 -4473 CONTRACTOR: S'NERGY COOBTRUCTION 16818 1446144 AVE NE Wk20DINVILLE WASHINGTON 98072 PHOEE (425)4884500 FAX: (425) 488 -0175 CONTRACTOR REGISTRATION •: 8YNERCI 1)6 7 .1 9 I understand that the Plan Check anprova:`s are 1 s /Died to errors and om io. n„ u I of 1 Plans does no r., Ihe v,:eo, _ ,,. y ; /pted cod_ or ordtr,,I,.e. RE, ,,F _on- no io �p) 9 c,eproVedp plans amp �:ge�d. { 1 FILE COPY Perm„ No. ®9 • " OH 11 SEPARATE PERMIT REOyIRED FOR. ECHANUCAL L7iE CTS!CAL City' OF TLIKY ?L BUILDING DIViS;GN NEW OFFICES g GARAGE FACIL 1 T TES NOT MIX PAVERS, INC. 1122 E. PIKE 51". STE. *1345 SEATTLE, WA 98122 Dete 516.99 Issue i Revision CONTTENTSG COVER SCALE: A8 SHOWN FILE: DATE: it . Ib . 99 SHEET: PERMIT APPLICATION UtIght 4 Associate. Archltectp, P5 1532 First Avenue, Suite 616 Seattle, Washington 98101 - 1040 (206) 72$ -4248 FAX (206) 728 -4272 CORRECTION LTR #. RECEIVED CITY OF TUKWILA AUG 1 4 2000 PERMIT CENTER D 9 O'il7 (TO B EM PJG T POLE ,..VEBL NT 5 BSBL. AND TYPE 2 LANDSCAPE EX. CURB FLEX 30 DRIVEWAY CONCRETE SWALE i v R x1=13,10 4 5 02 7) T4 - EX. FENCE (TO BE RELOCATED) REMOVED/_ _CONC. PAD FOR TRUCK WASH DOWN RECYCLING & DUMPSTER ENCLOSURE ii , PRIVATE ROAD 366.3 ', .:(VACATED RUTH ST.) 10.4 ORD. 1168 (TYP) RELOCATE FENC AT 5 SEIBACK '.. NEW CURB N41'44'57' 2' 190 PARKI NDSC 'E 5' TYPE 2 LANDSCAPE 30' DRIVEWAY WITH GATE CONC. SWALE NEW' ASPHALT PAVEMENT IX. POWER POLE (TO REMAIN) 5' B.S.B.L AND LANDSCAPE SETBACK RELOCATE EX. FH BEHIND NEW SIDEWALK I 2 EX. 20' ROADWAY 18' HALF -STRE WIDTH REQUIREr PER CITY OF T KWILA STANDARDS. ("ACCESS/� COMMERCIAL7 REFERENCE NORTH C/L R.O.W. 5.R' 5' MIN. B.S.B.L. AND TYPE 2 LANDSCAPE 12.5' TYPE 1 LANDSCAPE NEW 6' WIDE SIDEWALK (PER CITY OF TUKWILA STD. DET. RS11) EX. LIGHT POLE (TO BE REMOVED) S.F. PARKING LANDSCAPE LEGEND: PROPOSED TYPE 11 CATCH BASIN PROPOSED TYPE I CATCH BASIN EXISTING TYPE I CATCH BASIN PROPOSED STORM DRAINAGE UNE EXISTING STORM DRAINAGE LINE PROPOSED SANITARY SEWER LINE PROPOSED SANITARY SEWER MANHOLE PROPOSED SANITARY SEWER CLEANOUT EXISTING SANITARY SEWER MANHOLE EXISTING SANITARY SEWER LINE EXISTING WATERMAIN EX. FENCE (TO REMAIN) S41•44'57"W 2.9.71' • 0 W SITE PLAN P L LIMIT OF TYPE 2 LANDSCAPE CALCULAT EX CURB CID GU -EP. - EX. LOT LIGHT TO BE RELOCATED ' BEHIND? NEW CURB. WIRING SHALL BE PLACED UNDERGROUND.. - \ 4' HIGH - - - 15'X15'- ECOLOGY��� BLOCK-ENCLOSURE. FOR RECYCLED ASPHALT. ENCLOSURE SHALL HAVE A 30. MIL PVC REMOVABLE COVER (09 APPRBVEB EQU THAT IS ANCHORED TO +TH MACK-AND TIED ' DOWN IN FRONT TO COVER MATER EX. LOT LIGHTS TO REMAIN. WIRING SHALL BE PLACED UNDERGROUND. EXISTING FIRE HYDRANT EXISTING WATER VALVE PROPOSED WATERMAIN PROPOSED FIRE HYDRANT PROPOSED PAVEMENT PROPOSED CONCRETE LIMIT OF TYPE 2 LANDSCAPE CALCULATIONS PROPOSED WATER VALVE PROPOSED SPOT ELEVATIONS EXISTING SPOT ELEVATIONS EXISTING CONTOURS PROPOSED CONTOURS NEWT WETLAND BUFFER LANDSCAPE (SEE LB SHEETS) 23.2 -- 100 - WETLAND BUFFER LANDSCAPE (SEE LB SHt1_ I S) 100 40.57' J LOT 15 INDEX OF SHEETS: C1 SITE PLAN C2 C3 C4 C5 C6 C7 L -1 L -2 L -3 L -4 LB -1 WETLAND BOUNDARY REDUCED TYPE 2 BUFFER WIDTH REQUIRES SPECIAL CITY APPROVAL AND WETLAND BUFFER ENHANCED PLANTINGS. IX. FENCE (TO REMAIN) These plans have been jawed by the Public VJ oche D -r formance with current City ; F. ccptanc is G - ._ and on'r� do not authc: of ado:: - cc cr ordin nos.: for i.. c. the de c deleti r;11 ; der. date t �r.. and r a resubm ttal et :=,for CUL::_ . .i approval. Final ac.cc 3:ance is sub. t to .: tion by the Public Works utilities i spectcrr p� • EX. IE =.. : N / 8 e . y / 9 `- R.O.W. MONUMENT GRADING AND STORM DRAINAGE PLAN ROUGH GRADING AND TEMPORARY EROSION /SEDIMENTATION CONTROL PLAN NOTES AND DETAILS T.E.S.C. NOTES AND DETAILS NOTES UTILITY PLAN LANDSCAPE PLANTING PLAN PLANTING NOTES AND DETAILS IRRIGATION PLAN IRRIGATION NOTES AND DETAILS BUFFER ENHANCEMENT PLAN a 15S NCE LEGAL DISCRIPTION: LOTS 6, 7, 8, 9 AND 10, BLOCK 4, ALL IN RIVERTON REPLAT OF LOTS 1 TO 5 FOSTORIA GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 13 OF PLATS, PAGE 40, RECORDS OF KING COUNTY, WASHINGTON: EXCEPT THAT PORTION THEREOF CONDEMNED FOR STATE HIGHWAY BY COUNTY OF KING, CITY OF SEATTLE UNDER KING COUNTY AUDITOR'S FILE NO. 618285; EXCEPT THAT PORTION THEREOF CONVEYED TO THE STATE OF WASHINGTON FOR STATE HIGHWAY, BY DEED RECORDED UNDER AUDITOR'S FILE NO.'S 5719585 AND 5738787: TOGETHER WITH THAT PORTION OF VACATED STREET ADJOINING THAT ATTACHED BY OPERATION OF LAW. TAX PARCEL NO.'S 743920 -0220, -0225, -0230 AND -0235 BASIS OF BEARINGS: K.C.A.S. VERTICAL DATUM: NGVD 1929 GENERAL SITE DATA: ADDRESS /LOCATION. MUNICIPALITY; EXISTING ZONING USE ANALYSIS SURROUNDING ZONING NORTH: C /LI SOUTH: C /LI EAST: C /LI WEST: C /LI EXISTING SERE USE SITE DIMENSIONS SITE LENGTH: WIDTH: GROSS TOTAL AREA UTILITIES. WATER SOURCE: SEWER SOURCE: POWER SOURCE: PHONE SOURCE: NATURAL GAS SOURCE: BUILDING SETBACKS /HEIGHT LIMITATIONS FRONT: 25 FEET SIDE STREET: 5 FEET SIDE YARD: 5 FEET REAR YARD: 0 FEET BUILDING HEIGHT MAX.: 45 FEET BOUNDARY AND TOPOGRAPHIC SURVEY: BOUNDARY SURVEY BY LUND AND ASSOCIATES SURVEYORS DATED 4- 28 -89. TOPOGRAPHIC SURVEY BY LUND AND ASSOCIATES DATED 4- 24 -89. 4400 S. 131st PLACE TUKWILA, WASHINGTON COMMERCIAL LIGHT INDUSTRIAL C /LI 2,625 S.F. OFFICE /SHOP AND STORAGE YARD FOR CONSTRUCTION EQUIPMENT VACANT 366'± 136'± 44,125 S.F. CITY OF TUKWILA TUKWILA SEWER SEATTLE CITY LIGHT US WEST COMMUNICATIONS PUGET SOUND ENERGY SIGNAGE WALL - BASED ON WALL AREA (SEE TMC 19.32.140) FREESTANDING - ONE 75 SQUARE FOOT SETBACK - HEIGHT OF SIGN SIGN HEIGHT - BUILDING HEIGHT (35 FEET MAX.) PARKING REOUIREMENTS: (1.0 PER 1,000 SQUARE FEET GROSS FLOOR AREA - MANUFACTURING X 1315 S.F.) (2.5' PER 1,000 SQUARE FEET GROSS FLOOR AREA - OFFICE X 1310 S.F.) N0. OF SPACES REQUIRED - 5 N0. OF SPACES PROVIDED - 13 STANDARD STALL SIZE - 9' z 19' COMPACT STALL SIZE - 8' z 16' COMPACT PERCENTAGE ALLOWED - 30% ASILE WIDTH (MIN.) (2 -WAY TRAFFIC) - 24 FEET LANDSCAPE REQUIREMENTS GROSS PERCENT REQUIRED - N/A PARKING LANDSCAPE - 15 sf z 13 = 195 s.f. STRIP BUFFER ALONG STREET REQUIRED - 12.5 FEET TYPE 1 REAR YARD REQUIRED - 0 FEET SIDE YARD REQUIRED - 5 FEET TYPE 2 SPECIAL REQUIREMENTS - WELAND BUFFER PLANTING ENHANCEMENT REQUIRED FOR REDUCED BUFFER WIDTH q L rcoN d- n N RECEIVED CITY OF TUKWILA AUG 1 4 2000 PERMRCENTER 1 EXPIRES 6 -10 -01 1 LL C'1 N CO f Cr W O a) Q H Z 1 CL w = le Q C7 O CL O Q J w N W � z 14.8 - - -FF. AS' P.,` EX. FENCE 19• (TO BE REMOVED / RELOCATED) NEW- BUILDING 2,625 SF. 1550 FF -15.50 15.50 10'x20' CONCRETE AD FOR TRUCK ASH DOWN. DRAINS TO SEWER 'REMOVE EXISTING CATCH BASIN AND T STORM DRAIN. EX. POWER POLE (TO BE REMOVED) SI 00.4% : N. .__. 30' DRIVEWAY WITH GATE PER DETAIL ON C4 19' FROM R TO DRIVEWAY 30' DRIVEWAY y fST.1 PER WITH GATE C4 _) d WETLAND BOUNDARY '.. EX. 8' SD TO BE ABANDONED IN PLACE/ • i#'r`.i `.. R DRAW RIM 14. IE= 12.0 94' TO CL OF NEW 30' WIDE DRIVEWAY 39 LF 8 D.I.P. CLASS 52 R 0.42% AREA DRAIN 2 35 LF 3' WIDE CONC. SWALE W 0.66% PER DETAIL ON SHT. C4. �11� _ I !a 55 ' , v .)4.. ..� 1 AND .,UTTER 13.3 •�i Rf � w, X14 'V '(FULL OFWA RELOCATE FENCE cr _ -- . PO P +LE� AT 5 SETB.,CK (TO F5 - NEIN 6 RIDGE - 44_9 - . x 14.5 O�• 4 i9 14 1 6° PVC ROOF - ' DRAIN CI 1 % - .`. . MIN. (TYP.) CB TYPE I j /( SEE SEWBi PLAN) RIM = 15.0. ;.CIE = 13.00.. a rr I. 2% MAX. SLOPE 15.15 ENVELOPE 14.72 NEW ASPHALT. x i PAVEMENT TV 72 LF 8 SD 14.62 - ®. 0.42 NEW CURB EX. LOT UG (TO REMAIN) .. 2. 9.71 P 65 LF W 55 0.2.15% N41 P 15.0 NEW CONCRETE BOLLARDS w w w 33 LF 3' WIDE CONC. SWALE ® 0.5% PER DETAIL ON SHE C4. E1_ SWALE T\. 5' B.S.B.L AND LANDSCAPE SETBACK WETLAND ��. BOUNDARY N EX. 20' ROAD, 'AY NEW ROADTI Y IMP ROVEME S PER SEPAR TE PLAN _ _ � 70' R/W , T ATE EX. U.P BEHIND SIDEWALK. COORD W /POWER AND PHONE CO. /L R.O.W. W SOUD LID RIM= 15.0 CAUTION: IE= 11.77 PIPE CROSSING IE STORM= 11.9: -':' IE SEWER =10.7 AREA DRAIN W/ SOLID LID RIM= 15.0 IE= 11.60 LCT 541'44'57 ° W IX. FENCE (TO REMAIN) GRADING AND STORM DRAINAGE PLAN LOCATED IN A PORTION OF THE NE 1/4 S. 15, TWP. 23 N., R. 4 E., W.M. CITY OF TUKWILA, KING COUNTY, WA. 128' TO CL OF NEW 30' WIDE DRIVEWAY CB 44 TYPE 2 -54' W SOLID LOCKING LID RIM= 14.90 EX. LOT UGHT IE= 9.0 (12" W) (TO REMAIN) IE= 3.4 (36 N) NOTE WIRING BETWEEN LOT LIC#ITS SHALL BE PLACED UNDERGROUND. CONTRACTOR TY PROVIDE PAINT STRIPPING WD't WORDING AS SHOWN ! TO PROTECT UNDERGROUND TANK BRACE LOT UGHT DURING CONSTRUCTION LEGEND: PROPOSED TYPE 11 CATCH BASIN PROPOSED TYPE I CATCH BASIN EXISTING TYPE I CATCH BASIN PROPOSED STORM DRAINAGE LINE EXISTING STORM DRAINAGE UNE PROPOSED SANITARY SEWER UNE PROPOSED SANITARY SEWER MANHOLE PROPOSED SANITARY SEWER CLEANOUT EXISTING SANITARY SEWER MANHOLE EXISTING SANITARY SEWER LINE EXISTING WATERMAIN • • • 0 W EXISTING FIRE HYDRANT EXISTING WATER VALVE PROPOSED WATERMAIN PROPOSED FIRE HYDRANT PROPOSED WATER VALVE PROPOSED SPOT ELEVATIONS EXISTING SPOT ELEVATIONS EXISTING CONTOURS PROPOSED CONTOURS PROPOSED PAVEMENT PROPOSED CONCRETE 23.2 -- 100 100 CB 45 TYPE 2 -60' SOLI LO KIN LID IX. FENCE IEM 3. PA's* 5) (TO REMAIN) 1E= 10.9 or NE) OF = 12.5 EX NEW IE 10.5 R.O.W. MONUMENT 5'x5'x12 THICK RIP RAP PAD LEGAL DESCRIPTION: LOTS 6, 7, 8, 9 AND 10, BLOCK 4, ALL IN RIVERTON REPLAT OF LOTS 1 TO 5 FOSTORIA GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 13 OF PLATS, PAGE 40, RECORDS OF KING COUNTY, WASHINGTON: EXCEPT THAT PORTION THEREOF CONDEMNED FOR STATE HIGHWAY BY COUNTY OF KING, CITY OF SEATTLE UNDER KING COUNTY AUDITOR'S FILE NO. 618285; EXCEPT THAT PORTION THEREOF CONVEYED TO THE STATE OF WASHINGTON FOR STATE HIGHWAY, BY DEED RECORDED UNDER AUDITORS FILE NO.'S 5719585 AND 5738787: TOGETHER WITH THAT PORTION OF VACATED STREET ADJOINING THAT ATTACHED BY OPERATION OF LAW. TAX PARCEL NO.'S 743920 -0220, -0225, -0230 AND -0235 BASIS OF BEARINGS: RECORD OF SURVEY FILED IN BOOK 14, OF SURVEYS, PAGE 64, UNDER A.F. # 7808119004 VERTICAL DATUM: NGVD 1929 GENERAL SITE DATA: U1ILITIES WATER SOURCE: SEWER SOURCE: POWER SOURCE: PHONE SOURCE: NATURAL GAS SOURCE: BOUNDARY AND TOPOGRAPHIC SURVEY BOUNDARY SURVEY BY LUND AND ASSOCIATES SURVEYORS DATED 4- 28 -89. TOPOGRAPHIC SURVEY BY LUND AND ASSOCIATES DATED 4- 24 -89. EARTHWORK QUANITIES CUT - 50- CYS. ALL - 150± CYS. These plans have been reviewed by the Public Works Department for conformance with current City Standarc!a. Acceptance is subT , omac :E.,: ,1 do not of author - ado�.:_11 - .:-Lard r o inafce 10r110 C - T •Y design ` _ .'cis, deletions c drawia-;- '. date will vc._ and 1,i.1 a resubmittal c for sub, approval. Final ar.0+': = ^cc is subjects. the Public Works utilities IVT7 0. -. Date: 19,41 LY2� By. CITY OF TUKWILA CITY OF TUKWILA SEATTLE CITY LIGHT US WEST COMMUNICATIONS PUGET SOUND ENERGY GEOTECHNICAL STUDY GEOTECHNICAL STUDY PREPARED BY PACRIM GEOTECHNICAL INC., DATED 9 -9 -99. PHONE NO. (206) 365 -8770. THEIR JOB NO. 070 -002. THE CONTRACTOR SHALL REVIEW STUDY FOR CONDITIONS RELATED TO SITE AND SUBGRADE PREPERATION, FOUNDATION PARAMETERS, AND STRUCTURAL FILL REQUIREMENTS. ...an by b w e mo m \� M N - RECEIVED CRY OF TUKN7IA AUG 1 4 2000 PERMIT CENTER z J n_ w Q z B cc O ^^ V, 0 z m 0 12 0 LL .3 (NI CI _/� T W • O) Go Z CC W CO w w ® o Q z 01 a_ co X W (n cv) ry E. = 165 J w • Q N w ry T VJ 2 U 1 CO m N N N CO N CO 1 1 3 u 7 ,s, N N - in - 0.1 . ‘t� z 0 0 10 20 40 INSTALL TEMP. SEDIMENT TRAP PER DETAIL ON SHEET TOP EL =13.50 ._..T _. BOTTOM EL =9.0 ROUGH GRADING AND TEMPORARY EROSION /SEDIMENTATION CONTROL PLAN INSTALL TEMPORARY SILT FENCE PER DETAIL ON SHEET C5. (TYP.) LIMITS OF CLEARING ALONG EXISTING FENCE LINE. CONSTRUCTION SEQUENCE: INSTALL 20'x50' TEMPORARY ROCK CONSTRUCTION ENTRANCE '.'PER DETAIL ON SHEET C5. 7 4 '( 17 6 x 1 h INSTALL TEMPORARY SILT FENCE PER DETAIL ON SHEET C5. (TYP.) LOCATED IN A PORTION OF THE NE 1/4 S. 15, TWP. 23 N., R. 4 E., W.M. CITY OF TUKWILA, KING COUNTY, WA. INSTALL TEMPORARY V -DITCH W /ROCK CHECK DAMS PER ql TAILS,..ON SHEET C5. (TYP.) N41'44'57* PJL 366.38' INSTALL TEMPORARY V -DITCH WITH ROCK CHECK DAMS PER DETAILS ON SHEET C5. 1. ATTEND PRE - CONSTRUCTION MEETING. 2. FLAG OR FENCE CLEARING LIMITS. 3. POST SIGN WITH THE NAME AND PHONE NUMBER OF ESC SUPERVISOR. 4. INSTALL CATCH BASIN PROTECTION. 5. INSTALL CONSTRUCTION ENTRANCE. 6. INSTALL PERIMETER PROTECTION (SILT FENCE). 7. CONSTRUCT SEDIMENT TRAP. 8. CONSTRUCT COMBINED WET /DETENTION VAULT, UTILITIES AND GRADE SITE. 9. CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ET) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. 10. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH CITY STANDARDS AND MANUFACTURER'S RECOMMENDATIONS. 11. RELOCATE SURFACE WATER CONTROLS AND EROSION CONTROL MEASURES OR INSTALL NEW. MEASURES SO THAT AS SITE CONDITIONS CHANGE THE EROSION AND SEDIMENT CONTROL I5 ALWAYS IN ACCORDANCE WITH THE CITY EROSION AND SEDIMENT CONTROL STANDARDS. 12. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN DAYS DURING THE ORY SEASON OR TWO DAYS DURING THE WE1 SEASON WITH STRAW, WOOD FIBER MULCH, COMPOST, PLASTIC SHEETING 00 EQUIVALENT. 13. STABILIZE ALL AREAS THAT REACH FINAL GRADE WITHIN SEVEN DAYS. 14. SEED OR SOD ANY AREAS TO REMAIN UNWORKDED FOR MORE THAN 30 DAYS. 15. U'ON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BMPS REMOVED IF APPROPRIATE. . - -' o \f - -- _ ----- - _4 - N --A- PORARY SLOPE TO CONSTRUCT TANK. (TYP.) NOTE: PROVIDE CATCH BASIN PROTECTION PER DETAIL ON SHEET 05 FOR ALL ONSITE CB'S AND OFFSITE CB'S WITH POTENTIAL TO RECEIVE RUNOFF FROM THIS SR E,. (TYP.).. WETLAND \■• BOUNDARY CLEARING LIMITS ALONG BUFFER LINE (TYP.) O.W_ MONUMENT LEGAL DESCRIPTION: LOTS 6, 7, 8, 9 AND 10, BLOCK 4, ALL IN RIVERTON REPLAT OF LOTS 1 TO 5 FOSTORIA GARDEN TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 13 OF PLATS 40, RECORDS OF KING COUNTY, WASHINGTON: EXCEPT THAT PORTION THEREOF CONDEMNED FOR STATE HIGHWAY BY COUNTY OF KING, CITY OF SEATTLE UNDER KING COUNTY AUDITOR'S FILE NO. 618285; EXCEPT THAT PORTION THEREOF CONVEYED TO THE STATE OF WASHINGTON FOR STATE HIGHWAY. BY DEED RECORDED UNDER AUDITOR'S FILE NO.'S 5719585 AND 5738787: TOGETHER WITH THAT PORTION OF VACATED STREET ADJOINING THAT ATTACHED BY OPERATION OF LAW. TAX PARCEL NO.'S 743920 -0220, -0225, - -0230 AND -0235 BASIS OF BEARINGS: RECORD OF SURVEY FILED IN BOOK 14, OF SURVEYS, PAGE64, UNDER A.F. # 7808119004. VERTICAL DATUM: NGVD 1929 These plans have been reviewed by the Public Worts De.pYriment for conformance with current City 01:7./71/7 Acceptance is sub;:r" • of 04150:/".- :i do not authori: adc -, 'ds or ordinances. for t`_ / 7,...,7; of the design ro -_ 40510. _: 7 1s, deletions or 4101111 7. 3 date will vc.. and •:.;.'i r__,_ o resubmittal c' for su'T7__ approval. Final ass.:- is subject t_ the Public': :71'rs utilities Ins/ __ -- Date: By 2 2900 L.- 35 _son by UTILITY CONFLICT NOTE: CAUTION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1- 800- 424 -5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. EXPIRES RECEIVED CIN OF TUKWILA AUG 1 v 2090 PERMITCENTER >- cc cc 0 w H O Q //� 0 0 z Q J 0 J 0 CC z 0 U z 0 F- 4 1- cn c w c 0 Lu z 0 0 w CO 18" \ 18" 2" M la INSPECTION TEE OUTLET IE =11.90 —� OIL RETAINER BAFFLE GRIT /SLUDGE RETAINER WEIR FLOW DIFFUSER BAFFLE OIL /WATER SEPARATOR CHAMBER OIL RETAINER BAFFLE PLATE ACCESS DOOR -, RIM =15.0± OIL /WATER SEPARATOR NOT TO SCALE ROUND SOLID C0VER MARKER "DRAIIJ" W/ LOCKING BCLTS. UNLESS OTHERWISED \ APPROVED BY ENGINEER FRAME AND LAMER OR STEPS OFFSET. SEE PLAN SHEET. FRAME & GRATE ELEVATION �\ PER PLANS RIM= 15.0 OVERFLOW ELEVATION TO PROVIDE DETENTION AND OIL SEPARATION EL= 12.5 PIPE SUPPORT STD GALV. STEEL OR ALUMINUM LADDER CLEANOUT CATE A BODY BRONZE MT OLYMPIC FDY. STD B) LIFT GATE, /fC /C /I -LG, CASCADE CULVERT INC. OR 0) OTHER DEVICE APPROVED BY ENGINEER STEPS `_!FTI ^IG ROD INVERT EI_= BASF PLAN 7 -0" SECTION A -A OPEN BOTTOM NOT TO SCALE ,-FLOW DIFFUSER INLET DIAMOND PLATE COVER (2) PLATE INSPECTION COVERS COVER PI AN DIAMOND PLATER INSPECTION COVERS CRLT /SLUDGE RETAINER WEIR 3/16" GALV STEEL PLATE / / BAFFLES AND WIER UTILITY VAULT No. 577 SA OR APPROVED EQUAL 36" SECTION B -B NOTES: 1) PIPE SIZES & SLOPES, SEE PLANS. 2) OUTLET CAPACITY NOT LESS THAN COMBINED INLETS 3) METAL PARTS: A) CORROSION RESISTANT OR GAL- VANIZED OR ALUMINIZED TYPE !I, B) IF GALVANIZED STEEL PIPE, HAVE ASPHALT TREATMENT I. 4) FRAME & LADDER OR STEPS OFFSET SO: A) CLEANOUT GATE IS VISIBLE FROM TOP. B) CLIMBDOWN SPACE IS CLEAR OF RISER & CLEANOUT GATE. C) FRAME IS CLEAR OF CURB. 5) STRUCTURE SHALL BE A TYPE 11 CATCH BASIN MINIMUM. INVERT EL= 3.4 CB #5, TYPE II -60" FLOW CONTROL MANHOLE BOTTOM EL.= 2.9 12" THICK POURED IN PLACE CONC. PAD SUBGRADE TO BE COMPACTED TO 95% MAX. DRY DENSE, A ACCESS RISER NOT TO SCALE NOTES AND DETAILS NOT TO SCALE 2" (MIN.) COMPACTED DEPTH CLASS ° B ° ASPHALTIC CONCRETE 4" (MIN.) COMPACTED DEPTH CRUSHED ROCK BASE TYPICAL PAVEMENT SECTION NOT TO SCALE PROPOSED GRADER RIM= 14.9 6" WIDE STEEL TROWEL FINISH SCALE: 1" = 20' HORZ. 1" = 5' VERT. 72" DIA. PRECAST CONC. CB LID 36" DIA. NOTE: REFER TO SOIL ENGINEER'S RECOMMENDATIONS FOR SITE PREPARATION & ALTERNATE PAVEMENT SECTIONS 3' 48" DIA CMP RISER CONC. GROUT BETWEEN RISERS TO SEAL. CONCRETE GUTTER W /6 "x6 "x10" W.W.M. COMPACTED SUBGRADE 5" MIN. CLASS II A.B. WET TANK DETAIL 12" CONCRETE SWALE DETAIL IE= 3.4 2 LF 36'0 2 LF 36 12' MIN. COMPACTED SUBGRADE. (-ASPHALT THIC' "EN ASPHALT & APPLY TACRCOAT BETWEEN ASPHALT & CONCRETE NOTE: INSTALL EXPANSION JOINTS ® 20' -0" O.C. MAX. MIDTANK ACCESS RISERS PER DETAIL THIS SHEET(2- TOTAL) RIM= 15.0 83 LF 96 DIAMETER, CORRUGATED ALUMINIZED STEEL PIPE, 14 GA. W/ 3 "x1" HELICAL CORRUGATIONS. INSTALL LEVEL. 2" VENT CR #4 TYPE 2 -54" (SEE PLAN) APPROX. EXISTING I . 10 E= 10.9 ROUND 15 5 CB #5, TYPE 2 - O (SEE DETAIL THIS 60" SHEET) S4. NOTES A. PROVIDE THRUST BLOCK UNDISTURBED SOIL EXPANSION JOINT T (PREMOLDED NP.) 5/8" CRUSHED ROCK 1/2 YD. WASHED ROCK (MIN. 7/8" TO 3 ") CONC. OKING (MIN. 7/8 " TO 3 ") SCORE JOINT SECTION A -A 5" 5TORT2 MATCH MAIN DEPTH 1. INSPECTION REQUIRED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NOTICE MUST BE GIVEN TO TUKWILA PUBLIC WORKS FOR INSPECTION. 2. CONCRETE SHALL BE CLASS B OR BETTER THAN 5 1/2 SACK, 3000 PSI. 3. ALL DRIVEWAY APRONS SHALL BE A MIN. 6" THICK. 4. ALL 'WORK SHALL BE PERFORMED IN ACCORDANCE WITH APWA /WSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA. 5. REMOVAL OF EXISTING CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE TO THE NEXT EXPANSION JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH EXPANSION JOINT. 6. DRIVEWAYS WITH HIGH VOLUME (A5 NOTED BY CITY ENGINEER) MAY BE APPROVED FOR INTERSECTION TYPE ACCESS. 