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Permit MI2000-191 - SKAGGEN MARINE - BUILDING DEMOLITION
City of Tukwila (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 MISCELLANEOUS PERMIT WARNING: IF CONSTRUCTION EEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 042304 -9083 Permit No: MI2000 -191 Address: 10625 EAST MARGINAL WY S Status: ISSUED Suite No: Issued: 11/21/2000 Location: Expires: 05/20 /2001 Category: DEMO Type: MISCPERM Zoning: MIC /H Const Type: Occupancy: Gas /Elec. UBC: 1997 Units: 001 Fire Protection: Setbacks: North: .0 South: .0 East: .0 West: .0 Water: SEATTLE Sewer: VAL VUE Wetlands: S1opeS: Y Streams: Contractor License No: 'PRECIBI151C2 OCCUPANT SKAGGEN MARINE Phone: 10625 EAST MARGINAL WY' S, TUKWILA WA 98188 OWNER SEAFIRST BANK /DESIMONE Phone: (206)585 -6175 INVEST COUNSELORS CSC -47, PO BOX 34471, SEATTLE WA 98124 CONTACT DAVID KEHLE Phone: 206 -433 -8997 12720 GATEWAY OR, #116, SEATTLE WA 98168 CONTRACTOR PRECISION BUILDERS INC Phone: 206 878-2948 PO BOX 98609, DES MOINES WA 981980609 kA*• k******' A****** A** k• k**k******** kk** k* k*• kk*' k*- kA* k- k**± 4*** *.kkk.kA44* *kk44k *k*** **k *•k4►k Permit Description: REMOVAL OF 7,053 SO FT BUILDING PUBLIC WORKS ACTIVITY INCLUDES NEW STORM (DRAINAGE SYSTEM, REGRADING THE AREA TO DRAIN TO THE NEW CATCH BASINS, LANDSCAPE IRRIGATION AND 1 "DEDUCT WATER METER FOR IRRIGATION. HAULING REQUIRES A SEPARATE PERMIT. k"*h***A *°Ak* ** k* k* kkkkkkk. kkkkAkk* kkkkW*kk**° kkkAkAkkkkk*4*kAA *kk.k4A*kkkkk4 *kkAk*kk: Construction Valuation: $ 70,000.00 PUBLIC WORKS PERMITS: A(Water Meter Permits Listed Separate) Eng. Appr: JJS Curb C:ut /Access /S t dews 1 k, /C5S : N Fire Loop Hydrant: N No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Cut: .300 Fill: 250 Landscape Irrigation: Y Moving Oversized Load: N Stort.Time: End Time: Sanitary Side :ewer: N No: Sewer Main Extension: N Private: Storm Drainage: Y Street Use: N Water Main Extension: N Private: Public: 4. 4k 114k4** k• kk'k k* kk' Mkkk'* A* h* kAk kk' k ***4'k **kkAk* **k**A**kkkkkkkk* 4ke *4k•k4k44 * *k***44*k444 Public: TOTAL DEVELOPMENT PERMIT FEES: 263.50 A •k °A 4* 4 k 4 4.4 4* k ** ** k* k 4 4 A k k k* 4 A* ** k** k k A* A 4 '4 k 4 4 4 4 4 k k 4 '4 k k k '4 k k k k 4 4 4 k .4 k 4 .k 4 k 4 k k 4 '4 '4 4 4 4 4 '4 4 4 Permit Center Authorized '3ignettire: Ga tell -21-00 I hereby certify that I have reed and examined tt': permit and know the same to be true and correct. All provision: of law and ordinances governing this work will be complied with, whather specified herein or not. The granting of this permit doe: not presume to give authority to violate or cancel the provision of any other state or 1c; 1 laws regulating construction or the performance of work. I am authorized to sign for and obtain this dove I opnre" �;rm i t . Signature. / /tom Print. Name: ar " ktV.tenw Date: jI?/-oo This permit shall become null and void if the work i; not commenced within 180 days from the date of issuance, or if the work, is suspenCed or abandoned for a period of 160 days from this last inspection. !i: 'Og 9 CITY OF TUKWILA Address: 10625 EAST MARGINAL WY S Suite: Tenant: Type: MI SCPERM Parcel II: 042304-9083 Permit No: MI2000.191 Status: ISSUED Applied: 08/14/2000 Issued: 11/21/2000 k* A• k** •kkk******k ****k•k•kk•kk **kA * ** *fr***1 k•kJ: *Ak•k***i.•I kllAkkkA'AA-k :•kk *44*kk *ilk* Permit Conditions: 1 No changes w i l l be made to the plans un l ess approved by the Engineer and the Tukwila Building Division. 2. All construction to be done in conformance with approved plans and requirements of the Uniform Building Code ( 1997 Edition) as amended, Uniforrn Mechanical Code (1997 Edition), and Washington State Energy Cade (1997 Edition) Plumbing peri»lts shall be obtained through the Seattle-King County Department ,o? Public . Health.. Plumbing wi 1 1 be,:. inspected" by t het 8gency, Including a l l gas 'piping (296-4722).- Valid t;y of `Permit, 'The issuand. f a permit; or app r "oval `of p 1 ans,t• Sparc i f i cat, inns,, arid_-? oornputati ans shall not be con - strucdf to.'b e a permit fdr, or an approval of any violation, . of any of the provisions of the building code or of any oth4rrordlnance of the jurisdiction. No permit presuming t gitii,iauthor:1ty to violate or.' cancel " the provisions of this codo; t sha l l be valid, S. Electrical: permits shall be obtained through the Washington Stete Division or Labor and Industries and all electrical work w1 1 1, be inspected by that agency (248-6630). 6. Afl perm ts, inspection records, and approved plans shall ,o dvuitleble at the Job site .prior to the start of any coh- stw Uation, These documents are to be maintained and avail» ab1o,entil final inspection approval is granted. Contractor' shall notify Public Works Utility Inspector at 206-'03-0179 of commencement and compl et ton of work ` at least 24 hours in advance. PROPERTY-. N VALVUE 'SEWER DISTRI T,ANU `MAY HAVE AN EXISTING SEPTIC TANK. IFS ,SCPTiC TANK IS EXISTING SEPTIC SYSTEM, ABANDONMENT IS RCQUIRo. 'APPLICANT,. SHALL COORDINATE SEPTIC SYSTEM ABANDONMENT WITH MR STEVE FLETCHER OF VALVUE SOWER @(206)242•• 3236.`'ANLI CITY 0V TUKWILA UTILITIES INSPECTOR MR GREG VILLANUEVA (V(206)433-0179. SEPTIC TANK SHALL.: •C .,PUMPED EMPTY AND REMOVED_. " A COPY OF DOCUMENTATION FROM' THE,.,'BUSINESS THAT PERFORMED THE PUMPING SHALL BE PROVIDED TO 1 HE'' .CITY :UTILITIES INSPECTOR AND VALVUE SEWER DISTRIC, IF SEPTIC SYSTEM IS FOUND ON THIS PROPERTY. Applicant shall follow all the recommendations of OCTOBER 14,1999 GEOTECHNICAL CONSIDERATIONS REPORT AND FEBRUARY 26, 1998 GCOTECI4NXCAL ENGINEERING REPORT FORMER SE AGEN MARINE FACILITY, BOTH REPORTS BY AGRA EARTH & ENVIRONMENTAL, WHICH ARE ATTACHED AS PART OF THI;; PERMIT. Temporary erosion . control measures shall be implemented as Og 4- the first order ofl,,,, bus i ness to prevent sed i ftn'en at l a.n off- site or into exist y storm drainage faci 1 it( . The site sha l 1. -1tatire permanent erosion control's-Measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. Work affecting traffic flows shall be closely coordinated witty` the City Utilities Inspector, Traffic Control Plans shall be submitted to the Inspector for prior approval. Hauling over 5O cy sha 1 1 require app 1 i cat ion for a Haul i ng Permit prior to any associated activity. 12. The exempt meter work shall include a State Department of Health approved double check valve assembly. 13. he deduct meter shall read :.f l,ow <H•;qu rnt itl es in cubic feet. hereby .certify that have read these conditions-, and will comply Itk them as outlined. `' 6� 11, provisions of law :anti`' o'rdl stances governing tits work will be- ,.:complied ` f biry witetlie�r' speci jEd herdln or not. sr . E ranting of Eh i s ! i t does , not- presme ; author i.ty to violate or cairoe1 Mitt: prow i si oits .of. any otiter,. work d'r :l oca l! laws regulating .ubnstru titan ort the perfbrmcnce of work. wrr.r - r w r r .r ..... Date: �jyx ..r .aJ.w i ii'inilie r,r �a r .S' CITY OF T "VWILA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 SIMF F USE C)NI Y Project Number: Ii2R. _`$- 12! ! Permit Number: MI. 2480 Miscellaneous Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. Project NameITenant gi'.�i ! t l a, ins Value of Construction:4...�b Oo Site Address : City State/Zip: Wa l 7 �.ta. a tt l . iYae Tax Parcel umber: Property Owner: (rJ Phone: )� , , , i _ '- f 1J p� • ,� �n G Street Address: __„Sity State/Zip: l'�-- gob • 1n �erur n A �o . 4 Fax #: 010 ) (p741- `��� Contractor: n gisaie Tar • Phone: (�plei Street Address: *2g9 City State/Zip: 8335 .. /f l_Ctil LG Vjfu) Qf•6. be Fax II: (240 ) S.•-, _ D 96D� //8 Architect: baw tt Gh 1 ' l (•VA. q iq9 Phone: (,�p(p) 3 9 Street Address: ) #ciT City State/Zip: 12:121)- 6.41Vt- Ja.Y br • 11 t0 6)ahice R Fax #: (2 ) 2.41, - g3 Q t�"i Engineer: 7 �Sb� Phone: ( ) Street Address: , ., , City State/Zip: Fax 11: ( ) Phone: (�(,Xp )�?� g� (,� Contact Person: ba Street Address: ' 2.12.0. ' _, , to, b r. Al/ it! St te/Zip:., Fax #; (249) b ■ �. MISCELLANEOUS PERMIT REVIEW AND APPROVAL RE • UESTED: (TO RE FILLED OUT BY APPLICANT) Descriptio of work to be done (please be specific): Reird� 3 ey i n 54 tic fk/' -e5 , r-C!Y)dV c 6 / • and +aun d t ox6) re-graft a r .e a, -{ dr4t #L -10 n'eto CaMC,h bl26 n ins -tc--. J I GM' :ap, n9 etna, green -Cenw1 g per ,p knb Will there be storage of flammable/combustible hazardous material in the building? ❑ yes no of materials and story a location onjarate 8 1/2 -X 111)ajeer lndicatln ntltloss & Material Safety Data Sheets s . inlist U Above Ground Tanks Antennas/Satellite Dishes U Bulkhead /Docks LJ Commercial Reroof Demolition Fence ❑ Manufactured Housin •Rephacement only ❑ Retalnin Walls Parkin; Lots ❑ Tem era Facilities Ll Tree Cuttln, , r n Channellzatlon /Striping ❑ Flood Control Zone Landscape Irrigation Storm Drainage ❑ Water Meter /Exempt 1 ❑ Water Meter /Permanent it ❑ Water Meter Temp N ❑ Miscellaneous APPLICANT RE VEST FOR MISCELLANEOUS PUBLIC WORKS PERMITS L! Curb cut/Access/Sidewalk LJ Fire Loop /Hydrant (main to vault)# Size(s): land Altering: 0 Cut7jxuble yards 0 Fill, cubic yards sq, ft,grading/clearing Sanitary Side Sower N: ❑ Sewer Main Extension 0 Private 0 Public ❑ Street Use ❑ Water Main Extension 0 Private 0 Public Size(s): 0 Deduct 0 Water Only Size(s): Size(s): Est, quantity: gal U Moving Oversized Load/Hauling Schedule: MONTHLY SERVICE BILLINGS TO: Name: s . Phone: Address: City /Sta e/Zip: 0 Water 0 Sewer 0 Metro 0 Standby WATER METER DEPOSIT/REFUND BILLING: Name: Phone: Address: anielms City /Sta e/Zip: Value of Construction • In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review • Applications for which no permit is issued within 180 days following the date of application shall expire by limitation, The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: 9/9/99 nalscpmt.doc Date application expires: 2-14 -01 Appli .. taken by: (initials) wW U O 0 W N W WD NO Z 8O W O W U. tiir F� Z LallESERMIESEBK > ALI. DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN > BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED » ARCHITECTURAL DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED