Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
SEPA E05-004 - ADAMS SCOTT / MAGELLAN ARCHITECTS - 8 BAY SELF-SERVICE CAR WASH (NORTHFIELD CAR WASH)
N 0 RTHFIELD CARWASH 14840 TIB E05 -004 • Department of Community Development NOTICE OF DECISION June 27, 2005 To: Mr. Howard Lee Magellan Architects 15600 Redmond Way #101 Redmond, WA 98052 cc. King County Assessor's Office Steven M. Mullet, Mayor Steve Lancaster, Director This letter serves as a Notice of Decision and is issued pursuant to TMC 18.104.170. At the June 23, 2005 public hearing, the Board of Architectural Review approved the applicant's Design Review Application to construct an eight bay self - service car wash at 14840 Tukwila International Blvd. The Board of Architectural Review approved the application with the following conditions: 1. Prior to issuance of any building permits, the applicant shall demonstrate that the proposed project shall meet the standards in TMC 8.22 "Noise ". 2. During construction activities, the applicant shall install tree protection fence around all trees that are to be retained on the site. The fence must be placed one foot away from the trunk for every inch in diameter of the tree being protected. PROJECT BACKGROUND FILE NUMBER: L05 -016 APPLICANT: Northfield Carwash OWNER: Northfield Ventures REQUEST: Design Review approval for an eight bay self service car wash City Of Tukwila Page 1 Q:\Developments \Northfield Car Wash \Notice of Decision.doc TUKW 01092 06/27/2005 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 0 Fax: 206 - 431 -3665 • LOCATION: 14840 Tukwila International Blvd ASSOCIATED PERMITS: Building Permit SEPA DETERMINATION: Determination of Non - Significance, issued June 8, 2005 COMPREHENSIVE PLAN/ ZONING: Regional Commercial (RC) Property owners affected by this decision may request a change in valuation for property tax purposes notwithstanding any program of revaluation. APPEALS The period for administrative appeals is 21 -days, starting from the issuance of this Notice of Decision. The administrative body hearing the appeal is the City Council. All appeal materials shall be submitted to the Department of Community Development. Appeal materials shall contain: 1. The name of the appealing party, 2. The address and phone number of the appealing party, and if the appealing party is a corporation, association or other group, the address and phone number of a contact person authorized to received notices on the appealing party's behalf, and 3. A statement identifying the decision being appealed and the alleged errors in that decision. The Notice of Appeal shall state specific errors of fact or errors in application of the law in the decision being appealed, the harm suffered or anticipated by the appellant, and the relief sought. The scope of an appeal shall be limited to matters or issues raised in the Notice of Appeal. The public notice sign must be removed from the site by the applicant after the appeal period has expired, unless an appeal is filed with the City. Project materials including the application, any staff reports, and other studies related to the permit(s) are available for inspection at the Tukwila Dept. of Community Development; 6300 Southcenter Blvd.; Suite 100; Tukwila, WA; from Monday through Friday, between 8:30 AM to 5:00 PM. The oject planner is Brandon J. Miles, who may be contacted at (206) 431 -3684 or by email at . es ci.tukwila.wa.us. Brandon J. Miles Assistant Planner City of Tukwila TUKW 01093 City Of Tukwila Page 2 06/27/2005 Q: \Developments\Northfield Car Wash \Notice of Decision.doc Dept. Of Community Development City of Tukwila AFFIDAVIT OF DISTRIBUTION i, S)Ut&i.,,ii HEREBY DECLARE THAT: Project Name: fJi1 -V.1 .e-k,;,4 LAdl Notice of Public Hearing S Mailer's Signature: � ''��t,� D C 4-- Determination of Non - Significance Notice of Public Meeting Mitigated Determination of Non - Significance Board of Adjustment Agenda Pkt Determination of Significance & Scoping Notice Board of Appeals Agenda Pkt Notice of Action Planning Commission Agenda Pkt Official Notice Short Subdivision Agenda Notice of Application Shoreline Mgmt Permit Notice of Application for Shoreline Mgmt Permit _ __ FAX To Seattle Times Classifieds Mail: Gail Muller Classifieds PO Box 70 - Seattle WA 98111 Other NO4-1cR Was mailed to each of the addresses listed on this year 20 cday o fJL'(1' in the P:GINAWYNETTA/FORMS /AFFIDAVIT -MAIL 08/29/003:31 PM TUKW 01089 Project Name: fJi1 -V.1 .e-k,;,4 LAdl Project Number: 1,'- -(DI S Mailer's Signature: � ''��t,� D C 4-- Person requesting mailing: C34._ tiA/LpOri P:GINAWYNETTA/FORMS /AFFIDAVIT -MAIL 08/29/003:31 PM TUKW 01089 • Gj1CLd LJ 1 : Cm,IRuItmu' 1 na- na. ....ter ... . . • ( ) U.S. ARMY CORPS OF ENGINEERS ( ) FEDERAL HIGHWAY ADMINISTRATION ( ) DEPT OF FISH & WILDLIFE FEDERAL AGENCIES • ( ) U.S. ENVIRONMENTAL PROTECTION AGENCY ( ) U.S. DEPT OF H.U.D. () NATIONAL MARINE FISHERIES SERVICE WASHINGTON STATE AGENCIES ( ) DEPT OF SOCIAL & HEALTH SERV. () DEPT OF ECOLOGY, SHORELAND DIV () DEPT OF ECOLOGY, SEPA DIVISION' ( ) OFFICE OF ATTORNEY GENERAL SEND CHKLIST W/ DETERMINATIONS • SEND SITE MAPS WITH DECISION ( ) OFFICE OF ARCHAEOLOGY ( ) TRANSPORTATION DEPARTMENT () DEPT NATURAL RESOURCES ( ) OFFICE OF THE GOVERNOR () DEPT OF COMM. TRADE & ECONOMIC DEV. () DEPT OF FISHERIES & WILDLIFE « KING COUNTY AGENCIES () BOUNDARY REVIEW BOARD ( ) FIRE DISTRICT #11 ( ) FIRE DISTRICT #2 () K. . WASTEWATER TREATMENT DIVISION ( C. DEPT OF PARKS & REC K.C. ASSESSORS OFFICE ( ) TUKWILA SCHOOL DISTRICT ( ) TUKWILA LIBRARY () RENTON LIBRARY () KENT LIBRARY () CITY OF SEATTLE LIBRARY SCHOOLS/LIBRARIES UTILITIES () QWEST ( ) SEATTLE CITY LIGHT ( ) PUGET SOUND ENERGY () HIGHLINE WATER DISTRICT () SEATTLE WATER DEPARTMENT ( ) AT &T CABLE SERVICES CITY AGENCIES () KENT PLANNING DEPT ( ) TUKWILA CITY DEPARTMENTS: ( ) PUBLIC WORKS () FIRE () POLICE () FINANCE ( ) PLANNING () BUILDING () PARKS & REC. () MAYOR ( ) CITY CLERK () HEALTH DEPT () PORT OF SEATTLE () KC. DEV & ENVIR SERVICES -SEPA INFO CNTR ( ) K.C. TRANSIT DIVISION - SEPA OFFICIAL () K.C. LAND & WATER RESOURCES () FOSTER LIBRARY () K C PUBLIC LIBRARY ( ) HIGHLINE SCHOOL DISTRICT () SEATTLE SCHOOL DISTRICT () RENTON SCHOOL DISTRICT ( ) OLYMPIC PIPELINE ( ) VAL -VUE SEWER DISTRICT () WATER DISTRICT #20 () WATER DISTRICT #125 () CITY OF RENTON PUBLIC WORKS ( ) BRYN MAWR - LAKERIDGE SEWERANATER DISTRICT () RENTON PLANNING DEPT () CITY OF SEA -TAC () CITY OF BURIEN ( ) TUKWILA PLANNING COMMISSION MEMBERS ( ) TUKWILA CITY COUNCIL MEMBERS ( ) CITY OF SEATTLE - SEPA INFO CENTER - DCLU ( ) STRATEGIC PLANNING OFFICE' NOTICE OF ALL SEATTLE RELATED PLNG PROJ. OTHER LOCAL AGENCIES ( ) PUGET SOUND REGIONAL COUNCIL ( ) SW K C CHAMBER OF COMMERCE ( ) MUCKLESHOOT INDIAN TRIBE ( ) CULTURAL RESOURCES PROGRAM ( ) FISHERIES PROGRAM ( ) WILDLIFE PROGRAM MEDIA () SEATTLE TIMES ( ) SOUTH COUNTY JOURNAL P: WDMTNISTRATIV E \FORMS \CHKLIST.DOC () DUWAMISH INDIAN TRIBE () P.S. AIR POLLUTION CLEAN AGENCY () SOUND TRANSIT () DUWAMISH RIVER CLEAN -UP COALITION *SEND NOTICE OF AU. APPUCATIONS ON DUWAMISH RIVER ( ) HIGHLINE TIMES ( ) CI.TUKWMLA.WA.US.VWWV TUKW 01090 LIC NOTICE MAILINGS FOR PUTTS SEPA MAILINGS Mail to: (comment period starts on date of mailing) Dept. of Ecology Environmental Review Section *Applicant *Other agencies as necessary (checked off on attached list) Any parties of record * send only the staff report, site plan and the SEPA Determination KC Transit Division — SEPA Official would like to receive information about all projects that might affect transit demand Send These Documents to DOE: SEPA Determination (3 -part from Sierra) Findings (staff report, usu. with MDNS) SEPA Checklist (filled out by applicant) Drawings/Plans of project (site plan, elevations, etc. from PMT's) Affidavit of Distribution (notice was mailed or sent to newspaper) SHORELINE MAILINGS: Notice of Application for a Substantial Development Permit must be mailed to owners and to property owners within 500 feet of subject property, comments are due 30 days after the notice of application is mailed/posted. The notice of Application for Shoreline Substantial Development Permit must include a statement that any person desiring to submit written comments on the application or desiring to receive notification of the final decision on the application may do so within 30 days of the notice of application. If a hearing will be held on the application, the hearing notice must include the information that written comments may be submitted, or oral presentation made at the hearing. Shoreline Permit Notice of Decision: Mail to: (within 8 days of decision; 21 -day appeal period begins date received by DOE) Department of Ecology Shorelands Section State Attorney General *Applicant *Indian Tribes *Other agencies as necessary (checked off on attached list). •Any parties of record • send only the staff report, site plan and the SEPA Determination Send These Documents to DOE and Attorney General: Permit Data Sheet Shoreline Substantial Development Permit (3 -part from Sierra) Findings (staff report or memo) Shoreline Permit Application Form (filled out by applicant) Drawings/Plans of project (site plan, elevations, etc. from PMT's) Site plan, with mean high water mark & improvements — Cross - sections of site with structures & shoreline Grading Plan Vicinity map SEPA determination (3 -part from Sierra) Findings (staff report or memo) SEPA Checklist (filled out by applicant) Any background studies related to impacts on shoreline Notice of Application Affidavit of Distribution (notice was mailed) P:\ADMINISTRATIV E \FORMS \CHKLIST.DOC TUKW 01091 • • City of Tukwila Department of Community Development / 6300 Southcenter BI, Suite 100 / Tukwila, WA 98188 / (206)431 -3670 DETERMINATION OF NON - SIGNIFICANCE (DNS) File Number: E05 -004 Applied: 03/10/2005 Issue Date: 06/08/2005 Status: APPROVED Applicant: SCOTT ADAMS Lead Agency: City of Tukwila Description of Proposal: Development of a new eight bay self service car wash facility at 14840 Tukwila International Blvd. The facility will also feature self service vacuum cleaners located on the eastern edge of the property. The new building is approximately 5,200 square feet in area. A majority of the site will be paved and additional landscaping