7. TURNING RESTRICTIONS MAY BE APPLIED BY THE CITY ENGINEER. COMMERICIAL DRIVEWAY NOT TO SCALE FIRE HYDRANT TO BE PAINTED WITH TWO COATS OF FARWEST CASE YELLOW( #3472). HYDRANTS ARE TO EQUAL MUELLER #A -423 OR CLOW MEDALLION #F -2545. HYDRANTS SHALL CONFORM TO A.W.W.A. SPECIFICATIONS C 502 -54; SHALL BE COMPRESSION TYPE AND SHALL HAVE A TWO PIECE BREAKING FLANGE WITH BREAKING THIMBLE AT THE GROUND LINE OR STEM; SHALL HAVE A SELF - OILING DRY BONNET WITH FACTORY FILLED RESERVOIR HOLDING APPROXIMATELY 8 OUNCES OF OIL. OIL RESERVOIR SHALL BE SO DESIGNED AS TO GIVE A COMPLETE LUBRICATION OF STEMS EACH TIME THE HYDRANT IS OPERATED. THE UPPER STEM SHALL HAVE A BRASS SLEEVE. SIDEWALK EXPANSION JOINT ELIMINATED IF GUTTER & APRON ARE PURED MONOLITHIC MIN. 3' & MAX. 10' MECHANICAL JOINT 2" MIN. OR MORE AS DIRECTED. i T � TOP OF CURB AT DRIVEWAY 5% 3/4" DRIVEWAY (MAX. RECOMENDED 18" GRADE IS 150) CURB & GUTTECURB & GUTTER HANDFORM ALONG RADIUS FOR SMOOTH TRANSITION CURB DETAIL SEE VALVE BOX DETAIL 6" RESISTANT WEDGE GATE VALVE CAST IRON TEE (- T IN MJ XMJ D TL I, { 2 -3/4" FSHPALT COATED r ( TEFL SHACKLE SEE BLOCKING - I- RODS. 6" DIA. DUCTILE DETAIL IRON PIPE UNDISTURBED FLANGE JOINT SOIL NOTES: HYDRANTS SHALL BE EQUIPPED WITH TWO 2 1/2" N.S.T. HOSE PORTS AND ONE 5' STORTZ PUMPER DISCHARGE PORT, AND SHALL HAVE A 1 1/4" PENTAGON OPEN -LIFT OPERATING NUT. HYDRANTS SHALL HAVE A 6" M.J. BOTTOM CONNECTION AND 5 1/4" MAIN VALVE OPENING, AND SHALL HAVE 18" ABOVE GRADE LEVEL TO THE CENTER OF THE PUMPER DISCHARGE PORT. B. WHERE NO CURB & GUTTER IS INSTALLED, FIRE HYDRANT SHALL BE LOCATED (IN RELATION TO STREET CENTER LINE) CLOSE TO PROPERTY LINE. C. HYDRANT INSTALLATIONS TO BE PER THIS STANDARD PLAN AND REQUIREMENTS OF TUKWILA MUNICIPAL CODE 14.24 AND CITY ORDINANCE. D. HYDRANTS INSTALLED, RELOCATED OR OTHERWISE WORKED UPON AS A RESULT OF A PROJECT SHALL BE FRESHLY PAINTED. E. GREEN BONNETS SHALL BE FARWEST FOREST GREEN (#3523). FIRE HYDRANT ASSEMBLY AND SETTING DETAIL NOT TO SCALE J J � RECEIVED CITY OF TUKWILA AUG 1 4 20000 PERMIT CENTER 0 I ml S - o O p U 2 D 0 N w Q Z W N N, N N C N 00 N I CD C, `D OD Q N N u7 in N Z N 03 LJ E Q) z 0 N N ® 0 (0 _Z co co W CNI J l VJ 11M r Ilie■miEWAX ilk r i • Lill IE =12.0 ^_ MIMI 12" 24 1'-s° 4' -8" INSPECTION TEE OUTLET IE =11.90 —� OIL RETAINER BAFFLE GRIT /SLUDGE RETAINER WEIR FLOW DIFFUSER BAFFLE OIL /WATER SEPARATOR CHAMBER OIL RETAINER BAFFLE PLATE ACCESS DOOR -, RIM =15.0± OIL /WATER SEPARATOR NOT TO SCALE ROUND SOLID C0VER MARKER "DRAIIJ" W/ LOCKING BCLTS. UNLESS OTHERWISED \ APPROVED BY ENGINEER FRAME AND LAMER OR STEPS OFFSET. SEE PLAN SHEET. FRAME & GRATE ELEVATION �\ PER PLANS RIM= 15.0 OVERFLOW ELEVATION TO PROVIDE DETENTION AND OIL SEPARATION EL= 12.5 PIPE SUPPORT STD GALV. STEEL OR ALUMINUM LADDER CLEANOUT CATE A BODY BRONZE MT OLYMPIC FDY. STD B) LIFT GATE, /fC /C /I -LG, CASCADE CULVERT INC. OR 0) OTHER DEVICE APPROVED BY ENGINEER STEPS `_!FTI ^IG ROD INVERT EI_= BASF PLAN 7 -0" SECTION A -A OPEN BOTTOM NOT TO SCALE ,-FLOW DIFFUSER INLET DIAMOND PLATE COVER (2) PLATE INSPECTION COVERS COVER PI AN DIAMOND PLATER INSPECTION COVERS CRLT /SLUDGE RETAINER WEIR 3/16" GALV STEEL PLATE / / BAFFLES AND WIER UTILITY VAULT No. 577 SA OR APPROVED EQUAL 36" SECTION B -B NOTES: 1) PIPE SIZES & SLOPES, SEE PLANS. 2) OUTLET CAPACITY NOT LESS THAN COMBINED INLETS 3) METAL PARTS: A) CORROSION RESISTANT OR GAL- VANIZED OR ALUMINIZED TYPE !I, B) IF GALVANIZED STEEL PIPE, HAVE ASPHALT TREATMENT I. 4) FRAME & LADDER OR STEPS OFFSET SO: A) CLEANOUT GATE IS VISIBLE FROM TOP. B) CLIMBDOWN SPACE IS CLEAR OF RISER & CLEANOUT GATE. C) FRAME IS CLEAR OF CURB. 5) STRUCTURE SHALL BE A TYPE 11 CATCH BASIN MINIMUM. INVERT EL= 3.4 CB #5, TYPE II -60" FLOW CONTROL MANHOLE BOTTOM EL.= 2.9 12" THICK POURED IN PLACE CONC. PAD SUBGRADE TO BE COMPACTED TO 95% MAX. DRY DENSE, A ACCESS RISER NOT TO SCALE NOTES AND DETAILS NOT TO SCALE 2" (MIN.) COMPACTED DEPTH CLASS ° B ° ASPHALTIC CONCRETE 4" (MIN.) COMPACTED DEPTH CRUSHED ROCK BASE TYPICAL PAVEMENT SECTION NOT TO SCALE PROPOSED GRADER RIM= 14.9 6" WIDE STEEL TROWEL FINISH SCALE: 1" = 20' HORZ. 1" = 5' VERT. 72" DIA. PRECAST CONC. CB LID 36" DIA. NOTE: REFER TO SOIL ENGINEER'S RECOMMENDATIONS FOR SITE PREPARATION & ALTERNATE PAVEMENT SECTIONS 3' 48" DIA CMP RISER CONC. GROUT BETWEEN RISERS TO SEAL. CONCRETE GUTTER W /6 "x6 "x10" W.W.M. COMPACTED SUBGRADE 5" MIN. CLASS II A.B. WET TANK DETAIL 12" CONCRETE SWALE DETAIL IE= 3.4 2 LF 36'0 2 LF 36 12' MIN. COMPACTED SUBGRADE. (-ASPHALT THIC' "EN ASPHALT & APPLY TACRCOAT BETWEEN ASPHALT & CONCRETE NOTE: INSTALL EXPANSION JOINTS ® 20' -0" O.C. MAX. MIDTANK ACCESS RISERS PER DETAIL THIS SHEET(2- TOTAL) RIM= 15.0 83 LF 96 DIAMETER, CORRUGATED ALUMINIZED STEEL PIPE, 14 GA. W/ 3 "x1" HELICAL CORRUGATIONS. INSTALL LEVEL. 2" VENT CR #4 TYPE 2 -54" (SEE PLAN) APPROX. EXISTING I . 10 E= 10.9 ROUND 15 5 CB #5, TYPE 2 - O (SEE DETAIL THIS 60" SHEET) S4. NOTES A. PROVIDE THRUST BLOCK UNDISTURBED SOIL EXPANSION JOINT T (PREMOLDED NP.) 5/8" CRUSHED ROCK 1/2 YD. WASHED ROCK (MIN. 7/8" TO 3 ") CONC. OKING (MIN. 7/8 " TO 3 ") SCORE JOINT SECTION A -A 5" 5TORT2 MATCH MAIN DEPTH 1. INSPECTION REQUIRED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NOTICE MUST BE GIVEN TO TUKWILA PUBLIC WORKS FOR INSPECTION. 2. CONCRETE SHALL BE CLASS B OR BETTER THAN 5 1/2 SACK, 3000 PSI. 3. ALL DRIVEWAY APRONS SHALL BE A MIN. 6" THICK. 4. ALL 'WORK SHALL BE PERFORMED IN ACCORDANCE WITH APWA /WSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA. 5. REMOVAL OF EXISTING CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE TO THE NEXT EXPANSION JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH EXPANSION JOINT. 6. DRIVEWAYS WITH HIGH VOLUME (A5 NOTED BY CITY ENGINEER) MAY BE APPROVED FOR INTERSECTION TYPE ACCESS. 7. TURNING RESTRICTIONS MAY BE APPLIED BY THE CITY ENGINEER. COMMERICIAL DRIVEWAY NOT TO SCALE FIRE HYDRANT TO BE PAINTED WITH TWO COATS OF FARWEST CASE YELLOW( #3472). HYDRANTS ARE TO EQUAL MUELLER #A -423 OR CLOW MEDALLION #F -2545. HYDRANTS SHALL CONFORM TO A.W.W.A. SPECIFICATIONS C 502 -54; SHALL BE COMPRESSION TYPE AND SHALL HAVE A TWO PIECE BREAKING FLANGE WITH BREAKING THIMBLE AT THE GROUND LINE OR STEM; SHALL HAVE A SELF - OILING DRY BONNET WITH FACTORY FILLED RESERVOIR HOLDING APPROXIMATELY 8 OUNCES OF OIL. OIL RESERVOIR SHALL BE SO DESIGNED AS TO GIVE A COMPLETE LUBRICATION OF STEMS EACH TIME THE HYDRANT IS OPERATED. THE UPPER STEM SHALL HAVE A BRASS SLEEVE. SIDEWALK EXPANSION JOINT ELIMINATED IF GUTTER & APRON ARE PURED MONOLITHIC MIN. 3' & MAX. 10' MECHANICAL JOINT 2" MIN. OR MORE AS DIRECTED. i T � TOP OF CURB AT DRIVEWAY 5% 3/4" DRIVEWAY (MAX. RECOMENDED 18" GRADE IS 150) CURB & GUTTECURB & GUTTER HANDFORM ALONG RADIUS FOR SMOOTH TRANSITION CURB DETAIL SEE VALVE BOX DETAIL 6" RESISTANT WEDGE GATE VALVE CAST IRON TEE (- T IN MJ XMJ D TL I, { 2 -3/4" FSHPALT COATED r ( TEFL SHACKLE SEE BLOCKING - I- RODS. 6" DIA. DUCTILE DETAIL IRON PIPE UNDISTURBED FLANGE JOINT SOIL NOTES: HYDRANTS SHALL BE EQUIPPED WITH TWO 2 1/2" N.S.T. HOSE PORTS AND ONE 5' STORTZ PUMPER DISCHARGE PORT, AND SHALL HAVE A 1 1/4" PENTAGON OPEN -LIFT OPERATING NUT. HYDRANTS SHALL HAVE A 6" M.J. BOTTOM CONNECTION AND 5 1/4" MAIN VALVE OPENING, AND SHALL HAVE 18" ABOVE GRADE LEVEL TO THE CENTER OF THE PUMPER DISCHARGE PORT. B. WHERE NO CURB & GUTTER IS INSTALLED, FIRE HYDRANT SHALL BE LOCATED (IN RELATION TO STREET CENTER LINE) CLOSE TO PROPERTY LINE. C. HYDRANT INSTALLATIONS TO BE PER THIS STANDARD PLAN AND REQUIREMENTS OF TUKWILA MUNICIPAL CODE 14.24 AND CITY ORDINANCE. D. HYDRANTS INSTALLED, RELOCATED OR OTHERWISE WORKED UPON AS A RESULT OF A PROJECT SHALL BE FRESHLY PAINTED. E. GREEN BONNETS SHALL BE FARWEST FOREST GREEN (#3523). FIRE HYDRANT ASSEMBLY AND SETTING DETAIL NOT TO SCALE J J � RECEIVED CITY OF TUKWILA AUG 1 4 20000 PERMIT CENTER 0 I ml S - o O p U 2 D 0 N w Q Z W N N, N N C N 00 N I CD C, `D OD Q N N u7 in N Z N 03 LJ E Q) z 0 N N ® 0 (0 _Z co co W CNI J l VJ NOTES: 1. CONTRACTORS RESPONSIBILITY FOR MAINTAINING & CLEANING THE APPROACH ON A REGULAR BASIS. 2. IF DIRECTED BY THE COUNTY ADDITIONAL QUARRY SPALLS MUST BE ADDED. 3. THE CONSTRUCTION APPROACH MUST BE LOCATED AT THE PERMANENT APPROACH LOCATION. TEMPORARY CONSTRUCTION ENTRANCE NOT TO SCALE 1.0' MIN. - -•- FLOW NOT TO SCA, - R= 25' MIN. / . 8 " CHECK DAM SPACING 150 100' 50' SWALF SLOPE 0% - 5% 5% - 10% > 10% 3' SWALE —� FLOWLINE Ci 4" -6" QUARRY SPALLS 3' ROCK CHECK DAM 0.5' MIN. SWALE X- SECTION AT ROCK CHECK DAM KEY ROCK INTO SWALE MIN. 0.25' ROCK DAM X.-SECTION ROCK CHECK DAM DETAILS KEY ROCK INTO SWALF 0.25' (MIN.) SUMP BEHIND ROCK CHECK DAM SHALL BE INSPECTED DAILY, AND CLEANED WHEN COLLECTED DEBRIS EXCEEDS 1/2 OF ITS DEPTH NOTE: ROCK SHALL BE 4" MINUS QUARRY ROCK. STAPLES OR WIRE RINGS (TYP) FILTER FABRIC MATERIAL MIRAFI 100 X OR EQUAL 2 "x4" D000. FIR AT 4' O.C. 2 %4" DOUG. FIR OR EQUAL FILTER FABRIC MATERIAL 2 "x2 "x14 GA. W.W.F. 3/4 " -1 1/2" WASHED ROCK OR PEA GRAVEL. 6 "x6" TRENCH EL.= 9. 2" EXCESS OVERLAP -I FILTER FABRIC FENCE DETAIL NOT TO SCALE NATIVE SOIL OR COMPACTED BACKFILL T.E.S.C. NOTES AND DETAILS NOT TO SCALE MIN TYPICAL CROS3 SECTION 3.5' - 5' FLAT BOTTOM 1' MIN - EL.EVATKNJ 3/4 " -1 1/2" WASHED GRAVEL NOTE: TRAP MAY BE FORMED BY BERM OR BY PARTIAL EXCAVATION CROSS SECTION GEOTEXTILE SEDIMENT TRAP OUTLET DETAIL 2"x2 GA. WELDED WIRE FABRIC OR EQUAL v 6 "x6" TRENCH NOTES: 1. PLACE 1' OF 3/4 " -1 1/2" WASHED ROCK OR PEA GRAVEL ON BOTH SIDES OF FENCE TO CREATE A BEVEL SHAPE. 2. FABRIC SHALL COVER BOTTOM OF 6"x6" TRENCH AND EXTEND BEYOND THE UMITS OF THE GRAVEL IN ORDER TO MAINTAIN AN EXCESS OVERLAP OF 2" MINIMUM AS SHOWN IN TYPICAL CROSS- SECTION. ELEV.= 12.5 4' MIN 1 1' MIN OVERFLOW 3:1 _ —� r 1' MIN 6' MIN RIP RAF 2 " - 4" ROCK GEOTEXTILE 1' MIN DEPTH OVERFLOW SPILLWAY 1' DEPTH 2 " -4" ROCK MIN 1' DEPTH 3/4 " -1.5" WASHED GRAVEL TRAP =LET DISCHARGE TO STABIUZED CONVEYANCE, OUTLET OR LEVEL SPREADER MAINTENANCE STANDARDS 1. SEDIMENT SHALL BE REMOVED FROM THE TRAP WHEN IT REACHES 1 FOOT IN DEPTH 2. ANY DAMAGE TO THE TRAP EMBANKMENTS OR SLOPES SHALL BE REPAIRED 6HA 7 NOT TO SCALE FILTER FABRIC SEDIMENT SUMP BURIED FILTER FABRIC NOT TO SCALE TEMPORARY "V" DITCH CATCH BASIN WITH GRATE NOTE: 1) DO NOT PLACE FABRIC UNDER GRATE 2) APPLIES W/ SUBGRADE WORK. ONCE CRUSHED ROCK PLACEMENT PROCEDES FOR FINAL PAVING, WRAP GRATE W/ FABRIC MAKING WATER- TIGHT UNTIL FINAL ADJUSTMENT IS COMPLETE 3/4" OR LESS WASHED ROCK FILTER OVER FILTER FABRIC C.B. SILT FENCE DETAIL SECTION A -A 3' APART (MAX.) CATCH BASI WI GRATE )) TYPICAL (4 SIDES) ISOMETRIC PI AN VIEW SLOPE= 2:1 " 6 D EEP 12" WIDE PERIMETER SEDIMENT SUMP. 2"x2 "x4 "(MIN.) WOODEN STAKES, DRIVEN INTO GROUND 18" (MIN.) IN DEPTH. 6" MIN. REC EIVED CTTV OF TUKWILA AUG 1 4 2010L? PERMIT CENTER EXPIRES 6 -10 -01 'e z GO g , L:1 Z Q z w LEI N i S N 0 CITY OF TUKWILA STORM DRAINAGE GENERAL NOTES 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE "STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION," WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND AMERICAN PUBLIC WORKS ASSOCIATION, WASHINGTON STATE CHAPTER, 1994 EDITION. TOGETHER WITH THE LATEST EDITION OF THE CITY OF TUKWILA ENGINEERING STANDARDS. 2. AN APPROVED COPY OF THESE PLANS MUST BE ON SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 3. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE AND ANY OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY IN CITY RIGHT -OF -WAY. PRIOR TO ANY CONSTRUCTION ACTIVITY, THE CITY OF TUKWILA ENGINEERING DEPARTMENT (433 -1850) MUST 130 CONTACTED FOR A PRECONSTRUCTION MEETING. 5. ALL LOCATIONS OF EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. THE CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION SERVICE (1 -800- 424 -5555) PRIOR TO CONSTRUCTION. THE OWNER OR HIS REPRESENTATIVE SHALL BE IMMEDIATELY CONTACTED IF A UTILITY CONFECT EXISTS. 6. CATCH BASIN - TYPE I - PER WSDOT /APWA STANDARD PLAN B -1 OR ASSOCIATED SAND AND GRAVEL CB -15, OR EQUAL. CATCH BASIN - TYPE II - PER WSDOT /APWA STANDARD PLAN B -1E (48 -INCH I.D. OR 54 -INCH I.E. AS DESIGNATED) OR ASSOCIATED SAND AND GRAVEL CB -19. OR EQUAL. 8. UNIT COVERS AS DESIGNATED ARE WSDOT /APWA STANDARD. (PER STANDARD PLAN B-12). 9. ALL TYPE II CATCH BASINS SHALL HAVE LADDERS OR SAFETY STEPS PER WSDOT /APWA STANDARD PLAN B -12. 10. ALL CATCH BASIN FRAMES AND GRATES SHALL BE DUCTILE IRON PER WSDOT /APWA STANDARD PLAN B -2A. R 11. ALL CATCH BASIN GRATES SHALL BE DEPRESSED PAVEMENT/CURB D 0.10 FEET BELOW PAVEMENT LEVEL. / 12. ALL OIL /WATER SEPARATOR CB GRATES SHALL BE OF THE ROUND SOLID LOCKING TYPE. 13. ALL STORM DRAINAGE CONVEYANCE PIPE SHALL BE ONE OF THE FOLLOWING AS DESIGNATED: A. CONCRETE, PER A.S.T.M. C -14, CLASS II, NONREINFORCED BELL AND SPIGOT (WITH BELL FLUSH WITH C.B. WALL OF USED), WITH RUBBER GASKETS. B. P.V.C. CONFORMING TO A.S.T.M. D -3034 - SDR 35. C. PIPE MAY BE ANY OF THE ABOVE PROVIDED: 1) PIPE JOINTS MUST BE OF THE SAME MATERIALS, AND 2) WHERE A PIPE MATERIAL IS SPECIFICALLY SHOWN ON THE PLAN, THAT MATERIAL MUST BE USED. D. MINIMUM PIPE COVER SHALL BE 2.0 FEET. E. SMOOTH WALL SPIRAL RIB ALUMINUM (OR ASPHALT- TREATED STEEL) PIPE, 16 GAUGE, W/34 -INCH 3/4 -INCH RIBS AT 7 INCHES 0.C. F. ADS TYPE N -12 HIGH- DENSITY POLYETHYLENE CORRUGATED PIPE WITH AN INTEGRALLY FORMED SMOOTH INTERIOR TO THE REQUIREMENTS OF A.A.S.H.T.O. M -294, (OR APPROVED EQUAL). 14. ALL PIPE BEDDING SHALL CONFORM TO WSDOT /APWA SECTION 9- 30.7)1)R FOR ALUMINUM AND P.V.C. PIPE, AND SECTION 9- 30.7(1)A FOR CONCRETE PIPE. ALL TRENCH BACKFILL SHALL BE COMPACTED TO 92 PERCENT MINIMUM DRY DENSITY PER A.S.T.M. 0- 1557 -70. 7 15. ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION ACCORDING TO WASHINGTON STATE SPECIFICA ZION 7- 02.3(1). THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE UNYIELDING BASE. IF THE NATIVE MATERIAL IN THE BOTTOM OF THE TRENCH MEETS THE REQUIREMENTS FOR "GRAVEL BACKFILL FOR PIPE BEDDING," THE FIRST LEFT OF PIPE BEDDING MAY BE OMITTED, PROVIDED THE MATERIAL IN THE BOTTOM THE TRENCH IS LOOSENED, t2EGRADED, A COMPACTED TO FORM A DENSE UNYIELDING BASE. 16. ALL BUILDING ROOF DRAIN DOWNSPOUTS AND FOOTING DRAINS SHALL BE DIRECTLY CONNECTED TO THE MAIN STORM DRAINAGE CONVEYANCE SYSTEM THROUGH AN UNDERGROUND PIPE SYSTEM. ROOF DRAINS AND FOOTING DRAINS SHALL BE SEPARATE SYSTEMS AND SHALL BE CONSTRUCTED OF 6 -INCH (OR 8 -INCH DIAMETER WHERE SHOWN) P.V.C. (RIGID, NONPERFORATED FOR ROOF DRAINS, PERFORATED FOR FOOTING DRAINS.) SUFFICIENT CLEANOUTS AND BENDS SHALL BE INSTALLED 50 THAT THE SYSTEM CAN BE EASILY MAINTAINED. THE SYSTEM SHOWN HEREON IS SCHEMATIC ONLY. THE DRAINAGE /GRADING CONTRACTOR OR LANDSCAPER MAY ALTER THE LAYOUT AS REQUIRED TO BETTER DRAIN THE SITE. THE CONTRACTOR SHALL KEEP A DIMENSIONED RECORD OF THE LOCATION OF ALL PIPES AND CLEANOUTS AND SUBMIT SAME TO THE CITY, ENGINEER, AND OWNER UPON COMPLETION OF THE WORK. 17. Aft ROOF AND FOOTING DRAINS SHALL BE LOCATED IN THE FIELD AND ADJUSTED AS NECESSARY TO AVOID IMPACTING THE EXISTING TREES DENOTED ON THE GRADING PLAN TO BE SAVED. DRAIN LINES SHOULD BE LOCATED OUTSIDE THE DRIP LINE OF TREES TO BE SAVED WHEREVER POSSIBLE. 18. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS WHICH ARE ON FILE IN THE ENGINEERING DEPARTMENT. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE WRITTEN APPROVAL FROM THE PROPER AGENCY. 19. STRUCTURES SHALT. NOT BE PERMITTED WITHIN 10 FEET OF THE SPRING LINE OF ANY STORM DRAIN PIPE, UNLESS OTHERWISE NOTED. 20. COIISTRUCTION OF DEWATERING (GROUNDWATER) SYSTEM, IF REQUIRED, SHALL BE IN ACCORDANCE WITH THE A.P.W.A. STANDARD SPECIFICATIONS, SECTION 61 -3.02, 1981 EDITION. 21. PRIOR TO OCCUPANCY, THE PERMANENT STORM DRAINAGE SYSTEM MUST BE CLEANED OUT BY PUMPING. (DO NOT PUMP OR DISPOSE INTO ANY OTHER STREAM, STORM SEWER, OR SANITARY SEWER SYSTEM.) 22. RIP RAP ROCK FOR EROSION PROTECTION SHALL BE OF SOUND QUARRY ROCK PLACED TO A MINIMUM DEPTH OF ONE (1) FOOT. ROCK AGGREGATE TO AE AS FOLLOWS: < INCH - 2 INCHES - 10 PERCENT - 40 PERCENT 2 INCHES - 4 INCHES - 20 PERCENT - 40 PERCENT 4 INCHES - 8 INCHES - 40 PERCENT - 70 PERCENT 23. TESTING OF ALL STORM SEWER PIPE WILL BE AT THE OPTION OF THE 01 OF TUKWILA. 24. WHEN PLAIN ALUMINUM PIPE OR PIPE ARCH I5 USED WHERE IT WILL BE IN CONTACT WITH CONCRETE OR CONCRETE PIPE, 75. ALUMINUM SURFACES IN CONTACT WITH THE CONCRETE OR CONCRETE PIPE SHALL BE PAINTED WITH TWO COATS OF PAINT. THE ALUMINUM PIPE TO BE PAINTED SHALL BE CLEANED WITH SOLVENT TO REMOVE CONTAMINANTS. AFTER CLEANING, THE PIPE SHALL BE PAINTED WITH TWO COATS OF PAINT CONFORMING TO FEDERAL SPECIFICATION TT -P -645 (PRIMER, PAINT, ZINC CHROMATE, ALKYD VEHICLE.) CITY OF TUKWILA SANITARY SEWER GENERAL NOTES 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE "STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION." WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND AMERICAN PUBLIC WORKS ASSOCIATION, WASHINGTON STATE CHAPTER, 1994 EDITION. TOGETHER WITH THE LATEST EDITION JF THE CITY OF TUKWILA ENGINEERING STANDARDS. 2. AN APPROVED COPY OF THESE PLANS MUST BE ON SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 3. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE AND ANY OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY IN CITY RIGHT -OF -WAY. 4. PRIOR TO ANY CONSTRUCTION ACTIVITY, THE CITY OF TUKWILA ENGINEERING DEPARTMENT (433 -1850) MUST BE CONTACTED FOR A PRECONSTRUCTION MEETING. S 5. ALL LOCATIONS OF EXISTING UTILITIES SHOWN HEREON HAVE BEE N ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED. APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. THE CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION SERVICE (1- 800 - 422 -5555) PRIOR TO CONSTRUCTION. THE OWNER OR HIS REPRESENTATIVE SHALL BE IMMEDIATELY CONTACTED IF A UTILITY CONFLICT EXISTS. 6. THE SANITARY SEWER SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS WHICH ARE ON FILE IN THE CITY OF TUKWILA ENGINEERING DEPARTMENT. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE WRITTEN APPROVAL FROM THE PROPER AGENCY. 7. ALL NEW SANITARY SEWER LINES SHALL BE SEALED OFF AT THE EXISTING TRUNK CONNECTION POINT UNTIL ALL UPSTREAM CONSTRUCTION I5 COMPLETED, CLEANED, TESTED. LAMPED, AND ACCEPTED BY TFIE CITY OF TUKWILA. ALL CONSTRUCTION DEBRIS AND WATER SHALL BE REMOVED FROM PIPE PRIOR TO OPENING SEAL. 8. MANHOLES AND LIDS: A. ALL TYPE I - 48 -INCH MANHOLES SHALL BE CONSTRUCTED PER WSDOT /APWA STANDARD DETAIL B -23A, WITH ECCENTRIC CONES. B. ALL MANHOLES SHALL HAVE A MINIMUM DROP OF 0.10 FEET BETWEEN INVERTS. C. ALL MANHOLES NOT IN PAVED AREAS SHALL HAVE LOCKING LIDS. D. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO ADJUST ALL MANHOLE TOPS TO MATCH FINAL ASPHALT ELEVATIONS AND GROUND ELEVATIONS IN LANDSCAPED AREAS. ?9. SEWER PIPE, BEDDING, AND TRENCH COMPACTION: A. ALL 1. 2. 