ARCHITECT > STRUCTURAL CALCULATIONS AND DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED STRUCTURAL. ENGINEER D CIVIUSITE PLAN DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED CIVIL ENGINEER (P.E.) ❑ St)10.111 AI I'I I( n1ION ANI) RI(1t)IRI1) ( III( MISTS FOR Above Ground Tanks/Water Tanks - Supported directly upon grade exceeding 5,000 gallons and a ratio of height to diameter or width which exceeds 2:1 F'IRMII MAIM, Submit checklist No: M -9 ❑ Antenhas /Satellite Dishes Submit checklist No: M -1 ❑ Bulkhead/Dock :_ Submit checklist * No: -10 ❑ Commercial Reroof Submit checklist No: M -6 Q Demolition ` . Submit checklist No M -3 ' ' ❑ Fences - Over 6 feet in Height Submit checklist No: M -9 Phone: I , Land Altering/Grading/Preloads Submit checklist No: M -2 „�q 4 ❑ Miscellaneous Public Works Permits Submit checklist No: H -9 ❑ Manufactured Housing (RED INSIGNIA ONLY) Submit checklist No: M -5 City /State/Zip: Moving Oversized Load/Hauling . t`M'•, Submit checklist No: M -5 A ❑ Parking Lots ','" . Submit checklist No: M-4 ❑ Retaining Walls - Over 4 feet In height Submit checklist No: M -1 0 Temporary Facilities Submit checklist No: M -7 © Tree Cutting Submit 'checklist No: M -2 ❑ Current copy of Washington State Department of Labor and Industries Valid Contractor's License. If not available at the time of application, a copy of this license will be required before the permit is issued, unless the homeowner will be the builder OR submit Form H4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent if the applicant is other than the owner, registered nrchltcct/onglneer, or contractor licensed by the State of Washington, a notarized letter from the: property owner authorizing the agent to submit this • crmit a . ',cation and obtain the . ermit will be re uired as : art of this submittal. I HERESY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PER /URY RV THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 0 !:t_ R OR AUTHO IZED AGENT: Signature: (. rl r Date: ,. / : 00 Print name: h i 64., L -, Phone: I , ) „�q 4 Fax N: l Address : 1c)4 1 7) Y1 µL * i 4, City /State/Zip: t A Chf i 64 9/9!99 usIrcprnS4oc r" s A *k* � ,�t;kh *AAr *4.*' * * * *AJ4�l * * * * *74 *•kD****4 *4* **4 dU�►:** A 4�1s4���1r:+1�44s1�k*** tt` Y UE ' TUKWXLH WA '24.7** 0 TRANSMIT A4 *4' *A* -I,ir* A *A414 * *.4 �h * * *h4- * * * * ***4*+ *K'AA4 *�A* RAMS IT Nuniber s Rt..48 0039!i. Asnattr►t t 263.50 11/21/00 4:02 I L1yiran Mathod t CHECK NOttltinnt I)All tl) KEN LE r - n 111: \ t►r11 1 40 1144 r• •• `1. ;4..Y> 44 14 ri. 4.., tN •1. M e4 . .. Y s1 J. • M .. 014 4 :4 w.. a. SS 8. r. W •0 y. 1 ✓ r. M r •. 444• r. w Mint 44 4. 444 .4 14 .1 r• w •• r. •. i.. 1 440 PL.f m1t UOx MI2000 -111 Typo: MI1rf'ItWM 1MISC ELIr(t11«UUq PERMIT Parcel No: 042304-9003 it9 Addrw ssIs 1062t EMIT ►Mtoitptt+lA11 I Y 9 f 10; 1 • Fnes: 263.50 xThi11,: *went 203.3() Tntti1 AM1r►. Pmt*: :261.51 181 14hce * .00 er r*),A** A'*4, A* *t4 *44*4+4 *s1 *4*A *a'4kkA4 k'*4 * *4*44,*0% t4 *•A+441444A4A *A ** *A Ccciur1t Code • I)t *cr~ Ipt ich Amotlnt 000/322.100 �. I3UILISXNG - N014(Fr13 147.00 PO/345A1;10 PLAN CItEGN - UTILITY 20.00 4):00/308.904 STAiI. OUIL1)X140 / MIt[.IM Mr 4.30 4, L/.5i42.400 XN1 P ('E.E TE.H /L I /WME 15.00 12/342.4'00 XNOt` FEE t3r01t14 DRAIN 1.5.00 00/322.100 10q LLANU AL••r EK 1110 t'E:P.M1 T r f'E 124.50 000/3.43.9313 1 :' : LAND ALTERING PLAN 1;HI :C:It 17..40 • Mil .I r• ,, .1(W N ►• •e ry w. i' a 444 4r oo w • ii •• 1• w 10 M •. 1 91 1•+ N ♦• 1 •n M W •• :. • s. 1f. r• 1, 11. •4 14 •rt 44 '$1 4. 14 27 9710 TOTAL,... 203050 •'1 Ll INSPECTION RECORD Retain a copy with permit INSPECIION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 Lj.,& -I q PtRMIT NO. 206)43.1 .46 Project Type of Inspecti .n: BOYAR A �, rss�, , V{Grf r yt Date called: '1 i 7-0 , Special instructions: Date wanted: a, 1• Requester:c , Phone: pproved per applicable codes, Corrections required prior to approval. COMMENTS: Inspector; Date: L,1 $47.00 REINSPECTION FEE REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter Blvd, Suite WA. Call to schedule reinspoction. Receipt No: 1 Date: 1 I§ INSPECTION NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit PERMIT NO, (206)431 -3670 Project: , e. .i .4A. 11.!1., Jam.'_ Type of Inspection: .. i 4X Addres .: r► ur ...� r Date called: �� r Special instructions: / Date wanted: a,m. p.m. Request U J Phone: 7J 96, 4 Ad 4 MINIIIII. Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 'll� � r► ur ...� r �� r J / K J iffil 1 a!*IA 4 Ad 4 MINIIIII. irrivirit. ,L,..ii millimmormommi $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd, Suite 10A, Call to schedule reins . ection, Receipt No: INSPECTION NO. /CITY OF TUKWILA BUILDING DIVISION 1 6300 Southcenter Blvd, #100, TukwilR WA 98188 INSPECTION RECORD Retain a ropy with permit PERMIT NO. (206)431 -3670 Project: , ' n Trt�nQ of Inspection: c l nG .. Address: Co - - `" r,At. '&h " Date called: d t,.11 Special instructions: 44, +11,71"e_ ..; rat./ '1 r 6 e co .,..re s a he la rl ,'e CO it . Date wanted: ,9 OA/61 1 p.m. Requester: St 1;3 _.r 4 .3 / Phone :. b6,; r/ � 14,x`7 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: ate" Inspector: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd, Suite 100. Cali to schedule reins action. Receipt No: Date: 1 0 § Inspector: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd, Suite 100. Cali to schedule reins action. Receipt No: Date: 1 0 § INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit 'PERMIT NO. (206)431 -3670 Project Type of Inspection: Address: ato,5 fiMt•', .. Date called: /31 d, Special instructions: •2"- - possible , ro d Git c�# 1 ?e ac ' b•UD Date wanted: a.m. A U i 01 Requester: //` • ,4/G d ietier'r, PhonL: ' 13C S'9. Approved per applicable codes.. J Corrections required prior to approval. COMMENTS: 1 1 t.. ar .0 7 ,S`%nr A ' a§ $47.60 REINSPECTION FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reins . ection. 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 Project' i Type of Inspection: Address: I A Date called: Special Instructions: 0 Date wanted: a,m. p.m. Requester: Phone: Approved per applicable codes. COMMENTS: Corrections required prior to approval. 10,044 Ire, MI _*... h':L:i1 l' ..:.. S t7t4uri vskajit Olt 4i) ) , 5 , �,�► d ALL t Inspector: O $47.00 REINSPECTION FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd, Suite 100, Call to schedule reins action. Receipt No: Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 Project: � ��rft gr 0 -,rt/� _ Type of Inspection: , i► Adsss :.51 Date called: Special instructions: f Date wanted: r, t / a,m, ,.m, Requester: Phone: Approved per applicable codes. Corrections required prior to approval. COMMENTS: GA © $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd. Suite 100. Cali to schedule reins ' ection. Receipt No: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431 -3670 Project:� Type of inspection: .> . , . en *trine- LA IOb25' /�'iGr, i r►a 1 S Date called: 7_ o Special instructions: Date wanted: l ' lq _al �► .m. aegtleSter: 54 o+f San �ol' Phone: Z0� 3q6 --/52 Ej Approved per applicable code, D Corrections required prior to approval. COMMENTS: bastildh ws'.2 ig Inspector: Date: �. $47.00 REINSPECTION FEE REQUIRED. Prior to Inspection, foe must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule relnspecilon. Receipt No: Date: City of Tukwila Steven M Mullet, Mayor Department of Community Development Steve Lancaster, Director October 27, 2000 David Kehle David Kehle, Architect 12720 Gateway Drive #116 Seattle, WA 98168 Dear Mr. Kehle: SUBIECT: CORRECTION LETTER #21 M Skagen Marine 10625 East Marginal WY S tI'�. ' .0 ►.u0• AI _III• This letter is to inform you of corrections that must be addressed before your miscellaneous permit can be approved. All correction requests from each department must be addressed jt the same Lima and reflected on your drawings. I have enclosed review comments from the Public Works Department. At this time the Building Department , Fire Department and the Planning Departments have no comments regarding your application for permit. The City requires that four (4) ggmulete sets of revised plans be resubmitted with the appropriate revision block. If your review does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. not natkussaultallingshlbsmiLahfununag g rvice. 6 l' 11 6 11 ! 6. 1 • 6. 1 .1! If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431- 3671. Sincerely, Tammy Beck Permit Technician Enclosures File: MI2000.191 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206.431.3665 4AGRA ENGINEERING GLOAAL SOLUTIONS October 14, 1999 9 -91 M- 08219 -D Northwestern Trust 1201 Third Avenue, 20° Floor Seattle, Washington 98101 Attention: Mr. David Williams RECEIVED OCT 181999 BY: CORRECTION LTR# I Subject: Geotechnical Considerations Former Skagen Marine Facility Seattle, Washington Dear Mr, Williams: RECEIVED CRY OF TUKWILA SEP - 3 "cuutJ PERMIT etity T EFL IP) AGRA Earth & Envlronmantal, Inc. 11335 NE 122nd Way Suite 100 Kirkland, Washington USA 980348919 Tel (425) 820.4669 Fax (425) 8214914 • AGRA Earth & Environmental, Inc. (AGRA) is pleased to submit this letter for the above - referenced project which addresses recent environmental concerns by the City of Tukwila outlined In a letter dated August 5, 1999 from Ms, Alexa Berlow, AGRA previously completed a geotechnical evaluation of the project site and submitted a Geotechnical Engineering Report (8 -91 M- 08219 -C) dated February 26, 1999. As outlined in our proposal letter dated September 10, 1999, our scope of work consisted of a meeting with the City of Tukwila and preparation of this letter. We received written authorization for our work from David Kehle' Architect on September 23, 1999, This report has been prepared for the exclusive use of the Northwestern Trust, David Kehie Architect and their consultants, for specific application to this protect, In accordance with generally accepted geotechnical engineering practice. PROJECT•DESCRiPTION Previous development plans included remodeling the main Skagen Marine building which Is In disrepair and has experienced significant