will be installed. A four foot tall retaining wall will be constructed on the east property line. The project will required the cut and fill of 1400 cubic yards. Location of Proposal: Address: Parcel Number: Section/Township /Range: 14840 TUKWILA INTERNATIONAL BL TUKW 0041000130 The City has determined that the proposal does not have a probable significant adverse impact on the environment. An environmental impact statement (EIS) is not required under RCW 43.21c.030(2) (c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. This DNS is issued under WAC 197 -11- 340(2). Comments must be submitted by b I aa.l 0 S The lead agency will not act on this proposal for 14 days from the date below. Steve Lancaster, Responsible Official City of Tukwila 6300 Southcenter Blvd Tukwila, WA 98188 (206)431 -3670 jJ vuz S 2005 Date Any appeal shall be linked to a specific governmental action. The State Environmental Policy Act is not intended to create a cause of action unrelated to a specific governmental action. Appeals of environmental determinations shall be commenced within the time period to appeal the governmental action that is subject to environmental review. (RCW 43.21C.075) TUKW 00653 doc: DNS E05 -004 Printed: 06 -02 -2005 aft cP)) Dept. Of Community Development City of Tukwila. AFFIDAVIT OF DISTRIBUTI Notice of Public Hearing HEREBY DECLARE THAT: Notice of Public Meeting Determination of Non =Si gni fi cance Mitigated ;Determination of .,Non -., Significance_ Board of Adjustment Agenda Pkt Determination of Significance &IScoping Notice Board of Appeals Agenda Pkt Planning Commission Agenda Pkt Short Subdivision Agenda 0ffi ci al, .Noti ce; Notice of Application' Shoreline Mgmt Permit FAX To Seattle Times Classifieds Mail: Gail Muller Classifieds PO Box 70 - Seattle WA 98111 Notice ,of:Appl;icaton ° forShor'eh ° ne Mgmt Permit Was mailed to each of the addresses listed on thi -s year 27[)5 n Project Name: Ji1>t(\-ij Project Number: D - Po 4 Mailer's Signature: /! }�/l/L 0' 6,154.1:- Person requesting mailing: TUKW 00649 P:GINAWYNETTA/FORMS /AFFIDAVIT -MAIL 08/29/003:31 PM CHECKUST: ENVIRONMENTAL REVIEW /SHORELINE PERMIT MAILINGS ( ) U.S. ARMY CORPS OF ENGINEERS ( ) FEDERAL HIGHWAY ADMINISTRATION ( ) DEPT OF FISH & WILDLIFE FEDERAL AGENCIES () U.S. ENVIRONMENTAL PROTECTION AGENCY () U.S. DEPT OF H.U.D. () NATIONAL MARINE FISHERIES SERVICE WASHINGTON STATE AGENCIES ( ) OFFICE OF ARCHAEOLOGY ( ) TRANSPORTATION DEPARTMENT () DEPT NATURAL RESOURCES ( ) OFFICE OF THE GOVERNOR DEPT OF COMM. TRADE & ECONOMIC DEV. �C�� ^ —� DEPT OF FISHERIES & WILDLIFE Yi, epo V GV" () DEPT OF SOCIAL & HEALTH SERV. ) DEPT OF ECOLOGY, SHORELAND DIV PT OF ECOLOGY, SEPA DIVISION' ( OFFICE OF ATTORNEY GENERAL 0141110 • SEND CHKLIST W/ DETERMINATIONS ' SEND SITE MAPS WITH DECISION. KING COUNTY AGENCIES () BOUNDARY REVIEW BOARD ( ) FIRE DISTRICT #11 O FIRE DISTRICT #2 ( ) K.C. WASTEWATER TREATMENT DIVISION ( ) K.C. DEPT OF PARKS & REC .C. ASSESSORS OFFICE ( ) TUKWILA SCHOOL DISTRICT ( ) TUKWILA LIBRARY () RENTON LIBRARY () KENT LIBRARY () CITY OF SEATTLE LIBRARY () QWEST ( ) SEATTLE CITY LIGHT () PUGET SOUND ENERGY () HIGHLINE WATER DISTRICT () SEATTLE WATER DEPARTMENT ( ) AT &T CABLE SERVICES SCHOOLS/LIBRARIES UTILITIES CITY AGENCIES () KENT PLANNING DEPT ( ) TUKWILA CITY DEPARTMENTS: ( ) PUBLIC WORKS () FIRE ( ) POLICE ( ) FINANCE () PLANNING () BUILDING () PARKS & REC. () MAYOR ( ) CITY CLERK eIFFI () HEALTH DEPT () PORT OF SEATTLE () KC. DEV & ENVIR SERVICES -SEPA INFO'CNTR () K.C. TRANSIT DIVISION - SEPA OFFICIAL () K.C. LAND & WATER RESOURCES () FOSTER LIBRARY () K C PUBLIC LIBRARY ( ) HIGHLINE SCHOOL DISTRICT ( ) SEATTLE SCHOOL DISTRICT ( ) RENTON SCHOOL DISTRICT ( ) OLYMPIC PIPELINE k(VAL -VUE SEWER DISTRICT ( ()ATER DISTRICT #20 WATER DISTRICT #125 ( CITY OF RENTON PUBLIC WORKS ( ) BRYN MAWR- LAKERIDGE SEWERIWATER DISTRICT ( ) NTON PLANNING DEPT CITY OF SEA -TAC ( CITY OF BURIEN ( ) TUKWILA PLANNING COMMISSION MEMBERS ( ) TUKWILA CITY COUNCIL MEMBERS ( ) CITY OF SEATTLE - SEPA INFO CENTER - DCLU () STRATEGIC PLANNING OFFICE' • NOTICE OF ALL SEATTLE RELATED PLNG PROJ. OTHER LOCAL AGENCIES ( ) PUGET SOUND REGIONAL COUNCIL ( ) SW K C CHAMBER OF COMMERCE MUCKLESHOOT INDIAN TRIBE CULTURAL RESOURCES PROG ( FISHERIES PROGRAM (KrWILDLIFE PROGRAM L -MEDIA ( ) SEATTLE TILLi 4v-& AC (ill ( ) SOUTH COUNTY JOURNAL 5.1,,c-f-Q,l.,./1' P:\ADM IN ISTRATIV E \FORMS \CHKLIST.DOC (DUWAMISH INDIAN TRIBE () P.S. AIR POLLUTION CLEAN AGENCY Isr)rgOUND TRANSIT UWAMISH RIVER CLEAN -UP COALITION SEND NOTICE OF AU. APPUCATIONS ON OUWAMISH RIVER () HIGHLINE TIMES ( ) CI.TUKWILA.WA.US.WWW TUKW 00650 •LIC NOTICE MAILINGS FOR TS SEPA MAILINGS Mail to: (comment period starts on date of mailing) Dept. of Ecology Environmental Review Section *Applicant *Other agencies as necessary (checked off on attached list) *Any parties of record ° * send only the staff report, site plan and the SEPA Determination '�KC'Ttansit Division — SEPA Official would like to receive information about all projects that might affect transit demand Send These Documents to DOE: SEPA, Determination (3 -part from Sierra) Findings (staff report, usu. with