3. SEWER PIPE SHALL BE ONE OF THE FOLLOWING AS DESIGNATED: P.V.C, CONFORMING TO A.S.T.M. S -3034, SDR 35. DUCTILE IRON, CLASS 50, CONFORMING TO A.W.W.A C151. PIPE MAY BE ANY OF THE ABOVE PROVIDED: A) B) PIPE JOINTS MUST BE OF THE SAME MATERIALS, AND WHERE A PIPE MATERIAL IS SPECIFICALLY SHOWN ON THE PLAN, THAT MATERIAL MUST BE USED. 4. MINIMUM PIPE COVER AT MANHOLES SHALL BE 8.0 FEET AND 5.0 FEET BETWEEN RUNS. B. PIPE BEDDING SHALL BE A.P.W.A. TYPE "F" WITH MATERIAL CONFORMING TO SECTION 9- 30.7A(2). C. TRENCH BACKFILL SHALL BE COMPACTED TO MINIMUM 92% DRY OPTIMUM DENSITY PER A.S.T.M D- 1557 -70 (MODIFIED PROCTOR) PRIOR TO TESTING SEWER LINES FOR ACCEPTANCE. 10. SIDE SEWER LATERALS: A. SIDE SEWERS SHALL BE 6 -INCH MINIMUM DIAMETER AT 2.0% MINIMUM SLOPE. B. SIDE SEWERS SHALL BE TESTED FOR LEAKAGE AT THE SAME TIME THE MAIN LINE SEWER IS TESTED. IF NOT TESTED TOGETHER, PROVIDE TEST TEES AT SEWER MAIN CONNECTIONS. C. BUILDINGS WITH GREATER THAN 10 UNIT SHALL BE SERVICED BY ONE OF THE FOLLOWING METHODS: 1. DOUBLE 6 -INCH DIAMETER SERVICES CONNECTED TO TRUCK BY STANDARD TEES OR INTO MANHOLES. 2. SINGLE 8 -INCH DIAMETER SERVICE WITH CLEANOUT, CONNECTED TO TRUNK INTO MANHOLES ONLY. (ALTERNATE CONNECTION METHODS ARE DEPICTED ON PLANS.) D. ALL LATERAL CONNECTIONS TO SEWER MAINS SHALL BE MADE WITH A WYE OR SWEEPING TEE. 11. CONSTRUCTION OF DEWATERING (GROUNDWATER) SYSTEM SHALL BE IN ACCORDANCE WITH THE A.P.W.A STANDARD SPECIFICATIONS, SECTION 61 -3.02, 1981 EDITION. 12. WHENEVER SEWERS MUST CROSS UNDER WATER MAIN THE SEWER SHALL BE LAID AT SUCH AN ELEVATION THAT THE TOP OF THE SEWER LINE I5 AT LEAST 35 INCHES BELOW THE BOTTOM ON THE WATER MAIN. 13. BUILDINGS SHALL NOT BE PERMITTED WITHIN 10 FEET OF THE SPRING LINE OF ANY SANITARY SEWER PIPE. 14. CLEANOUTS SHALL BE PROVIDED AT THE RIGHT -OF -WAY LINE FOR LATERALS ENTERING THE PUBLIC RIGHT -OF -WAY. NOTES CITY OF TUKWILA WATER GENERAL NOTES 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE "STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION," WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND AMERICAN PUBLIC WORKS ASSOCIATION. WASHINGTON STATE CHAPTER, 1994 EDITION. TOGETHER WITH THE LATEST EDITION OF THE CITY OF TUKWILA ENGINEERING STANDARDS. 2. AN APPROVED COPY OF THESE PLANS MUST BE ON SITE WHENEVER CONSTRUCTION I5 IN PROGRESS. 3. IT SHALL BE THE SOLE RESPONSIBIUTY OF THE CONTRACTOR TO OBTAIN STREET USE AND ANY OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY IN CITY RIGHT -OF -WAY. 4. PRIOR TO ANY CONSTRUCTION ACTIVITY, THE CITY OF TUKWILA ENGINEERING DEPARTMENT (206)433 -0179 MUST BE CONTACTED FOR A PRECONSTRUCTION MEETING. 5. ALL LOCATIONS OF EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABUSHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NO SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. THE CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION SERVICE (1- 800 - 424 -5555) PRIOR TO CONSTRUCTION. THE OWNER OR HIS REPRESENTATIVE SHALL BE IMMEDIATELY CONTACTED IF A UTILITY CONFLICT EXISTS. 6. THE WATER MAIN DISTRIBUTION SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS WHICH ARE ON FILE IN THE CITY OF TUKWILA. ENGINEERING DEPARTMENT. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE WRITTEN APPROVAL FROM THE PROPER AGENCY. 7. CONNECTIONS TO EXISTING FACIUTIES SHALL BE SEALED OFF UNTIL CONSTRUCTION IS COMPLETED. NO CONNECTIONS WILL BE ALLOWED UNTIL THE NEW WATER MAINS HAVE PASSED ALL PRESSURE AND PURITY TESTS. 8. WATER MAIN PIPE, BEDDING, AND TRENCH COMPACTION: A. ALL WATER MAIN PIPE TO BE CEMENT LINED, CLASS 52 DUCTILE IRON, CONFORMING TO A.N.S.I SPECIFICATIONS A -21.51 ( A.W.W.A. C151 -76). OR LATEST REVISION.. CEMENT MORTAR LINING AND SEAL COATING SHALL CONFORM TO A.N.S.I. A- 21.4 -74 (A.W.W.A 0104 -74), OR LATEST REVISION. B. PIPE JOINTS TO BE PUSHED -ON, MECHANICAL OR FLANGE JOINTS. C. ALL WATER MAIN PIPE FITTINGS TO BE CEMENT LINED, CLASS 250 CAST IRON, CONFORMING TO A.N.S.I. A -21.10 AND A- 021.11 -77, OR LATEST REVISION. D. ALL WATER MAIN PIPE BEDDING TJ BE A.P.W.A CLASS "C." E. ALL WATER MAIN CEMENT CONCRETE THRUST BLOCKS TO CONFORM TO STANDARD DETAILS SHOWN ON THE I F. ALL WATER MAIN TREN -H BACKFILL SHALL BE COMPACTED TO MINIMUM 92% DRY OPTIMUM DENSITY PE:t A.S.T.M. D- 1557 -70 (MODIFIED PROCTOR) PRIOR TO TESTING WATER MAINS FOR ACCEPTANCE. 9. ALL WATER MAIN PIPE 10" AND SMALLER TO MAINTAIN A MINIMUM COVER AT 36 INCHES BELOW FINISHED GRADE. WHERE UTILITY CONFLICTS OCCUR, WATER MAINS ARE TO BE LOWERED TO CLEAR. 10. ALL WATER MAINS SHALL BE PRESSURE TESTED AND DISINFECTED IN ACCORDANCE WITH THE SPECIFICATIONS OF THE WASHINGTON STATE HEALTH DEPARTMENT AND CITY OF TUKWILA STANDARDS. ALL INSPECTION AND PRESSURE TESTING SHALL BE DONE IN THE PRESENCE OF, AND UNDER THE SUPERVISION OF, THE CITY ENGINEER AND /OR HIS REPRESENTATIVE. 11. CONTRACTOR TO PROVIDE PLUGS AND /OR TEMPORARY BLOW -OFF ASSEMBLIES FOR TESTING AND PURITY ACCEPTANCE PRIOR TO FINAL TIE IN. 12. FIRE HYDRANTS: A. ALL FIRE HYDRANTS SHALL CONFORM TO THE CITY OF TUKWILA STANDARD PLAN NOS. W -3, W -4, W -5, AND W -6. B. ALL FIRE HYDRANT PORTS SHALL FACE PERPENDICULAR TO CURB AND TOWARD DRIVEWAY AS SHOWN ON THE PLANS. 13. DOMESTIC WATER SERVICES: A. ALL DOMESTIC WATER SERVICE LINES TO BE TYPE "K" COPPER, STANDARD GALVANIZED, STET L PIPE, OR PVC PIPE. SERVICE CONNECTIONS SHALL BE IN ACCORDANCE WIT, CITY OF TUKWILA STANDARD PLAN NO. 202 OR NO. 203 (DOUBLE STRAPS AND CORPORATION STOPS). B. METER BOXES TO BE INSTALLED BY THE CONTRACTOR. C. METERS TO BE INSTALLED BY THE CITY OF TUKWILA. 14. BUILDINGS SHALL NOT BE PERMITTED WITHIN 10 FEET OF THE SPRING LINE OF ANY WATER MAIN. 15. ALL WATER MAINS NOT IN PUBLIC RIGHT -OF -WAY REQUIRE 10 -FOOT WIDE EASEMENTS TO THE CITY OF TUKWILA. 16. ALL FITTINGS SHALL BE CAST IRON OR DUCTILE. WITH FLANGED OR MECHANICAL JOINT CONNECTION, AND BE THE SAME THICKNESS CLASS AS THE PIPE USED. 17. LIVE TAPS TO BE COORDINATED WITH CITY AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 18. ALL PIPE FITTINGS TO BE LISTED AND LABELED U.S. FOR FIRE SERVICE; INSTALLED, TESTED AND FLUSHED AS SPECIFIED BY NFPA STANDARDS NO. 13 AND NO. 24. PROPERLY COMPLETED CONTRACTOR'S MATERIAL AND TEST CERTIFICATES ARE TO BE PROVIDED TO WASHINGTON SURVEYING AND RATING BUREAU AND THE CITY OF TUKWILA. fff) NI7 CITY OF TUKWILA GRADING GENERAL NOTES 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE "STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION," WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND AMERICAN PUBLIC WORKS ASSOCIATION, WASHINGTON STATE CHAPTER, 1994 EDITION. TOGETHER WITH THE LATEST EDITION OF THE CITY OF TUKWILA ENGINEERING STANDARDS. 2. AN APPROVED COPY OF THESE PLANS MUST BE ON SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 3. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE AND ANY OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY IN CITY RIGHT -OF -WAY. 4. PRIOR TO ANY CONSTRUCTION ACTIVITY, THE CITY OF TUKWILA ENGINEERING DEPARTMENT (206)433 -0179 MUST BE CONTACTED FOR A PRECONSTRUCTION MEETING. 5. ALL LOCATIONS OF EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT I5 THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. THE CONTRACTOR SHALL CONTACT THE UTILITIES UNDERGROUND LOCATION SERVICE (1- 800 - 424 -5555) PRIOR TO CONSTRUCTION. THE OWNER OR HIS REPRESENTATIVE SHALL BE IMMEDIATELY CONTACTED IF A UTILITY CONFLICT EXISTS. 6. THE TEMPORARY EROSION /SEDIMENTATION CONTROL FACILITIES SHALL BE CONSTRUCTED PRIOR TO ANY GRADING OR EXTENSIVE LAND CLEARING IN ACCORDANCE WITH THE APPROVED TEMPORARY EROSION /SEDIMENTATION CONTROL PLANS. THESE FACILITIES MUST BE SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION AND LANDSCAPING IS COMPLETED AND THE POTENTIAL FOR ON -SITE EROSION HAS PASSED. 7. ALL EARTHWORK UNDER PAVING TO BE USED BY VEHICULAR TRAFFIC SHALL BE COMPACTED TO MINIMUM 95 PERCENT DRY OPTIMUM DENSITY PER A.S.T.M. D- 1557 -70 (MODIFIED PROCTOR). 8. UNLESS OTHERWISE NOTED, ALL ELEVATIONS SHOWN IN PAVED AREAS ON THE PLANS ARE TOP OF PAVING. 9. IMMEDIATELY FOLLOWING FINISH GRADING, ANY DISTURBED AREAS NOT SPECIFIED FOR PERMANENT LANDSCAPING SHALL BE SEEDED AND STABILIZED WITH PERMANENT VEGETATION, CONSISTING OF RAPID, PERSISTENT, AND LEGUME GRASSES (MINIMUM 80# PER ACRE). THIS I5 TO INCLUDE: - 20 PERCENT ANNUAL, PERENNIAL, OR HYBRID RYE GRASS - 40 PERCENT CREEPING RED FESCUE - 40 PERCENT WHITE CLOVER 10. THE SITE WORK IMPROVEMENTS SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS WHICH ARE ON FILE IN THE ENGINEERING DEPARTMENT. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE APPROVAL FROM THE PROPER AGENCY. 11. THE CONTRACTOR SHALL KEEP PARKING LOTS AND STREET CLEAN AT ALL TIMES BY SWEEPING. WASHING OF ANY TRAVELED SURFACE WILL NOT BE ALLOWED. 12. ALL PARKING AND DRIVEWAY AREAS TO HAVE POSITIVE DRAINAGE TO COLLECTION /CONVEYANCE SYSTEMS OR OVERLAND. SHEET DRAIN AREAS AT ONE PERCENT MINIMUM SLOPE; PLAN DETAILS SHALL NOT SUPERSEDE THIS REQUIREMENT. 13. OPEN -CUT' ROAD CROSSINGS FOR UTILITY TRENCHES ON EXISTING TRAVELED ROADWAYS SHALL BE BACKFILLED IN ACCORDANCE WITH CITY OF TUKWILA, WSDOT /APWA STANDARD PLAN B -11, AND MECHANICALLY COMPACTED. CUTS INTO THE EXISTING ASPHALT SHALL BE NEAT -LINE CUT WITH SAW IN A CONTINUOUS LINE. A TEMPORARY COLD MIX PATCH MUST BE PLACED IMMEDIATELY AFTER BACKFILL AND COMPACTION. A PERMANENT HOT MIX PATCH SHALL BE PLACED WITHIN 30 DAYS AND SHALL BE THE THICKNESS OF THE ORIGINAL ASPHALT OR THREE (3) INCHES, WHICHEVER IS GREATER. 14. EXTRUDED CEMENT CONCRETE CURBS AROUND ASPHALT EDGES SHALL BE CONSTRUCTED PER DETAIL. RECENED CITY OF TUKWILA AUG 1 4 2000 to N N in N Z N N RELOCATE FIRE HYDRANT TO BEHIND NEW SIDE >LK INSTALL: 10 LF t6" DI EXT . �I 1 - PRE HYDRANT ASSEMBLY PER CITY STANDARD D AILS: , I STA. 0 +94± 1 IE =4.0± (87 I I , SAWCUT AND /PATCH FOR SEWER CONNECTION.'! I / REPLACE PAVEMENT AND BASE TO MATCH EXISTING SUCTION OR BETTER, ALL PERI I / CITY OF TUKWILA STANDARDS. AI IE�10.72 1T-F1 �PVC— SS ®2% 22 LF 6" PVC SS 0 2.0% RIM -15.0 IE =13.0 LOT TI 10'x20' CONCRETE PAD FOR TRUCK WASH DOWN. (DRAINS TO SEWER) INSTALL A BAFFLE TYPE OIL /WATER SEPARATOR MODEL 577 -SA BY UTILITY VAULT OR APPROVED EQUAL, PER DETAIL ON SHEET C3. RIM =15.0± IE= 12.0 (6" IN) IE =11.9 (6" OUT) PRIVAtE. ROAD- CONTRACTOR SHALL INSTALL 1" DEDUCT WATER METER AND COPPER (TYPE K) FOR IRRIGATION SERVICE AND CITY APPROVED BACKFLOW PREVENTER. 541'44'57 "W 269.71 P CIVIL - UTILITY PLAN LOCATED IN A PORTION OF THE NE 1/4 OF S.15, TWP. 23 N., R. 4 E., W.M. CITY OF TUKWILA, KING COUNTY, Wk CURB GUTTER —, W_ Vi W __.. W w_ N41'44'57'' P L :,'JC O!1TER 366.38' /0 CLEANOUT SCHEDULE: RIM Jr_ 0 14.70 10.56 WETLAND BOUNDARY REDUCED TYPE 2 BUFFER WIDTH REQUIRES SPECIAL CITY APPROVAL AND WETLAND BUFFER ENHANCED PLANTINGS. - EX. !E =..." R.O.W. MONUMENT x. " E These plans have been reviewed by the Public Works De artment for conformance with current City sand::rd.;. Acceptance is su..- do not authc adc' -" - , dc or ordinancau for P„ cf the design r_ deletions c_ date will LEGEND: PROPOSED TYPE I CATCH BASIN EXISTING TYPE I CATCH BASIN P.0OPDSED STORM DRAINAGE LINE EXISTING STORM DRAINAGE LINE PROPOSED SANITARY SEWER LINE PROPOSED SANITARY SEWER MANHOLE Y 0NrVSED SANiT //0Y SEWER CLEANOUT SANITARY SEWER MANHOLE EXISTING SANITARY SEWER LINE EXISTING ±00000AIN 0 EXISTING FIRE HYDRANT EXISTING WATER VALVE PROPOSED FIRE HYDRANT PROPOSED METER BOX PROPOSED SPOT ELEVATIONS EXISTING SPOT ELEVATIONS EXISTING CONTOURS PROPOSED PAVEMENT PROPOSED CONCRETE G1 0 15.0 11.0 0 15.0 11.90 ® 15.25 12.72 NOTE: SEE SHEET C6 FOR CONSTRUCTION NOTES & SHEET C4 FOR DETAILS. lq,q1 7 CALL BEFORE YOU DIG: 1 -800- 424 -5555 drac:rr a and 1::.', r - a resubmittal c _ for su'c_-",_ approval. Final /1///1.1/1/70 is subject 1: the Pub' :lc L 0rlcs utilities inspss._ Date: B`z (I WOO B 6 by UTILITY CONFLICT NOTE. CAUTION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE. HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE ® 1- 800 -424 -5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. RECENTTD CITY OF TUKWILA AUG 1 4 2JU) PERMIT CENTER N W X z W NI U A B C D E F G H 30 8 8 6" .188"27 11.25" 11" TO 12" 10 8 6 .I88"27 2 11.25" 11" TO 12 1 8" 6" .188" 27'2" 11.25" 11" TO 12" 15 8" 6 8" 6" .250" 27'2" 37'2' 11.25" 11.25" 11" TO 12" 11 TO 12` 8" 6" .250" 37'2" 11.25" 11" TO 12" C 8" 6" .250" 37'2" 11.25" 11" TO 12" 8" 6" .250" 37'2" 11.25" 11" TO 12" PHOTOELECTRIC CONTROL RECPT. 5/8'xl/2' DIAMOND PATTERN WITHOUT FRAME �- 5 Landing Required LEVELING PAD I /2' MAX. TO I/4' MIN. LIP NOTES: 3/4" CHAMFER 2:1 ll' 6• CURB RAMP DETAIL NOT TO SCALE ANCHOR BOLT LAYOUT -35-1/2" ADJUSTABLE FUR 1 -1/4 THRU 2" PIPE ALUMINAIRE DETAIL (SEE STREET LIGHT DESIGN GUIDELINES STANDARD PLAN) 4 - #4 HOOPS O —. 1' -0" CTR'S \___ SIDEWALK - - - - -- 4' THICK CEMENT CONCRETE 18' THICKENED EDGE :IN CURB RETURNS) 6' THICK GUTTER 1. RAMP AND APPROACHES SHALL BE CLEAR OF OBSTACLES INCLUDING HYDRANTS, POLES AND INLETS. 2. RAMP CENTER -LINE SHALL BE PERPENDICULAR TO OR RADIAL TO CURB RETURNS UNLESS OTHERWISE SPECIFIED BY THE ENGINEER. MAXIMUM SLOPE SHALL BE 12:1. 3. FULL -DEPTH EXPANSION JOINTS ARE REQUIRED ON EACH SIDE OF RAMP AND SHALL BE PLACED AT 15' SPACING IN GENERAL SIDEWALK PORTION. 4 • CURB RAMPS SHALL BE PLACED TWO PER RADIUS ON ARTERIAL STREETS OR AS DIRECTED BY THE ENGINEER. 5 POLE CAP ALLOY 43 WITH / STAINLESS STEEL SCREWS 12" REC DISTANCE REOD. TO REMOVE POWER DOOR 17 -1/4" (4) 1" -8NC STEEL ANCHOR BOLTS ASTM A576, A151 GRADE 1021 -1046 50.000 PSI- MIN YIELD MEAN DIA OF ROD STOCK 0.908 811" OUT OF ROUND TOLERANCE 70.012 ROLLED OR CUT THREADS PER A307 CLASS 2A, TOPO 10" GALV. STL. LOCK WASHERS & (4) 1" GALV. STL. FLATWASHERS. I GALV. STL. CONDUIT (PER PLAN) 2 3/4" (THREADED) TOTAL LENGTH REQUIRE % -_ TO BE 12' D G 5. 0-ALUMINUM ALLOY & STAINLESS STEEL HARDWARE TRUSS ARM BASE FLANGE ALLOY 356 -T6 W /BOLT COVERS AND STAINLESS STEEL SCREWS TYPICAL LUMINAIRE POLE DETAIL POLE WALL ,REINFORCING FRAME II 1/2 POINT CONTRACTOR GUTTER ELEV =14.00 SHALL LOCATE AND POTHOLE EX. WATER MAIN AND VERIFY IF ANY CONFLICTS EXIST WITH 8" STORM INSTALLATION 4 - - RIGHT -OF -WAY L FACE OF CURB• TO TOP OF FOUNDATION HAND HOLE (4'6" NOMINAL) NON -F_USH TYPE COMPLETE WITH REINFORCING FRAME ALLOY STAINLESS STEEL SCREWS. �1 /2 " -13NC TAPPED GROUNDING POLE SECTION THRU HANDPOLE NOTES: . BRACKETS SUPPLIED WITH 2" N.P.S. SLIPFITTER. SPECIFY MOD. 140 FOR 1.25" N.P.S. END NEW CURB -MATCH EXISTING GUTTER ELEV. =13.8 \ 8 - #7 BARS EVENLY SPACED - (2'- 6 ")x(2' 6') SO. OR 3 DIA. CLASS 3000 CONCRETE 2 TWIN BRACKE -S ARE LOCATED 180 O.C. FOUNDATION DETAIL 3 10" BASE DIA. POLES REQUIRE NOTES: 1" -8NC ' 48" LONG ANCHOR BOLTS ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND WITH A 3 1/4" PROJECTION. SECURED IN PLACED PRIOR TO POURING CONCRETE 4. STREET LIGHTS BEHIND SW. GROUND ROD SHALL BE INSTALLED PER STD. SPECIFICATIONS. 5 JUNCTION BOX 6" INTO SW. 6. SEE SERVICE CARNET STANDARD PLAN. STREET LIGHT POLE 30' AND 40' MOUNTING HEIGHT LEST SCALE EX, :9 ,L'Vt /i JARDPOSTS '1 '15 INSTALL CURB RAMP PER DETAIL AT LEFT 33 C m 33 0 D 0 _ 35' 2 R/W EXIST. 11'7 EXIST. ASPHALT PAVEMENT R/W LINE SAWCUT EXIST. PAVEMENT EXACT LOCATION TO BE DETERMINED 3Y CITY UTILITY INSPECTOR. i " E.X. 'WATER VALVE /Z _ - D.I.P. =11.50 LOCATED IN A PORTION OF THE NE 1/4 S. 15, TWP. 23 N., R. 4 E., W.M. CRY OF TUKWILA, KING COUNTY, WA. STREET IMPROVEMENT PLAN PROFILE STA.. 04-96; 18' I.T. - CB #R1, TYPE I RIM= - 13.90: IE – 12.00 1"=20' HORZ., 1 " =2' VERT. RIGHT OF WAY CENTERLINE NOT TO SCALE 8 27 10'i & VARIES PROPOSED GUTTER FLOWUNE 0 505 APPROX. EXIST. GROUND 0 GUTTER:FLOWLINE 35' HALF RIGHT OE WAY HALF STREET IMPROVEMENT SECTION ADJUST UTILITY VAULT LID TO MATCH SIDEWALK GRADE CONTRACTOR SHALL COORDINATE WITH CITY LIGHT PRIOR TO STREET CONSTRUCTION. EXISTING ASPHALT-- REMOVE FY 11P _ � / P NE� __ - -'•. Ex. W.5iri: - \ CO. AND PHOC,O. REMOVE EX. �GUARDPOST (TYP.) 33 LF 12" DIP ® 0.55 - "" - ) CONTRACTOR SHALL PLACE PIPE END' SO IT DOES NOT PROTRUDE INTO STREAM FLOW PATH. PLACE SMALL RIP RAP PAD(3'X3') PIPE END. DO NOT PLACE RIP RAP IN MAIN STREAM CHANNEL THAT COULD DISRUPT LOW FLOW CHARACTERISTICS RECONTOUR STREAMBANK EDGE AS SHOWN. QUARRY SPALLS REQUIRED FOR RIP RAP. 6.5' NEW STREET LIGHT1 — "$E =oc„nL -8E� C ORDINATE WITH CRY OF TUKWILA ON METER 14.42 & SERVICE CABINET LOCATION. PROVIDE 5' WIDE ASPHALT tk.K RAMP CONNECTING NEW WALK 1 .58 = TO "tDGSDNG PAVEMENT. ' M - P _ _ - _ - . -4c S . 131st LACt .1 NPX 4" THICK CONC. SIDEWALK CONC. VERTICAL CURB & GUTTER PER DETAIL INSTALL 2 -2 DIA_ PVC CLASS 200 (OR EQUAL) CONDUITS WRH HANDHOLDS ON EACH END FOR FUTURE USE BY CRY. NOTE ALL OVERHEAD POWER AND PHONE LINES SHALL BE PLACED UNDERGROUND ALONG THE FRONTAGE OF S. 131ST. PLACE. COORDINATE W1114 POWER & PHONE COMPANY. 16 14 12 10= 3" COMPACTED DEPTH CLASS 'B' ASPHALT CONCRETE 1 -1/2" COMPACTED DEPTH CRUSHED ROCK SURFACING TOP COURSE 6" COMPACTED DEPTH CRUSHED ROCK SURFACING BASE COURSE GRAVEL BASE CLASS '8' MAY BE REQUIRED DEPENDING ON SOIL CONDITIONS PAVEMENT WIDTH CEMENT CONCRETE VERTICAL CURB AND GUTTER CURB AND GUTTER NOT TO SCALE 35' - M RCP-10 6f R.O.W. VERTICAL DATUM: NGVD 1929 LEGEND: ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH CUT WITH PNEUMATIC PAVEMENT CUTTER EXISTING SPOT ELEVATIONS EXISTING SANITARY SEWER MANHOLE EXISTING FIRE HYDRANT EXISTING WATER VALVE EXISTING CONTOURS EXISTING WATERMAIN EXISTING SANITARY SEWER LINE PROPOSED CONCRETE PROPOSED PAVEMENT EXISTING DITCH EXISTING 24" RCP T" 0 D4 - - - -- 19T -- -_.._ SAW -CUT EXISTING ASPHALT PAVEMENT EXISTING RIGID BASE 5/8" MINUS COMPACTED CRUSHED ROCK, UNLESS OTHERWISE ORDERED BY THE CITY SAW -CUT EX. OIL MAT NOT TO SCALE 5/8" MINUS COMPACTED CRUSHED ROCK, UNLESS OTHERWISE ORDERED BY THE CITY CONCRETE 1505 OF EXISTING DEPTH TYPICAL PATCH FOR RIGID PAVEMENT ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH 1505 OF EXISTING DEPTH `EXISTING ASPHALT / PAVEMENT 5/8" MINUS COMPACTED CRUSHED ROCK, UNLESS OTHERWISE ORDERED BY THE CITY TYPICAL PATCH FOR FLEXIBLE PAVEMENT 5/8" MINUS COMPACTED CRUSHED ROCK, UNLESS OTHERWISE ORDERED BY THE CITY NOT TO SCALE DATE: 1 1/15/96 RECEIVED CRY OF TUKWILA AUG 1 %i2000 / PERMIT CENTER i RS -3 5 NOTES: 1. ALL WORK TO CONFORM TO THE CURRENT STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. 2. A MINIMUM OF A ONE YEAR GUARANTEE 15 REQUIRED ON ALL PAVEMENT PATCHING AND OVERLAYS. 3. CONTROLLED DENSITY FILL IN PLACE OF CRUSHED ROCK MATERIAL MAY BE REQUIRED IN CASES OF RECENT PAVEMENT OVERLAY, OR AS DIRECTED BY COY ENGINEER. 1 EXPIRES 6 -10 -01 1 IV'' OQ O p o N 4400 S. 131ST PLACE, TUKWILA STREET IMPROVEMENT PLAN HOT MIX PAVERS ---: 4 , „ 0 , , A {�J /' /'.;- iL'_ / -;: TREES: PRUNUS SERRULATA ' KWANZAN' / KWANZAN CHERRY THUJA OCC. 'EMERALD GREEN'/ EMERALD GREEN ARBORVITAE SHRUBS: JUNIPERUS CHIN. 