differential settlements, demolishing the small adjacent wooden structure, and constructing a rock revetment along the shoreline of the Duwamish River to prevent further shoreline degradation and improve existing slope stability. Current development plans include demolishing the main Skagen building and adjacent wooden structure, remodeling the existing Butler building and not improving the stability of the existing slope due to prohibitive costs. The area of the main Skagen building will be asphalt paved and used as a storage area, We understand that to mitigate further river bank erosion that the bank will be vegetated with willow stakes above the high water mark to the top of the bank, %U CirktandjmsinWOLbt $HARE0tW0RDPROC\99 Projec•ts■Seable■6000s1082 +9 Nonhwestem TrusbtSkagen Marine Riverbank Impacts Ltr.wpd MIzDoO-L1 • Northwestern Trust October 14, 1909 0.91M-68219.0 Page 2 CONSTRUCTION IMPACTS ON RIVER BANK Based on our discussions with the City of Tukwila, we understand that in accordance with the Flood Zone Control Permit it is necessary to provide a river stabilization analysis to show how /if the building demolition will impact the river bank. In our opinion, this analysis is not necessary since the proposed development will pot involve construction of any new structures on or near the river bank. Furthermore, we do not anticipate that demolition of the existing building will affect the existing river bank provided appropriate demolition /construction practices are utilized. These practices would include items such as adequate temporary erosion control systems in construction areas, dust control maintenance during demolition, and minimizing construction equipment traffic near the top of the river bank during demolition. SLOPE MONITORING RECOMMENDATIONS As the river bank has been subjected to and continues to experience erosion from river flow which • has reduced slope stability over time, we recommend the condition of the slope be monitored. We recommend the owner examine the slope at a minimum on an annual basis for indications of reduced stability such as 1) exposed soil on the river bank; or 2) significant Toss of ground; or 3) tension cracks developing on the slope or on upland portions of the site. If these conditions are apparent, we recommend AGRA be contacted immediately to observe slope conditions so that appropriate slope stabilization measures can be developed and implemented. CLOSURE We appreciate the opportunity to be of continued service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Sincerely, • ames S. Dra Principal JSD /SAS /Iad 4',0A.`s M 4.i M EXPIRES, / /6 Zvgo Stephen A. Siebert, P.E. Senior Project Engineer Distribution: The Northwestern Trust (2) Attn: Mr. David Williams David Kehle Architect (1) Attn: Mr. David Kehle llKirklangrmain1VQ1,11SHARED %WQROPRQC'99 ProjectatSeatUeW8000at08219 N9nhwesgm Tnjilt5kagen Manne Riverbank Impacts I.V.wpd AGRA /0/14/99 ENGINEERING GLOOM SOLUTIONS • 0S City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director MEMORANDUM September 22, 2000 To: Brenda Holt Permit Coordinator Fr: Alexa Berlow Y Associate Planner (206) 431 -3673 RE: Skagen Marine — M12000 -191 PLANNING DIVISION COMMENTS Landscaping is not required under a demolition permit. Landscaping will be required at the time of development. The applicant may post a bond for irrigation that covers 150% of the value to complete work under the current proposal, or the applicant may amend the demolition permit to include irrigation. A copy of the Developer's Project Warranty Request Form is attached for the applicant's reference should he choose to proceed with a bond for irrigation. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206.431.3665 • ' CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES September 6, 2000 CORR.E TION Brenda Holt LT R# City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RE: Skagen Marine 10625 East Marginal Way South Miscellaneous Permit Application No. M12000 -191 Our Job No, 7748 Dear Ms. Holt: VED cm( OFETUKWILA SEP .- 8 2000 PERMIT CENTER Wo have revised the civil engineering design plans for the above - referenced project in accordance with Ms. Joanna Spencer's comments letter dated August 24, 2000. Specifically, the comments have been addressed as follows: SIIEET C1 OF 3: 1, We have numbered all of the proposed catch basins as requested, 2, The existing catch basin we are connecting to is now shown with existing and proposed invert elevations as requested. 3, We have added the estimated earthwork quantity on the plan for both cut and till quantities as requested, 4, We have listed the referenced to the geotech report prepared for the project to this sheet as requested, 5, We have added a note to the plan that a hauling permit will be required prior to any earthwork. SHEET C2 OF 3: 6. We have revised Note 6 of the construction sequence to indicate that the contractor needs to coordinate with Val -Vue Sewer District for the removal of the existing side sewer. 2Lto.Iq) 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251 -6222 (425) 251.8782 FAX www.barghausen.com Brenda Holt City of Tukwila Department of Community Development September 6, 2000 Enclosed are four copies of the revised plans for your final review and approval. Should you have any questions or need additional information, please feel free to contact me at this office, Respectfully, All Sadr, P.E. Senior Project Engineer AS /athlbd 7748c.001 enc: As Noted. cc: David Kehle, Architects Daniel K. Batmelli, Barghausen Consulting Engineers, Inc. GEOTECHNICAL ENGINEERING REPORT FORMER SKAGEN MARINE FACILITY 10625 -29 EAST MARGINAL WAY SEATTLE, WASHINGTON Submitted to: Northwestern Trust 1201 Third Avenue 20th Floor Seattle, Washington 98101 Submitted by: RECEIVED CITY OF TUKWIiA SEP -82000 PERMIT CENTER AGRA Earth & Environmental, Inc. 11335 N.E, ,122nd Way, Suite 100 Kirkland, Washington 98034.6918 CORREQTION LTR# � 26 February 1998 8.91 M- 08219 -C P112000- t 1 AGRA Earth &Environmental ENGINEERING GLOBAL SO UTIONS AGRA Earth & Environmental ENGINEERING GLOBAL SOLUTIONS 26 February 1998 8 -91 M- 08219 -C Northwestern Trust 1201 Third Avenue, 20th Floor Seattle, Washington 98101 Attention: Mr. David Williams Subject: Geotechnical Engineering Report Former Skagen Marine Facility 10625-29 East Marginal Way Seattle, Washington Dear Mr. Williams: AGRA Earth 8 Environmental, Inc. 11335 NE 122nd Way Suite 100 Kirtland, Washington USA 980344918 Tel (425) 820.4889 Fax (425) 821.3914 At your request, AGRA Earth & Environmental, Inc. (AEE) is pleased to submit this report describing our geotechnical engineering evaluation for the above - referenced project. The purpose of our evaluation was to derive design conclusions and recommendations concerning foundations and floors, structural fill, and earthwork. As outlined in our proposal letter dated 5 December 1997, our scope of work consisted of field explorations, geotechnical research, geotechnical analyses, and report preparation. AEE previously completed an evaluation of the of the project site, as described In our Geotechn /cal and Environmental Site Assessment Report (W -8219) dated 9 July 1992. We received your written authorization for our evaluation on 29 December 1997. This report has been prepared for the exclusive use of the Northwestern Trust and their consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. We appreciate the opportunity to be of service on this project and would be happy to answer any questions you may have. Respectfully submitted, AGRA Earth & Environmental, Inc. Stephen • . Siebert, P. E, Project Engineer Distribution: Northwestern Trust (3) SMOROPROOSI BUCir klrrndW9000199219LSKAAE N,RPT Attn: Mr. David Williams 1 1 J J 1 TABLE OF CONTENTS • 8.91 M- 08219 -C 1.0 SUMMARY 1 2.0 PROJECT DESCRIPTION 2 3.0 EXPLORATORY METHODS 2 3.1 Test Pit Procedures 4 4.0 SITE CONDITIONS 4 4.1 Foundation and Floor Slab Conditions .... 4 4.2 Soil Conditions • . 4 4.3 Groundwater Conditions 4 4.4 Seismic Conditions 5 5.0 LIQUEFACTION ANALYSIS 5 8.0 CONCLUSIONS AND RECOMMENDATIONS 6 6.1 Foundation Considerations 6 6.2 Site Preparation 6 6.3 Shallow Foundations 7 8.4 Deep Foundations 8 6.5 Slab -on -Grade Floors 8 6.6 Drainage Systems 9 6.7 Structural Fill 9 6.8 Construction Monitoring 11. 7.0 CLOSURE 12 Figure 1 — Location Map Figure 2 — Site & Exploration Plan Test Pit Logs TP -1 through TP -7 g 11 :1WQROP11OC1$I%Kkkiw►d1G /000101121 o\SKAOEN.RPT GEOTECHNICAL ENGINEERING REPORT FORMER SKAGEN MARINE FACILITY SEATTLE, WASHINGTON 8-9161-08219-C 1.0 SUMMARY The following summary of project geotechnical considerations is presented for introductory purposes and, as such, should be used only in conjunction with the full text of this report. • Project Description: We understand development plans will include remodeling the main Skagen Marine building, demolishing the small adjacent wooden structure, and constructing a rock revetment along the shoreline of the Duwamish River to prevent further shoreline degradation and improve existing slope stability. As part of the remodel, the existing foundations will be reused or supplemented with additional foundations and portions of the existing floor slab demolished and rebuilt. • Exploratory Methods: We explored subsurface conditions for this study by means of seven test pits advanced at strategic locations around and within the existing building to expose perimeter spread footings. Test pits ranged from about 4 to 6 feet below existing grades. In our previous 1992 study, we advanced three borings to depths of 25 to 30 feet below existing ground surface. • Subsurface Conditions: Soils encountered In our recent test pits were similar to those In observed In our previous borings. Soils generally consist of loose to medium dense, fine sands to a depth of 15 to 20 feet overlying very dense sands. We observed a 1- to 2 -foot thick soft to stiff silt layer at a depth of about 3 feet below existing ground surface. Groundwater was not encountered in any of our test pits, but was previously observed in our borings at a depth of about 10 feet below existing ground surface. • Liquefaction Consldarations: The loose sands encountered below a depth of 10 feet have the potential to liquefy during a seismic event. We estimate that settlement of the structure due to liquefaction could range from 2 to 3 Inches. • Foundation Design Recommendations: In our opinion, the existing spread footings should support a remodeled building without additional settlement provided: 1) New building Toads are about the same as current building loads and 2) Shoreline stabilization is completed to improve slope stability and increase lateral support. Settlement due to liquefaction would need to be accommodated in the building design if shallow foundations are used. If new building loads are higher than existing and if it is desired that the effects of liquefaction be mitigated, we recommend supplementing the existing foundations with deep foundations such as pin piles or helical anchors. Bc1WOROPROC14S1Kirlden 090001002191SKAQEN,RPT - a 1 H Northwestern Trust • 8.91 M- 08219 -C 26 February 1998 Page 2 2.0 PROJECT DESCRIPTION The project site is the former Skagen Marine facility located at 10625 -29 East Marginal Way in Seattle, Washington. The enclosed Location Map (Figure 1) depicts the project site in relation to other nearby features. This site consists of an Irregularly shaped parcel that measures about 370 by 135 feet overall and encompasses approximately one acre. Site boundaries are generally delineated by an undeveloped property to the north, by a commercial development to the south, by the Duwamish River on the west, and by the intersection of East Marginal Way and Pacific Highway South on the east. The enclosed Site & Exploration Plan (Figure 2) illustrates these site boundaries and adjacent existing features. Currently, the following three unoccupied buildings exist at the site: 1) a one story L- shaped, wood = framed building (the main Skagen Marine Building); 2) a rectangular shaped Butler building; and 3) a small wood framed structure adjacent to the north end of the main building. The bank of the Duwamish River is heavily vegetated with blackberry bushes. We understand development plans will include remodeling the main Skagen Marine building which Is in disrepair and has experienced significant differential settlements, demolishing the small adjacent wooden structure, and constructing a rock revetment along the shoreline of the Duwamish River to prevent further shoreline degradation and Improve existing slope stability. As part of the remodel, the existing foundations will be reused or supplemented and portions of the existing floor slab demolished and rebuilt. We understand the remodeled main building will likely be used as a warehouse type facility and have an expected useful life of about 20 years. It should be realized that the conclusions and recommendations contained in this report are based on our understanding of the currently proposed utilization of the project site, as derived from verbal information supplied to us. Consequently, if any changes are made in the currently proposed project, we may need to modify our conclusions and recommendations contained herein to reflect those changes. • 3.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on 20 January 1998 and previously In July 1992. Our current exploration program consisted of the following: • A visual surface reconnaissance of the site; • Seven test pits (designated TP -1 through TP -7) advanced at strategic locations around and within the existing building; and • A review of published geologic maps and seismologic literature. SAW OROPROC10010klund100000 %092191SKAGEN.RPT Northwestern Trust 8.91 M- 08219 -C 28 February 1998 Page 4 2,j, Test Pit Procedures, Our exploratory test pits were excavated with a rubber -tired backhoe subcontracted by Precision Builders. A geotechnical engineer from our firm, continuously observed the test ph excavations and logged the subsurface conditions. After we logged each test pit, the hoe operator backfilled it with excavated soils and tamped the surface. The enclosed Test Pit Logs indicate the vertical sequence of soils and materials encountered in each test pit, based primarily on our field classifications and supported by our subsequent laboratory examination and testing. Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth. We estimated the relative'density and consistency of the in -situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the test pits. 4.0 SITE CONDITIONS The following sections of text present our observations, measurements, findings, and interpretations regarding foundation and slab conditions, soil, groundwater, and seismic conditions at the project site. Descriptive logs of our subsurface explorations are enclosed with this report. 44 Foundation and Floor Slab Condition We exposed existing perimeter spread footings in all test pits, except for test pit TP -7. Footings were typically 1 to 1 4 feet thick and extended about 6 Inches laterally, Test pit TP -7 which penetrated the floor slab revealed only a 3- to 4 -Inch unreinforced concrete slab and no spread footing. We observed numerous north -south and east -west trending linear type cracks in the floor slab as shown on Figure 2. We did not observe any cracks in the spread footings exposed in the test pits. &AZ liallStanditlana , Our on -site explorations revealed fairly uniform near - surface soil conditions similar to those observed In our previous borings. Test pits TP -1 through TP -6 were excavated at locations around the existing building and test pit TP -7 was excavated inside the existing building. The purpose of our explorations was to observe soil conditions directly beneath existing perimeter footings. In test pits TP -1 to TP -6, we observed about 2 feet of loose, fine sand with trace organics and 1 to 2 feet of soft to stiff slit overlying loose to medium dense fine sand. In test pit TP -7, we observed about 3 feet of loose to medium dense, sand and gravel and about 1 foot of stiff to medium stiff silt overlying medium dense to dense fine sand. We Interpret the soils observed in our test pits to be either alluvium or fill. 44,3 Groundwater Conditions At the time of exploration (20 January 1998), we did not observe groundwater in any of the seven test pits to the depth excavated. Our previous borings completed in 1992 encountered S;\WORDPROC 981KItkl and \08000\082191SKA0EN.RPT at 0 Og J J 3 3 J Northwestern Trust 8.91 M•08219•C 28 February 1998 Page 5 groundwater at a depth of about 10 feet below existing ground surface. At all times of the year, groundwater levels would likely fluctuate in response to precipitation patterns, fluctuations in the Duwamish River level, off -site construction activities, and site utilization. 4.4 Seismic Condition& Based on our analysis of subsurface explorations and our review of published geologic maps, we interpret the on -site soil conditions to correspond to a seismic soil profile type S -1, as defined by Table 16 -J of the 1994 Uniform Building Code. Earthquake maps included with the 1988 NEHRP manual entitled Recommended Provision for the Development of.Seismic Regulations for New Buildings indicate that a bedrock site acceleration coefficient of about 0.25 is appropriate for an earthquake having a 10 percent probability of exceedance in 50 years (corresponding to a magnitude of 7,5 and a return interval of 475 years). According to Figure 18 -2 of the 1994 Uniform Building Code, the site lies within seismic risk zone 3 . 5.0 LIQUEFACTION ANALYSIS Liquefaction Is a sudden increase in porewater pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose sands with a silt content less than about 26 percent are most susceptible to liquefaction. Although other soil types are generally considered to have a low susceptibility, liquefaction may still occur. Our on-site subsurface explorations and laboratory testing revealed wet to saturated, loose sands from a depth of about 10 feet downward to about 20 feet. For purposes of evaluating liquefaction potential, we used two model earthquakes to simulate differing seismic conditions. The first model represents a moderate earthquake with a statistical recurrence interval, or return period, of 100 years; the second model represents a strong earthquake with a return period of 800 years. According to published seismic maps, these return periods roughly correspond with the following magnitudes and peak ground surface accelerations: Return Period Magnitude Peak Acceleration 100 years 6.5 0.15 g 500 year 7,5 0.28 g Using these parameters, we applied an analysis method developed by Seed and others (1983) to determine the factor of safety against liquefaction for the loose sands underlying the site. Our analyses subsequently revealed that these sands have a safety factor against liquefaction less than 1 for both the 100 -year earthquake and the 500 -year earthquake. A safety factor Tess than 1.0 indicates a high potential for liquefaction. S:1W ORO PRO C1981Kirkiond1080001082191SKAOEN .RPT 1§ Northwestern Trust 8.91 M- 08219 -C 26 February 1998 Page 6 After calculating the safety factors, we qualitatively evaluated the risk of on -site surface damage resulting from liquefaction of the upper native sands. Surface damage could include subsidence, fissuring, or heaving of the ground surface, thereby causing settling, cracking, or tilting of the building and other structures. Generally, surface damage decreases as the thickness of non - liquefiable overburden soil increases, due to energy attenuation within the overburden soil. At the project site, we interpret this non- liquefiable overburden thickness to be about 10 feet and we interpret a discrete liquefiable layer thickness on the order of 5 feet. Comparing these conditions with empirical charts developed by Ishihara (1985), the site appears to have a lns& risk of ground rupture due to liquefaction of the loose sand layers, but liquefaction- induced ground subsidence on the order of several inches could occur. Using the method developed by Tokimatsu and others (1986), we estimate settlements of 2 to 3 inches could occur. To reduce the risk of such building settlements, foundation loads would need to be transferred downward below the loose sand layer by means of a deep foundation system. 