MDNS) SEPA Checklist (filled out by applicant) Drawings/Plans of project (site plan, elevations, etc. from PMT's) Affidavit of Distribution (notice was mailed or sent to newspaper) SHORELINE MAILINGS: Notice of Application for a Substantial Development Permit must be mailed to owners and to property owners within 500 feet of subject property, comments are due 30 days after the notice of application is mailed/posted. The notice of Application for Shoreline Substantial Development Permit must include a statement that any person desiring to submit written comments on the application or desiring to receive notification of the final decision on the application may do so within 30 days of the notice of application. If a hearing will be held on the application, the hearing notice must include the information that written conunents may be submitted, or oral presentation made at the hearing. Shoreline Permit Notice of Decision: Mail to: (within 8 days of decision; 21 -day appeal period begins date received by DOE) Department of Ecology Shorelands Section State Attorney General *Applicant *Indian Tribes *Other agencies as necessary (checked off on attached list). Any parties of record * send only the staff report, site plan and the SEPA Determination Send These Documents to DOE and Attorney General: Permit Data Sheet Shoreline Substantial Development Permit (3 -part from Sierra) Findings (staff report or memo) Shoreline Permit Application Form (filled out by applicant) Drawings/Plans of project (site plan, elevations, etc. from PMT's) - Site plan, with mean high water mark & improvements — Cross - sections of site with structures & shoreline Grading Plan - Vicinity map SEPA determination (3 -part from Sierra) Findings (staff report or memo) SEPA Checklist (filled out by applicant) Any background studies related to impacts on shoreline Notice of Application Affidavit of Distribution (notice was mailed) P:\ADM I ISTRATIV E\FORMS \CHKLIST. DOC „ TUKW 00651 • Mr. Scott Adams Magellan Architects 15600 Redmond Way #101 Redmond, WA 98052 • City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director December 12, 2005 Mr. Doug Steinberg PO Box 2283 Buckley, WA 98321 RE: Northfield Carwash Your Letter Dated November 13, 2005 Dear Mr. Steinberg: The City has reviewed your letter dated November 13, 2005. The subject of the letter is regarding the proposed stormwater easement for Northfield Carwash that will be located on your property. As you noted in your letter, the City recently provided comments to Northfield noting issues with removing the trees on your property. The easement that currently exists on your property is a private matter between yourself and Northfield Carwash. However, the City does have minimum landscaping requirements that all properties must meet. The presence of the stormwater easement in no way eliminates the requirement to have landscaping on your property. Your property is currently zoned Neighborhood Commercial Center (NCC). The adjacent property to the east is zoned High Density Residential (HDR). The east property line is considered a "rear" property line and under TMC 18.52.020 the minimum landscaping requirements for NCC properties that border residential properties is ten fee of type II landscaping. As I have noted to both you and the Northfield Carwash proponents the following options are available: 1. Submit a landscaping plan to the City demonstrating compliance with TMC 18.52. The trees could then be removed and stormwater pipes installed. Northfield and yourself would have the option of providing a financial guarantee for installing the landscaping on your property. The trees would have to be installed within five years from the start of construction on the Northfield Carwash site. TUKW 01069 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 2. Relocate the stormwater easement in order to preserve the trees and their root system. If you have any questions regarding the landscaping requirements, please feel free to call me at (206) 431 -3684 or send an email to bmilesAci.tukwila.wa.us. Sincerely, Brandon J. Mi es Assistant Planner cc. TUKW 01070 City of Tukwila Mr. Brandon Miles 6300 Southcenter Blvd., Suite #100 Tukwila, WA 98188 Re: Development Permit Number D05 -203 Dear Mr. Miles RECEIVED NOV 18 2005 November 13, 2005 I am the property owner of 14818 -14822 Tukwila International Blvd. I have been working with Northfield Ventures LLC dba Northfield Car Wash in their attempt to install a storm drain pipe in the existing Val Vue Sewer easement located on the easterly property line of my property. The old (and new) existing easement is (will be) recorded as follows: THOSE PORTIONS OF LOT C, CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT NO. 90- 4 -BLA, RECORDED UNDER RECORDING NUMBER 9009190344, RECORDS OF KING COUNTY, DESCRIBED AS FOLLOWS: THAT PORTION OF LOT C OF THAT SURVEY OF TUKWILA LOT LINE CONSOLIDATION RECORDED UNDER KING COUNTY A.F. #9009190344 DESCRIBED AS FOLLOWS: THE SOUTH 15.00 FEET OF THAT PORTION OF LOT 9, BLOCK 2, FIRST ADDITION OF ADAMS HOME TRACTS, ACCORDING TO PLAT RECORDED IN VOLUME 12 OF PLATS, PAGE 50, RECORDS