'PFITZERANA AUREA' / GOLDEN PFITZER JUNIPER ILEX APANESE CRENATA HOLLY 'CONVEXA' / J PHOT SERS PHOTINI FRASERI/ A E PRUNUS LAUROCERASUS '0TT0 LUYKEN' / OTTO LUYKEN LAUREL GROUND COVER: ARCTOSTAPHYLOS UVA URSI / K!NNIKINNICK SOD LAWN: LOCAL COMMERCIAL BLEND SEED LAWN: MIX TO MATCH SOD LAWN /PLANTER EDGE- HEADER 2 CAL. 30" HT. 15” - 18" 18" - 24" 30" 18" -24" WINTER /SUMMER FALL/ SPRING B & B B & B CONTAINER CONTAINER B &B B & B ONLY 1 GALLON 4" POT INSTALLATION INSTALLATION AS SHOWN 3' O.C. 4' -5 30" AS SHOWN 3' 30' AVG. 24" AVG. 24 74 6 28 10 11 COVER COVER COVER COVER STAKE AND GUY ONE GROWING SEASON. MAX.; NURSERY GROWN FOR STREET TREE USE, 6 -FOOT STANL SHAEAR AND MAINTAIN AS 6' +/- HEDGE HOLD 4' FROM BORDERS HOLD 2' FROM BORDERS HOLD 3' FROM BORDERS HOLD 18" FROM BORDERS AND OTHER SPECIES SAME. PROVIDE ALTERNATE PRICE FOR 4 MATERIAL. SEED AT 61b / 1000 SF; CELLULOSE MULCH AT 401b / 1000 SF; WET TOLERANT MIX IN BIOSWALES. -------� 30' VIEW ANG 12.5 TYPE1 115.05 LF = 15', 4 TREES 3" DEPTH, 1' OVER 4.5 MIL NON -WOVEN 2x6 GOMPOSI HYDROSEED w co C✓ MLR LTC: AMAII PLANT LIST / LEGEND BOL NAME LANDSCAPE PLANTING PLAN LOCATED IN A PORTION OF THE NE 1/4 S. 15, T WP. 23 N., R. 4 E., W.M. CITY OF TUKWILA, KING COUNTY. WA. E (INT. LEG} I NDS APE , 4 TREES, 17'� I M SHRUBS,. E 27 SFIRUBS4 E' WASHED,GRIN /L UV STABILIZ'Eb EED, BARRI R FF=15.50 I0 0 1 ' ' F bflri. � —NEW r' � 0RETE .. ELOI00S 5' TYPE II LANDSCAPE 1-- 160 LF (TO WETLAND BUFFER) = 8 TREES, 37 . SHRUBS 5', 52, ,TREES & SHRUBS PROVIDED PdLE s?}L... ' 1 /014::: � s �- �r�s� r's7 n � ��_ ® „isms _._ 211 LF = 11 TREES, 45 SHRUBS 5'. 58 TREES & SHRUBS PROVIDED SIZE CONDITION SPACING QUANTITY REMARKS R 7::,n-;„0,20,",., CB 44 TYPE 1 r 0.000E SET3::_'I; / Bo DA F.i0ilriiiA'.. Q \v 0070 4Y ' ,ND 1U`1DARi Dgc0417 0 \. STATE OF WASH NGTON REGISTERED LANDSCAPE ARCHITECT rogr H. BRUCE McCRORY CERTIFICATE N0. 504 (VALID ONLY 'M TH SIGNA RE RECFVEO CITY OF TUKWILA AU6 1 2000 PERMIT CENTER Planting Notes and Materials REv i "TP SCOPE OF WORK FURNISH ALL MATERIALS, LABOR, EQUIPMENT AND RELATED ITEMS NECESSARY TO ACCOMPLISH THE TREATMENT AND PREPARATION OF SOIL, FINISH GRADING, PLACEMENT OF SPECIFIED PLANT MATERIALS, FERTILIZER, STAKING, MULCH, CLEAN -UP, DEBRIS REMOVAL, AND 90 -DAY MAINTENANCE. QUALIFICATIONS: LANDSCAPE CONTRACTOR SHALL BE SKILLED AND KNOWLEDGEABLE IN THE FIELD OF WORK. CONTRACTOR SHALL BE LICENSED TO PERFORM THE WORK SPECIFIED WITHIN THE PRESIDING JURISDICTION. JOB CONDITIONS: IT IS THE CONTRACTOR'S RESPONSIBILITY TO REVIEW THE SITE AND REPORT ANY DISCREPANCIES TO THE OWNER OR THE OWNER'S REPRESENTATIVES. ALL PLANT MATERIAL AND FINISHED GRADES ARE SUBJECT TO APPROVAL BY THE OWNER. PROTECTION: SAVE AND PROTECT ALL EXISTING PLANTINGS SHOWN TO REMAIN. DO NOT PLANT UNTIL OTHER CONSTRUCTION OPERATIONS WHICH CONFLICT HAVE BEEN COMPLETED. AN IRRIGATION SYSTEM IS TO BE INSTALLED. DO NOT PLANT UNTIL THE SYSTEM HAS BEEN TESTED AND APPROVED. HANDLE PLANTS WITH CARE - DO NOT DAMAGE OR BREAK ROOT SYSTEM, BARK, OR BRANCHES. REPAIR AND /OR REPLACE ITEMS DAMAGED AS A RESULT OF WORK, OR WORK NOT IN COMPLIANCE WITH PLANS AND SPECIFICATIONS, AS DIRECTED BY OWNER AT NO ADDITIONAL COST. REPAIR OF EXISTING PLANTINGS: DURING THE COURSE OF WORK, REPAIR ALL EXISTING PLANTING AREAS BY PRUNING DEAD GROWTH, RE- ESTABLISHING FINISHED GRADE AND RE- MULCHING TO SPECIFIED DEPTH. GUARANTEE: GUARANTEE ALL PLANT MATERIAL FOR A PERIOD OF ONE YEAR FROM DATE OF FINAL ACCEPTANCE OF THE JOB BY OWNER. 90 -DAY MAINTENANCE CONTRACTOR SHALL PROVIDE OWNER WITH A SCOPE OF WORK AT TIME OF INITIAL PROJECT BID TO PROVIDE LANDSCAPE AND IRRIGATION MAINTENANCE FOR 90 DAYS FOLLOWING COMPLETION OF PROJECT (ACCEPTANCE) OF FACILITY BY OWNER. WORK SHALL INCLUDE MAINTENANCE AS DESCRIBED BELOW, IN PLANTING AND IRRIGATION MAINTENANCE. I.IATERIALS- PLANT MATERIALS: PLANT MATERIALS SHALL BE GRADE NO. 1, SIZED IN ACCORDANCE WITH (MN) AMERICAN STANDARDS FOR NURSERY STOCK (ANSI Z60.1- 1986). PRUNE PLANTS RECEIVED FROM THE NURSERY ONLY UPON AUTHORIZATION BY THE LANDSCAPE ARCHITECT. "B & B" INDICATES BALLED AND BURLAPPED; "CONT." INDICATES CONTA.INEF., "BR" INDICATES BARE ROOT; "CA" INDICATES CALIPER AT 6" ABOVE SOIL LINE; "GAL" INDICATES GALLON. A) SPECIFIED PLANT CANOPY SIZE OR CAL. IPER IS THE MINIMUM ACCEPTABLE CONTAINER OR BALL SIZE ESTABLISHES MINIMUM PLANT CONDITION TO BE PROVIDED. B) QUALITY: PLANT MATERIAL SHALL COMPLY WITH STATE AND FEDERAL LAWS FOR DISEASE INSPECTION, PLANTS SHALL BE FULLY LIVE, SHALL BE VIGOROUS, WELL FORMED, WITH WELL DEVELOPED FIBROUS ROOT SYSTEMS. ROOT BALLS OF PLANTS SHALL BE SOLID AND FIRMLY HELD TOGETHER, SECURELY CONTAINED AND PROTECTED FROM INJURY AND DESICCATION. PLANTS DETERMINED BY LANDSCAPE ARCHITECT TO HAVE BEEN DAMAGED; HAVE DEFORMITIES OF STEM, BRANCHES, OR ROOTS; LACK SYMMETRY, HAVE MULTIPLE LEADERS OR 'Y CROTCHES LESS THAN 30 DEGREES IN TREES, OR DO NOT MEET SIZE OR ANSI STANDARDS SHALL BE REJECTED. PLANT MATERIAL SHALL BE FROM A SINGLE NURSERY SOURCE FOR EACH SPECIFIED SPECIES /HYBRID. NURSERY SOURCES SHALL BE THOSE LOCATED NORTH OF THE 42ND LATITUDE (CALIFORNIA /OREGON BORDER). 0) SUBSTITUTION: NO SUBSTITUTION OF PLANT MATERIAL, SPECIES OR VARIETY, WILL BE PERMITTED UNLESS WRITTEN EVIDENCE IS SUBMITTED TO THE OWNER FROM TWO QUALIFIED PLANT BROKERAGE OFFICES. SUBSTITUTIONS WHICH ARE PERMITTED SHALL BE IN WRITING FROM THE OWNER AND LANDSCAPE ARCHITECT. THE SPECIFIED SIZE, SPECIES AND NEAREST VARIETY, AS APPROVED, SHALL BE FURNISHED. SOIL PREPARATION: MAY BE SPECIFIC TO THE SITE, OR TO CERTAIN PORTIONS OF THE SITE, AS NOTED ON THE PLAN. THE FOLLOWING: TOPSOIL, AMENDMENT, AND BA"KFILL, ARE GENERAL REQUIREMENTS FOR ALL LANDSCAPE AREAS, UNLESS NOTED OTHERWISE ON THE PLAN. SOIL FERTILITY AND AGRICULTURAL SUITABILITY ANALYSIS: AFTER ROUGH GRADING AND PRIOR TO SOIL PREPARATION, CONTRACTOR SHALL OBTAIN AGRONOMIC SOILS TESTS FOR PLANTING AREAS, TURF AND SHRUB LANDSCAPE. A MINIMUM OF ONE SAMPLE AND ONE PER EACH TWO ACRES OF LANDSCAPE AREA SHALL BE OBTAINED. IF ON -SITE TOPSOIL HAS BEEN STOCKPILED, A TEST SHALL BE COMPLETED FOR IT, ALSO TESTS SHALL INCLUDE FERTILITY AND SUITABILITY ANALYSIS WITH WRITTEN RECOMMENDATIONS FOR SOIL AMENDMENT, FERTILIZER, CONDITIONERS, APPLICATION RATES, AND POST- CONSTRUC- TION MAINTENANCE PROGRAM. TESTS SHALL BE PERFORMED BY AN APPROVED SOIL TESTING LABORATORY WHICH SHALL BE CONTRACTED WITH AND PAID FOR BY THE CONTRACTOR. RECOMMENDATIONS OF THE SOILS REPORT AND REQUIREMENTS OF THE GEOTECHNICAL ENGINEER SHALL TAKE PRECEDENCE OVER THE MINIMUMS NOTED, BELOW. PROVIDE CHANGE ORDER FOR ADDITIONAL MATERIALS REQUIRED IN THE SOILS REPORT. A) TOPSOIL AS A MINIMUM SUPPLY TOPSOIL CONSISTING OF LOAM SOIL WITH 5 TO 7 PERCENT ORGANIC MATTER. TOPSOIL SHALL BE AMENDED WITH SPECIFIC AMENDMENTS IN C)1. AND C)2., BELOW, AND BE BLENDED TO SPECIFIED DEPTH IN E.), BELOW. LOAM SHALL CORRESPOND TO FIELD METHOD OF DETERMINING SOIL TEXTURE CLASSES FOR LOAM AND SILT LOAM, U.S. SOIL CONSERVATION SERVICE. PROVIDE LANDSCAPE ARCHITECT THE TOPSOIL SUPPLIER AND SAMPLE OF TOPSOIL. CONTRACTOR IS RESPONSIBLE FOR ANY NECESSARY WEED CONTROL RESULTING FROM CONTAMINATED OFF -SITE SOURCES. 9) NATIVE SURFACE SOIL INCLUDING STOCKPILED TOPSOIL SURFACE SOIL ON -SITE MAY MEET TEXTURAL CLASSIFICATION AS NOTED IN A), ABOVE. PROVIDE AMENDMENTS IN C) 1. AND C) 2., BELOW, AND EVENLY BLEND AMENDMENTS TO SPECIFIED DEPTH. C) AMENDMENT 1. ORGANIC COMPOST TOPSOIL FOR PLANTING SHALL CONTAIN 15 TO 20 PERCENT ORGANIC MATERIAL BY VOLUME. THE FOLLOWING IS FOR SOIL WITH 3 -4% ORGANIC CONTENT. PROVIDE THREE INCHES (TWO INCHES COMPACTED DEPTH) OF COMPOST PER 12 INCHES OF SPECIFIED TOPSOIL DEPTH. MUSHROOM COMPOST, SLUDGE /COMPOST BLEND, AND /OR AGED FIR BARK MULCH SHALL SATISFY ORGANIC REQUIREMENTS. COMPOST SHALL BE FROM NON -FARM ANIMAL SOURCES, NOR FROM SOURCES CONTAINING REDWOOD /CEDAR PRODUCTS. 2. FERTILIZER COMPLETE FERTILIZER WITH TRACE ELEMENTS, 8 PERCENT SULFUR, AND A MINIMUM OF 50 PERCENT SLOW RELEASE NITROGEN. FERTILIZER SHALL BE "AGRO- DELUXE NURSERY" 10 -15 -20 AT 50 POUNDS PER 10 YARDS OF ORGANIC COMPOST, OR COMPARABLE NITROGEN EQUIVALENT. D) PLANTING BACKFILL ON -SITE TOPSOIL (EXCAVATED PIT SPOILS) AS FIELD PREPARED FOR PLANTING /TURF. E) TOPSOIL PREPARATION AS A MINIMUM, ALL LANDSCAPE AREAS TO HAVE 12 INCHES MINIMUM OF TOPSOIL PER A) AND /OR 9), ABOVE. CONTRACTOR SHALL ADJUST GRADES AND SUPPLY TOPSOIL AS NECESSAR TO ASSURE THE MINIMUM DEPTH. CONTRACTOR SHALL FORM BERMS TO THE HEIGHT AND EXTENT NOTED HERE, AND SHOWN ON THE PLANS. AMENDMENTS SHALL BE EVENLY BLENDED THROUGHOUT THE TOP 6- INCHES. TOPSOIL SHALL BE WORKED INTO SUB- BASE /SUBSOIL FOR ROUGH TRANSITION. SOIL DEPTH SPECIFIED IS FINISHED, COMPACTED DEPTH. PARSING PLANTER ISLANDS SHALL BE OVER EXCAVATED BY BACKHOE. REMOVE PAVING WASTE, GRAVEL BASE AND UNDERLYING SUBSOIL TO 18" BELOW TOP OF PAVING. SCARIFY AND OVER EXCAVATE PIT BOTTOM 12" TO MINIMIZE STRUCTURAL COMPACTION.S DARK: MULCH (TOPDRESSING): ONE- HALF -INCH (1/2 ") SIZE, TO ONE -INCH (1 "), I.E., "MEDIUM," HEMLOCK /FIR BARK. APPL'' SUFFICIENT QUANTITY TO PROVIDE THREE INCHES (3 ") TO FOUR INCHES (4 ") DEPTH IN AR`_AS NOT PLANTED IN TURF. FINE MULCH, I.E., "STEERCO" TEXTURE AND CEDAR ARE NOT ACCEPTABLE. EXECUTION: STAKES: 1 -1/2 -INCH DIAMETER, NET, BY 8-FOOT DOUGLAS FIR (2 X 2 X 8') GUY MATERIAL: 1 -INCH WIDE POLYETHYLENE CHAIN LOCK TYPE TIES; OR, 3/8" DIAMETER RUBBER. NO WIRE. GROUND CONTACT WOOD: PRESSURE TREATED HEM /FIR TO SIX - TENTHS OF ONE POUND (0.6 LB.) RETENTION. 6" SPECIFIED SIZE WITH 24" #4 REBAR PER DETAIL. LAWN: SEED OR COMMERCIAL SOD AS NOTED ON PLAN. SOD SHALL INCLUDE BLUEGRASS FOR BINDER. SOD SHALL NOT HAVE MANMADE BINDER. LAWN EDGING: 2z6 PLASTIC /WOOD COMPOSITE 'DECKING" UNDER TRADE NAME OF "TREXX ". MATERIAL TO BE BENT UNDER HEAT TREATMENT. STAKE IN -PLACE USING 2x4 GROUND CONTACT WOOD AT 3" - 36" SPACING AND AT JOINTS. HERBICIDE: HERBICIDE IS NOT RECOMMENDED FOR THE FIRST YEAR AFTER INSTALLATION. ANTI - DESICCANT: 'WILT- PROOF," 48 HOURS PRIOR TO SHIPMENT TO SITE FROM JUNE 1 THROUGH SEPTEMBER. THOROUGHLY ROOT WATER PLANTS PRIOR TO DELIVERY. PLANT MATERIAL DELIVERED TO SITE SHALL BE KEPT CONTINUALLY MOIST THROUGH INSTALLATION. FINISHED GRADES: FINE GRADE AND REMOVE ROCKS AND FOREIGN OBJECTS OVER TWO INCHES (2 ") DIAMETER FROM TOP THREE INCHES (3 ") OF PREPARED PLANTING BED. ALL FINISHED GRADES SHALL BE SMOOTH EVEN GRADES, LIGHTLY COMPACTED, AS SHOWN ON THE PLAN AND DETAILED. SITE CIVIL DRAWINGS IDENTIFY FINAL ELEVATIONS. TREES: ARRANGE TREES ON SITE IN PROPOSED LOCATIONS PER DRAWINGS. EXCAVATE PIT, PLANT AND STAKE OR GUY, AS CALLED OUT AND DETAILED. ALL TREES AND SUPPORTS TO STAND VERTICAL. TREES SHALL BE PLACED AS SHOWN ON THE PLANTING PLAN, LOCATED AS DETAILED AND AS CALLED OUT ON PLANT LIST. BACKFILL SHALL BE PIT SPOILS. SETTLE BACKFILL USING WATER ONLY. NO MECHANICAL COMPACTION. SHRUBS: INSTALL SHRUBS AS SPECIFIED FOR TREES. GROUNDCOVER: EXCAVATE PITS TO A MINIMUM OF THREE INCHES (3") BELOW, AND TWICE THE ROOT BALL DIAMETER. WATER THOROUGHLY AND TAKE CARE TO ENSURE THAT ROOT CROWN IS AT PROPER GRADE, AS DETAILED. ' MULCH: MULCH ALL GROUND COVER AREAS NOT COVERED BY TURF. MULCH MAY BE APPLIED PRIOR TO INSTALLATION OF GROUNDCOVER WHICH IS SMALLER THAN ONE GALLON CONTAINER SIZE. UTILITY CLEARANCES: FIELD ADJUST PLANT LOCATIONS FOR 8 -FOOT SEPARATION OF TREES /SHRUBS AND 2 -FOOT SEPARATION FOR GROUNDCOVER FROM FIRE HYDRANTS AND UTILITY VAULTS. PLANTING MAINTENANCE: CONTRACTOR SHALL MAINTAIN PLANTINGS THROUGH COMPLETED INSTALLATION, AND UNTIL ACCEPTANCE OF LANDSCAPE INSTALLATION. PLANTING MAINTENANCE SHALL INCLUDE WATERING, WEEDING, CULTIVATING, TIGHTENING AND REPAIRING OF TREE GUYS, RESETTING PLANTS TO PROPER GRADES OR POSITION, RE- ESTABLISHING SETTLED GRADES; AND MOWING LAWNS WEEKLY AFTER TURF ESTABLISHMENT. HERBICIDE IS NOT RECOMMENDED FOR ONE YEAR FOLLOWING LANDSCAPE INSTALLATION. INCLUDED IS REPLACEMENT OF DEAD PLANTS AND PLANTS SHOWING LOSS OF 40 PERCENT OR MORE OF CANOPY. IRRIGATION MAINTENANCE: THE IRRIGATION SYSTEM SHALL BE MAINTAINED INCLUDING ADJUSTMENTS FOR BALANCED WATER DISTRIBUTION & PRECIPITATION. FAILED OR MALFUNCTIONING IRRIGATION EQUIPMENT SHALL BE REPLACED OR CORRECTED. PLANT AND IRRIGATION MAINTENANCE SHALL INCLUDE THOSE OPERATIONS NECESSARY TO THE PROPER GROWTH AND SURVIVAL OF ALL PLANT MATERIALS. CONTRACTOR SHALL PROVIDE THIS WORK 19 ADDITION TO SPECIFIC WARRANTY/GUARANTEES. Plastic Wood Edging Detail SCALE: NONE TURF MULCH FINISHED GRADE TOPSOIL. 2 x 4 x 24" PRESSURE TREADED STAKES AT 3' SPACING FINISHED GRADE: GRASS 1/2 " -1" FROM TOP OF BEAD; IN MULCH 2" FROM TOP OF BEAD & TAPER TO 3" E DG E OFAP TE OM AS E OF PLANTER AS NOTED ON PLANT UST f -�--a BED UNE EDGE CURB /WALK Spacing Detail SCALE: NONE NOTE: SEE PLANT UST FOR PLANT SPACING Groundcover Planting Detail SCALE: NONE SCALE: NONE FEATHER EXCESS SOIL UNDER MULCH 1" MULCH AT CROWN 1/2" ABOVE GRADE 1" ABOVE GRADE -2" MULCH (COMPACTED) PREPARED PLANTING BED REMOVE CONTAINER &'SCORE ROOTBALL, SPREAD OUT CIRCUNG ROOT BACKFlLL TO BE SETTLED USING WATER ONLY EE88 THAN 1 GAL ( PLANTED AFTER ) (2) 2x2 D.E. STAKES; TIE AT APPROX. 1/3 TO 1/2 HEIGHT OF TREE WITH FLEXIBLE RUBBER TIE IN FIGURE EIGHT PATTERN. STAKES AND TREE PLUMB 3" DEEP SAUCER FOR WATER 3" MIN. DEPTH OF MULCH (BARK) REMOVE BURLAP FROM TOP 1/3 OF ROOTBALL EXCAVATE TREE PR AT A MIN. OF 3 TIMES DIA. OF ROOTBALL; SCORE ROOTBALL AND PIT WALL PIT SPOILS BACKFILL SET BALL ON UNDISTURBED SUBGRADE, OR COMPACTED SOIL Evergreen Tree Planting (6' To 10' High) PRUNE DAMAGED TWIGS AFTER PLANTING PLACE IN VERT. POSITION: DOUBLE LEADERS WILL BE REJECTED NOTE: o STAKING ON "AS NEEDED BASIS" PER NOTES; ALL GUYS TO BE FLEXIBLE o KEEP ROOTBALL MOIST AND PROTECTED AT ALL TIMES o HOLD CROWN OF ROOTBALL AT OR JUST ABOVE FINISHED GRADE o PROTECT TRUNK AND LIMBS FROM INJURY o BACKFILL TO BE SETTLED USING WATER ONLY - NO MECHANICAL COMPACTION (2) 2x2 D.F. STAKES, PLUMB (1 1/2" 06k. X 10' SCH 40 GALV_ PIPE AT STREETS) WITH ELASTIC CHAIN -LOCK TYPE OR RUBBER GUYS TIED IN FIGURE EIGHT; REMOVE AF1 ER ONE GROWING SEASON PROTECTIVE WRAPPING DURING SHIPMENT TO SITE & INSTALLATION REMOVE AT COMPLETION OF PLANTING TURF PLANTING; PROVIDE 3'0 "NO GRASS" TREE RING & 3" DEEP MULCH IN WELL MULCH: 1/2" - 1" SIZE HOLD BACK FROM TRUNK 8" TO 10 FINISHED GRADE PREPARE PLANTING BED PER SPEC'S; AT MIN., LOOSEN AND MIX SOIL TO 18" OR DEPTH OF ROOTBALL AND 4 TIMES BALL 519. PEEL BACK BURLAP; REMOVE TIES, CONTAINERS & WIRE BASKETS; SCORE ROOTBALL SET BALL ON UNDISTURBED BASE OR COMPACTED MOUND UNDER BALL PENETRATION TO SUBBASE ( +) 12" Deciduous Tree Detail (B and B, Less Than 3" Dia.) SCALE: NONE SPACING AS CALLED OUT ON PLAN /PLANT LIST HOLD PLANTS FROM EDGE OF PLANTER AS NOTED ON PLANT LIST NOTE: THIS SPACING APPLIES TO GROUNDCOVER AND FORMAL SHRUB ROW PLACEMENT. PREPARED PLANTING 13E02 1 OAL CONTANER end LAFXER ( FLAMED BEFORE MULCH ) FINISHED GRADE AT 4:1 SLOPE MAX); 2% SLOPE TYP. MIN.) CURB PER CIVIL DRAWINGS (WALK SIMILAR) 1" MAX. Planter Section SCALE: NONE AMENDED PLANTING SOIL PER NOTES (TOPSOIL) 2" MULCH (SETTLED), 3" LOOSE FINISHED GRADE LAWN SIDEWALK TIJIF CONIXf MULE C ON I m0N (CURB SIMILAR) EDGING PER PLAN Planting Bed Adjacent to Lawn SCALE: NONE OVER EXCAVATE PARKING LOT PLANTERS TO LOOSEN COMPACTED SUBBASE OVER ALL AGRICULTURAL SOIL DEPTH OF 3 FEET COARSE TRANSITION FROM TOPSOIL TO SUBSOIL BERM HEIGHT 6" TYP. MIN. OR AS NOTED SOIL UNE: 3" IN MULCH, FLUSH IN TURF SUBGRADE REMOVE EXCESS GRAVEL AND PAVING Grading in Parking Lot Planters (Topsoil Prep.) SCALE: NONE SCALE: NONE BARK MULCH 2" MINIMUM COMPACTED DEPTH Mulch at Curb 1" MAX. TOP OF CURB TO TOP OF MULCH D*0 17 2" COMPACTED DEPTH OF MULCH; 3" LOOSE (MINIMUM) TOPSOIL AS SPECIFIED FINISHED GRADE AT 3 SLOPE (MAX), 101 (MIN) PREPARED SUBGRADE 1" MAX. WITH COMPAC O MULCH) CURB PAVING SECTION (DEPTH VARIES) 12" MAX. LIP LT TA ,\ \ STATE OF WASHNGTON REGISTERED „ 5 ARCHITECT TOPSOIL SETTLED (COMPACTED CONDITION) 1 -1/2" DRAIN AT LOW POINTS & 10' MAX. SPACING H. BRU CERTFICACE McCRORY TE NO. 504 (VALID ONLY MATH SIGNATURE) RECEIVED CITY OF TUKWILA AUG 1 4 200( PERMIT CENTER O LL a "§ c cc > U < J X D_ M E - rn O CI j 0 0 (NB Eu 0 z 0 0 z u 0 W a z z z P.01.C. DEDUCT IRRIGATIQN'METER S EE CIVIL WATER?;F,?1-P i IRRIGATION LEGEND /SCHEDULE SYMBOL DESCRIPTION 2 VALVE STATION NUMBER VALVE GPM -` VALVE SIZE LAWN EDGING, OR EXTENT SPRINKLER HEADS: RAINBIRD 1804/1806 POP —UP FOR SPRAY HEADS; ONLY 1804 IN TURF; RISER (R) AS NOTED ON PLAN; PLASTIC NOZZLES TYPICAL. PROVIDE PCS (PRES. COMPENSATING SCREENS) FOR SPRAY PATTERN ADJUSTMENT ONLY. LANDSCAPE IRRIGATION PLAN LOCATED IN A PORTION OF THE NE 1/4 S. 15, TWP. 23 N., R. 4 E., W.M. CITY OF TUKWILA, KING COUNTY, WA. NOZZLE PSI GPM PRECIP. RADIUS MOUNT CONTROLLER ON INTERIOR WALL INPUT: 117VAC +/ -10 %, 60 Hz. OUTPUT: 26.5 VAC, 1.5 A. LOCATION PER ELECTRICAL PLANS, AS DESIGNATED. PCS. RAINBIRD 12 F, TO, TT, H, T, Q SERIES 30 2.6. 1.95, 1.74, 1.3, 0.9. 0.7 1.74 12' MOUNT RAIN SENSOR ON WEATHER EXPOSED PORTION OF EXTERIOR PCS. ® RAINBIRD 10 F, H, T, Q, —LA SERIES 30 1.6, 02, 0.5, 0.4 1.5 10' WALL AT 8' — 9' HEIGHT. PROVIDE GALV. 1/2" CONDUIT FOR IRRIGATION . RAINBIRD 15 F, TQ, TT, H, T, Q SERIES 30 3.7, 2.8, 2.5, 1.8, 1.2, 0.9 1.8 15' CONTROL WIRE ACCESS TO CONTROLLER. 24V CONNECTION PER MANUFACTURER'S ,® TORO 3. -00 -07 F. IQ, H, T(306), Q 35 5.7, 4.28, 2.85, 1.82, 1.43 0.42 36' (36') INSTRUCTIONS. • RAINBIRD 100/150 PEB ELECTRONIC REMOTE CONTROL VALVE (IN MIN. 10" DIA. GRADE LEVEL BOX) MINI CLIK II RAIN SENSOR BY GLEN — HILTON PRODUCTS RAINBIRD ESP -6 —LX CONTROLLER (HARDWIRE CONNECTION); PROVIDE GROUND AND BATTERIES PER MFR. SPECS. WILKINS 850 — BALL VALVE (SIZE TO MATCH PIPE). NM CARSON INDUSTRIES #1730 (TWO AT P.O.C.) GRADE LEVEL VAULT WITH BOLT LOCK LID P.O.C }CV • RAINBIRD 3/4" QUICK COUPLING VALVE AND 33K KEYS (QCV); COMBINE WITH OTHER VALVES IN SE. BOX OR 10" DIA. BOX l WILKINS 550 B — XX" DOUBLE CHECK VALVE (STATE APPROVED); TEST AND CERTIFICATION BY LICENSED BACKFLOW TESTER. w PLASTIC BALL VALVE (MATCH LINE SIZE) IN 6" CAPPED SLEEVE . _ ..s MAINLINE — CLASS 200 PVC (18" COVER); SIZE PER PLAN -- LATERAL — CLASS 200 PVC (!2 COVER); SIZE PER PLAN __ = -= SLEEVE — CLASS 160 (SDR -2C) PVC; 24" MINIMUM COVER AT VEHICLE CROSSINGS; SIZE PER PLAN INST4 1" DIA. PVC CONDUIT FOR 24V ELECTRICAL VWIRING FROM LANDSCAPE TO CONTROLLER. IRRIGATION SHOWN DIAGRAMATICALLY FOR PLAN CLARITY. COMMON TRENCH AND PLACE EQUIPMENT IN LANDSCAPE; MANIFOLD GROUPED VALVES IN ADJACENT SHRUB AREAS WHERE FEASIBLE. IRRIGATION FOR BUFFER TO BE TEMPORARY (1 —YR. +). PROVIDE SURFACE INSTALLED LINES & RISERS. D 6 iEF OL(/ 7 sA \ STATE WASH NGTON REGISTERED LANDSCAPE ARCHITECT BRRY C UCE McCRO NO 504 RECEIVED CITY OF TUKWILA AUG 1 2111lil PERMIT CENTER Irrigation Notes REVISED 1/98 1. GENERAL CONTRACTOR AND LANDSCAPE CONTRACTOR TO COORDINATE: A. INSTALLATION OF 110V ELECTRICAL SERVICE FROM ELECTRICAL SOURCE TO AUTOMATIC CONTROLLER, INCLUDING WIRE HOOK -UP INTO MOUNTED CONTROLLER. IRRIGATION CONTRACTOR WILL MOUNT CONTROLLER PER DESIGN AND COORDINATE WITH GENERAL CONTRACTOR. B. INSTALLATION OF IRRIGATION /SERVICE METER AND STUB TO IRRIGATION POINT OF CONNECTION, PER UTILITY PLAN(S). PROVIDE STANDARD THREADED STUB -OUT WITH THREADED CAP ON DISCHARGE SIDE OF METER. STUB -OUT TO PE INSTALLED APPROXIMATELY 18 INCHES BELOW FINISHED GRADE. C. VERIFICATION OF STATIC WATER PRESSURE AT POINT -OF- CONNECTION (P.O.C.) CONTRACTOR SHALL NOTIFY OWNER AND BARGHAUSEN CONSULTING ENGINEERS, INC., OF ANY VARIATION IN STATIC PRESSURE OVER 5 P51 GREATER /LESS THAN DESIGN PRESSURE. D. INSTALLATION OF SLEEVING. 