6.0 CONCLUSIONS AND RECOMMENDATIONS The following text sections of this report present our specific geotechnical conclusions and recommendations concerning site preparation, foundations, slab -on -grade floors, drainage systems, and construction monitoring. WSDOT Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41.10, 1996 Standard Specifications for Road, Bridge, and Municipal Construction, and M21 -01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. &1 Foundation Considerations We understand that the primary reason for rehabilitating the existing structure is because current developmental regulations would prohibit a new structure located so close to the shoreline. In our opinion, the foundation options for the existing structure are: 1) Reuse the existing spread footings; or 2) supplement the existing foundations with a deep foundation system. Which foundation option Is selected would ultimately be a function of construction cost versus risk of future damage to the building resulting from settlement. The use of spread footings should be adequate if the remodeled building would not Impose any higher loads than currently exist. However, a deep foundation system would be necessary to accommodate higher loads which could cause additional vertical compression of the native soils or to mitigate settlement which could occur during a seismic event due to liquefaction. For both options, construction of the rock revetment along the shoreline will be necessary to improve existing static and seismic slope stability and provide lateral support to the structure to reduce the risk of future differential settlements, La Site Prenaratl,Qq Preparation of the project site should involve selective building structure demolition, limited excavation, and subgrade compaction. Exposed subgrades for footings, floors, pavements, and other structures should be compacted to a firm, unyielding state. Any localized zones of 8 ;1W 0 ROPRO C1981KIrklend108000108 21 915 KA 0 ENAPT 7 J J 1 J • Northwestern Trust 28 February 1998 8.91 M- 08219 -C Page 7 soft or pumping soils observed within a subgrade should either be scarified and recompacted or be overexcavated and replaced with structural fill. Pavement subgrades should be proof - rolled with a heavy dump truck or roller immediately before paving, in order to verify their firm, unyielding condition. 13 Shallow Foundation' In our opinion, the existing spread footings should be capable of supporting a new structure having similar loading conditions. Damaging differential settlements which have. caused distress to the existing building likely resulted from a combination of the variable thickness of soft silt encountered in our test pits and also from the lateral ground movement toward the Duwamish River as evidenced by the tension cracks. Assuming that elastic settlement of the native soils occurred shortly after the building was finished, and assuming that stabilization of the shoreline will be completed, we would not expect significant additional future settlement of the building. If the proposed new building requires additional footings, we offer the following comments and recommendations for purposes of footing design and construction. footing Dash= To provide adequate vertical support, all footings should be at least 18 Inches wide. For frost protection, all exterior footings should extend a minimum of 18 Inches below the lowest adjacent finished exterior grade. fleating Ce ag city: Footings bearing on the existing native soils compacted to a dense condition or structural fill should be designed for the following maximum allowable bearing pressures: Loading Condition Allowable Bearing Pressure Static 2,000 psf Transient 2,700 psf 1<aterpecitv_: To resist lateral loads, an allowable base friction value of 0.38 may be used for foundation designs. Also, an allowable passive earth pressure of 180 pcf, expressed as an equivalent fluid pressure, may be used on that portion of shallow foundations which are at least 12 inches below finished grade. Subgrade Varlficatlon: All footing subgrades should consist of native soils compacted to a dense condition or structural fill. tinder no circumstances should footings be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. We recommend that the condition of all subgrades be verified by an AEE representative before any concrete is placed. SAW OROPROCW 8\K4k1+nd10 @000 \08219\SKA0EN.RPT Northwestern Trust 8 -91M- 08219 -C 28 February 1998 page 8 Foo ing, Back ill: We recommend that all footing excavations be backfilled on both sides of the footing and stem wall after the concrete has been poured. Either imported structural fill or non - organic on -site soils can be used for this purpose, in our opinion. All footing backfill soil should be compacted to a density of at least 95 percent (based on ASTM:D - 1557). Elastic Settlement: Assuming the foundation elements are founded in the recommended bearing soils, we estimate that total settlement will be less than 1 inch, with differential settlements on the order of one -half that of the total settlement. The majority of these settlements will probably occur during the initial loading of the foundation; however, if any undisturbed or soft soils are left within the footing area prior to concrete placement, settlements may be Increased substantially. Settlement. ue to Liauefactlon: We estimate that liquefaction of the loose encountered below a depth of about 10 feet could result in settlement of 2 to 3 inches. AA Dm Foundation In our opinion, if foundation loads for the new structure are significantly greater than what the existing spread footings are currently supporting we would recommend supplementing the existing foundations with pin piles or helical anchors. These two types of deep foundations would need to extend to the dense to very dense sands underlying the site. It is our understanding that the cost of deep foundations would not make renovation of the existing building economically viable and therefore we have not presented design recommendations. However, we would be pleased to provide recommendations for deep foundation design and construction if the scope of the building renovation changes at a later date. e flab- on -arade Floor. Assuming that the building footprint is prepared as described in the Site Preparation section of this report, a soil- supported slab -on -grade floor can be used in the new building. We offer the following comments and recommendations concerning slab -on -grade floor design and construction purposes. Subgrade Conditions: Slab -on -grade floors should be founded on a non - yielding subgrade consisting of native soils or structural fill compacted to a dense condition in accordance with our recommendations outlined in the Structural Fill section of this report, pajeure Pj eption: To reduce the risk of moisture infiltration Into the building, we recommend that the upper 6 inches of soil directly beneath all slab -on -grade floors be composed of the following layers (top to bottom): S ;WV ORD PRO C1991KIrklw+d109000109 T 191SKAOEN,RPT ig 7 J 7 Northwestern Trust 8.91 M- 08219 -C 26 February 1998 Page 9 • Curing Course -- A 2 -inch -thick layer of clean sand to allow proper curing of the concrete slab and to protect the vapor barrier; • Vapor Barrier — A layer of plastic sheeting (such as Crosstuff, Visqueen or Moistop) to prevent the upward migration of ground moisture vapors; • Caaillary, Break --- A 4- inch -thick layer of pea gravel or other clean, uniform, well- rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9- 03.12(4), to retard the upward wicking of groundwater. Yerdcal Deflections: Soil- supported slab -on -grade floors can deflect downward when vertical Toads are applied, due to elastic compression of the subgrade. In our opinion, a subgrade reaction modulus of 20 pounds per cubic inch can be used to estimate such deflections. Dra ass Svitams In our opinion, the new building should be provided with permanent drainage systems to minimize the risk of future moisture problems. We offer the following recomrnendatlons and comments for drainage design and construction purposes. perimeter Draing: We recommend that the building be encircled with a perimeter drain system to collect seepage water. This drain should consist of a perforated pipe within an envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe, and the gravel envelope should be wrapped with filter fabric to reduce the migration of fines from the surrounding soils, The drain Invert should be installed no more than 8 Inches above the base of the perimeter footings. Runoff Water: Roof - runoff and surface - runoff water should not discharge Into the perimeter drain system. Instead, these sources should discharge into separate tightline pipes and be routed away from the building to a storm drain or other appropriate location. Similarly, to reduce the risk of erosion and loss of lateral foundation support, runoff should not be discharged onto the slope below the building, Qrading and Ca°Qig: Final site grades should slope downward away from the building so that runoff water will flow by gravity to suitable collection points, rather than ponding near the building. Ideally, the area surrounding the building would be capped with concrete or asphalt to preclude surface -water infiltration. Li ILULGIWALE111 "Structural fill" refers to any materials placed under foundations, slab -on -grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs, S;1W OROPRO C19 81Kk kl snd108000108 21915 KA O E N.RPT 1§ Northwestern Trust 8.91 M- 08219 -C 28 February 1998 Page 10 Materials: Typical structural fill materials include clean sand, granulithic gravel, crushed rock, quarry spells, controlled- density fill (CDF), lean -mix concrete, well- graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit- run "), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. 