OF KING COUNTY, WASHINGTON, LYING WESTERLY OF AN EASEMENT FOR A SANITARY SEWER GRANTED TO VAL -VUE SEWER DISTRICT OF KING COUNTY, WASHINGTON BY FRANK J. PIERCE ET AL UNDER KING COUNTY RECORDING NUMBER 4862263 THAT PORTION OF LOTS B AND C OF THAT SURVEY OF TUKWILA LOT LINE CONSOLIDATION RECORDED UNDER KING COUNTY A.F. #9009190344 DESCRIBED AS FOLLOWS: A STRIP OF LAND TWO FEET IN WIDTH, BOUNDED ON ITS NORTHWESTERLY SIDE WITH AN EASEMENT FOR A SANITARY SEWER GRANTED TO VAL -VUE SEWER DISTRICT OF KING COUNTY, WASHINGTON BY FRANK J. PIERCE ET AL UNDER KING COUNTY RECORDING NUMBER 4862263. SAID STRIP OF LAND IS BOUNDED ON ITS EAST SIDE BY THE EAST LINE OF LOT 10, BLOCK 2, FIRST ADDITION OF ADAMS HOME TRACTS, ACCORDING TO PLAT RECORDED IN VOLUME 12 OF PLATS, PAGE 50, RECORDS OF KING COUNTY, WASHINGTON, AND ON ITS WEST SIDE BY THE NORTH -SOUTH BEARING EAST MARGIN OF SAID EASEMENT FOR SANITARY SEWER. My intention has always been to have this strip on land allocated for egress ingress and landscaping when the site is developed. I have agreed along with Val Vue Sewer to allow Northfield Ventures LLC to install a storm drain in the existing easement. TUKW 01153 There are 5 trees that would need to be removed to allow for this installation. A resent memo issued by the Planning Division states that these trees cannot be removed and to relocate the sewer easement. Given that this is already an existing sewer easement, it cannot be moved. I believe the trees are either Alder or Cottonwood, and are not suited for an urban business development area. These trees are detrimental to the easement as their roots invade the pipes and create blockages. Additionally, any future maintenance work on the line by Val Vue Sewer would require removal of these trees. Asking for additional land to route the line around these trees is not an option I would consider. I ask that the installation of the storm drain system be allowed for Northfield use and adequate for future use by Steinberg, and that these 5 trees be removed. Sincerely, Doug Steinberg TUKW 01154 July 25, 2005 city of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. Howard Lee Magellan Architects 15600 Redmond Way #101 Redmond, WA 98052 RE: Noise Report Dear Mr. Lee: One of the conditions that the BAR placed on the approved design review application was demonstration that the project is in compliance with TMC 8.22 regarding noise. The City had the noise report prepared by Yantis Acoustical Design peered reviewed by Envrionalysis. The City has the following comments: 1. Since the carwash facility may operate during "nighttime hours" will the facility be able to meet the City's noise requirements for "nighttime hours ", which is 47 dBA? 2. It is not clear if Table 2 "Predicted Sound Levels at Property Lines" takes into account the possibility that all four vacuum systems could be used simultaneously. The predicted noise levels seem appropriate for one vacuum unity but not for two or more operating at once. Please have Yantis address these two items and submit a revise noise report to the City. If you have any questions, please call (206) 431 -3684 or send an email to bmiles@ci.tukwila.wa.us. Sincerely, �B ndon J. Mi es Assistant Planner cc. File (L05 -016) TUKW 01172 6300 Southcenter Boulevard, Suite #1,00 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Envir otdlysis ' Air Quality • Noise • Recycling June 27, 2005 Mr. Brandon Miles Dept. of Community Development City of Tukwila 6300 Southcenter Blvd. Tukwila, WA 98188 -2544 • RECE1V ▪ r• 3 pro .rtfi'�� cOMMUN:TY DEVELOPMENT Re: Review of an Acoustic Report for Northfield Carwash Project .2 Mr. Brandon, As per our discussion, I have reviewed the"acoustic report submitted by Yantis Acoustical Design dated April 28, 2005 'and 'offer the following comments:. - • _ The report by Yantis Acoustic Design does a good job of providing noise data from equivalent equipment currently in operation. • The purposed hours of operation are not specified, leaving•one to assume that the Northfield Car Wash would operate during the period defined as `nighttime" in the City of Tukwila's noise ordinance. • It is not clear if Table:2 "Predicted Sound Levels'at Property Lines" takes into account . the possibility that all four vacuum systems-could be in use simultaneously: The predicted noise levels seem appropriate for one vacuum unit but not for two or more operating at once. This is ari overly generous assumption and is.not sufficiently protective of the adjacent residential properties. • If this carwash will operate at night the noise report should examine the impacts when all four units are operating. The attached spreadsheet illustrates that if all four units were to operate at once the nighttime noise standard of 47 dBA would be exceeded. If there will be no nighttime use then there will be no exceedance of the standard. , I recommend that these two issues of nighttime use and multiple vacuum use be resolved before approving the project as designed. Please call if you have any questions. Yours truly; Carl Bloom 422 304) Avenue • Seattle, WA 98122 • (206) 329 -4634- TUKW 01057 Northfield Car