2. SYSTEM HAS BEEN DESIGNED FOR XX GPM P.T XX PSI. STATIC PRESSURE BY WATER DEPARTMENT TEST /CALCULATION XX PSI. 3. ALL WORK PER LOCAL CODE. INSTALLATION PER MANUFACTURER'S SPECIFICATIONS. 4. ALL VALVES TO BE PLACED IN "CARSON" GRADE LEVEL BOXES WITH BOLT -LOCK LIDS (OR APPROVED EQUAL). SET BOXES 1 INCH HIGHER THAN FINISH GRADE FLUSH WITH FINISHED GRADES. MAINLINE PIPE TO BE BURIED 18 INCHES AND LATERALS 12 INCHES BELOW FINISH GRADE. NO ROCK OR DEBRIS TO BE BACKFILLED OVER PIPE. 6. HEAD AND LINE POSITIONING IS DIAGRAMMATIC ON PLAN. ADJUST IN FIELD AS NECESSARY FOR ADEQUATE COVERAGE. VALVES SHALL BE POSITIONED ADJACENT TO CURBS, IN SHRUB BEDS WHERE POSSIBLE. 7. PROVIDE OWNER WITH TWO (2) SETS "AS- BUILT' DRAWINGS AND OPERATOR'S MANUAL UPON COMPLETION. INSTRUCT OWNER AS TO PROPER WINTERIZATION OF IRRIGATION SYSTEM (BLOW OUT). 8. FAMILIARIZE FACILITY OPERATOR WITH IRRIGATION SYSTEM FUNCTION, CONTROLLER PROGRAMMING, SYSTEM OPERATION AND MAINTENANCE REQUIREMENTS. 9. NO SPRINKLERS ON RISERS SHALL BE INSTALLED NEXT TO WALKS, STREET, AND /OR PAVEMENT. SPRINKLERS IN HAZARDOUS LOCATIONS SHALL BE FLUSH MOUNTED, POP -UP MODELS ONLY. IRRIGATION HEADS ON RISERS SHALL BE NOTED ON THE PLANS. 10. RADIUS REDUCTION SHALL BE MADE BY USE OF PRESSURE ADJUSTMENT, SCREENS, AND /OR ALTERNATE NOZZLES. IN- NOZZLE ADJUSTMENT I5 LIMITED TO 10 PERCENT FOR SPRAY HEADS AND PER MANUFACTURER'S LIMITS FOR OTHER SPRINKLERS. SPRINKLER SPACING SHALL NOT EXCEED 60% OF THE DIAMETER OF THE PUBLISHED DATA. 11. ALL CONTROL WIRE SPLICES SHALL BE MADE AT VALVE BOXES WITH WATER TIGHT ELECTRICAL SPLICES, 3M, SCOTT'S LOCK SEAL TACK 3576 -78, OR EQUAL. 12. EACH VALVE BOX TO CONTAIN A MINIMUM OF ONE (1) SPARE ORANGE CONTROL WIRE FOR JACKETED WIRE. ROUTE ONE SPARE WT{E FROM THE CONTROLLER TO THE LAST VALVE OF EACH MAINLINE BRANCH. COMMON WIRE SHALL BE WHITE. SINGLE STRAND WIRE SHALL BE A MINIMUM OF 14 GAUGE WITH SPARE WIRE TO BE YELLOW. 13. ALL ELECTRICAL EQUIPMENT SHALL BE U.L. TESTED AND APPROVED, AND SHALL BEAR THE U.L. LABEL. 14. PROVIDE MANUAL SHUT -0'=F VALVE TO LINES ENTERING RIGHT -OF -WAY WHEN ZONED IN COMMON WITH PRIVATE LINES A MINIMUM OF 24 INCHES INSIDE PROPERTY LINE IN 6 -INCH DIAMETER VALVE BOX. 15. CROSS CONNECTION PROTECTION INSPECTION REQUIRED. THE BACKFLOW DEVICE SHALL BE TESTED UPON THE CRIGINAL INSTALLATION. THE TESTING SHALL BE PERFORMED BY A PERSON HOLDING A CURRENT CERTIFICATE AS A BACKFLOW TESTER. THE TEST REPORT SHALL BE SUBMITTED TO THE LOCAL WATER DISTRICT, OR PURVEYOR, AND OWNER WITH COPY 10 BARGHAUSEN CONSULTING ENGINEERS. INC. CONTRACTOR SHALL INCLUDE TESTING IN THE SCOPE OF WORK. OWNER IS RESPONSIBLE FOR ANNUAL INSPECTIONS AFTER THE INITIAL INSPECTION. 16. CONTRACTOR SHALL PROVIDE SYSTEM WINTERIZATION /SPRING SERVICE WHEN INSTALLATION HAS BEEN COMPLETED WITHIN 90 DAYS OF NOVEMBER 1 FOR WINTERIZATION, OR MAY 15 FOR SPRING SERVICE. SERVICE TO BE PERFORMED AS NEAR AS PRACTICAL TO THE ABOVE DATES, OR AS FREEZE /PRECIPITATION CONDITIONS DETERMINE SERVICE NEED. 17. IRRIGATION SCHEDULING: THE IRRIGATION CONTROLLER CONTAINS A WATER BUDGET FEATURE. PERIODIC (WEEKLY) ADJUSTMENT OF THE WATER SCHEDULE IS INTENDED TO BE MADE VIA BUDGET ADJUSTMENT. PE-ADJUST WATERING DAIS AT 100 PERCENT BUDGET WHEN ADJUSTMENT EXCEEDS 30 %. SET CONTROLLER FOR HIGHEST ETo WATER SCHEDULE, BASED ON PUBLISHED LOCAL EVAPOTRANSPIRATION DATA. SYSTEM HAS BEEN DESIGNED FOR 50 TO 80 PERCENT DISTRIBUTION UNIFORMITY. TURF ZONES SHOULD BE SCHEDULED FOR 100 PERCENT REPLACEMENT FACTOR ON A TYPICAL MINIMUM 3 -DAY CYCLE. SHRUB ZONES SHOULD BE PROGRAMMED AT 40 TO 70 PERCENT OF THE MONTHLY TURF WATER REQUIREMENT ON A ONCE PER WEEK CYCLE. ALL WATERING IN EXCESS OF THE LOCAL ETo ( "FIELD RECHARGE ") SHALL BE COMPLETED DURING THE CONSTRUCTION PHASE WHILE THE CONTRACTOR IS ON THE JOB SITE. OVER WATERING OF LANDSCAPE DUE TO CONTROLLER SCHEDULING SHALL BE GROUNDS FOR CONTRACTOR TO REPAIR ANY RESULTANT DAMAGES AT HIS OWN EXPENSE 18. SUBSTITUTION OF IRRIGATION MATERIAL /EQUIPMENT SHALL BE MADE ONLY UPON WRITTEN APPROVAL OF OWNER'S REPRESENTATIVE. 19. ALL TURF ZONES SHALL PASS A MINIMUM DISTRIBUTION UNIFORMITY OF 62 PERCENT, AS TESTED THROUGH AN IRRIGATION ASSOCIATION CERTIFIED WATER AUDIT. SCH 80 -- PVC UNION DOUBLE CHECK VALVE PER DETAIL SCH 80 PVC UNION THE BACKFLOW DEVICE SHALL HAVE 6" MINIMUM UNOBSTRUCTED CLEARANCE ON ALL SIDES POINT OF CONNECTION (P.O.C.) DETAIL NOT TO SCALE OUBLE CARSON GRADE LEVEL VALVE BOXES TRENCH CONDITION QUICK COUPLING VALVE (BLOWOUT) DEDUCT METER PER CITY STANDARDS METER STOP PVC QUICK COUPLING VALVE NOT TO SCALE NOT TO SCALE FINISH GRADE , PLASTIC VALVE BOX (10 DIA.) VALVE WIRING PIPE BED MATERIAL CLEAN & FREE OF ROCK LARGER THAN 1/2" SLEEVING MATERIAL SHALL BE PVC CLASS 160(SDR -26). * DIMENSIONS ARE MIN. CLEARANCES. * ALL IRRIGATION SLEEVING TRENCH BACKFILL MATERIAL SHALL BE CLASS "8" OR BETTER (MAX. OF 10% PASSING NO.40 SCREEN) AND BE COMPACTED TO MIN. 95% OPTIMUM DENSITY PER ASTM D- 1557 -70 (MODIFIED PROCTOR) SLEEVE /TRENCHING DETAIL WILKINS 600 PRES. REDUCING VALVE AS NECESSARY — T X 5 COUPLING CONTR. TO PROVIDE THREADED FIG. AND CAP ON DISCHARGE SIDE OF METER. PER CITY STDS. QUICK COUPLING VALVE 1 C.U. FT. 7/8" GRAVEL SUMP SCH 80 PVC ELL (TYP.) SCH BO P.V.C. NIPPLE SCH 40 PVC SXSXT TEE TOPSOIL (FINISH GRADE) /1, PAVING SECTION / PER CIVIL PLANS COMPACTED BACKFILL AT 90% DENSITY (TOPSOIL BACKFILL) AT 95% DENSITY (STRUCTURAL) PVC LATERAL SLEEVE(S) ALT. WIRE SLEEVE PVC MAINLINE SLEEVE CONDITION F FINISH —/ GRADE SCH 80 NIPPLE SCH 80 SXT 90' ELBOW SCH 80 NIPPLE 6 "/12" POP AT SHRUBS 4" POP AT TURF LATERAL 1 I A MAIN UNE FITTING SCH 40 SUP TEE NOTES: - PROVIDE EXTRA COILS (18") OF EACH WIRE IN VALVE BOX -TAPE WIRE TOGETHER EVERY 20 FT. -MIN. 6" DEPTH. 7/8" WASHED GRAVEL UNDER EACH VALVE - COMPACT SOIL AROUND VALVE BOX -USE TEFLON OR FLOWABLE SEALANT IN ALL THREADED FITTINGS, PER ANUFACTURES SPECS. REMOTE CONTROL VALVE NOT TO SCALE SPRINKLER FLUSH AT LAWN & FLUSH WITH MULCH UNE SPRINKLER SCH 80 PVC NIPPLE NOT TO SCALE e MANUFACTURER'S UMITS PREVAIL FOR INSTALLATION AND ADJUSTMENTS_ • PROVIDE SWING JOINT RISERS AT WALKS AND CURBS. 24" FLEXIBLE RISERS ACCEPTABLE ELSEWHERE POP -UP RISER ASSEMBLY SCH 80 PVC NIPPLE LATERAL 24" 6" CLR. OF OBSTRUCTION FIXED RISER ASSEMBLY NOT TO SCALE WIRE WITH WATERPROOF WIRE CONNECTOR PLASTIC CONTROL VALVE 80X WITH COVER (10" DIA.x12" MIN.) PVC LATERAL TO SPRINKLERS PVC SCH 80 NIPPLE AND FEMALE ADAPTOR REMOTE CONTROL VALVE; BODY CLEAR OF SUMP 1 C.F. 7/8" GRAVEL SUMP MULCH CONDITION FINISH GRADE .ADJUST ANGLE AT SLOPE COVERAGE CONDITIONS_ 505 OF SLOPE ANGLE (TYP) C 80 90' H ELBOW SCH 80 90' ELBOW SCH 40 PVC TEE SxSxT (SIDE INLET ONLY) . MANUFACTURER'S LIMITS PREVAIL FOR INSTALLATION AND ADJUSTMENTS. SPRINKLER 6" CLR. OF OBSTRUCTION SCH 80 RISER FINISH GRADE 11:11777777 III SCH 80 90' ELBOW SCH 80 90' ELBOW SCH 40 PVC TEE SxSxT ES E o r lt c�i - 3 CHECK VALVE ASSEMBLY NTS FINISHED GRADE C DOOL. 0 ` �lr TORO FLO -PRO VALVE (290- 06 -04) PVC MAINLINE VALVE 80X NTS = -- III = III. Il -ill= =111=1' i REMOTE CONTROL VALVE, PRESSURE REGULATOR AND FILTER * ELECTRICAL: 24 VAC; INSTALL, PER MFR'S SPECS. * SET ADJUSTMENT AT 1/4" RAINFALL TO INTERRUPT SOLENOID CIRCUIT NOT TO SCALE DOUBLE GRADE LEVEL BOXES SIZE TO PERMIT 12" MIN. CLR. FROM WALLS TO TEST COCKS; BOLT LOCK LID. DOUBLE CHECK VALVE (STATE APPROVED ASSEMBLY) RESILIANT SEATED VALVES & TEST COCKS; INSTALL ASSEMBLY AS SHOWN OR THE TEST COCKS IN HORIZONTAQ POSITION, PER LOCAL REQUIREMENTS. PVC MAINLINE PER PLAN SCH 80 NIPPLE & FEMALE ADAPTER UNION AT EACH SIDE OF VALVE SCH 80 PVC SCH 80 NIPPLE (155.) BLOCK AS NECESSARY WITH BRICKS OR CONC. BLOCKS AT BASE OF VAULT GRAVEL SUMP -7/8" WASHED GRAVEL NOTE: INSPECTION OF COMPLETED ASSEMBLY BY CERTIFIED TESTER REQUIRED. FLUSH WITH LAWN g"� , AND MULCH Y — EMS UI imI 7 . i ,�,h a SeJOOM N IN -- PVC LATERAL tl SCH. 00 UNION VALVE BOX EXTENSION 57- FILTER op- ° i; i7 �i -, ,,e, 4, L , aC' SECTION /ELEVATION GRAVELSUMP BRICK SUPPORTS 6" . MOUNT ON WEATHER EXPOSED WALL 8' ABOVE GRADE. . PROVIDE 1/2" GALV. ELECT. CONDUIT TO CONTROLLER. . "MINI CLIK II" RAIN SENSOR BY GLEN - HILTON PRODUCTS, RICHMOND, VA. RAIN SENSOR DETAIL (WALL MOUNT) 4 ' STATE OF WASHNGTON REGISTERED ARCHITECT H BR UCE ' NO R . CER MT NO. 504 (VALID ONLY WITH SIGNANRE) X88 RECENEp CRY OF TUKWILA A06 t 4 2000 PERMIT CENTER is 0 LL N Q TT N N O N a0 • E Q) 0 rt C'' el OQ O) I— Z Ir Z co _ O Q J W r N W r (n < E SYMBOL NAME CONDITION SPACING QUANTITY REMARKS ' ' , 0 TREES: ACER CIRCINATUM / 3' - 4' HT. AS SHOWN 8 MULTI -STEM, 3 - 5 TRUNKS. VINE MAPLE B &B AMELANCHIER ALNIFOLIA / 1.5" CAL. AS SHOWN 3 STAKE, GUY ONE GROWING SEASON WESTERN SERVICEBERRY B &B /CONT. PINUS CONTORTA CONTORTA / 3' - 4' HT. AS SHOWN 3 STAKE, GUY ONE GROWING SEASON SHORE PINE B &B PSEUDOTSUGA TAXIFOLIA / 3' HT. AS SHOWN 4 STAKE, GUY ONE GROWING SEASON DOUGLAS FIR B &B THUJA PUCATA / 3' HT. AS SHOWN 2 STAKE, GUY ONE GROWING SEASON WESTERN CEDAR B &B SHRUBS: CORNUS STOLONIFERA / 24" - 30" 6' 11 WATER QUALITY EDGE; WINTER PLANTING RECOMMENDED RED - OSIER DOGWOOD BR /CONT. MAHONIA AQUIFOLIUM'. / 18" 4' -5' 29 4 CANES MINIMUM; HOLD 4' FROM BORDERS OREGON GRAPE CONTAINER SALIX HOOKERIANA/ 18" 6' 14 HOLD 5' FROM BORDERS HOOKER WILLOW CONTAINER OEMLAERIA CERASIFORMIS / (OSMARONIA) 24" - 30" 6' 8 HOLD 5' FROM BORDERS INDIAN PLUM BR /CONT. RIBES SANGUINEUM/ 24" 4' 16 HOLD 4' FROM BORDERS RED FLOWERING CURRANT BR /CONT. ( BU s 2,625 S.F. _ FF °15.50 W$ #1, TYPE IF , 1 50 J , 3EF1 €; l CB #2 TYPE ! RADE SPOILS DEPOSIT. (' SLOPE) CONCEPT THE OBJECTIVE OF THE ENHANCEMENT PLAN IS TO COMPENSATE FOR WETLAND BUFFER REDUCTION FROM 50 FEET TO 25 FEET, RE- ESTABLISH SCRUB /SHRUB WETLAND BUFFER AND SUPPRESS GROWTH OF INVASIVE EXOTIC SPECIES. THE ENHANCEMENT PLAN INVOLVES THE FOLLOWING ELEMENTS: 1. PLANTING THE 25' BUFFER WITH NATIVE TREES AND SHRUBS. 2. SUPPRESSION OF INVASIVE SPECIES BY INTRODUCING FOREST HABITAT VEGETATION. AND PROTECT NEW PLANTING FROM INVASIVE COMPETITION. 3. REVEGETATE DISTURBED PORTIONS OF THE BUFFER IN NATIVE SPECIES. 4. EXISTING NATIVE TREES AND SHRUB /SCRUB SHALL BE FLAGGED AND PRESERVED AS PART OF THE ENHANCEMENT PLAN. THESE AREAS GENERALLY FOLLOW THE EXISTING DITCH LINES AT THE PROPERTY BOUNDARES AND ARE DEUNEATED ON THE PLAN. MONITORING REQJIREMENTS: PRIVATE ROAD 1. COMPLIANCE REPORT SUBMITTED TO THE CITY OF TUKWILA WITHIN 30 DAYS OF ENHANCEMENT INSTALLATION. 2. SITE INSPECTIONS YEARLY (LATE SUMMER /FALL) FOR THREE YEARS. 3. ANNUAL REPORTS AT THE END OF EACH GROWING SEASON, AFTER THE SECOND INSPECTION, YEAR #1 4. THE FINAL ANNUAL REPORT, 3 YEARS AFTER INSTALLATION, SHALL ASSESS THE SUCCESS OF THE ENHANCEMENT. ENHANCEMENT DESIGN GOALS STANDARDS OF SUCCESS: THE ENHANCEMENT DESIGN OBJECTIVE SHALL BE CONSIDERED SATISFIED AT THE END OF THREE YEARS IF IT IS DEMONSTRATED THAT THERE ARE NATIVE SPECIES GROWING OVER THE WETLAND BUFFER AREAS AND THAT THE AREAS ESTABLISHED MEET THE MITIGATION DESIGN OBJECTIVE. INVASIVE NON- NATIVE WEEDY SPECIES, SUCH AS SCOTCH BROOM, HIMALAYAN BLACKBERRY, AND REED CANARY GRASS ARE NOT SUITABLE SPECIES FOR INCLUSION IN THE ENHANCEMENT AREA. AERIAL COVER BY THESE SPECIES SHALL NOT BE GREATER THAN 25% AT THE END OF THE MONITORING PERIOD. A DETERMINATION OF THE SUCCESS IN ACHIEVING THE ENHANCEMENT GOALS AND OBJECTIVES WILL BE BASED ON THE FOLLOWING STANDARDS TO BE MET: 1.- YEAR ONE: 90% OF ALL TREES AND SHRUBS WILL BE ALIVE AND WITH 40% OF CANOPY AT THE END OF THE FIRST SUMMER. PLANTED TREES AND SHRUBS SHALL BE REPLACED TO MAINTAIN 100% OF ENHANCEMENT PLANTING AT THE END OF THE FIRST YEAR FOLLOWING INSTALLATION. 2.- YEAR TWO: 80% OF ALL PLANTED SPECIES SHALL BE ALIVE (40% CANOPY SURVIVAL) AT THE END OF THE SECOND SUMMER. SUPPLEMENTAL IRRIGATION SHALL BE REDUCED AND TERMINATED BY THE END OF THE SECOND SEASON. 3.- YEAR THREE: MINIMUM SURVIVAL AT THE END OF THREE SEASONS SHALL BE 80 %. PLANTINGS SHALL HAVE SURVIVED AND THRIVED WITHOUT SUPPLEMENTAL SUPPORT IN THE THIRD YEAR. THE SURVIVAL RATE IS A GOAL AND MAY BE ADJUSTED WHERE NATURAL REGENERATION AND GROWTH HAS OCCURED. LESS THAN 25% COVER WITHIN THE ENHANCEMENT AREAS BY INVASIVE SPECIES. IRRIGATION SYSTEMS SHALL BE REMOVED UPON DETERMINATION DE THE SUCCESSFUL PLANTING. MONITORING POWER PO: THE PLANTINGS WILL BE MONITORED ON THE FOLLOWING SCHEDULE: BUFFER PLANTING PLAN PRIVATE ROAD,. (VACATED RUTH ST.) „ 0 20 SCHEDULE THE PROJECT LANDSCAPE ARCHITECT SHALL PROVIDE CONSTRUCTION INSPECTION SERVICES DURING THE PLANTING INSTALLATION TO ENSURE THAT ENHANCEMENT DESIGN OBJECTIVES ARE BANG MET. OBSERVATION AND CONSULTATION DURING CONSTRUCTION SHALL PROVIDE APPROPRIATE DESIGN INTERPRETATION AND ADJUSTMENTS IN THE EVENT CHANGED CONDITIONS ARE ENCOUNTERED, AND TO IDENTIFY THE SPECIFIC LIMITS OF WORK. AN INITIAL REPORT DESCRIBING AS -BUILT CONDLTIONS SHALL BE PREPARED AND SUBMITTED TO TUKWILA WHEN PLANTING CONSTRUCTION WORK IS COMPLETED. THE REPORT SHALL IDENTIFY WORK COMPLETED DEFINING THE PROJECT SUCCESS IN SUBSEQUENT MONITORING REPORTS IN THE FORM OF AN "AS- BUILT" PLAN. PHOTOGRAPHS AND PLANTING LOCATIONS SHALL BE SUPERIMPOSED OVER THE TOPOGRAPHY. 1. 30 TO 60 DAYS AFTER COMPLETION. 2. DURING THE MONTH OF APRIL OF THE FIRST YEAR AFTER i1NITIAL PLANTING. 3. DURING LATE JUNE TO EARLY JULY OF THE SECOND YEAR AFTER PLANTING. 4. A FINAL INSPECTION IN JULY /AUGUST OF THE THIRD YEAR AFTER PLANTING. A WRITTEN REPORT SHOULD FOLLOW THE ABOVE SCHEDULED INSPECTIONS. THE REPORTS SHALL ADDRESS PLANT SURVIVAL AND GROWTH, AND RECOMMENDATIONS FOR MAINTENANCE OR REMEDIATION. THE REPORTS SHALL BE SUBMITTED TO THE CITY. THE FINAL REPORT SHALL ADDRESS THE SUCCESS OF THE PROJECT IN MEETING THE DESIGN OBJECTIVES. CONTINGENCY PI AN: IF IT IS APPARENT DURING MONITORING THAT THE OBJECTIVES ARE NOT BEING MET, A CONTINGENCY PLAN MAY BE PREPARED FOR REPLACEMENT OF PLANTINGS THAT DIED IN EXCESS OF THE PERFORMANCE STANDARDS. WHEN WARRANTED, A RECOMMENDATION WILL MADE TO REPLACE DEAD MATERIAL IN -KIND OR WITH DIFFERENT NATIVE SPECIES. THE CONTINGENCY PLAN MAY BE ENACTED BY 3011 DETERMINATION BY THE CITY, MONITORING AGENT AND PROJECT PROPONENT. SAMPLING METHODS: THE ENHANCEMENT AREA IS APPROXIMATELY 5441 SQUARE FEET. VEGETATIVE COVER SHALL BE ASSESSED BY REVIEW OF THE ENTIRE ENHANCEMENT SITE. PERMANENT STAKES SHALL IDENTIFY EACH PLANT. PERMANENT PHOTO POINTS SHALL BE ESTABLISHED TO PROVIDE A PICTORAL RECORD. 40 EY.. POWER POLE - BH E E REMOVE ORNAMENTAL WILLOW NEAREST ROAD PAVING EXIST. WILLOW & COTTONWOOD (WHIPS) AT MID -SLOPE OF OLD FILL. ABUTTING R.O.W. & THROUGHOUT S.E SIDE YARD_ BUFFER ENHANCEMENT CONSTRUCTION NOTES: 1, EXCEPT AS NOTED HEREIN, ALL WORK SHALL BE COMPLETED TO CITY OF TUKWILA STANDARDS. PRIOR TO ANY WORK IN THE BUFFER, THE LANDSCAPE DESIGNER, uSC WD - 00 CONTRACTOR AND 0 STAFF SHALL HAVE A PRE - CONSTRUCTION MEETING ON -SETE 2. VERIFY THAT ALL NECESSARY PERMITS HAVE BEEN OBTAINED BEFORE COMMENCEMENT OF WORK. CONTRACTOR IS RESPONSIBLE FOR OBTAINING PERMITS. 3. THE OWNER'S REPRESENTATIVE SHALL MONITOR ON -SITE CONSTRUCTION TO ASSURE COMPLIANCE WITH DESIGN SPECIFICATIONS AND ACCOMMODATE SITE SPECIFIC MODIFICATIONS. 4. ALL EROSION CONTROL MEASURES AND ASSOCIATED GRADING, AND CONSTRUCTION ADJACENT TO BUFFERS SHALL BE COMPLETED PRIOR TO TOPSOIUNG AND PLANTING. 5. REMOVE EROSION CONTROL MEASURES UPON CONSTRUCTION COMPLETION. APPROVAL AND SITE REVEGETATION. 6. PLANTING SHALL BE COMPLET DURING WINTER MONTHS, NOVEMBER THROUGH MARCH. MULCHING SHALL BE COMPLETED IMMEDIATELY UPON COMPLETION OF TOPSOIUNG AND FINAL GRADING. MULCH SHALL BE THE PERMANENT MD HOD OF SOIL STABIUZATION FOR THIS MITIGATION SITE. 7. CONSTRUCTION SEQUENCE: A. EROSION /SEDIMENTATION DEVICES WILL BE INSTALLED AS PIQUIRED. B. GRADING, FENCING, AND UNDERGROUND STRUCTURES SHI.�L BE INSTALLED (UNDER SEPARATE PLANS). C. PLANTING AREAS SHALL BE TOPSOILED AND FINAL GRADED. D. ALL DISTURBED AREAS SHALL BE MULCHED TO 3" DEPTH WITH ORGANIC MULCH IMMEDIATELY UPON COMPLETION OF FINAL GRADES. E. TREES AND SHRUB VEGETATION SHALL BE PLANTED ACCORDING TO THE PLANTING PLAN AND DETAILS. F. TREE AND SHRUB PLANTINGS PLANTED IN TOPSOILED BEDS AND PROTECTED BY A f T MULCHED WELL. PLANTS: 1. ALL PLANT MATERIAL SHA.LL BE HEALTHY, WELL - DEVELOPED, AND DISEASE FREE.. PLANTS AVAILABLE IN THE ORNAMENTAL TRADE SHALL COMPLY WITH ANSI Z60.1 -1996, AMERICAN STANDARD FOR NURSERY STOCK. SUBSTITUTIONS ONLY UPON SUBMITTAL OF WRITTEN VERIFICATION OF NON -- AVAILABILITY FROM TWO LICENSED P BROKERAGE OFFICES. 2. PLANT SUBSTITUTIONS MAY BE POSSIBLE WITH APPROVAL OF LANDSCAPE ARCHITECT AND CITY OF TUKWILA ANY SUBSTITUTIONS SHALL FROM NATIVE SPECIES COMMON TO THE PUGET SOUND LOWLANDS. 3. PLANTINGS OF NURSERY STOCK MAY BE MADE DEPENDING ON AVAILABILITY. THE PREFERRED PLANING TIME IS DURING THE WINTER DORMANT SEASON, NOVEMBER THROUGH MARCH. PLANTING AT OTHER TIMES OF THE YEAR WILL REQUIRE REGULAR IRRIGATION TO ASSURE SURVIVAL. 4. ALL PLANT MATERIAL SHALL BE MULCHED AND WATERED AS NEEDED TO MAINTAIN HEALTHY GROWTH. WATER IS INCIDENTAL TO THE CONTRACT FOR BON INSTALLATION AND MAINTENANCE. 5. PLANTINGS AREAS SHALL BE TOPSOILED PRIOR TO PLANTING. SOIL SHALL BE MULCHED COMPLETELY TO A 4 -INCH DEPTH. SLOPES EXCEEDING 3 HORIZONTAL TO 1 VERTICAL SHALL BE HYDROSEEDED TO PREVENT EROSION. SHRUB AND TREE PLANTINGS IN HYDROSEEDED LOCATIONS SHALL BE CLEARED OF IIYDROSEED AND MULCHED ACCORDING TO THE INSTALLATION DETAILS. MAINTENANCE: 1. WATERING SHALL BE PROVIDED THE FIRST SUMMER AFTER INSTALLATION AT A MINIMUM RATE OF 7 GALLONS PER TREE AND 3 GALLONS PER SHRUB ON A WEEKLY BASIS DURING THE SUMMER. A CORRESPONDING APPLICATION RATE OF 1 -INCH PER WEEK WITH INSTALLATION OF AN IRRIGATION SYSTEM. WATER DURING THE SECOND GROWING SEASON SHALL BE REDUCED TO EVERY N/0 WEEKS, INITIALLY, AND GRADUALLY REDUCED TO ONCE IN FOUR WEEKS BY THE ENO OF SEPTEMBER. ALL PLANTING WELLS SHALL BE MAINTAINED, BY MECHANICAL MEANS ONLY, FREE OF GRASS AND EXOTIC SPECIES. MULCH SHALL BE REPLENISHED TO A MINIMUM DEPTH OF 4- INCHES OF MULCH. 2. SHRUBS AND TREES SHALL HAVE GRASS SODS REMOVED FROM AN AREA EQUAL TO 3' SURROUNDING EACH PLANT WITH 4" DEPTH OF ORGANIC MULCH MAINTAINED IN THE CLEARED AREA FOR THOSE PLANTS ABOVE THE SEASONAL HIGH WATER LINE FOR A PERIOD OF TWO YEARS FOLLOWING INSTALLATION. WETLAND E.OUNDARY - REGRADE OLD FILL (7:1 SLOPE) FROM ABOVE D1105. TREES LOCATER LATH PLANT LIST - NATIVES f BUFFER AREA ABOVE DITCH LINE TO BE MAINTAINED IN 3" DEPTH ORGANIC MULCH EXCAVATE APPROX. 