02-Site Solis: Because limited excavation is planned for the project, we do (=expect that large quantities of on -site soils will be generated during earthwork activities. In our opinion, the sands observed to a depth of about 10 feet in the majority of our explorations do appear suitable for reuse as structural fill at their present moisture contents. However, the silt layer observed at a depth of about 3 feet within the sand unit would am be suitable for reuse as structural fill. Fill Placement: Generally, quarry spells, CDF, and lean -mix concrete do not require special placement and compaction procedures. In contrast, clean sand, granulithic gravel, crushed rock, soil mixtures, and recycled materials should be placed In horizontal lifts not exceeding 8 Inches In loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. yp on Criteria: Using the Modified Proctor teat (ASTM :D- 1557)as a standard, we recommend that structural fill used for various on -site applications be compacted to the following minimum densities: .. :.: Fill Application � w•�� �w•s��w��iww�ww� Footing subgrade Slab -on -grade floor subgrade Foundation backfill • 1 t• .111: • •1 1. Minimum Compaction 95 percent 95 percent 96 percent Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be verified by an AEE representative before filling or construction begins. Also, fill soil compaction should be verified by means of in -place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. oil Moisture Consideration : The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" S;MOROPROCl9SIKl,k1•nd108000108 2181SKAOE N.RPT Northwestern Trust 8 -91 M- 08219 -C 26 February 1998 Page 11 content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet - weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S No. 4 Sieve. CQF Strength Considerations: CDF is normally specified in terms of its compressive strength, which typically ranges from 50 to 200 psi. CDF having a strength of 50 psi (7700 psf) provides adequate support for most structural applications and can be readily excavated with , hand shovels. A strength of 100 psi (14,400 psf) provides additional support for special applications but greatly increases the difficulty of hand - excavation. In general, CDF having a strength greater than about 100 psi requires power equipment to excavate and, as such, should not be used where future hand - excavation might be needed. 111 Construct_ton_Manitortna Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnlcel personnel should be considered an Integral part of the construction process. Consequently, we recommend that AEE be retained to provide the following post - report services: • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly Integrated into the design; • Prepare a letter summarizing all review comments (as required by the City of Seattle); • Attend a pre-construction conference with the design team and contractor to discuss Important geotechnical- related construction issues; • Observe construction of the rock revetment along the shoreline; • Observe all exposed subgrades after completion of stripping and overexcavation to confirm that suitable soil conditions have been reached and to determine appropriate subgrade compaction methods; • Monitor the placement of all structural fill and test the compaction of structural fill soils to verify their conformance with the construction specifications; S;1W OROPRO GUI 91Kittlund106000106 2191SKA0 EN.RPT 1 1 J 7 1 (p Northwestern Trust 8.91 M- 08219 -C 28 February 1998 Page 12 • Probe all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; • Monitor the installation of all piles to verify that adequate capacities have been achieved and to document the installation procedures; • Observe the installation of all perimeter drains, wall drains, and capillary break layers to verify their conformance with the construction plans; • Prepare a post- construction letter summarizing all field observations, inspections, and test results (as required by the City of Seattle). . In addition to the aforementioned services, AEE can provide inspection and testing of concrete, steel, masonry, and other structural materials. Upon request, we could submit a proposal for providing some or all of these construction monitoring, inspection, and testing services. Such a proposal is best prepared after the project plans and specifications have been approved for construction. 7.0 CLOSURE The conclusions and recommendations presented in this report are based, In part, on the explorations that we performed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnicai personnel should be considered an integral part of the construction process. AEE is available to provide geotechnical monitoring, soils and concrete testing, steel and masonry inspection, and other services throughout construction. St1W ORDPROCMAKIrklendWIP00010S 2191SKAGEN.RPT • Northwestern Trust 28 February 1998 8.91 M•08219.0 Page 13 We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Respectfully submitted, ' AGRA Earth & Environmental, Inc. James S. Dranefield Vice President SAS /JSD /clt Stephen A. Siebert, P.E. Project Engineer 13AW CIWPROCIRAKkklo nd10i000101131915KARE N.RRT s RIM 0010440 E ? St S ou�ty tANIAtt atKUO, e7 S f tf IIKTIh t \t lMt _St ?t�, .51 Imo SPA S._ fed St s KING count 117UIN t1OIMc A1A1Ut1 1 9 r1` rWU' St I4 V t Ow . MEW St r.'qs �. inrt 111 POAt N tit* St 1. 1600 CHICAGO rtIfICSI N 6 .,19 ogN Aft vom Jr� :J z N.T.S. •AGRA Earth 81 Environmental 11335 N.E. 122ND WAY, SUITE 100 KIRKLAND, WA, U.S.A. 98034 -6918 LOCATION MAP FORMER SKAGEN MARINE FACILITY SEATTLE, WASHINGTON FIGURE 1 x 5 :3.0 • LEGEND B- 3 /MW -2 TP- 7 1 B- 1 /MW -1 Swam BUTLER BUILDING efts -- Imo - --_.. 8-2 So DUWAM /Sy R/ VE'R TP-4 TP- 33 •,,�. TP -1 MAIN BUILDING TP- 2 TP -8 TP -8 TP -7 ._ ..... ■_ .r ...._.■•••■ PACIFIC HIGHWAY SOUTH MONITORING WELL /BORING NUMBER AND LOCATION (PREVIOUS STUDY) TEST PIT NUMBER AND LOCATION (CURRENT STUDY) AREA OF POSSIBLE TENSION CRACKS WITH MAXIMUM 0.8 FOOT DISPLACEMENT APPROXIMATE LOCATION OF CRACKS IN EXISTING CONCRETE FLOOR SLAB —» E A" •AGRA Earth a Environments 11335 N.E. 122ND WAY, SUITI KIRKLAND, WA, U.S.A. 98034, DUWAM /Sy RN ER R r_r... rrrrrr • oars Y) 'LACEMENT SLAB EAST MARGINAL WAY 0 30 60 SCALE IN FEET • •AGRA Earth d Environmental 11335 N,E, 122ND WAY, SUITE 100 KIRKLAND, WA, U,S,A, 98034 -6916 SITE AND EXPLORATION PLAN FORMER SKAGEN MARINE FACILITY SEATTLE, WASHINGTON FIGURE 2 J 1 1 Depth (fWWU Material Description 0.0.0.5 2.7 -4.5 0.0.1.5 1.5.3.0 3.0.4.0 4.0.5.0 0.0.1.0 LO-2.5 4.0-110 TEST PIT LOGS Test Pit TP -1 Location: Southwest corner of existing building Approximate ground surface elevation: 28 feet Concrete slab Concrete footing Loose, moist, brown, fine SAND, trace silt Soft, wet, tan SILT with trace clay Loose to medium dense, moist to wet, silty, tine SAND Test pit terminated at approximately 6.5 feet No caving, no seepage observed Test Pit TP -2 Location: Southeast corner of existing building Approximate ground surface elevation: 26 feet Concrete footing Loose, moist, brown, silty SAND with some small roots, brick fragments and gravel Soft, wet, tan SILT with trace clay Loose to medium dense, moist, brown, silty fine SAND Test pit terminated at approximately 5.0 feet No caving, no seepage observed Teat Pit TP -1 Location: Northwestern side of existing building Approximate ground surface elevation: 26 feet Concrete footing Loose, moist, brown, silty fine SAND with occasional small roots and cobbles Soft, moist, tan, sandy SILT Loose, medium dense, moist, brown, silty SAND with trace gravel Test pit terminated at approximately 6 feet No caving, no seepage observed 8.91 M -08219 -C Depth fleet), Material Description 0.0 1.0 1.0 -2.0 2.0 - 3.0 3.0 - 4.0 0.01.0 1.0.2.0 2.0.3.0 3.0.8.0 0.0. 1.0 1.0.3.0 3.0.5.0 5.0.6.0 Test. EILIE4 Location: Southwestern side of existing building Approximate ground surface elevation: 26 feet Concrete footing Loose, moist, brown, fine SAND Medium stiff, moist, gray, sandy SILT Loose, moist, brown, silty, fine SAND Test pit terminated at approximately 4 feet No caving, no seepage observed Test Pit TP -6 Location: Eastern side of existing building Approximate ground surface elevation: 26 feet Concrete footing Loose, moist, dark gray, fine SAND Soft, wet, gray with red -brown mottling, clayey SILT Loose to medium dense, moist to wet, dark gray, fine SAND Test pit terminated at approximately 6 feet No caving, no seepage observed Test Plt TP•8 Locatlon:'Northeastern side of existing building Approximate ground surface elevation: 26 feet Concrete footing Loose, moist, dark gray, fine SAND Loose to medium dense, moist to wet, tan, silty fine SAND Medium dense, moist, reddish - brown, fine SAND Test pit terminated at approximately 6 feet No caving, no seepage observed 8.91 M- 08219 -C Test Pit Logs, Page 2 Sampja-No. 8.91 M- 08219 -C Test Pit Logs, Page 3 Depth_[feetl Material Description Sampla.No. 0.0 - 0.3 0.3 -1.3 1.3.2.3 2.3 - 3.3 3.3.4.3 4.3 - 6.3 Teat pit TP4 Location: Southeastern side of existing building Approximate ground surface elevation: 26 feet Concrete slab Medium dense to dense, moist, brown, sandy GRAVEL with trace pieces of asphalt Medium dense, moist, brown, silty, gravelly SAND Loose to medium dense, moist, brown, silty fine SAND Medium stiff to stiff, moist to wet, gra•brown with reddish- brown mottling, SILT Medium dense to dense, moist, brown, fine SAND Teat pit terminated at approximately 6.3 feet No caving, no seepage observed Date excavated: 20 January 1998 Logged by: SAS L410 kehle � architect September 5, 2000 City of Tukwila 8300 Southcenter Blvd. Suite 100 Tukwila, Washington 98188 Attn: Ms. Brenda Holt Permit Coordinator GORRE 710N LTR# cm� OF TUKWILA SEP - 8 'l1)1f0 PERMIT CENTER Re: Skaggen Marine M12000 -191 Dear Brenda, I am in receipt of the corrective memo's on this project form Planning and Public Works. The following address the items requested: aff31211aLitiffflabgn I thought the survey was already included in the sets but attached are four copies. Public Works: Joanna Spencer Sheet C1 of 3: Item 1 — 3, See revised drawings and comment letter. 4. The Geotechnical Report prepared by AGRA Earth and Environmental dated 26 February 1998, #8-91M-08219C discussing proof rolling for paving only (Item 6.2, page 6, 7), and subsequent report October 14, 1999, #9-91M-08212-D. Four copies are attached. 