Wash Equipment Car Wash Vacuum Summary of Attenuation Factors Noise level at source in dBA (from Yantis report) SPL dBA per manufacturer 4 units each 74.0 at 5 feet Unit -4 Unit-5 Unit -6 Unit 7 74 74 74 74 at 5 feet Direct line distance to east property line Point R1 69.06 35.98 32 63.8 Actual distance to R1 71.1 39.72 36.25 66.08 Difference in feet 2.04 3.74 4.25 2.28 At a Location equidistant from all Vacuums on East Property Line Attenuation due to barrier Attenuation due to distance Equipment Noise No Mitigation Equipment Noise with Fence Total of 4 units -10 -13 -13.5 -11 -22.2 -15.8 -13.6 -21.4 51.8 58.2 60.4 41.8 45.2 46.9 63.2 50.5 No Fence with fence Yr = 5 feet Distance of noise measurement from source = 58.8-feet Directline distance to property line Xr = 74.0 dBA Measured Noise Level per Manufacturer F = 20 F" Standard Attenuation Factor Xn = 52.6 dBA Calculated Value at residential property line 21.4 dBA Attenuation due to distance Attentuation FActors due to Fence from ARI- 275 -97 Table 1 52.6 41.6 • June 9, 2005 • Ciz of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. Howard Lee Magellan Architects 15600 Redmond Way #101 Redmond, WA 98052 RE: Public Works Comments are Drainage Dear Howard, I have enclosed comments from Public Works review of the revised drainage analysis. These comments are intended to help speed up the building permit application. They are not design review items, unless addressing these comments requires changes to the building or landscape design. Sincerely, ndo files Assistant Planner TUKW 01108 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 June 8, 2005 CITY OF TUKWILA NOTICE OF HEARING PROJECT INFORMATION The City has received a development application from Northfield Carwash to construct a self - service car wash along Tukwila International Blvd. The building will have a square footage of just over 5,000 square feet. Additionally, three self -serve vacuum cleaners will be located on the east property line. Upon completion of the project, 97 percent of the site will be covered with impervious surfaces. The applicant also calls for the installation of Type one, two, and three landscaping. 14840 Tukwila International Blvd, King County Parcel Number 004100 -0130. You are invited to comment on the project in writing before the meeting or at a public hearing scheduled for 7:OOPM June 23, 2005 before the Board of Architectural Review. The hearing will take place at City Hall in City Council Chambers, 6200 Southcenter Blvd. To confirm the time and date before the hearing, call the Department of Community Development at 206 -431 -3670. For further information on this proposal, contact Brandon J. Miles at 206 -431 -3684 or visit our offices at 6300 Southcenter Boulevard, Suite #100, Monday through Friday, 8:30 a.m. to 5:00 p.m. Permits applied for include: • Design Review Approval FILES AVAILABLE FOR PUBLIC REVIEW The project files are available at the City of Tukwila. To view the files, you may request them at the permit counter of the Department of Community Development (DCD), located at 6300 Southcenter Boulevard #100. TUKW 01095 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 SITE PLAN KEY NOTES El oaoaoa QB09 corns POCE TO OE Aeon NOPOLL LINO POLE OVOLT LINO MAT nu. ro•+s *MITOK Ie N.0 Oas ums n mscASVA P.<TV . e .LGOLP: uIe NO POLO. T06s1e0'49 cram STALL TOY, TUKW 01096 SITE PLAN NOTES A. 005PN0 O301045 NM MANED (A0* SWKY D9A13 w003 * 0.505 EIC &UM,- *0 P03 te0 *440 �CO Nth 0 5, 500N S 000 00L1A0d1 YIM ON M *AIWA (1111 NMSNALL E ALL 0■40■90N5 PEA OM OMAy*N05. PLOT 00: 05 /20/05 00/20/05 CAD RE: 00- 063AII JOB M.NOER: 03-063 DRAWN 5(0. 141. STAN,. 9R RN A1.1 IIIIuII1� 11111 �IIIIIIII�III ) ® -Il■ MIN • NCOM A IIIIIIi1111111111 MONEMM I 11111111111111111111111 ®Y n • IIIIII1In1II1111II IIII11111 IIIllllj —, 0 n WEST ELEVATION O m.,d SOUTH ELEVATION O NORTH ELEVATION 11111111111111111 11111111111111111 1111111111111111 1111111111 OEAST ELEVATION KEY NOTES of .• NmN1AETE BASE nrock ▪ IXA -UE STSICNAIL BNw, SOX INCA AS MGYIAY REND. 'WIC& IS CEMENT PEASRN MI.. MAT. 0s11•41 SOYO mw STUN VIS11100O MO'. 00...E pi In? RAT -, NIOO MY. 517Im 0*NC SET-0 1002 STAY •aaa] 2.10x'. 11I7CU. Q1 /2. 11 -11. STAID a11roIC SOIIO mw STUN SpxrnNOm 0(03. IttICAC %WAWA 2ESSTANT 034211ABIE RAE 1020 0 225 EAm 071)2 1Y. NW. 51AUm a1MINE Sao max STUN San o01AAx', Tw71U. ASP71.E1 BOOT 9010.X. 102714 No. ([NT. T1pCU. ENxI VAONW MAO BASE IOHCAE NOT 03ED ION VAULT. 11(7004. (2) 7A4CE WwYES • (1) coma cum MApw) s'.s' 0050)20 pow ooaoaao BB TUKW 01097 nomads BY SEALED NS NOTED Nun 0•12: a5 /2,/02 15/20/05 CA RE •1 2012 MI.J..IBEIY. 