2' DIA. WELL FOR PLANTING IN COMPACTED SOIL SLOPE RELIEF (2:1 SHOWN, 1.5:1 MAX.) 3" DEPTH OF MEDIUM HEM /FIR BARK MULCH _OVER_ SAUC0R_SL.OPING INTO BANK C SOD AT DITCH ONLY (EXIST.) ') ROOT /SOIL BALL SCARIFIED AND WORKED INTO PLANTING MEDIUM NO SUPPLEMENTAL FERTILIZER Planting on Slope Erosion Control in Steep Slopes NOTE: SEE PLANT LIST FOR PLANT SPACING SCALE: 1:1 SCALE: NONE PREPARED PLANTING BED REMOVE CONTAINER & SCORE ROOTBALL, SPREAD OUT CIRCLING ROOTS BACKFILL TO BE SETTLED USING WATER ONLY LESS THAN 1 GAL ED ( PLANT AFTER `NCH Groundcover Planting Detail FEATHER EXCESS SOIL UNDER MULCH 1" MULCH AT CROWN 1 /2" ABOVE GRADE 1" ABOVE GRADE -2" MULCH (COMPACTED) •PREPARED PLANTING BED7 1 GAL CONTAINER and LARGER PL ( ANT BEFORE FnIA.CH ) CERTIFICATE NO. 504 4 1q4-6(71,7 (VALID ONLI' WITH SIGNATURE) STATE OF \�k\ WASH NGTON REGISTERED BLA WGAQE ARCHITECT D5 RECEIVED TTY OF TUKWILA 3. WEED MAINTENANCE SHALL FOLLOW STANDARD HORTICULTURAL PRACTICES FOR MECHANICAL CONTROL. WEEDING TO CONTROL BLACKBERRY, SCOTCH BROOM, AND REED CANARY GRASS SHALL BE COMPLETED IN A ZONE 10' TO 15' SURROUNDING NEW PLANTINGS. WEEDING SHALL BE COMPLETED A MINIMUM OF TWO TIMES, IN LATE APRIL OR EARLY MAY AND AGAIN IN JULY. EXISTING VEGE LINE NOTE: SEED COVER IN THE ENHANCEMENT AREA I5 NOT DESIRABLE, DUE TO SMALL SIZE OF ENHANCEMENT AND EXISTING, SURROUNDING EXOTIC SEED BANK. INVASIVE PLANT CONTROL AND MAINTENANCE WILL BE DIFFICULT. IT IS RECOMMENDED THAT THE ENHANCEMENT AREA BE KEPT IN ORGANIC, NON- VEGETATIVE COVER. AUG 1 4, 2000 PERMIT CENTER O rn 0 O Ld � Q W N Q M N N CN CO CO N csn CO CO N Q I 3 uD N Lc, z N CJ OENER4L NOTES ENERGY NOTE 1. DO NOT SCALE THE DRAWINGS FOR DIMENSIONS. LL4-ERE THERE 15 A DISCREPANCY BETWEEN WRITTEN DIMENSIONS AND ACTUAL CONDITIONS, CONTACT THE ARCHITECT FOR INTERPRETATION 2. ALL DIMENSIONS TO ROUGH FACE OF WALL UNLESS NOTED OTHERWISE. CONTACT ARCHITECT FOR ANY DISCREPANCIES REQUIRING CLARIFICATION 3. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRICCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN OR NOTED, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY .:RG4TECT. 4. THE LOCATION GIP EXISTING UNDERGROUND UTILITIES WERE OBTAINED FR 7r1 AVAILABLE 45 -BUILT INFORMATION AND ARE SHOWN IN AN APPROXIMATE WAY ONLY. THE CONTRACTOR SHALL DETERMINE 545 EXACT LOCATION OF ALL EXISTING UTILITIES PRIOR TO COMMENCING WOK AND IS FULLY RESPONSIBLE FOR ANY AND ALL DAMAGES WHICH *TIGHT OCCUR DUE TO THE CONTRACTOR'S FAILURE TO EXACTLY LOCATE AND PRESERVE ANY UNDER- GROUND UTILITIES. 5. CONDUCT ALL OPERATIONS IN COORDINATION WITH 176 OUER THIS INCLUDES, BUT /5 NOT LIMITED TO, AREAS TO BE USED FOR MATERIAL DELIVERIES, SCHEDULED SPECIAL NOISY OPERATIONS, INTERRUPTIONS O: MECHANICAL AND ELECTRICAL UTILITIES, AND INTERRRUPTIONS TO CONTINUED USE OF OWNER OCCUPIED EXISTING FACILITIES. 6. THE CONTRACTOR SHALL OBTAIN ALL PERMITS NECESSARY FOR THE COMPLETION CP THE WORK FROM THE AUTHORITIES HAVING JLR TE€ CONTRACTOR SHALL NOTIFY THE GOVERNING AGENCIES AS REQWRFD POR INSPECTION OF THE WORK 7. THE DINER RESERVES THE RIGHT TO PERFORM CERTAIN PORTIONS OF WORK NOT INCLUDED AS PART OF TH555 DOCUPENTS. 7745 O'INER WILL COORDINATE THE PERFORMANCE OF THIS WORK WITH THE CONTRACTOR 5, GLAZING IN LOCATIONS S1I51ECT TO HUMAN IMPACT SUCH AS WITHIN DOORS, 4.AZIN5 WITHIN A 24" ARC OF A DOOR OPEN/No, ATING 11.1714N 18" O: THE FLOOR (AND 15 OVER 9 54. FT PER GLASS PANEL) SHALL BE TEMPERED OR LAMINATED SAFETY GLAZING PER LOX SECTION 2406, 9. SUSPENDED ACOUSTICAL CEILING SYSTEM GRID TO BE INSTALLED FER IBC STANDARD NO. 25-2. LATERAL FORCE BRACING SYSTEM .'ZQUIRED FOR EACH 144 SQ FT. PROVIDE BRACING PER CODE. SEE DETAIL 2/46. 10. THE FOLLOWING WORK WILL BE COMPLETED UNDER THE FOLLOWING DEFERRED SUBMITTALS: MECHANICAL, ELECTRICAL t PLUMBING COMPLY WITH SECTION 1063.4 OF THE GEC. DEFERRED SUBMITTALS TORE ROUTED THROUGH THE ARCH ITECT/ENGINEER OF RECORD BEFORE ITTED TO 1 . FOR EACH 14-4 REPAIR STALL AND ASSOCIATED OFIcS FRONDE VENTILATION PER SECTION 3041 CF THE E1451411 TGN STATE VENTILATION AND INDOOR AIR QUAL CODE it STAND.4 5: ALL METHODS, MATERIALS AND QUALITY OF W5RCIAN51!P SHALL CONFORM TO TH5 1997 UNIFORM BUILDING CODE AS ADOPTED AND AMENDED BY THE city CF TUKWILA VlfCINI T'r t ?AF NEW WATER LINE LIGHTING 15 FRONDED PER PRESCRIPTIVE LIGHTING OPTION - NREG 1520 ALL NEW F/XIUpES ARE - 1. UORESCENT FIXTURES NON-LENSED 2LAMPS - L4T1P5 ARE 75,T6, T8 OR COMPACT FLUORESCENT - LAMPS ARE 35 WATT (EXCLUDING BALLAST INPUT WATTAGE) - BALLASTS ARE ELECTRONIC PROJECT DESCRIPTION NEW MAINTENANCE/STORAGE FACILITY WITH ASSOCIATED OFFICE sumps* EXISTING SANITARY SEWER LINE EXISTED WATER LINE EXISTING FIRE HYDRANT TO BE RELOCATED, ME CIVIL EXISTING POILER ROLE BE RELOCATED, SEE CIVIL 0 51TE, PLAN CODE NOTES: F ROJEGT ADDRESS: GO:ER1M CODE: USE ZONE: OCCUPANCY: CONSTRICTION TYPE: SEISMIC ZOO: ENERGY CODE: FLUFEING CODE: MECHANICAL: ELECTRICAL: 4400 S. 13114 PLACE 11121_4 514 98168 1997 EURO (STATE Cc WASHAL'sTON AMENDMENTS) C /LI (C.Lr•PERCIA- /LIGHT INDUSTRIAL) GNRACrE ASSOCIATED OFFICE V -N 3 1997 WASFINGTON STATE ENERGY CODE 1997 UPC. BIDDER DESGN BIDDER DESIGN H-4 B (WIDER SEPARATE PERMIT) (LAVER SEPARATE PERMIT) FIRE RESTRICTIVE REQUIREMENTS AREA SEPARATION BETWEEN H -4 / B : I -HcUR (PER IBC TABLE 3 -15) FLOOR AREA: B (ASSOCIATED OFFICE). H -4 (GARAGE) 1225 S.= 1460 SF. (NO AL ORTATIG FIRE 81115 UGHPG $YSTEM REQUIRED PER AEC SECTION 904262) 2026 SF TOTAL: STORES. t ALLOWABLE FLOOR AREA (NEC 50431 B (ASSOCIATED rcf" !LE) BASIC ALLOWABLE FLOOR AREA: 0,000 SF FRONDED F AREA: 1225 SF FLOOR AREA RATIOS: 1225)8 • .53 ALLOU4BLE AREA RATIOS : .153 .275 • .428 (1S LESS 714•91 14-4 (GAR4GE1 5,190 SF (400 5F 140935248 • 275 PER NEC 307210 - ALL EXTERIOR WALL DISTANCES TO PROPERTY LEES E RICE D 'B4TS. PARKING REQUIREMENTS: 10 PER 1000 SQUARE FEET GROSS FLOOR AREA - MANFAGif8E6 25 FER 1000 SQUARE (SET GROSS FLOOR AIWA - OFICE NO. OF SPACES REQUIRED: 5 NO. OF SPACES PROVIDED: 13 STANDARD STALL 51M: 9' x B' COMPACT STALL SIZE: 8' x 0' COMPACT PERCENTAGE ALLOWED: 303 AISLE WIDTH (ME) (2 -WAY TRAFFIC) 24 F85T F IVATE ROAD (VACATED RUTH ET) / �- EXISTING CURB EXI5TIrr agt3 / DUSTING CURB / TO BE REMOVED TO Rv"'A'N - I TO R910VED 5 4!445? 5 26511' 04I511NG ROWER POLE TO RE A1N LEGAL DESCRIPTION LOTS 6,70,5, AND 10, BLOCK 4, ALL IN RIVERTON REPLAT OF LOTS 1 TO 5 FOSTORIAGARDEN TRACTS, ACCORDING TO 1145 FLAT THEREOF RECORDED IN VOLUME 13 CF PLATS, PAGE 40, RECORDS OF KING COUNTY, 1U4S141161"0 EXCEPT THAT PORTION THEREOF CONDEMNED FOR STATE H/GHIAY BY COUNTY OF KING, CITY OF SEATTLE UNDER KING CO247Y AUDITORS FILE NUMBER 65285, EXCEPT THAT PORTION THERFGF CONVEYED TO THE STATE OF WASHINGTON FOR STATE HIGHWAY, BY DEED RECORDED UNDER AUDITORS FILE M1'145538 5713588 AND 57387874 TOGETHER 5I774 THAT PORTION CF VACATED STREET ADJOINING THAT ATTACHED BY OPERATION CF LAW TAX PARCEL RIMERS: LOT 6 734920- 0220 -05 LOT 7 734920- 0225 -00 LOT 8 734920- 0230 -03 LOT 9 4 0 734920 - 0235 -08 EXISTING POWER POLE TO BE 26' -0" NEW BUILDING EXISTING CIN5 TO REMAIN- 1 -14OUR WALL PER UBC TABLE 5 -4 i ULHEELSTOP, TYP NEW CONCRETE PAD - 5LOPE TO NEW CATCH BASIN NEIL/ CATCH SAM - CONNECT i0 NEW OILAW4IER SEPARATOR N 41 4457• E / // // / / // / // / // // / /// /7 / /1 // // / // // // / / / / / / ■ EXISTINF EI1 ROLE TO REMAIN POLE TO ) DRAWING INDEX CI C2 C3 C4 C5 C6 C7 1of1 LI L2 L3 L4 LEN Al A2 43 44 AS A6 512 52.1 522 53) 55.1 56.1 SITE PLAN GRADING AND STORM DRAINAGE PLAN 455521 GRADING AND TEMPORARY EROSIg4/SEDIMENTATICN CONTROL PLAN NOTES AND DETAILS TESL. NOTES AND DETAILS NOTES UTILITY PLAN STREET IMPROVEMENT PLAN LANDSCAPE PLANTING FLAN PLANTING NOTES AND DETAILS LANDSCAPE IRRIGATION PLAN IRRIGATION NOTES AND DETAILS BUFFER PLANTING PLAN GENERAL NOTES, SITE PLAN FLOOR PLAN, PARTITION SCHEDULE ROOF PLAN! INTERIOR ELEVATIONS BUILDING SECTIONS EXTERIOR BUILDING ELEVATIGI4S DETAILS GENERAL STRUCTURAL NOTES FOA7.247/ON PLAN ROOF FRAMING FLAN CONCRETE DETAILS 5TEEI- a METAL FRAMING DETAILS FRAMING DETAILS HO�X�PAVERS 122 5 PIKE ST SUITE 545 5EA77LE WASHINGTON 5822 14- 4E: (266) 324 -0106 FAX: (206) 325 -4473 CONTR4CTOR SYNERGY CONSTRICTION 16518 140174 455 NE / Pt 4VILLE, WASHINGTON 95072 PHONE: (425) 488 -4500 FAX: (425) 488 -0175 CONTRACTOR REGISTRATION •, 5YNERCI101JO EXISTING FENCE TO BE REMOVED 4RELOCA7ED NEW OFFICES $ G R4CE F4CIL TIES 011.1sER: NOT MIX F,4VER5, INC. 1122 E. PIKE 5T. GTE. "1345 SEAITT.E, WAG 98122 Vete 11.0.99 21520 Ran Nhlght t Associates / Architects, P8 1932 First Avenue, Suits 616 Seattle, glashlneeton 98101 -1040 (206) 728 -4248 FAX (206) 728 -4272 CQ4 NT& GENER..4L NOTES, SITE FL AN SCALE: AS 5110W4 FILE: DATE: SHEET: Issue / Reylelpn PERMIT APPLICATION 8.116 458117 CO"IMEN75 Al . DA's 1.16. RECElvE/ OTIY OF TUEw /iA AUG ` ; 281 PERMIT CENTER O CONFERENCE O P , LOOR PLAN I9' -0" 33 8 , -0 " 1020 8 , -T " 111 TRW PIEl IIii■! i E WAN '- IL WNW 1020 HALLWAY OFFICE 6040 -1.50 OF CONCRETE SIDEWALK 20' -0" - 20' -0' 6026 —1 FART/ TION SCI - /EDLL E PLAN MDICATIONS/PARTITION TYPES NOTES: 1. PROVIDE SLIP ANCHORAGE AT TOP OF WALL AT ALL RILL HEIGHT PARTITIONS. PROVIDE 25 GA MTL CEILING RUNNER Wi 3" OR 4" LEGS OP3ET AT MIDPOINT TO ACCOMODATE GYP. BD. THIOTtNESS. ATTACH TO UNDERSIDE OF STRUCTURE W/ FASTENERS SPACED 24" O.G. AT 1 -HR RATED PARTITION, PTZVIDE GYP 530 AT R t R, OVERLAP WALL GYP. 0 .1 P4" MINIMUM 2. CONSTRUCTION CF FIRE RATED PARTITIONS INDICATED ABOVE INCLUDING TAPING AND FINISHING OF GYPSUM BOARD FOR RLLL HEIGHT TO STRUCTURE ABOVE SHALL BE IN ACCORDANCE WITH THE REFERENCED ASSEMBLY RATING NUMBER 3. SOUND- ISOLATION PARTITIONS SHALL BE SEALED AIRTIGHT FOR FULL IEIGHT. TAPE AAI� FINISH ALL JOINTS AND FASTENERS. CAULK AT PERIMETER AND AT ALL PENETRATIONS. 4. ALL 1(41- S ARE ®WLE02 NOTED OTHERWISE. TYPICAL PARTITION PLAN INDICATION PARTITION TTPE NEW A. MTL. STUDS, 25 GA MIN, • 24' O.C. (MIN) PROVIDE NEW saw INSULATION - NEW %" TYPE X' GYP. 80 APPLIED AT RIGHT A■GLE5 OR PARALLEL TO EACH SIDE OF METAL STUDS W/ 1" TYPES DRYWALL SCREWS 8" 00 ALOAKs EDGES AND 10" O .. N THE FIELD OF THE BOARD. STAGGER ALL VERTICAL AND HORIZONTAL JOINTS 24" EACH SIDE AND OPPOSITE SIDES. NEW 3% NTT. STUDS, 25 GA MIN • 14" O.C. /KWJ NEW R -I3 BAIT INSULATION !y PLYWOOD SHEATHING PER STRUCTURAL NEW 9b" TYPE 'C' GYP. BD. APPLIED AT RIGHT ANGLES OR PARALLEL To EACH SIDE OF METAL SND5 11V 1" TYPES DRYWALL SCREWS 8" O.. ALONG EDGES AND I2" 00 IN THE FIELD OF THE BOARD. STAGGER ALL VERTICAL AND HORIZONTAL JOINTS 14" EACH SIDE AND OPPOSITE SIDES. 6010 b'qDL// 7 O - WALL TYPE TRANSITION INDICATION 11.16.89 22500 Isaye / Revision NEW OFFICES Cx,4R4GE FACIL I TIES 140 7" MIX FAVER5, INC. 1122 E. PIKES $TEL *1345 6EATTL4 WA, 98122 PERMIT APPLICATION BLDG FE02IT COMMENTS Ran plight I Associates / ArOhlte ots, A 1832 First Avenue, 9u1te 616 Seattle, iUashington 98101 -1040 (2061728 -4248 FAX 0200) 728 -4272 ONTENTS: FLOOR FLAN F,4RT1 TION CNFDUL E 9GALE ,AS &HOW PILO PLAN7-0 . DUG DATE: 11.16. SHEET: 42 CITY OF T111(WILA AUG 1 4 2000 PERMTTCENTER BAN tIENS ;\ INTERIOR ELEVATIONS z' Paj.6P°Ur ROOF FLAN dRA3 BARS - FRONDE BLOOM* TYP. 2 r GRA.B BARS - PROVIDE BLOC.K1h* METAL ROOF c.Arior="r NAND HELD SUCU15V WITH 60 MIN HOSE aiR4E$ BARS AMONG SEAT 2 2 INSULATE kW DRAIN PM Dlq D'117 DOIINSPOUT NEW OFFICES GARAGE FACILITIES COM NOT PAVERS, INC. 1122 E PIKE Si. STE. 1345 SEATTLE, WA 98122 Date I110.99 esus / RevIslan PERMIT APPLICATICN Ron Wright 4 AssocUittes Atchltacts, P8 l532 First Avenue, Suite bib Seattle, Washington 98101-1040 (206)728-4245 MX (206) 728 -4272 C4:441,3413: )200F FLAN, /NTERIOF ELEVATIONS SCALE AS SHOWN PILE P1-4•17-6 . btL DATE: II.Ib. SNEET: 43 Cr4gF TUKWILA AUG 1 4 2000 PERMIT CENTER m , mmmm m mmm mmm 111111 _ 1111111 /1 A\ -2 tq 1 i BAN tIENS ;\ INTERIOR ELEVATIONS z' Paj.6P°Ur ROOF FLAN dRA3 BARS - FRONDE BLOOM* TYP. 2 r GRA.B BARS - PROVIDE BLOC.K1h* METAL ROOF c.Arior="r NAND HELD SUCU15V WITH 60 MIN HOSE aiR4E$ BARS AMONG SEAT 2 2 INSULATE kW DRAIN PM Dlq D'117 DOIINSPOUT NEW OFFICES GARAGE FACILITIES COM NOT PAVERS, INC. 1122 E PIKE Si. STE. 1345 SEATTLE, WA 98122 Date I110.99 esus / RevIslan PERMIT APPLICATICN Ron Wright 4 AssocUittes Atchltacts, P8 l532 First Avenue, Suite bib Seattle, Washington 98101-1040 (206)728-4245 MX (206) 728 -4272 C4:441,3413: )200F FLAN, /NTERIOF ELEVATIONS SCALE AS SHOWN PILE P1-4•17-6 . btL DATE: II.Ib. SNEET: 43 Cr4gF TUKWILA AUG 1 4 2000 PERMIT CENTER m , mmmm m mmm mmm 111111 _ 1111111 /1 BAN tIENS ;\ INTERIOR ELEVATIONS z' Paj.6P°Ur ROOF FLAN dRA3 BARS - FRONDE BLOOM* TYP. 2 r GRA.B BARS - PROVIDE BLOC.K1h* METAL ROOF c.Arior="r NAND HELD SUCU15V WITH 60 MIN HOSE aiR4E$ BARS AMONG SEAT 2 2 INSULATE kW DRAIN PM Dlq D'117 DOIINSPOUT NEW OFFICES GARAGE FACILITIES COM NOT PAVERS, INC. 1122 E PIKE Si. STE. 1345 SEATTLE, WA 98122 Date I110.99 esus / RevIslan PERMIT APPLICATICN Ron Wright 4 AssocUittes Atchltacts, P8 l532 First Avenue, Suite bib Seattle, Washington 98101-1040 (206)728-4245 MX (206) 728 -4272 C4:441,3413: )200F FLAN, /NTERIOF ELEVATIONS SCALE AS SHOWN PILE P1-4•17-6 . btL DATE: II.Ib. SNEET: 43 Cr4gF TUKWILA AUG 1 4 2000 PERMIT CENTER 2\ INSULATION - CONFERENCE 5ECTION k ,- fleaSiSES IfeR snervuRAt ACT 9 T■ Ao , IN1.155E5 FER STFUCNIRAL MECI4,4NIC4 EPIF'MENT MEZZANINE WORK ,AA 7 \ , ! / ' --- 4" CONCRETE SLAB 1 ,..-- 6" CagAtilE 01-.413 \ 7 FROME moulArtex _ -k9■Srtfr -ACT PIALLUAr OFFICE NEw 4° CCNCRETE OLAP 2 L MC Pkg camorr pDER4 INIRtAnON NEW OSSUNK &ARACiE - PARK Fir I OTRICTURAL WCTION We T4/0$E6 MN 141CNIMAI- TA Rge f'6'4 4" coNcRrigoi..Ar$ z:27..,-,..„ r 1 L_ NEW OFFICE GARAGE F4C/L/TI,5 atitfAh i-iQT .P17X PAVEO, 1 q 2 PIKE. i 5- OM- op.* twArri,g tif4 7 $l $010100 414 a*M0/40•400 /Op Pfrit Afrfnuo, SvIte 010 *gat* Eila phlrigtem 10101 (2e0) 7440 FAX (200.) 1R,471 ; ail IN* 5ECTIQNC7 se,.`40 -- l4 P4.th7-o.pur4 J? 47-F... it, f crO%Kwit..a AUG 1 2 1 200G PERMIT CENTER H LOITER PLATE LINE O ELE VATION ELEVATION Q ELEVATION a i FETAL SIDING METAL 61Dfr r O ELEVATION l J FETAL SON& ---- ---j 6 1> - 0 i UPPER PLATE LINE FINISHED FLOOR NEW OFFICES ff GAR/4(1E FACILITIES OM ER: NOT MIX FAVERS, INC. 1122 E PIKE ST. STE. +11345 SEATTLE, WA 98122 Date 1116.99 Wee / Reveler, FE /T AFFIXATION Ron Uh'Igh t 4 Associates / Architects, P8 1932 First Avenue, Suite 616 Seattle, Washington 9E101 -1040 (206) 728 -4248 FAX (206) 728 -4272 EXTERIOR BUILDING ELEVATIONS Nc4LE: AE 614001 FILE: PLAN7-15 . Dad DATE: 11. 16.99 SHEET: RECEIVED CITY OF TUKWILA AUG 1 if 2000 PERMIT CENTER 4° PLYIE9OD EUILDING PAPER ' "-PETAL ROOF f ' CW7TER-., EAR JOIST PER ETRUCTURAL 44,° TYpE 'X' CO3 4•S BA lni5ti4. - BUILDING PAPER 4' PI-TA= \ROOF 1111,41.4. INTER$F-raTION f; ' "T4 75z PETAL empiNa 4' PI rivoot,\ \ ENEATHAG, ROOF / INTER$EGTION 7, 1:162LKLJIEJITZ-MItA -7 7 - PEAK MI - 7-CLOSURE - GUT 10 Hi EETEEel STAMII SEOPS, APPLY GINIAELE GRAPE CAULK BERUSEV F.ANEL. AND Z-0,OSURE _-- 2x a-00K4 covrovous CLEAT - PASTE! Few Plie &Ma - BUILDING PAPER PI- YEVOO SHEATHING - R-11 INEULATIC01 -2.0 WOOD STUDS -EAR JOIST PPR STRUClIRAL - PLYWOOD 81 POILIWO *MOOR PROVIDE 13L4k:14444 7)j 4( 81.6 FER 311q4c1uR4L. ror TYPE 'x'1340 - MEND Rire? ) EPA FL„poiR 1 CffILING ,455P,11451_1 )_9,1C:qe*.qt:_g L0 IP� 794 55 (DROOP / WALL INTER$ECTION Diz DETAIL ACOILETICAL CEEM- SIOEWALL. FL.461411■4 t1,4LLWAr MVO= air:4704 recff gepurt tumasig -rJI JOPT5 FIR 41FaiatUFW �4 IPEULATIM nro woRF 7-Ao 4 FLOOR / CE11-INq ed‘.L1,1.114 „,. 4-Af METAL ROCf EVILPING PAPER-- y PLYWOOD GHEAMIING 7:-7411P ----PE,4K TRIM tr?gT --- .Z.C1,0$11RE - CUT Trp FIT EIE1WEEN STANDING APFLreit44 CsRADE CAULK ftErtIEEN NM. AND kaP4URE coNTINfloW ate.,4r - FASTEN PER /"PR SPECA, ----- -Outtpm PAPER pi_rupm; Ot•-ltiAThiffid --2 METAL ontp$ AAR JCR KW 41RICTUR41- ROOF / WALL 1NTEROEcTION LINE (.7 5141U 41p ATTA041f1, twmIN I j14 MR:Ve 44 NAIL 1 TP , 1, E44. wow t Etc =alit tw 44 WIRE '44 I 4,E44-Ns Amp 4 Rows NOM FrePv, (1) sgot& PCP mg rep 144 542 FT, er ILING AREA • NEW OFFICE-5 ARAE PACILITIE5 04fsgR 7 riix FAVa INe POr,k; 61: 07'g # 134.iP 4471 tolg Mr, 4)0, thirtig44:mtvirs Otet14 aciafs. 11 100f P Ffehot AyptiPet 504 616 5041c, 40e1iftivtpti 011101 120) 70-4740 FAK 0 01 7M- 40-1altf DAPF1 111, 141 ff3 $ AUG I 21n10 PERMIT CENTER =r4 C1T1'40F TUKWILA Genera I Structural Notes (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS.) CRITERIA: I. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWIN65, SPECIFICATIONS, AND THE UNIFORM BUILDING CODE (USG), 1941 EDITION. 2. DESIGN LOADING CRITERIA: ROOF LIVE LOAD 25 P5F FLOOR LIVE LOAD (OFFICES) 50 F5F STAIR AND GORRIDOR LIVE LOAD 100 P5F MECHANICAL UNITS WEIGHTS FURNISHED BY MANUFACTURER WIND 80 MPH, EXPO°.0 E "B" EARTHOUAKE ZONE 3, R = 4.5,1 = 1.0, Co = .36 SEE DRAWINGS FOR ADDITIONAL LOADIN6 CRITERIA 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWIN65 FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ALL DlSGREPANGIES PRIOR TO CONSTRUCTION. 4. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. A. CONTRACTOR- INITIATED CHANGES SHALL BE SUBMITTED IN WURITIN6 TO THE ARCHITECT AND STRUCTURAL EN'6INEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES, SHOWN ON SHOP DRAWIN65 ONLY WILL NOT SATISFY TH15 REQUIREMENT. DRAWINGS INDICATE 6ENERAL,AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEN AND APFROVAL BY THE ARCHITECT ARP THE STRUCTURAL ENGINEER. ALL STRUCTURAL SYSTEMS COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFAGTURIN6, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. R. SEISMIC BRACING OF MECHANICAL UNITS AND OTHER MECHANICAL FIXTURES NOT SPECIFICALLY SHOWN ON THE PROJECT MECHANICAL DRAWINGS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER RE615TERED IN THE STATE OF WASHINGTON. THE MECHANICAL CONTRACTOR MUST HIRE THE ENGINEER AND I5 RESPONSIBLE FOR ALL 00515 RELATED TO THE PURCHASE AND INSTALLATION OF SEISMIC BRAGIN6. 10. SHOP DRAWINGS FOR REINFORCING STEE.. (FOR CONCRETE CONSTRUCTION), STRUCTURAL STEEL, METAL DECKING, COLD - FORMED METAL FRAMING, AND OPEN NEB WOOD /STEEL TRUSSES SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. II. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIENIED BY THE ENGINEER OF RECORD, AND THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. THE CONTRACTOR SHALL REVIEW AND STAMP DRAWINGSS PRIOR TO REVIEW BY ENGINEER OF RECORD. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY. THE REPRODUCIBLE SHALL BE MARKED AND RETURNED. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT GHANNE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR 15 TO DEMONSTRATE TO THE ENSiNEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT BY INDICATING WHICH MATERIAL 15 INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWIN6 SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENININEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. 