5. The General Contractor /Earth Work Contractor shall acquire the haul permit. Sheet C2 of 3: Item 1— See revised drawing and comment letter. Sheet L -1 The Contractor Design Contractor will submit for irrigation permit separately. Mlio- iq • l 12720 GATEWAY DRIVE, SUITE 116 (206) 433 -8997 SEATTLE, WA 98168 FAX (206) 246 -8369 Ms. Brenda Hold City of Tukwila Re: Skagen Marine September 5, 2000 Page 2 Thank you for your reviews and I look forward to receiving the permits. Sincerely, David Kehle DK/mt Enclosure: 4 copies of C -1 & C -2 4 copies Survey 4 copies Solis Reports cc: Diane Decker Larry Lee Dan Baimelli Corky Brown City of Tukwila Department of Community Development Steven M. Mullet, Mayor Steve Lancaster, Director MEMORANDUM August 29, 2000 To: Brenda. Holt Permit Coordinator Fr: Alexa Berlow Associate Planner (206) 431 -3673 RE: Skagen Marine — MI2000 -191 PLANNING DIVISION COMMENTS The applicant will need to provide a copy of the land survey with the plan set. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206. 431.3670 • Fax: 206.431.3665 City of TuktViia Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director August 28, 2000 David Kehle David Kehle, Architect 12720 Gateway Drive #116 Seattle, WA 98168 Dear Mr. Kehle: $UBIECT: ERECTION LETTER #1 Miscellaneous Permit Anoli_, cation_Nu ber M12000.191 Skagen Marine 10625 East Mari nal WY S This letter is to inform you of corrections that must be addressed before your miscellaneous permit can be approved. All correction requests from each department must be addressed at the same Lima and reflected on your drawings. I have enclosed review comments from the Planning Department and the Public Works Department. At this time the Building Department and the Fire Department have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your review does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. 0. ► 1 1 : 11 . 11 .. ; ' 1 , ► ; r ► 11 ! 11 i 6 . 4 ! - ! 1 ! 1 If you have. any questions please contact me at the City of Tukwila Permit Center at (206) 431- 3671. Sincerely, Tammy Beck Permit Technician Enclosures File; M12000•191 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 Public Works James E Morrow, P.E., Director PUBLIC WORKS DEPARTMENT COMMENTS DATE: August 24, 2000 PROJECT: Skagen Marine PERMIT NO.: M12000.191 PLAN REVIEWER: Contact Joanna Spencer at (208) 433.0179 If you have any questions regarding the following comments. Provide Index to Drawings listing titles of all plans that are part of your submittal. Sheet C1 of a 1) Please number all proposed storm drainage catch basins. 2) Show existing invert out and proposed invert In of the existing catch basin you will be connecting to. 3) State estimated earthwork quantities on plan, both cubic yards of cut and cubic yards of fill. 4) List any geotech reports that were prepared for the above site: title of the report, firm and date of the report. Differential settlement has been observed on the subject property. Submit geotech design recommendations for parking pavement section. 5) A hauling permit will be required for importing and /or exporting over 60 cubic yards of dirt and /or construction debris to or from the site — see PW Sito Plan /Civil Drawing Requirement H -9. at C2 of 3, 1) Project is on Val Vue Sewer. Side sewer removal and capping location shall be coordinated with Val Vue Sewer District, phone (206) 242-3236. Please revise Construction Sequence note #6 accordingly. Sheet L1 1) Landscape note #6 indicates that all new landscape areas to be irrigated with an automatic irrigation system. No irrigation plans were part of your submittal. Subject property is served by Tukwila water system. Please submit a landscape irrigation plan and specify size, type and location of proposed water meter. See attached H -9 for landscape irrigation plan requirements. JJS :ad loom 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 433.0179 • Fax: 206.431.3665 2. ■ •. I RECEIVED VW OF TUKWILA A!J 1 00 PERMIT CENTEK1 q '131 • Agency Cake No. Asses), vii 0•41: , PUB'T SOUND CLEAN AIR AGENCY 210 Uatott Skeet. built 300.9elttte. WA 9$101.203$ NOTICE OF INTENT TO PERFORM: : Dats•RecelVett • • Aieaej Uu Chtb O M a Mau C git i one • Q Yt . Atlaoli S' 7, ■ '� ,.1 7 "Wi'i , ,,..1;. Cgiilicadoa No.: Prof, Addy r's ' 1 i, 13 1�. YA■■efs■ ' ' No. of A Start Sauoelnet 70. Dais: > 1 �,�1 ■ Trai , Ph (1. 1st Ita'Degt. as degol11100 bootrittor • • ) D ordered Demoddoe' snob .. , of • • ' Ill Iota tam/ umui L4UL a Photo .') � c. iAelNaeiate MAN Miff =MU. WIN IM r G. , Proles' 1., •... COI* ICON • .e... . ., ` , __ .1. —._ u • Days: ' F. Aa • 411 /....1..__L. i. 1t.' C�lw..rM1r Job NO.: ' AO: • ' , 1"i. _ : _ • _s. • Pdste " Plum ' Tortund Cade Odler: . ' .......,1,"'""... C I . 1. ' 'Os Q,oa+tpied• SiadiaE4nib• Wham Asbestos a Project • L . .... x._ - - - ! -'- - "X— . i ' Y 0 • �$ �' • Ape ® �'t'_ f •..m""rl ..0 - rn A . _w_'1 = • : ule I ': MillitiM 3Q'- ' a l .' i ' - 14$940 o' 1 . 1 Caine Project Mow ord, Pe IV �V10 Ernie t Gt f ' 11130 1 1 { { 'Z I?'' ' ?i..i'.1- V2!r," )C'J,' c o) 4333 - O M a Mau C git i one • Q Yt . Atlaoli S' 7, ■ '� ,.1 7 "Wi'i , ,,..1;. Cgiilicadoa No.: SITOmdoe . pile, • 1�. YA■■efs■ ' ' No. of A Start Sauoelnet 70. Dais: > 1 ■ Trai , Ph (1. 1st Ita'Degt. as degol11100 bootrittor • • ) D ordered Demoddoe' snob .. , of • • raw ussia pima *mama= MON IMAQ.1rnU11111OMtMMI EtIM fgfl. MU ISA01.1 QU t✓ a Photo .') � G. , Proles' 1., •... .Na ofeplctilree: __ .`_Y, u> !. Ceiaiptedno Daa: Days: ' F. Aa • 411 /....1..__L. . win remote magi , be. ■ Yea r"; , • ; Eolie R i m e c e M. Duct Z . • tat. Oer: 1"i. _ : _ • _s. • Pdste " Plum ' Tortund Cade Odler: . •. 244 1: 1 ■ Cum Rd. ■ Cemest P1M Ielooda >waodtliel'l Oiarz . • . .......,1,"'""... C I . 1. ' 'Os Q,oa+tpied• SiadiaE4nib• Wham Asbestos a Project • L . .... x._ - - - ! -'- - "X— . i ' . Prior Notice' N 0 • �$ �' • Ape ® �'t'_ f •..m""rl ..0 - rn A . _w_'1 = 10 M 111 t F T MIIIIMIRA31111111111111 t'_ NW 10- jl]17'71:1771ff •I1'_i'/T1,""! ., II ' 3 Des . Kam :.. • .1 f• f• L. _ 1 . 1 11130 1 1 { { 'Z I?'' ' ?i..i'.1- V2!r," )C'J,' 10 a lit 000 1. ■' { 000.1 ..,.1.77 1 11__2 10 • rte. 1 .•1 __7 ,.�. _ J .y 9. ■ _I'. • _ " or ■. L 1 ..Ir"•iyi•1 10, ■ _ 1 • ,1_, • for friable . _i_ . or N Danoolitions 11 01 ' ow Period • Twice Pro . Fa 11.. • 1,- , Mew of • , • . s • __ • 1_ • - asbestos auteriala . Concurratt with Pm' k - : •'oct Fe I. 1 do h■* aetlty $ M do laionoodon oonhInd la this sodeeados, and aipplaawat door 4aroabad bade. it to ill* best of soy blow liked aloe cams or allow lay abwouo p+cI of d molttioa ativida to *la until ti c,appropdi jilillES#.___..4.----____ a1110 1cn w.,...+....n. now IM A • N aa. a/SOaif►V t.• -..... Id. LL OA ♦U • CoMtylsulan WIN ranked ara RECEIVED CITY OF TUKWILA AUG 111101 The Puget Sound Air Pollution Control A h,rfty�t rEN ?ER• ge Agency (PSAPCA) it the local air pollution au Qrtty far 9nobomisfl,ldng, Pierce and 1Cibap Counties. PSAPCA's Realation 111, Mick 4, requires advance notification be submitted to PSAPCA,, on Agatcp• approved form no. 66-160 (Revised 10196), far any asbestos project Involving materials egad to or drawer in site than 10 linear fat or 48 square feet sod for any demolition project; regardless of asbestos content, involving antennas with a projected roof area rester than 120 square feet. Notices of Intent should be mailed or hand delivered to PSAPCA.,(addesss on reverse side) with the appropriate project fee. A PSAPCA representative 41 review the notification, and If it Is completed correctly a copy will be returned by mail within 3 to 3 days to the aniline address entered in box C and kox J. The returned copy Will be your valid noUlicatldn. . GUIDELINES FOR SUBMITTING A NOTICE OF INTENT . ardor oft applicable information trscant sly and completely. Incomplete Notices of Intint will he returned.; . 4 Boat A, ,Check the appropriate project type. Dow B. let die legal property owner information Box C. Eater the asbestos contractor tntormatdan, or "not applicable" (N /A) for demoUdoe projects when no' asbesboh -. oortWnieg mated* are present. /or an Owner Occupied, Stngle4Tam ly itesidente sabestoe removal project (peonlent• atgery Ai),1tat the Wastes removal contractor or property owner doing the aebaetee removal (iroludt property owner's aWbog address). ' Sox D. 'Enter the mimeos removal or demolition site addreu. Per an Owtter.Occupted, Single•Famly► Reddened asbestos, MIAMI project (project fs s y 81) where the property owner's m.ilag address Men home the she udtdrete,WMd to Dot D. a leiter mast mconsiteny the Notice of Latent verifying that the structure located et ter site eddreeie la earreddy being area es the property owner 'a damkils. Multiple ubestosideu+oUtioa'proJeou involving more thee one lirueture, (project category H2 through 136) tensest be submitted to accordance with PSAPCA Regulation 1, Section 4.03(sX7).' ,, sox E. Enter the asbestos survey Information or check material prsarmd (for asbestos projects only). An AMNIA buildieg inspector must conduct an asbestos survey prior to any demoldon project (La, the wteecking, ruing, leveling, dismantling or burning of a structure, making the structure momently uninhabitable or unusable). ' Sox E. Doter are derpolidbn project Infonnatioe If the structures is to be used in a'kelpies fire,,Ust the tiro department responsible for conducting the burn as the demolition contactor in Box 3, It the property owner Isar been ordered to peedorn) a demolidon by a government official, subunit s copy of the order from the appropriate offlolsL Sox G. Enter aU asbestos project leturmatloa or enter "N /A" for demolition projects with no iubestos rornovatl required, Ail multiple stnicitsra asbestos projects (project category 1110 and, H11) must be submitted w . egam ,ef ttia a ee_unt. Sou H. Check one project category In boxes 1 through •8. The project fee Include. the detrolitiein' fee, Aibo his lwaov$l, projects sad eieteaolldoos whit an ubcsstos removal involving less than 10 linear feet or 411' square feet may be filed as projdct category 3. An emergency