03-063 CNEIXEO: PWC PRAWN SEA, E1EV•110N5 A3.1 CHECK* ENVIRONMENTAL REVIEW /SHORELINE PERIarILINGS FEDERAL AGENCIES ( ) U.S. ARMY CORPS OF ENGINEERS ( ) FEDERAL HIGHWAY ADMINISTRATION () DEPT OF FISH & WILDLIFE ( ) U.S. ENVIRONMENTAL PROTECTION AGENCY ( ) U.S. DEPT OF H.U.D. () NATIONAL. MARINE FISHERIES SERVICE WASHINGTON STATE AGENCIES ( ) OFFICE OF ARCHAEOLOGY ( ) TRANSPORTATION DEPARTMENT () DEPT NATURAL RESOURCES ( ) OFFICE OF THE GOVERNOR ( ) QPPT OF COMM. TRADE & ECONOMIC DEV. EPT OF FISHERIES & WILDLIFE () DEPT OF SOCIAL & HEALTH SERV. ) EPT OF ECOLOGY, SHORELAND DIV DEPT OF ECOLOGY, SEPA DIVISION' ) OFFICE OF ATTORNEY GENERAL • SEND CHKLIST W/ DETERMINATIONS • SEND SITE MAPS WITH DECISION KING COUNTY AGENCIES ( ) BOUNDARY REVIEW BOARD ( ) FIRE DISTRICT #11 ( ) FIRE DISTRICT #2 ( ) K.C. WASTEWATER TREATMENT DIVISION ( y . DEPT OF PARKS & REC K.C. ASSESSORS OFFICE ( ) TUKWILA SCHOOL DISTRICT ( ) TUKWILA LIBRARY () RENTON LIBRARY () KENT LIBRARY () CITY OF SEATTLE LIBRARY () QWEST ( ) SEATTLE CITY LIGHT () PUGET SOUND ENERGY ( ) HIGHLINE WATER DISTRICT () SEATTLE WATER DEPARTMENT ( ) AT &T CABLE SERVICES SCHOOLS/LIBRARIES UTIUTIES CITY AGENCIES ( ) KENT PLANNING DEPT ( ) TUKWILA CITY DEPARTMENTS: () PUBLIC WORKS ( ) FIRE ( ) POLICE () FINANCE ( ) PLANNING () BUILDING ( ) PARKS & REC. () MAYOR ( ) CITY CLERK • () HEALTH DEPT ( ) PORT OF SEATTLE () K.C. DEV & ENV!R SERVICES -SEPA INFO CNTR () K.C. TRANSIT DIVISION - SEPA OFFICIAL ( ) K.C. LAND & WATER RESOURCES () FOSTER LIBRARY () K C PUBLIC LIBRARY ()HIGHLINE SCHOOL DISTRICT () SEATTLE SCHOOL DISTRICT ( ) RENTON SCHOOL DISTRICT ( )OLYMPIC PIPELINE VAL -VUE SEWER DISTRICT () ATER DISTRICT #20 WATER DISTRICT #125 ( CITY OF RENTON PUBLIC WORKS ( ) BRYN MAWR- LAKERIDGE SEWERNVATER DISTRICT ) ENTON PLANNING DEPT CITY OF SEA -TAC () CITY OF BURIEN ( ) TUKWILA PLANNING COMMISSION MEMBERS ( ) TUKWILA CITY COUNCIL MEMBERS ( ) CITY OF SEATTLE - SEPA INFO CENTER - DCLU ( ) STRATEGIC PLANNING OFFICE' • NOTICE OF ALL SEATTLE RELATED PLNG PROJ. OTHER LOCAL AGENCIES ( ) PUGET SOUND REGIONAL COUNCIL ( ) SW K C CHAMBER OF COMMERCE N'MUCKLESHOOT INDIAN TRIBE 11CULTURAL RESOURCES PROGRAM 11 FISHERIES PROGRAM (. WILDLIFE PROGRAM MEDIA ( ) SEATTLE TIMES ( ) SOUTH COUNTY JOURNAL P: WDMIN ISTRATIV E \FORMS \CHKLIST. DOC UWAMISH INDIAN TRIBE ( ) P.S. AIR POLLUTION CLEAN AGENCY () SOUND TRANSIT ( ) DUWAMISH RIVER CLEAN -UP COAUTION 'SEND NOTICE OF ALL APPUCATIONS ON DUWAMISH RIVER ( ) HIGHLINE TIMES ( ) CI.TUKWILA.WA.US.VWWV TUKW 01098 • BLIC NOTICE MAILINGS FOR PERMITS SEPA MAILINGS Mail to: (comment period starts on date of mailing) Dept. of Ecology Environmental Review Section *Applicant *Other agencies as necessary (checked off on attached list) *Any parties of record * send only the staff report, site plan and the SEPA Determination KC Transit Division — SEPA Official would like to receive information about all projects that might affect transit demand Send These Documents to DOE: SEPA Determination (3 -part from Sierra) Findings (staff report, usu. with MDNS) SEPA Checklist (filled out by applicant) Drawings/Plans of project (site plan, elevations, etc. from PMT's) Affidavit of Distribution (notice was mailed or sent to newspaper) SHORELINE MAILINGS: Notice of Application for a Substantial Development Permit must be mailed to owners and to property owners within 500 feet of subject property, comments are due 30 days after the notice of application is mailed/posted. The notice of Application for Shoreline Substantial Development Permit must include a statement that any person desiring to submit written comments on the application or desiring to receive notification of the final decision on the application may do so within 30 days of the notice of application. If a hearing will be held on the application, the hearing notice must include the information that written comments may be submitted, or oral presentation made at the hearing. Shoreline Permit Notice of Decision: Mail to: (within 8 days of decision; 2I -day appeal period begins date received by DOE) Department of Ecology Shorelands Section State Attorney General *Applicant *Indian Tribes *Other agencies as necessary (checked off on attached list). Any parties of record * send only the staff report, site plan and the SEPA Determination Send These Documents to DOE and Attorney General: Permit Data Sheet Shoreline Substantial Development Permit (3 -part from Sierra) Findings (staff report or memo) Shoreline Permit Application Form (filled out by applicant) Drawings/Plans of project (site plan, elevations, etc. from PMT's) Site plan, with mean high water mark & improvements — Cross - sections of site with structures & shoreline - Grading Plan - Vicinity map SEPA determination (3 -part from Sierra) Findings (staff report or memo) SEPA Checklist (filled out by applicant) Any background studies related to impacts on shoreline Notice of Application Affidavit of Distribution (notice was mailed) P:\ADM INISTRAT1VE \FORMS \C}DCLIST.DOC TUKW 01099 Smooth Feed Sheets TM O'BRIEN TIMOTHY MR & MRS 14639 PACIFIC HIGHWAY S TUKWILA WA 98168 0040000995 SOKA GAKKAI INTERNATIONAL 3438 S 148TH SEATTLE WA 98168 0040001025 BLUE GLENN C VERTREES FRANK 3400 S 150TH SEATTLE WA 98188 0041000055 KANG YONG JA 19235 INDEX ST #4 NORTHRIDGE CA 91326 0041000350 KANG HEE YEOL & SEE JEE 1550 ALKI AVE SW #500 SEATTLE WA 98116 0041000516 JAMAX ASSOCIATES LLC 18709 SE 44TH PL ISSAQUAH WA 98027 0041000536 Resident 3705 S 150TH ST Tukwila, WA 98188 0041000536 GOOKSTETTER LORI L 3743 S 148TH TUKWILA WA 98168 0041000160 LE TIEN 4009 S 148TH ST TUKWILA WA 98168 0041000164 Resident 4010 S 150TH ST Tukwila, WA 98168 0041000283 OBRIEN