12. SPECIAL INSPECTION: CONCRETE CONSTRUCTION, STRUCTURAL STEEL FABRICATION AND ERECTION ( INCLUDIN6 FIELD WELDING AND FIELD BOLTING), METAL DECK INSTALLATION (INCLUDING FIELD YELPING), GOLD - FORMED METAL FRAMING, ANCHOR BOLTS, EXPANSION BOLTS, EXPANSION INSERTS, EPDXY GROUTED INSTALLATIONS, 5HEAR WALL NAILING, DIAPHRAGM NAILING, AND HOLDONNN INSTALLATION,SHAL BE SUPERVISED IN ACCORDANCE WITH SECTION 1101 OF THE UBG AND T . THE ARCHITECT. THE ARCHITEC ,STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION REP 6EOTEGHNI GAL : 13. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL GONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE 50IL5 REPORT OR A5 DIRECTED BY THE 6EOTEGHNIGAL ENGINEER. FOOTINAS SHAL BEAR ON FIRM, UNDISTURBED EARTH OR CONTROLLED, COMPACTED STRUCTURAL FILL AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS/ ELEVATIONS SHOhN ON THE DRAWINGS ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS SHALL BE ESTABLISHED BY 7HE CONTRACTOR IN THE FIELD NORKIN6 WITH THE TESTING LAB AND GEOTEGFNIGAL ENGINEER ALLOWABLE SOIL PRESSURE 1500 P5F LATERAL EARTH PRESSURE 55 P5F SOIL PROFILE TYPE 5 d SOILS REPORT REFERENCE: PACN[M 6E01ECHNIGAL INC., REPORT N0. 010 -002, DATED SEPTEMBER 4, 1994. ANGHORA6E: 14. EXPANSION BOLTS INTO CONCRETE SHALL BE "KWIK BOLT II ", A5 MANUFACTURED BY HILTI CORPORATION AND INSTALLED IN STRICT ACCORDANCE WITH IGBO REPORT N0. 4621, INCLUDING MINIMUM EMBEDMENT REQUIRREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH IGBO REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. IN ADDITION, FOR WIND OR SEISMIC APPLICATIONS, SUBSTITUTIONS SHALL MEET IGBO ACCEPTANCE CRITERIA ACO1. SPECIAL INSPECTION 15 REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. EXPANSION BOLTS SHALL NOT BE USED AS SUBSTITUTES FOR EMBEDDED ANCHOR BOLTS UNLESS SPECIFICALY APPROVED BY THE STRUCTURAL ENGINEER. 15. DRIVE PINS AND OTHER PONDER- ACTUATED FASTENERS SHALL BE ITN RAMSET /RED HEAD LOW VELOCITY TYPE (SERIES 1500, 0.14° DIAMETER UNLESS OTHERWISE NOTED), OR AN APPROVED EQUIVALENT IN STRENGTH AND EMBEDMENT. INSTALL IN STRICT ACCORDANCE WITH ICSO REPORT N0. 1631. MINIMUM EMBEDMENT IN CONCRETE SHALL BE I" UNLESS OTHERWSSE NOTED. MAINTAIN AT LEAST 3" TO NEAREST CONCRETE ED6E, Ib. EPDXY - GROUTED RODS OR REBAR TO CONCRETE SPECIFIED ON THE DRAWINGS SHALL BE 6ROUTED WITH 'SET EPDXY -TIE ADHESIVE AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. INSTALL IN STRICT ACCORDANCE WITH ICBO REPORT NO. 5219, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICB0 REPORTS INDICATING EQUIVALENT OR 6REATER LOAD CAPACITIES. IN ADDITION, FOR WIND OR SEISMIC APPLICATIONS, SUBSTITUTIONS SHALL MEET 1050 ACCEPTANCE CRITERIA AC58. SPECIAL INSPECTION OF EPDXY- 6ROJTED ANCHOR INSTALLATION 15 REQUIRED. EPDXY GROUTED ROD5 OR REBAR SHALL NOT BE SUBSTITUTES FOR EMBEDDED MEMBERS UNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL EN61NEER. CONCRETE: 11. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH UBG SECTION 1405 AND AGI 301. CONCRETE SHALL ATTAIN A 28 -DAY STRENGTH OF f'c = 3000 PSI AND MIX SHALL CONTAIN NOT LE55 THAN 5 1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5' OR LE55. THE MINIMUM AMOUNTS OF CE ENTITIOJS MATERIAL MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX I5 SUBMITTED TO THE ENGINEER AND BUILDING OFFICIAL FOR APPROVAL TWO MEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES, AS WELL AS THE WATER - CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH AGI 318 -95, CHAPTER 5. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID BY THE 6ENERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE E451NEtER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED FERFORMANCE. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR - ENTRAINED WITH AN AIR - CONTENT CONFOR11NT TO UBG TABLE 11 -A -I. 15. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, fy = 60,000 P5I. EXCEPTIONS: BARS SPECIFICALLY NOTED AS SUCH ON THE DRAWINGS SHALL BE GRADE 40, fy = 40,000 P5I. GRADE 60 REINFORGIN6 BARS Y+IICH ARE TO BE YELPED SHALL CONFORM TO A51M ATO6. REINFORCEMENT COMPLYING WITH ASTM A615(51) MAY BE YIELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WE.DIN6 PROCEDURES SPECIFIED IN A.W.S. D1.4.12 ARE SUBMITTED. HELPED WIRE FABRIC SHALL CONFORM TO ASTM A185. 14. REINFONGIN6 STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH AGI 515-92 AND 518 -15. LAP ALL CONTTINUJOUS REINFORCEMENT ( AND SMALLER) 40 BAR DIAMETERS OR 2'-0' MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS ( #5 AND SMALLER) 40 BAR DIAMETEF OR 2' -0 MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN ACCORDANCE WITH AGI 518 -81, CLASS B. LAP ADJACENT MATS OF HELPED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS OTHERWISE NOTED ON THE DRAWINGS OR APPROVED BY THE STRUCTURAL EiINEER. 20. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPO TO EARTH 3' FORMED SURFACES EXPOSED TO EARTH (i.e. WALLS BELOW GROUND) OR WEATHER (#5 BARS OR SMALLER). . .1 1/2' 5LAB5 AND WALLS (INTERIOR FACE) • 6REATER OF (BAR DIAMETER PLUS 1/8 °) or . . 3/4' 21. FIBROUS REINFORCEMENT: POLYPROPYLENE FIBROUS REINFORCEMENT ( "FIBERMESH' '6RAGE FIBERS' OR EQUIVALENT) SHALL BE USED WHERE NOTED ON THE DRAWINGS. SUBMIT PROPOSED PRODUCT DATA AND SPECIFICATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL. ADD FIBERS TO THE COTE MIX AND FINISH IN STRICT ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. STEEL: 22. STRUCTURAL STEEL DESI6N, FABRICATION, AND ERECTION SHALL BE BASED ON THE LATEST EDITIONS OF THEE A.1.5.G. SPECIFICATIONS AND CODES 1. SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS - ALLOWABLE STRESS AND PLASTIG DE5INN, OR LOAD AND RESISTANCE FACTOR DESIGN SPECIFICATION FOR STRUCTURAL STEEL BUILDIN65. 2. GORE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRID6E5, ADOPTED JUNE 10, 1112, AMENS BY THE DELETION OF THE FOLLOWING PHRASE IN PARAGRAPH 4.2.1: "THI5 APPROVAL CONSTITUTES ACCEPTANCE BY THE ONNER'S AUTHORIZED REPRESENTATIVE OF DE5I6N RESPONSIBILITY FOR THE STRUCTURAL ADEQUACY OF SUCH CONNECTIONS." 3. SPECIFICATION FOR STRUCTURAL JOINTS U5IN6 ASTM A525 OR A440 BOLTS. 23. STRUCTURAL STEEL, INCLUDIN6 PLATES, ANGLES, AND RODS, SHALL CONFORM TO ASTM A36, Fy = 36 K5I. STEEL SHAPES SHALL CONFORM TO ASTM A512, Fy = 50 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B, Fy = 46 KSI. ANCHOR BOLTS AND CONNECTION BOLTS SHALL CONFORM TO ASTM A30I. 24. AL WELDING SHALL BE IN CONFORMANCE WITH A.1.5.G. AND A.W.5. STANDARDS AND SHALL BE PERFORMED BY W.A.B.O. CERTIFIED. WELDERS 55156 E1OXX ELECTRODES. ONLY PREQJALIFIED WELDS (AS DEFINED BY A.14.5.) SHALL BE USED. WELDING OF GRADE 60 REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED U5IN6 LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORGIN6'BARS (IF REQUIRED) SHALL BE PERFORMED USING E70XX ELECTRODES. 'WELDING WITHIN 4" OF GOLD BENDS IN REINFORCING STEEL I5 NOT PERMITTED. SEE REINFORCEMENT NOTE FOR MATERIAL REQUIREMENTS OF WELDED BARS. 25. METAL ROOF DECKING: PROVIDE SIZE, TYPE, SAGE, AND ATTACHMENT TO THE SUPPORTING STRUCTURE AS SHOWN ON THE DRAWINGS. ALL DECKING SHALL CONFORM TO THE REQUIREMENTS OF THE STILL. DECK INSTITUTE. 26. COLD- FORMED STELE FRAMING MEMBERS SHALL BE OF THE SHAPE, SIZE, AND SAGE SHOWN ON THE DRAWING{. NOTATIONS ON THE DRAWINGS, RELATING TO MEMBER TYPES AND SIZES OR MISCELLANEOUS FRAMING ITEMS, REFER TO CATALOG NUMBERS OF MEMBERS MANUFACTURED BY KNORR STEEL FRAMING SYSTEMS, KIRKLAND, WA. PRODUGT5 BY OTHER MEMBERS OF THE 'METAL STUD MANUFACTURER'S ASSOCIATION" MAY BE SUBSTITUTED FOR FRAMING SHOWN, PROVIDED THEY ARE EQUIVALENT IN SHAPE, SIZE, STIFFNESS, AND STRENGTH, AND CONFORM TO IGBO REPORT NO. 4943. ALTERNATE FRAMING SHALL BE SUBJECT TO REVIEW BY THE ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO FABRICATION. ALL COLD - FORMED STEEL FRAMING SHALL ALSO CONFORM TO THE A.I.5.1. °SPECIFICATION FOR THE DE5I6N OF GOLD - FORMED STEEL STRUCTURAL MEMBER." 21. FRAMING LUMBER SHALL BE KILN DRIED OR MC -11, AND GRADED AND MAf(ED IN CONFORMANCE WITH W.G.L.B. STANDARD GRADING RULE5 FOR WEST COAST LUMBER NO. 11. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: PLATES, LOSERS 4 HEM -FIR N0. 2 MIUCE1-LANEOUS LIGHT FRAMING: MINIMUM BASK DE5I6N STRESS, Fb = 850 P5I, Fv = 15 P5I 28. PREFABRICATED OPEN WEB WOOD JOISTS (OR COMBINATION HOOD AND METAL) SHALL BE DESIGNED BY THE MANUFACTURER FOR THE FANS AND CONDITIONS SHOW ON THE DRAWINGS AND SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S INSTRUCTIONS. THESE PRODUCTS SHALL BE MANUFACTURED TO THE STANDARDS SET FORTH IN THE NATIONAL EVALUATION SERVICE, INC., (REPORT N0. NER -148. DESIGN SHOWN ON THE DRAWINGS 15 BASED ON JOISTS MANUFACTURED BY THE TRUS -JOIST CORPORATION. ALTERNATE ENGINEERED JOISTS MAY BE USED SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. A CURRENT LCB.O. REPORT AND A LIST STATING THE ITEM -FOR -ITEM SUBSTITUTION MUST BE 5U50111 iEL) TO THE STRUCTURAL ENGINEER FOR ANY PROPOSED CHANGES. ALL NECESSARY BRIDGING, BLOCKING, PRE - NOTCHED PLATES, ETC., SHALL BE DETAILED AND FURNISHED BY THE MANUFACTURER. SUBMIT SHOP PRAWIN65 AND DE51611 CALCULATIONS (COMPLETE NITH 57E55 DIAGRAMS) TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. DE5IGN SUBMITTALS SHALL BEAR THE STAMP' AND 516N1ATURE OF A RE6I5TEfRED PROFESSIONAL ENGINEER, STATE OF WASHINGTON. PERMANENT AND TEMPORARY BRID61NI6 SHALL BE INSTALLED IN CONFORMANCE WITH MANUFACTURER'S INSTRUCTIONS. 29. ENGINEERED WOOD I- JOISTS DE516N SHOWN ON THE DRAWIN65 15 BASED ON JOI5T5 MANUFACTURED BY THE TRJ5 -.SIST GGRPORATION. THESE PRODUCTS SHALL BE MANUFACTURED TO THE STANDARDS 5ET FORTH IN THE NATIONAL EVALUATION SERVICE, INC., REPORT N0. NER -200. ALTERNATE ENGINEERED WOOD I- JOI5T5 MAY BE USED SUBJECT TO NEVI 1 AND APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER. A CURRENT 1.0.8.0. REPORT AND A LIST STATING THE ITEM -FOR -ITEM SUBSTITUTION MUST BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR ANY PROPOSED CHANGES. ALTERNATE JOIST HAN6ER5 AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOYINI FROVIDED THEY HAVE I.0.5.0. APPROVAL FOR EQUAL OR 6REATER LOAD CAPACITIES. ALL JOIST HANGERS AND OTHER HARDWARE SHALL BE COMIPATIBLE IN 5IZE WITH ENGINEERE5 WOOD I- JOISTS PROVIDED. 30. ROOF, FLOOR 4 WALL SHEATHING SHALL BE APA RATED, EXTERIOR OR EXPOSURE 1 PLYWOOD, IN CONFORMANCE WITH UBG STANDARD N0. 25 -2. APA RATED, EXTERIOR OR EXPOSURE I ORIENTED STRAND BOARD (055), IN GONfORMANGE WITH UBG STANDARD ND. 23 -5 MAY BE USED IN LIEU OF PLYWOOD AT INTERIOR VERTIGAL SURFACES 01LY. SHEATHING SHALL BE MANUFACTURED UNDER THE PROVISIONS OF VOLUNTARY PRODUCT STANDARDS 1151 -83 OR P52 -42, OR APA PRP -108 PERFORMANCE STANDARDS AND POLICIES FOR STRUCTURAL USE PANEL5. 5EE DRAWIN65 FOR THICKNESS, SPAN RATING, AND NAILING REQUIREMENTS. GLUE FLOOR SHEATHING TO ALL 6UPPORTI16 MEMBERS WITH ADHESIVE CON;F0511IN6 TO APA SPECIFICATION AF6 -01. 31. GONI1GTORS GALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY 5IMP50N COMPANY, AS SPECIFIED IN THEIR CATALOG ND. 0-19. EQUIVALENT DEVICE5 BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED TREY HAVE I050 APPROVAL FOR EQUAL OR 6REATER LOAD CAPACITIES AND ARE SUBMITTED TO THE EN6INEEER FOR APPROVAL. PROVIDE NUMBER AND SIZE OF FASTENERS A5 5PECIFIED BY MANUFACTURER. CONNECTORS' SHALL 5E INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. WHERE CONNECTOR STRAPS CONWCT TKO MEMBERS, CENTER STRAP ON JOINT AND PROVIDE NUMBER AND SIZE OF FASTENERS A5 SPECIFIED BY MANUFACTURER, WITH EQUAL NUMBER AND 5IZE OF FASTENERS IN EACH MEMBER. AL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A301. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LA6 SORE'S BEARING ON HOOD. AL NAIL5 SHALL BE CANNON UNLESS OTHERWISE NOTED. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME 6RADE (MINIMUM) A5 MEMBERS CONNECTED. ALL JOISTS AND MULTIPLE JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH "0" SERIES JOI5T HANGERS, UNLESS OTHERWISE NOTED. DTI SHEET INDEX 51.2 GENERAL STRUCTURAL NOTES 52.1 FOUNDATION PLAN 52.2 ROOF FRAMING PLAN 53.1 CONCRETE DETAILS 55.1 STEEL 6 METAL FRAMING DETAILS 56.1 FRAMING DETAILS EXPIRES 7/25/01 N01 MIX ENTER G, INC. OUJ'/ER: I`!QT I IX FAVE 5, INC. 1122 E. PIKE 57. 5TE. 1 1345 SEATTLE; W4 98122 bete 1516/99 CONTENTS: SCALE: PERMIT 16656 Ron Wright E Associates / Architects, P5 1932 First Avenue, Suite 515 Seattle, Washington 95101 -1040 (205) 728 -4248 FAX (206) 728 -4272 GENERAL 5TRUCTJJAL NOTES PILE: DATE: 11 -15 -99 5HEET: 31.1 RECEIVED CRY OF TUKWILA AUG 1 4 2000 PERMITCENTER 20/53.1 scale: 4 " _ I'-0" 18/551 -I FOUNDATION PLAN 33' -10" 5W - 1 IS/53.1 18/55.1 PLAN NOTES: MEZZANINE FRAMING PLAN scale: %" = 1'-0" 15' -2° < 20/53.1 105' -0" I. SLAB -ON -GRADE SHALL BE 4" THICK WITH bx6 WI.4x1l.4 WVIM AT CENTER, U.O.N. PROVIDE 10 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES OVER FREE - DRAINING GRANJLAR FILL PER GEOTECHNIGAL REPORT. SEE ARCHITECTURAL DRAWINGS FOR SLAB DEPRESSION AND SLOPE REQUIREMENTS. WWM MAY BE OMITTED IF SLAB 15 REINFORCED WITH FIBROUS REINFORCEMENT PER GENERAL STRUCTURAL NOTES. 2. SLAB -ON -GRADE SHALL BE 6" THICK WITH 6x6 WI.40l.4 WWM AT CENTER, U.O.N. PROVIDE 10 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES OVER FREE - DRAINING GRANULAR FILL PER GEOTECHNIGAL REPORT. 3. PROVIDE CONSTRUCTION /CONTROL JOINTS IN SLABS ON GRADE TO DIVIDE SLAB INTO RECTANGULAR AREAS 400 SQUARE FEET OR LESS. AREAS SHALL BE APPROXIMATELY SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS MUST BE APPROVED BY THE ARCHITECT. 5EE 5/53.1 . 20' -0" MEZZANINE FRAMING PLAN NOTES: I. SHEATHING SHALL BE N" T46 SHEATHING (PANEL SPAN RATING 45/24). NAIL TO ALL FRAMED PANEL EDGES, DIAPHRAGM BOUNDARIES, STRUTS, BLOCKING AND SHEAR WALLS BELOW W/ IOd ® 6 "oc. NAIL TO ALL INTERMEDIATE SUPPORTS W/ IOd @ 10 "oc. GLUE SHEATHING TO ALL SUPPORTS W/ ADHESIVE CONFORMING TO A.P.A. SPECIFICATION AFG -01. 2. EXTERIOR WALLS SHALL BE 600 XG 15 55505 ® 16 "oc, AND INTERIOR WALLS SHALL BE 350 XG 15 STUDS ®I6 "oc, U.O.N. SEE 20/55.1 FOR SPECIAL STUD REQUIREMENTS AT HEAVILY NAILED SHEAR WALL PANEL JOINTS. 3. JAMB STUDS AND POSTS SUPPORTING BEAMS OR HEADERS ABOVE SHALL BE (2) STIRS, U.O.N. 4. HEADERS OR BEAMS SHALL BE 1000 EJ 12 FOR EXTERIOR CONDITIONS . Legend: METAL FWD SHEAR WALL THIS LEVEL 5 PER SCHEDULE OF 20/55.1 q> / 5W -I 2d/53.1 600 XG I6 METAL STUDS ® 12 "oc SPAN DIRECTION OF FLOOR JOISTS PER SCHEDULE THIS CI IECT 20' -O" 0 4. FINAL FOOTING ELEVATIONS SHALL BE DETERMINED BY ON -SITE VERIFICATION BY GEOTEGHNICAL ENGINEER, CONTRACTOR SHALL COORDINATE WITH FINAL SITE GRADES AND MAINTAIN DEPTH OF FOOTING SHOWN ON DRAWINGS. 5. 5EE CIVIL DRAWINGS FOR UNDERSLAB PIPING. FOOTINGS MAY BE LOWERED TO AVOID CONFLICTS. SEE 3/53.1 . 7. EXTERIOR METAL STUD WALLS SHALL BE 600 XG 15 55505 @ Ib "oc, AND INTERIOR METAL STUD HALLS SHALL BE 350 XG 18 51505 16 "oc, U.O.N. SEE 20/55.1 FOR SPECIAL 5TUD REQUIREMENTS AT 5HEAR WALLS. 5. JAMB 5111D5 AND POSTS SUPPORTING BEAMS OR HEADERS ABOVE SHALL BE (2) STUDS, U.O.N. 9. SEE DETAILS 3, 12, 13, 14, AND 15/55.1 FOR TYPICAL METAL STUD FRAMING, BRACING, AND BRIDGING. Daio ///7 Legend: 4 STEP IN TOP OF SLAB METAL STUD SHEAR WALL AT THIS LEVEL PER SCHEDULE OF 20/55.1 HDx HOLOOWN AT THIS LEVEL PER SCHEDULE OF 11/55.1 20/53.1 l� NUMBER OF METAL STUDS IN MULTI -STUD POST AT THIS LEVEL - SEE 8/55.1 EXPIRES 7/25/01 RIOT I F4 VERS, INC. OUMER: /-IOT I"IIX FAYER5, INC. 1122 E. PIKE 51. 57E. ^ "1345 SEATTLE, 15,4 98122 Data 1516/99 SCALE: lmua / Revl°lcn Ron Wright E Associates / Architects, P5 1932 First Avenue, Suite 616 Seattle, Washington 98101 -1040 (206) 728 -4245 FAX ("203) 725 -4272 PERMIT ISSUE CONTENTS: 'r' 2 is " FOUNDATION FLAN PILE: DATE: 11-16-99 SHEET: 32.1 CrrYOFTUKWILA AUG 1 4 200U PERMIT CENTER 600 XG lb METAL STUDS 12"oc 15' 2° 51A1 < 13/56.1 -- r 7 I- L - 1 E IC il i i k 1 4" SLAB -- k , IJ �� 4" THICK 5L PER PL N -GRADE 5 NOTE I. in b" THICK SLAB -ON -GRADE >I PER PLAN NOTE 2. THICK -ON -GRADE PER PLAN NOTE I. o iN A. _. -1 1 1 I I I 15/53.1 1 b I 1 - "§„, I I 10 ( I ! f < _ 3 - j �� ± J IS/53.1 1 Q i? -7 N x o f - f . 1 1 ∎�.� 1111 17/53.1 L -- ,R; \ FOOTING 3' -0" x 3' -0" x 10 "dp W/ (3)445 EACH WAY, BOT. 1 1 . 3 15/53.1 1 FOOTING 3'-0" x 6'-6" x 10 "dp- W/ I<5 a 12 "oc EACH WAY, BOT. 3 ti) `0) � J r �o + .20- 15/53.1 4) . N V -1e - L` < . - 10/53.1 �� r 20/53.1 scale: 4 " _ I'-0" 18/551 -I FOUNDATION PLAN 33' -10" 5W - 1 IS/53.1 18/55.1 PLAN NOTES: MEZZANINE FRAMING PLAN scale: %" = 1'-0" 15' -2° < 20/53.1 105' -0" I. SLAB -ON -GRADE SHALL BE 4" THICK WITH bx6 WI.4x1l.4 WVIM AT CENTER, U.O.N. PROVIDE 10 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES OVER FREE - DRAINING GRANJLAR FILL PER GEOTECHNIGAL REPORT. SEE ARCHITECTURAL DRAWINGS FOR SLAB DEPRESSION AND SLOPE REQUIREMENTS. WWM MAY BE OMITTED IF SLAB 15 REINFORCED WITH FIBROUS REINFORCEMENT PER GENERAL STRUCTURAL NOTES. 2. SLAB -ON -GRADE SHALL BE 6" THICK WITH 6x6 WI.40l.4 WWM AT CENTER, U.O.N. PROVIDE 10 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES OVER FREE - DRAINING GRANULAR FILL PER GEOTECHNIGAL REPORT. 3. PROVIDE CONSTRUCTION /CONTROL JOINTS IN SLABS ON GRADE TO DIVIDE SLAB INTO RECTANGULAR AREAS 400 SQUARE FEET OR LESS. AREAS SHALL BE APPROXIMATELY SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS MUST BE APPROVED BY THE ARCHITECT. 5EE 5/53.1 . 20' -0" MEZZANINE FRAMING PLAN NOTES: I. SHEATHING SHALL BE N" T46 SHEATHING (PANEL SPAN RATING 45/24). NAIL TO ALL FRAMED PANEL EDGES, DIAPHRAGM BOUNDARIES, STRUTS, BLOCKING AND SHEAR WALLS BELOW W/ IOd ® 6 "oc. NAIL TO ALL INTERMEDIATE SUPPORTS W/ IOd @ 10 "oc. GLUE SHEATHING TO ALL SUPPORTS W/ ADHESIVE CONFORMING TO A.P.A. SPECIFICATION AFG -01. 2. EXTERIOR WALLS SHALL BE 600 XG 15 55505 ® 16 "oc, AND INTERIOR WALLS SHALL BE 350 XG 15 STUDS ®I6 "oc, U.O.N. SEE 20/55.1 FOR SPECIAL STUD REQUIREMENTS AT HEAVILY NAILED SHEAR WALL PANEL JOINTS. 3. JAMB STUDS AND POSTS SUPPORTING BEAMS OR HEADERS ABOVE SHALL BE (2) STIRS, U.O.N. 4. HEADERS OR BEAMS SHALL BE 1000 EJ 12 FOR EXTERIOR CONDITIONS . Legend: METAL FWD SHEAR WALL THIS LEVEL 5 PER SCHEDULE OF 20/55.1 q> / 5W -I 2d/53.1 600 XG I6 METAL STUDS ® 12 "oc SPAN DIRECTION OF FLOOR JOISTS PER SCHEDULE THIS CI IECT 20' -O" 0 4. FINAL FOOTING ELEVATIONS SHALL BE DETERMINED BY ON -SITE VERIFICATION BY GEOTEGHNICAL ENGINEER, CONTRACTOR SHALL COORDINATE WITH FINAL SITE GRADES AND MAINTAIN DEPTH OF FOOTING SHOWN ON DRAWINGS. 5. 5EE CIVIL DRAWINGS FOR UNDERSLAB PIPING. FOOTINGS MAY BE LOWERED TO AVOID CONFLICTS. SEE 3/53.1 . 7. EXTERIOR METAL STUD WALLS SHALL BE 600 XG 15 55505 @ Ib "oc, AND INTERIOR METAL STUD HALLS SHALL BE 350 XG 18 51505 16 "oc, U.O.N. SEE 20/55.1 FOR SPECIAL 5TUD REQUIREMENTS AT 5HEAR WALLS. 