asbestos project or demoUtloo may be requested by checking the appropriate job Alm category n boxes 2thmush 9 and that chocking the sppUcaWe emergency bp* in category 9. Emergency asbestos project dodficadons must be submitted with a letter from the property owner explaining the neasaity for the etuer'geacy. • Emergency demorn *n notifications merit be submitted with a latter from ao authorized goweunsnetu official or a licensed structural l iaginesr docurtlemtiag that the «nactusre Is imtmtaoaat danger of collapse, To squat an sltamativeo mean of compliance for friable or nonfriable materials, check the appropriate job size category In addition to the applicable box in categories 10 and 11. A work' plan must be. subnduc •by an appropriately trained individual slang with the notification. ' . aotr 1. Sip the notification certifying the, accurscy end completeness of the information provided,on the form. Box J. Entat demolition contractor Mailing infexmatloa (on back). . are required for chaps that increase the project type, job size category, the types of asbcst'as materials to be removed and work schedule changes. No fee Is required for work schedule changes if the contractor is pamticipatiag in the Agency work schedule fax program. A $50.00 processing fee is required for ail ether amendments. For technical assistance, contact Tom Hudson at (206) 689.405$, Larry Vaughn (206) 689.4035 or Kwarne Agyei (206) 689' 4054. For inquiries concerning notification and amendment status Contact Mme Morgan at (206) 6E9.4090. Mettls Address: Pa Oat - ; ,,r Pitons; ( ) 6 ; ... - Coe ms's ' . •' clear: Vt* t" le. III K2 east.; W� Zim "t8'I(e�' tail: &Co 1 67e -64 Co . GUIDELINES FOR SUBMITTING A NOTICE OF INTENT . ardor oft applicable information trscant sly and completely. Incomplete Notices of Intint will he returned.; . 4 Boat A, ,Check the appropriate project type. Dow B. let die legal property owner information Box C. Eater the asbestos contractor tntormatdan, or "not applicable" (N /A) for demoUdoe projects when no' asbesboh -. oortWnieg mated* are present. /or an Owner Occupied, Stngle4Tam ly itesidente sabestoe removal project (peonlent• atgery Ai),1tat the Wastes removal contractor or property owner doing the aebaetee removal (iroludt property owner's aWbog address). ' Sox D. 'Enter the mimeos removal or demolition site addreu. Per an Owtter.Occupted, Single•Famly► Reddened asbestos, MIAMI project (project fs s y 81) where the property owner's m.ilag address Men home the she udtdrete,WMd to Dot D. a leiter mast mconsiteny the Notice of Latent verifying that the structure located et ter site eddreeie la earreddy being area es the property owner 'a damkils. Multiple ubestosideu+oUtioa'proJeou involving more thee one lirueture, (project category H2 through 136) tensest be submitted to accordance with PSAPCA Regulation 1, Section 4.03(sX7).' ,, sox E. Enter the asbestos survey Information or check material prsarmd (for asbestos projects only). An AMNIA buildieg inspector must conduct an asbestos survey prior to any demoldon project (La, the wteecking, ruing, leveling, dismantling or burning of a structure, making the structure momently uninhabitable or unusable). ' Sox E. Doter are derpolidbn project Infonnatioe If the structures is to be used in a'kelpies fire,,Ust the tiro department responsible for conducting the burn as the demolition contactor in Box 3, It the property owner Isar been ordered to peedorn) a demolidon by a government official, subunit s copy of the order from the appropriate offlolsL Sox G. Enter aU asbestos project leturmatloa or enter "N /A" for demolition projects with no iubestos rornovatl required, Ail multiple stnicitsra asbestos projects (project category 1110 and, H11) must be submitted w . egam ,ef ttia a ee_unt. Sou H. Check one project category In boxes 1 through •8. The project fee Include. the detrolitiein' fee, Aibo his lwaov$l, projects sad eieteaolldoos whit an ubcsstos removal involving less than 10 linear feet or 411' square feet may be filed as projdct category 3. An emergency asbestos project or demoUtloo may be requested by checking the appropriate job Alm category n boxes 2thmush 9 and that chocking the sppUcaWe emergency bp* in category 9. Emergency asbestos project dodficadons must be submitted with a letter from the property owner explaining the neasaity for the etuer'geacy. • Emergency demorn *n notifications merit be submitted with a latter from ao authorized goweunsnetu official or a licensed structural l iaginesr docurtlemtiag that the «nactusre Is imtmtaoaat danger of collapse, To squat an sltamativeo mean of compliance for friable or nonfriable materials, check the appropriate job size category In addition to the applicable box in categories 10 and 11. A work' plan must be. subnduc •by an appropriately trained individual slang with the notification. ' . aotr 1. Sip the notification certifying the, accurscy end completeness of the information provided,on the form. Box J. Entat demolition contractor Mailing infexmatloa (on back). . are required for chaps that increase the project type, job size category, the types of asbcst'as materials to be removed and work schedule changes. No fee Is required for work schedule changes if the contractor is pamticipatiag in the Agency work schedule fax program. A $50.00 processing fee is required for ail ether amendments. For technical assistance, contact Tom Hudson at (206) 689.405$, Larry Vaughn (206) 689.4035 or Kwarne Agyei (206) 689' 4054. For inquiries concerning notification and amendment status Contact Mme Morgan at (206) 6E9.4090. PLATQQYIP6CfiIiNG SLIP ACTIVITY NUMBER: MI2000 -191 PROJECT NAME: SKAGGEN MARINE SITE ADDRESS: 10625 E MARGINAL WY S SUITE NO:.. ._ DATE: 10-27-2000 Original Plan Submittal Response to Incomplete Letter # __ Response to Correction Letter # 2 ... Revision # After Permit Is Issued DEPARTMENTS: Building Division ❑ Pubic W rks 1� Fire Prevention Structural Pk npiinng Division '(�t, 11 -t•a0 Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete E/ Comments: Incomplete DUE DATE: 10 -31 -2000 Not Applicable ❑ TUES /THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS QB CORRECTIONS: (ten days) Approved ❑ Approved with Conditions REVIEWER'S INITIALS: CORRECTION DETER INAT ON: Approved Approved with Conditions REVIEWER'S INITIALS: WUUUI I IX,C SPIV DUE DATIa11-,,,22 "9. Not Approved (attach comments) ❑ DATE: DUE DATE Not Approved (attach comments) E DATE: ogN PLANT&9Iii9TNG SLIP ACTIVITY NUMBER: MI2000 -191 PROJECT NAME: SKAGGEN MARINE SITE ADDRESS: _ 1.0625._E MARGINAL W'Y S Original Plan Submittal Response to Incomplete Letter # XX Response to Correction Letter # 1 ,___.__Revision # After Permit Is Issued DATE: 9 -8 -2000 pEPARTMENTS: Building Division Ej P I k Wet, el, -& Fire Prevention ❑ PlannRig Division 41.4) • S' Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues./ Thurs.) Complete Incomplete ❑ Comments :. _ DUE DATE :_9-12 -2000 Not Applicable El TUES /THURS ROU G: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIQNS: (ten days) Approved ❑ Approved with Conditions REVIEWER'S INITIALS: DUE DATBilUk4QQQ Not Approved (attach comments) Le DATE: C NA O : DUE DATE Approved Approved with Conditions ❑ Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: Ne..owto« sys go sos PERM1T COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI2000.19.1 DATE:. 844.- 2000 PROJECT NAME: SKAGEN MARINE SITE ADDRESS: __ 10625 _E_MARG I NAL_aINY S _X• Original Plan Submittal Response to Incomplete Letter #_ Response to Correction Letter # ___ _ ___ Revision # After Permit Is Issued DEP_A IMENTS: Buil +ing' 'vision 2 b - j'S'ZV ".W +rks • s. • Fire re ention Pribining ivision '1f'. $ -Ism tZnI& Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete El Complete Ed Comments: DUE DATE:, :5 -2000 Not Applicable ❑ TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: DATE: Structural Review Required ❑ No further Review Required 0 APP VALE OR CORRECTIONS: (ten days) DUE DATE 9�O00 Approved Ei Approved with Conditions ❑ Not Approved (attach comments) Ere REVIEWER'S INITIALS: DATE: maggicb_pinkmiNATioNj Approved Approved with Conditions E REVIEWER'S INITIALS: DUE DATE Not Approved (attach comments) Ej DATE: ■ttOUlf DOC SN'! u§ �t ig City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision sabndttnls must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 10"21 O ❑ Response to incomplete Letter # S Response to Correction Letter # ❑ Revision # Plan Check/Permit Number: 1Z Q -1 9 1 2 after Permit is Issued CITY OF T$JKVCinI q OCT 2 7 2000 Project Name: SKAGGE� MARINE PeRMIT CENrpR Project Address: Contact Person: LARRY LEE , Phone Number: 10625 EAST MARGINAL WY S Summary of Revision: &14 sI -i r t wo o rt Ca2jz f4.71 via * 2 at G a". 1 ' IZ. !'L.� 6 � ✓ �,� r T4' #% Sheet Number(s): "Cloud" or Highlight all areas of revision lncludlng date of revision Received at the City of Tukwila Permit Center by: ZJ ak'intered in Sierra on l O-21 1w 10/27/00 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted In person at the Permit Center. Revisions will not be accepted through the nail, fax, etc. Date: CEO ❑ 0 Plan Check/Permit Number: M12000 -191 Response to Incomplete Letter 11 Response to Correction Letter 11 Revision # _____ before Permit is Issued Project Name: Project Address: ct rri Contact Person: GO U2 �j Summary of Revision: 60. 61 t G 06�.f�lo Phone Number: Sheet Number(s): l/t r. -Amy "Cloud" or highlight all areds of revision including dale of revision Received at the City of Tukwila Permit Center by: Ci5 entered in Sierra on 08/28/00 } 1 DII'ARTMf,NT ON LABOR AND 1NDUSTR11s5 REGISTERED AS PROVIDED RY LAW AS CONST CONT GENERAL RMMI$T, Si EXP. DATE arUaCTIVI DATE 02//22/190S 02/22/1908 PRECISION BUILDERS INC PO BOX 90609 DES MOINES WA 98198 -0609 REGISTERED AS PROVIDED BY LAW A8i CONOT CONT MINERAL RIGOUT, * EXP. RATS arTECT� DATEi151C 02/22/1985 PRECISION BUILDERS INC PO BOX 98609 DES MOINES WA 98198 -0609 Please' IZomovt: And Sign IJanliti��itti�►n Curd Hcrcwc Placing In I3illli'slcl tiI,hi /111`1 �` � ,- tw..•e ,.w • .:w nw�.� -�. i•■u.■t t►1 t ►1.l',,I T %tJ: \I QV LAIIQI< .t,SO I %U1 ti t'I ■listi