5. JAMB 5111D5 AND POSTS SUPPORTING BEAMS OR HEADERS ABOVE SHALL BE (2) STUDS, U.O.N. 9. SEE DETAILS 3, 12, 13, 14, AND 15/55.1 FOR TYPICAL METAL STUD FRAMING, BRACING, AND BRIDGING. Daio ///7 Legend: 4 STEP IN TOP OF SLAB METAL STUD SHEAR WALL AT THIS LEVEL PER SCHEDULE OF 20/55.1 HDx HOLOOWN AT THIS LEVEL PER SCHEDULE OF 11/55.1 20/53.1 l� NUMBER OF METAL STUDS IN MULTI -STUD POST AT THIS LEVEL - SEE 8/55.1 EXPIRES 7/25/01 RIOT I F4 VERS, INC. OUMER: /-IOT I"IIX FAYER5, INC. 1122 E. PIKE 51. 57E. ^ "1345 SEATTLE, 15,4 98122 Data 1516/99 SCALE: lmua / Revl°lcn Ron Wright E Associates / Architects, P5 1932 First Avenue, Suite 616 Seattle, Washington 98101 -1040 (206) 728 -4245 FAX ("203) 725 -4272 PERMIT ISSUE CONTENTS: 'r' 2 is " FOUNDATION FLAN PILE: DATE: 11-16-99 SHEET: 32.1 CrrYOFTUKWILA AUG 1 4 200U PERMIT CENTER 600 XG lb METAL STUDS 12"oc 15' 2° 51A1 < 13/56.1 L'_5 N c 14/56.1 - < K in N/ N SUM., TYP. ACCESS LADDI PER ARGH'L F 9 , TJI/Pro 50 ® "oc I C 20/53.1 scale: 4 " _ I'-0" 18/551 -I FOUNDATION PLAN 33' -10" 5W - 1 IS/53.1 18/55.1 PLAN NOTES: MEZZANINE FRAMING PLAN scale: %" = 1'-0" 15' -2° < 20/53.1 105' -0" I. SLAB -ON -GRADE SHALL BE 4" THICK WITH bx6 WI.4x1l.4 WVIM AT CENTER, U.O.N. PROVIDE 10 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES OVER FREE - DRAINING GRANJLAR FILL PER GEOTECHNIGAL REPORT. SEE ARCHITECTURAL DRAWINGS FOR SLAB DEPRESSION AND SLOPE REQUIREMENTS. WWM MAY BE OMITTED IF SLAB 15 REINFORCED WITH FIBROUS REINFORCEMENT PER GENERAL STRUCTURAL NOTES. 2. SLAB -ON -GRADE SHALL BE 6" THICK WITH 6x6 WI.40l.4 WWM AT CENTER, U.O.N. PROVIDE 10 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES OVER FREE - DRAINING GRANULAR FILL PER GEOTECHNIGAL REPORT. 3. PROVIDE CONSTRUCTION /CONTROL JOINTS IN SLABS ON GRADE TO DIVIDE SLAB INTO RECTANGULAR AREAS 400 SQUARE FEET OR LESS. AREAS SHALL BE APPROXIMATELY SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS MUST BE APPROVED BY THE ARCHITECT. 5EE 5/53.1 . 20' -0" MEZZANINE FRAMING PLAN NOTES: I. SHEATHING SHALL BE N" T46 SHEATHING (PANEL SPAN RATING 45/24). NAIL TO ALL FRAMED PANEL EDGES, DIAPHRAGM BOUNDARIES, STRUTS, BLOCKING AND SHEAR WALLS BELOW W/ IOd ® 6 "oc. NAIL TO ALL INTERMEDIATE SUPPORTS W/ IOd @ 10 "oc. GLUE SHEATHING TO ALL SUPPORTS W/ ADHESIVE CONFORMING TO A.P.A. SPECIFICATION AFG -01. 2. EXTERIOR WALLS SHALL BE 600 XG 15 55505 ® 16 "oc, AND INTERIOR WALLS SHALL BE 350 XG 15 STUDS ®I6 "oc, U.O.N. SEE 20/55.1 FOR SPECIAL STUD REQUIREMENTS AT HEAVILY NAILED SHEAR WALL PANEL JOINTS. 3. JAMB STUDS AND POSTS SUPPORTING BEAMS OR HEADERS ABOVE SHALL BE (2) STIRS, U.O.N. 4. HEADERS OR BEAMS SHALL BE 1000 EJ 12 FOR EXTERIOR CONDITIONS . Legend: METAL FWD SHEAR WALL THIS LEVEL 5 PER SCHEDULE OF 20/55.1 q> / 5W -I 2d/53.1 600 XG I6 METAL STUDS ® 12 "oc SPAN DIRECTION OF FLOOR JOISTS PER SCHEDULE THIS CI IECT 20' -O" 0 4. FINAL FOOTING ELEVATIONS SHALL BE DETERMINED BY ON -SITE VERIFICATION BY GEOTEGHNICAL ENGINEER, CONTRACTOR SHALL COORDINATE WITH FINAL SITE GRADES AND MAINTAIN DEPTH OF FOOTING SHOWN ON DRAWINGS. 5. 5EE CIVIL DRAWINGS FOR UNDERSLAB PIPING. FOOTINGS MAY BE LOWERED TO AVOID CONFLICTS. SEE 3/53.1 . 7. EXTERIOR METAL STUD WALLS SHALL BE 600 XG 15 55505 @ Ib "oc, AND INTERIOR METAL STUD HALLS SHALL BE 350 XG 18 51505 16 "oc, U.O.N. SEE 20/55.1 FOR SPECIAL 5TUD REQUIREMENTS AT 5HEAR WALLS. 5. JAMB 5111D5 AND POSTS SUPPORTING BEAMS OR HEADERS ABOVE SHALL BE (2) STUDS, U.O.N. 9. SEE DETAILS 3, 12, 13, 14, AND 15/55.1 FOR TYPICAL METAL STUD FRAMING, BRACING, AND BRIDGING. Daio ///7 Legend: 4 STEP IN TOP OF SLAB METAL STUD SHEAR WALL AT THIS LEVEL PER SCHEDULE OF 20/55.1 HDx HOLOOWN AT THIS LEVEL PER SCHEDULE OF 11/55.1 20/53.1 l� NUMBER OF METAL STUDS IN MULTI -STUD POST AT THIS LEVEL - SEE 8/55.1 EXPIRES 7/25/01 RIOT I F4 VERS, INC. OUMER: /-IOT I"IIX FAYER5, INC. 1122 E. PIKE 51. 57E. ^ "1345 SEATTLE, 15,4 98122 Data 1516/99 SCALE: lmua / Revl°lcn Ron Wright E Associates / Architects, P5 1932 First Avenue, Suite 616 Seattle, Washington 98101 -1040 (206) 728 -4245 FAX ("203) 725 -4272 PERMIT ISSUE CONTENTS: 'r' 2 is " FOUNDATION FLAN PILE: DATE: 11-16-99 SHEET: 32.1 CrrYOFTUKWILA AUG 1 4 200U PERMIT CENTER 600 XG lb METAL STUDS 12"oc J 105' -0" f y 33' -IO" 15' -2" 20' -0" < 206" 5/56.1 16' D" 1 , I ,_ J L J L 3- L L - ,- .4 — ` 1 L J L 1' -0° L- I' -0° J L J L, , J L A A LA ( �ALIGN JOISTS AS SHOWN ON EA. SIDE OF TS COLUMN BELOW 2x10 FRAMING VW TOP FLANGE HANGERS 8/56.1 1110x22 BELOW (ELEVATION PER ARGH'L) p iO A ` 5 i • 1 4/55.1 \ K A i L � , (2)1000 EJ 14 1 A rl (2)1000 EJ 14 r -. 8/56.1 ti (2)1000 EJ 14 10/56.1 /--- METAL DECK PER PLAN NOTE 2. ` 9/56.1 4 ` , n X > G8xll.5 m , GSx115 o Y 08x11.5 Y o < J 010x15.3 010x15.3 ' L 010x15.3 0 4/56.1 `l < 6/55.1 < TYP. 7/55 ROOF FRAMING PLAN stale: PLAN NOTES: I. ROOF SHEATHING SHALL BE fie" THICK (PANEL SPAN RATING 32/16). NAIL TO ALL FRAMED PANEL EDGES, DIAPHRAGM BOUNDARIES, STRUTS BLOCKING, AND SHEAR WALLS BELOW IN/ IDd ® 6 "oc. NAIL TO ALL. INTERMEDIATE SUPPORTS W/ I0d 6 12 "oc, U.O.N. 2. CANOPY ROOF DECK SHALL BE V2" DEEP x 22GA. SEE 3/55.1 FOR PROPERTIES 4 ATTACHMENT REQUIREMENTS. 3. HEADERS SHALL BE (2)800 EJ lb FOR EXTERIOR CONDITIONS AND (1)800 EJ lb FOR INTERIOR CONDITION, U.O.N. WELD MULTIPLE JOIST HEADERS TOGETHER PER 8/55.1 . Legend: SPAN DIRECTION OF ROOF JOISTS STRUCTURAL WALL BELOW 11HI5 LEVEL ° H 1 -1 7 I EXPIRES 7/25/01 1407" IV 1 !- 11 PAVERS, INC. ouAJER l=i0T MI x FAVEIR5, INC. 1122 E. FIKE ST. STE. "1345 SEATTLE W,4 58122 1.te 1146/99 leave / Revlelm PERMIT 145UE Ron LLhrght f Associates / Architects, F5 1932 First Avenue, Suite 616 Seattle, Washington 98101 -1040 (206) 728 -4248 FAX (206) 728 -4272 CONTENT& ROOF FRAMING PLAN SCALE: FILE DATE: 11 -16 -99 SHEET: 52.2 RECEIVED CITY OF TUKWILA AU6 1 4 2001] PERMIT CENTER NOT 4f,r PAlfRS emtovc I CONC. OR NOTE: PROVIDE CONSTRUCTION OR CONTROL JOINTS IN SLABS ON GRADE TO BREAK SLAB INTO RECTANGULAR AREAS OF 400 SQUARE FEET OR LE55. AREAS TO BE APPROXIMATELY SQUARE AND HAVE NO SECOND POUR FIRST POUR » ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. . N a R • N `- a ¢ F ° J o < Q (.11 F $ S Q X X +r v m « SLAB-ON-GRADE PER PLAN < BURKE "KEYED KOLD" JOINT - SLAB -ON -GRADE Va" x 1 %2" PREMOLDED CONT. STOP REINFORCING I" CLEAR PER PLAN MASTIC JOINT STRIP. (JOINT MAY BE SAW -GUT AT OF JOINT EACH SIDE GONTRAGTOR'S OPTION) - 11174EM= _ _ _ - _ = 11P11I it =111= _ =a- _ - VIM MEP . a•.i.?: , = � ° 'o hw .`:t'i�i 2 °p° �o 191 ..4 \ f Ark G, = PIPE SLEEVES AS O 1 O in _ O = t c _IIIB111=111= _ = - PLASTIC VAPOR BARRIER GUT ALTERNATE PLASTIC VAPOR BARRIER AND COMPACTED GRANULAR WIRES AT JOINT AND COMPACTED GRANULAR FILL PER PLAN FILL PER PLAN CONSTRUCTION JOINT CONTROL JOINT 3000 5 l` J J EXCAVATION NOT - \I a ALLOWED BELOW Ea READ. - ADJACENT PENETRATIONS SHALL THIS LINE J 1 1' -6" MIN. BE SPACED A MIN. OF (4) DIAMETERS ON CENTER UNLESS OTHER- 2'-O" MIN. \ i• WISE APPROVED BY THE STRUCTURAL ENGINEER 3003 5 6 1 a q #4 x - - � 4 6 18 "oc • • / (I) 84 EA. NOSE #4 6 18 "oc E.W. N :o .4 NOTE: CONFIGURATION OF STAIR (INCLUDING TREAD 1 -11 (2 ) BOT. AND RISER DIMENSIONS) PER ARCH'L 6" MIN. 0 / 3001 I METAL. STUD , PN PER r STEEL COL. PER PLAN ---1--4 W EXP. JOINT, TYP. -- SLAB-ON-GRADE \ STUD WALL PER PLAN (SHEAR WALL WHERE OCCURS) DRIVE PINS FER 14/55.1 R , h PLAN HI- / —4 - ! ! ( i ! t' ! 1 - 2 24 STEEL COLUMN FER PLAN ISOLATION JOINT PER 12/53.1 SLAB-ON-GRADE PER PLAN ¢ COLUMN 4 FOOTING BASE R �Z "x4SS "x0' - 10° � °� ANCHOR BOLTS W/ (2)� (PER 20/55.1 AT SHEAR WALLS # T5 1 PER PLAN a \ (2) 4 CONT. TOP 6 BOT. - Iii -- \ \ ,` - r 1 ' = . • .. sA,F, � . MIRE '.4.1 I � :. _ y V2" ISOLATION JOINT AROUND COLUMN, TYP. GONSTRUGTIOWCONTROL -.lbw s�` °• - 0 80 . ` ` .,15"M' I n •Ii I = - -- r avr=• imillolll ° __ _ - - - - s = m .m IiI m - = _ _ - _ .r• ° ° d` ° °'' �! 'S 008 _ �:. . = III =1_u =_ �. • 7G _ �� � ,j • os - -mail= - = _ q n 6 84 x L6 18 "oc (ALT. HOOKS) 4 2 d1r- - - = R1 m - / = _ = FOOTING SIZE $ REINF. JOINTS PER 5/53.1 3004 12 3008 15 \/ PER PLAN 3005 1 5 FOR GALL -OUTS FOOTING $ STEM WALL 3010 IN COMMON SEE P°R. 15/53.1 DETAIL 13/55.1 METAL STUD GAGE 11 t= I T5 PER PLAN "oc DRIVE PINS PER 14/55.1 I STUD WALL PER PLAN (SHEAR WALL WHERE OCCURS) • WOR PIT VERIFY SIZE 4 DEPTH N/ ARCH'L DRAWINGS - -. c • - : =1 • �� �• n��_,` -. o BASE R. 8 ANCHOR BOLTS PER 13/53.1 SLAB -ON -GRADE PER PLAN NOTES o._ (PER 20/55.1 AT SHEAR WALLS) #4 CONT. TOP =• grams 85 "oc- - III?n1= _ In= = - 24 84 x �� 8 24 "oc A5 REQUIRED TO #4 x ®24 #4 CONT. SLAB -ON -GRADE PER PLAN FINISHED GRADE 3/ I SLAB -ON -GRADE PER PLAN NOTES _ I 3 n -1 9= _ - o o s : ° i•`� ' N =in =n1= = z 0: ° - ::� i• ` � ` • 3 : =m =_m = = z � •v . • A.•� .�'� „_ °� • ° _n1 -n n1 - ® 24 HORIZ., GTRD. #4 L "oc o B °_111 =III= - -3111 -! Ma = = #4 8 12 "oc HORIZ. = = 111 u1 - nl = _ _ _ / FAGIL.ITATE WALL FORME 84 I8 "oc DOWELS 6 Q� (ALT. HOOKS) i #4 x L VERT. � 18 "oc (ALT HOOKS) � �� - x ® 24 VERT., GIRD. . = (EMBED l" INTO • • s� (,� • � � 1' (2) #4 \ — FOOTING PER 20/53 3002 f or 8 „ 8 , (2)84 CONT BOT. PIT SLAB) I __ = m =m =me = # 4 4416'oc E.W. 3006 1 1 FOR CALL-OUT 5 3011 N COMMON SEE DETAIL 20/53.1 J 3007 20 l E pms 7/25/01 NOT MIX PAVERS, INC. OLLNER POT t l(X F4VER5, INC. 1122 E. PIKE ST. srE. #1345 SEATTLE, WA 95122 Data 11/16/99 SCALE, FILE: DATE- 11 -16 -99 SHEET: PERMIT ISSUE an Wrf ht E Associates / Architects, F5 1932 First Avenue, Suite 615 Seattle Washington 98101-1040 7206) 728 -4248 FAX (206) 728 -4272 CONTENTS: CONCRETE DETAILS 53.1 ui} CT' OF TUKWILA AUG 1 4 2000 PERMIT CENTER MARK SHEATHING Qs BLOCK FASTENER SPACING AT PANEL EDGES 0 SCREWING OF JOIST OR BLKN'G TO TOP TRACK TRACK ATTACHMENT CAPACITY 0 ® ® DRIVE PINS TO GONG. BELOW SCREWS TO WOOD PLATES 5W -1 '6" PLYWOOD YE5 A8 9 6 "oc #I2 9 8 "oc 0.145 "0 9 9 "oc #8 9 5 "oc 280 PLF SW-2 h" PLYWOOD YES 18 @ 3 "oc *12 9 4 "oc 0.145"0 9 5 "oc #8 9 2%2 "oc 510 PLF MARK C' HOLDOWN MIN. ® NUMBER STUDS, U.O.N. MIN. NUMBER SCREWS LOAD DETAIL REF. HDA 5 /HD8 (2) (24010 1920* 16/55.1 HDB 5 /HDIO (2) (30010 9400* 16/55.1 h "0 ROD WI �. TURNBUCKLE 2 GLEVIS t^U 5 /5"0 PIN EA. END OF ROD - FOR GALL -OUTS IN COMMON SEE DETAIL 4/56.1 NOTES: BRIDGING 15 REQUIRED FOR LOADINGS APPLIED BEFORE SHEATHING 15 ATTACHED TO BOTH FLANGES. BRIDGING PROVIDES RESISTANCE TO ROTATION CAUSED BY WIND LOADING, AND RESISTANCE TO BOTH ROTATION AND MINOR AXIS BENDING CAUSED BY AXIAL LOADING. THE NUMBER OF BRIDGING ROWS SHALL NOT BE 1.555 THAN: A. WALLS SUBJECT TO WIND LOAD ONLY 1. Up to 10' -0" height: One row of bridging at mid - heIght. 2. Over I0' -0" height: Bridging rows spaced 5-0"oc maximum. 8. WALLS PORTIN5 VERTIGAL (AXIAL) LOAD 1. Up to 10' -0" height: Two rows of bridging equally spaced. Over 10' -0" height: Bridging rows spaced 3' -4 "oc maximum. BRIDGING SHALL BE EITHER WELDED OR SCREWED AS SHOWN AT RIGHT: STUDS PER I1/55.1 HOLDOWN PER PLAN & 11/55.1 R 1 /2 1 'x44"x0' - 10" 155 (2) 5 /3 "0x3 " LAG BOLTS @ 1 "oc R. I/2 "X8" _ R 3 /e, "X4" ANCHOR BOLT SIZE PER tir SIMPSON CATALOG 6-594 BOLT DIA. EMBED. 12" I6 ' I" 20" 1 30" 8" tYP - T5 PER PLAN COPE BEAM %4 "x3" NU (2) '4"0 BOLTS FRAMING CONT. WHERE OCCURS 6007 lb GA. 6008 16 PUDDLE WELD LOCATIONS - Id" MIN. TYPE = BHP 8 G6O GALVANIZED W FOLLOWING MIN. PROPERTIES' PANEL WIDTH = 36" 226A. 1 = 0.118 6 5 = +0.180/ -0.195 in3 Fy = 38ksi I. MAXIMUM DECK SPAN = 5-0" c, to c. 2. PROVIDE (4) DIAMETER PUDDLE WELDS PER SHEET TO ALL SUPPORTS PERPENDICULAR TO DECK FLUTES. 3. PROVIDE h" DIAMETER PUDDLE YELPS AT 12 "oc TO ALL MEMBERS PARALLEL TO DECK FLUTES. 4. CONNECT DECK SEAMS WITH BUTTON PUNCHES ® 12 "oc. 5998 5. DECK TYPE MUST STRICTLY MEET CRITERIA LISTED HERE. SUBMIT 5 DECK INFORMATION TO ENGINEER PRIOR TO BEGINNING SHOP DINGS. CONNECT DECK PER 3/55.1 , TYP. DECK PER PLAN BEAM PER PLAN \ f A 3x3x8(6 FOR ()ALL -OUTS IN COMMON SEE DETAIL 6/55.1 16 GA.xl%2x1h BRIDGE CLIP ANGLE TYPICAL 18 6A. BRIDGING CHANNEL, TYP. 2 -12 HOEDOWN SCHEDULE NOTES: O HOLPOWN TYPES REFER TO SIMPSON STRONG -TIE CATALOG CALLOUTS. rl FASTEN PLYWOOD SHEATHING TO STUDS RECEIVING HOLDOWN NU SCHEDULED PANEL EDGE NAILING. STAGGER FASTENERS 50 THAT EACH STUD 15 FASTENED. 6010 5005 Construction Bridging For Metal Stud Walls 12 11 Metal Framing Notes: I. METAL FRAMING USED SHALL CONFORM TO THE SPECIFICATIONS OUTLINED IN THE GENERAL NOTES. 2. METAL FRAMING & STRAP BRACING SHALL BE GALVANIZED UNLESS OTHERWISE NOTED, CONFORMING AS FOLLOWS: 12, 14, AND 16 GAGE ASTM A653, QUALITY 5Q GRADE 50, GLASS 1 18 AND 20 GAGE ASTM A653, QUALITY 50 GRADE 33 3. WHERE NOTED, PAINTED 51505 SHALL CONFORM TO ASTM A510, GRADE 50 WITH A MINIMUM YIELD OF 50,000 psi. 4. ALL 511DS & STUD GROUPS SHALL BE LATERALLY SUPPORTED TO PREVENT WEAK AXIS BUCKLING BY CONNECTING EACH FLANGE TO GYPSUM WALLBOARD PER 1991 U.B.G. TABLE 25-G. 5. WALLS WHICH HAVE SHEATHING CONNECTED ON ONE SIDE ONLY SHALL HAVE UNSHEATHED FLANGES LATERALLY SUPPORTED PER 13/55.1 . 6. TRACK SECTIONS SHALL BE UNPUNGHED AND HAVE AT LEAST I° FLANGES. 1. WELDING OF GOLD - FORMED META1. FRAMING SHALL CONFORM TO AN5 01.3 AND SHALL BE PERFORMED BY WELDERS QUALIFIED TO PRODUCE 4 THE SPECIFIED CLASSES OF WELD. BEND WEB OF BLKG. AND CONNECT TO EACH STUD NV (2) 85 SCREWS SHEATHING PER 20/55.1 AT 5HEAR WALLS (PER ARCM_ DRAWINGS ELSEWHERE) PROVIDE BLOCKING USING SAME MATERIAL AS STUDS EVERY THIRD STUD SPADE AND MATCHING STRAP SPACING Metal Stud Bracing at Malls SHEATHING & SCREWS PER 5HEAR WALL SCHEDULE ABOVE & BELOW OPENING PROVIDE METAL STUD BLK6. BEHIND ALL STRAPS WHERE MEMBERS DO NOT OTHERWISE OCCUR DOUBLE STUD (FULL HEIGHT) EA. 510E OF OPENING. SCREW SHEATHING PER 'FASTENER SPACING AT PANEL EDGES' COLUMN OF 5HEAR 1^ SCHEDULE 0518 STRAPS ABOVE & BELOW - OPENING OVER SHEATHING W/ 5DJ 10X 1 SCREWS 6009 FULLY SCREW STRAP EXTENSIONS NOTE: THIS DETAIL APPLIES WHERE SPECIFICALLY GALLED OUT ON PLAN. WHERE 55105 OR JOISTS ARE SHOWN TO ABUT, WELD AS SHOWN t = GA6E OF MATERIAL CONNECTED (4) SCREWS READ ( AT EACH BLOCK 5004 a 1 1 /2" x 20 SA. CONT. STRAPS ®3' -0" CONNECTED TO EACH 5150 W/ (0 SCREW AND TO EACH BLOCK W/ (4)#8 SCREWS 5006 with Sheathing One Side Only 1 ✓ SHEAR WALL PER PLAN - u I II I I r_ 2 SCREW HALF OF 6006 STRAP HOLES I S �- CLIPS PER 15/55.1 0 EA. TRACK TO JAMB STUD 5TUD5 M55T 5E FULLY SEATED AGAINST TRACK RUNIC TRACK SAME GAGE AS 5180 IN/ 61611461 1° KM FLANGES NOTES: (2) BOLTS 8 BEAM GAGE BEARING PLATE %2" SECTION NOTE TH15 DETAIL APPLIES TO TOP 6 BOTTOM TRACK OF ALL INTERIOR STRUCTURAL 515105. 5EE 15/55.1 FOR STUDS SUBJECT TO WIND LOAD. 5016 4 5011 NO PUNGHOU7 SHALL OGGUR WITHIN 12" FROM END OF 515D5 CONNECT BOT.TRAGK TO FLOOR W/ .145'0 DRIVE PM 9 4' -0 "oc SCREW ATTACHMENT WHEN TRACK 15 ATTACHED DIRECTLY TO STUD FLANGE, A STANDARD NO. 6 x 7 16" PAN HEAD SHEET METAL SCREW SHALL BE USED. WHEN DRYWALL COVERING, TRACK AND MD FLANGES ARE ATTACHED AT SAME TIME, 5003 A STANDARD (MIN) 1' LONG DRYWALL SCREW SHALL BE USED. ANY I COMBINATION OF THE ABOVE METHODS MAY BE USED IN THE ERECTION OF A COMPLETED WALL ASSEMBLY. R W/ (2) 3 /4 "4' BOLTS SEAM PER PLAN 4/55.1 Ir ANGLE IN/ SAME GAGE AS 5150 - LENGTH = 5100 WIDTH LESS 1 " STUD PER PLAN OR DETAILS TRACK SAME GAGE A5 STUD W/ 1" WIDE FLANGES, MIN. �ry MEN I► 3 /16 T5 COLUMN PER PLAN TYPICAL 51505 PER PLAN ADD'L. 5TUD HEADER PER PLAN WINDOW OPENING (DOOR OPENING 9 SIM) CLIP SILL PER 15/55.1 , TYP. WINDOWS ATTACH ANGLE TO TRACK W/ SCREWS WHERE POSSIBLE. WHERE TRACK ON CONCRETE SHOOT (2) .145"0 DRIVE PINS THRU EACH ANGLE INTO CONCRETE OR STEEL. . USE (3) N0.5 SCREWS TO NOTE: ATTACH ANGLE TO WEB 1. ALL 515175 SUBJECT TO WIND LOADING SHALL BE ATTACHED TO TOP AND BOTTOM TRACKS AS SHOWN. 2. STUD NE135 SHALL BEAR AGAINST TRACK WEB5. Q SHEATHING SCREWS SHALL BE APPROVED AND SHALL BE A MINIMUM N0. x 1" FLAT HEAD WITH A MINIMUM HEAD DIAMETER OF 0.292 ". SCREW SHEATHING TO INTERMEDIATE FRAMING W/ PANEL SCREWS 8 12 "oc. © SHEAR WALL CAPACITIES ARE BASED ON TABLE 22- V111 -C OF THE USG. ® STUDS SHALL BE A MINIMUM 1 WITH A 3 /s" RETURN LIP. TRACK SHALL BE A MINIMUM 1V "x3h" ® FRAMING SCREWS SHALL BE NO. 8 x WAFER HEAD SELF- DRILLING. SCREWS CONNECTING JOISTS OR BLOCKING TO TOP TRACK SHALL BE No. 12 x I15' WAFER HEAD SELF- DRILLING. 5999 5 5000 10 5007 I5 ® AT INTERIOR WALLS ONLY, 1 46" 055 MAY BE USED IN LIEU OF %2' PLYWOOD. 5008 Plywood Sheathed Metal Stud Shear Wall Schedule 20 TOT MIX F4 vER5, INC. OWNER NOT MIX F4VER5, INC. 1122 E. PIKE 5T. 5TE. #1345 SEATTLE, WA 98122 Date 11/16/99 Issue /Ravlelrn PEWIT ISSUE Ron Wright 1 Associates / Architects, PS 1932 First Avenue, Suite 616 Seattle, Washington 98101 -1040 (206) 128 -4248 FAX (206) 728 -4272 CONTENTS: STEEL METAL FRAMING DETAILS SCALE: FILE: DATE: 11 -16 -99 59557: 55.1 I 2 / ✓' SHEATHING PER PLAN p / JOISTS „ I 2x BLOCKING BETWEEN JOISTS. NAIL BLOCKING TO BEVELED TOP PLATE W/ Ibd 6 b"oc DIAPHRAGM BOUNDARY NAILING PER PLAN NOTES I PLATE PER I5/56.1 I" DEFLECTION ALLOWANCE FRAMING PER PLAN IOd 6 b "oc FRAM (SHOWN Y NG BEYOND DASHED) " Y — Y 3 44 BOLT LONG SLOTTED TS (FINGER SPOIL THREADS) IN VERTICALLY HOLES IN TIGHT AND PER PLAN DOUBLE W/ BEVELED TOP PLATE WALL T5 PER PLAN 6013 5 METAL STUD PER PLAN (SHEAR WHERE OCCURS) 6to0 5 FOR CALL-OUTS IN COMMON SEE DETAIL 5/56.1 6101 6101 4 6 1 SHEATHING NAILING PEA PLAN NOTES EL. 2x4 FLAT BLOCKING W/ — DIAPHRAGM IOd 6 4 "oc AT EA. ANCHOR BOUNDARY NAILING PER PLAN NOTES SHEATHING \ PER PLAN FOR CALL-0105 IN COMMON GEE DETAIL 10/56.1 PER PLAN ; MIUMIIIIIn \ Y LEDGER PER TYP. n VARIES Y 10 /56.1 , JOISTS PER 2x5 LEDGER INTO EACH STAGGERED LEDGER AT '2)0515 x w nt__ � _ GONT. SLOPED DOUBLE PLATE PER 15/S6.1 1 0 6 JOISTS PER PLAN CONT. SLOPED DOUBLE PLATE PER 15156.1 Y .41 Y E] SHEAR PER —. WALL PLAN Y 6107 E5 Y PLAN W/ I bd 0 12 "oc TOP PLATE - SPLICE JOINTS W/ 4-0" STRAPS Y - vAr JOISTS PER FLAN g, Ir.. ' ir WALL PER " METAL STUD PLAN (SHEAR WALL WHERE OCCURS) 6106 V 2 NAIL SHEATHING TO BLOCKING W/ 10d 6 4 "oc JOIST BLOCKING 0 48 "oc 1 I I I � ' I SHEATHING PER PLAN-- JOISTS PER PLAN 16d 0 b °oc DBL. 2x PLATE, TYP. (8)Ibd 6 4 "oc / Ibd SSE STAGGERED AT STAGGERED EA. SIDE OF SPLICE ELSEWHERE s,= ! ■� ' �"" ■' W °....W� ! iTlii �;:iMGIMI.T. TOP CHORD SPLICE BOTTOM CHORD SPLICE 6' O" MIN. BETWEEN SPLICES p PI 11M71 16d EA. SIDE OF WEB GOVT RIM BO's ASS GOVT — �Y II �� 16d TOENAIL 6 10 "oc METAL HEADER OR BEAM PER PLAN, Y Y� JOISTS PER PLAN : 1 ` I4° LSL C 30 "oc TOP PLATE / •—• WHERE OCCURS METAL WALL f SPLICE TO OCCUR s AT ¢: OF VERT. STUD, TYP. SPLICE PER 15/56.1 STUD PER PLAN (SHEAR WALL WHERE CGGURS) 6103 I FOR GALL -OUTS IN COMMON SEE DETAIL 14/56.1 6104 I ST TOP TRACK TO MATCH WIDTH AND GAGE OF METAL STUD WALL - SCREW 5002 TO DBL. 2x PLATE IN/ 10 5GREW5 0 8 "oc Is (PER 20/55.1 6 SHEAR WALLS) 16 11 l8 bc . Io ......,o- . , I / I ( 20 I-107 MfX i°.4VER , INC. )HAVER: 40T NIX PAVERS, NC. 22 E. PIKE Sr. STE. #1345 ;EATTLE WA 55122 Date 1146/99 SCALE Issue /Revision FILE DATE 11-16 -99 5HEET: /PERMIT ISSUE Ron W5 ht 9 Associates / Architects, P9 1932 First Avenue, Suite 516 Seattle, Washington 98101 -1040 (205) 728 -4245 FAX (206) 728 -4272 CONTENTS: FRAMING DETAILS 36.1 RECEIVED cm OFTUK ILA AUG 1 2000 PERMIT CENTER