TIMOTHY M 14217 59TH AVE S TUKWILA WA 98188 0040000865 CHURCH BY SIDE OF RD P 0 BOX 68545 SEATTLE WA 98168 0041000122 0041000085 LUI LUEY MING 8216 S 120TH ST SEATTLE WA 98178 0041000330 HENKLE FAMILY TRUST C/O HENKLE D R & B J TRSTEE 74 HOH PLACE LA CONNER WA 98257 0041000517 EDGEWOOD APARTMENTS LLC 830 168TH PL SE BELLEVUE WA 98008 0040000900 Resident 3701 S 150TH ST Tukwila, WA 98188 0041000536 Resident 3707 S 150TH ST Tukwila, WA 98188 0041000536 BHANDAL GURKAMAL 26125 114TH AVE SE B1 KENT WA 98031 0041000161 YI WON SIK +OK B +SUN Y 14802 PACIFIC HWY S TUKWILA WA 98188 0041000141 Resident • 4004 S 150TH ST Tukwila, WA 98168 0041000283 • Use template for 5160® KC WATER DIST #125420616 PO BOX 68147 SEATTLE WA 98168 0040000844 0040000850 CEDERLIND JIM 8040 23RD AVE NW SEATTLE WA 98117 0041000070 OCTON c/o ORECM ESCROW 1717 MAIN ST 12TH FL- ' DALLAS TX 75201 0041000335 BANWAIT SUKHCHAIN S +KAUR 3415 S 150TH ST TUKWILA WA 98188 0041000515 WENDCO ATTN TAX DEPT PO BOX 256 DUBLIN OH 43017 0041000530 0041000520 Resident 3703 S 150TH ST Tukwila, WA 98188 0041000536 NEUO RA 4001 S 148TH ST SEATTLE WA 98168 0041000165 RODRIGUEZ MARIA +CRUZ JUAN 5134 S GARDEN ST SEATTLE WA 98118 0041000163 STEINBERG DOUG PO BOX 2283 BUCKLEY WA 98321 0041000142 0041000143 STOCK WILLIAM M +JENNIFER R 4010 S 150TH ST SEATTLE WA 98188 0041000283 TUKW 01100 AVERY® Address Labels Laser 5160® Smooth Feed Sheets TM SHINOKI RICHARD Y +AMY E 3814 S 150TH ST SEATTLE WA 98188 0041000290 CODD JR ROBERT J 4240 S 158TH TUKWILA WA 98188 9572500050 ELLIOTT RONALD C 14839 38TH AV S TUKWILA WA 98168 9572500020 WEST MICHAEL J 18047 MILITARY RD S SEATTLE WA 98188 0041000325 0041000329 Resident 4003 S 148TH ST Tukwila, WA 98168 0041000163 Resident 3728 S 150TH ST Tukwila, WA 98168 9572500010 Resident 3707 S 150TH ST #3 Tukwila, WA 98188 0041000537 Resident 3717S 150TH ST #1 Tukwila, WA 98168 0041000535 Resident 3717 S 150TH ST #4 Tukwila, WA 98168 0041000535 Resident 3719 S 150TH ST #2 Tukwila, WA 98168 0041000534 Resident 3814 S 150TH ST Tukwila, WA 98168 0041000290 LAPLANT GERALDINE A 13704 41ST AVE S TUKWILA WA 98168 9572500040 BEUTLER CARL & JUDY 3728 S 150TH ST SEATTLE WA 98188 9572500010 WEST MICHAEL J 14864 PACIFIC HIWAY S SEATTLE WA 98168 0041000321 0041000321 Resident 4001 S 148TH ST Tukwila, WA 98168 0041000165 Resident 3707 S 150TH ST #1 Tukwila, WA 98188 0041000537 Resident 3707 S 150TH ST #4 Tukwila, WA 98188 0041000537 Resident 3717 S 150TH ST #2 Tukwila, WA 98168 0041000535 HEADLEE MICHAEL +DELORIS 23808 90TH PL W EDMONDS WA 98026 0041000535 Resident 3719 S 150TH ST #3 Tukwila, WA 98168 0041000534 • Use template for 5160® MATHIS RUBY J 3804 S 150TH SEATTLE WA 98188 0041000296 ONCHI YOSHIKO 14304 SE 164TH ST RENTON WA 98058 9572500030 KHAIRA PARMJIT S +RANJIT K 19638 104TH AVE SE RENTON WA 98055 0041000310 Resident 3429 S 148TH ST Tukwila, WA 98168 0041000085 Resident 3743 S 148TH ST Tukwila, WA 98168 0041000160 Resident 3707 S 150TH ST #2 Tukwila, WA 98188 0041000537 DOFREDO NESTOR V 1531 15TH AV S ' SEATTLE WA 98144 0041000537 Resident 3717 S 150TH ST #3 Tukwila, WA 98168 0041000535 Resident 3719 S 150TH ST #1 Tukwila, WA 98168 0041000534 Resident 3719 S 150TH ST #4 Tukwila, WA 98168 0041000534 ( TU KW 01101 AVERY® Address Labels Laser 5160® Smooth Feed SheetsTM WONG STEPHEN PO BOX 21686 SEATTLE WA 98111 0041000534 Resident 3723 S 150TH ST #3 Tukwila, WA98188 0041000540 Resident 3727 S 150TH ST #1 Tukwila, WA 98188 0041000545 Resident 3727 S 150TH ST #4 Tukwila, WA 98188 0041000545 AIRHART WONEATA R 3727 S 150TH ST TUKWILA WA 98188 0041000545 Resident 3729 S 150TH ST #3 Tukwila, WA 98188 0041000546 PLEK NARONG+SAMAY KHUN 3735 S 150TH ST TUKWILA WA 98188 0041000544 BEHR WILLIAM D +ANN MARIE 4001 S 150TH ST TUKWILA WA 98188 0041000552 Resident 3730 S 148TH ST # 1 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #4- Tukwila, WA 98168 0040000900 AVERY® Address Labels Resident 3723 S 150TH ST #1 Tukwila, WA 98188 0041000540 Resident 3723 S 150TH ST #4 Tukwila, WA 98188 0041000540 Resident 3727 S 150TH ST #2 Tukwila, WA 98188 0041000545 Resident 3727 S 150TH ST #5 Tukwila, WA 98188 0041000545 Resident 3729S150THST #1 Tukwila, WA 98188 0041000546 Resident 3729 S 150TH ST #4 Tukwila, WA 98188 0041000546 GALLAGHER PETER J 3775 S 150TH ST TUKWILA WA 98168 0041000550 Resident 15015 TUKWILA INT. BL #1 Tukwila, WA 98168 0041000516 Resident 3730 S 148TH ST #2 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #5 Tukwila, WA 98168 0040000900 Use template for 5160® Resident 3723 S 150TH ST #2 Tukwila, WA 98188 0041000540 CONNELL ANTIA J 3723 S 150TH ST TUKWILA WA 98188 0041000540 Resident 3727 S 150TH ST #3 Tukwila, WA 98188 0041000545 Resident 3727 S 150TH ST #6 Tukwila, WA 98188 0041000545 Resident 3729 S 150TH ST #2 Tukwila, WA 98188 0041000546 AIRHART WONEATA R 832 LAKE WASHINGTON SEATTLE WA 98144 0041000546 OLIVIER CHRISTOPHER +EWA B 3805 S 150TH ST TUKWILA WA 98188 0041000549 Resident 15015 TUKWILA INT. BL #2 Tukwila, WA 98168 0041000516 Resident 3730 S 148TH ST #3 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #6 Tukwila, WA 98168 0040000900 ' TUKW 01102 Laser 5160® Smooth Feed SheetsTM Resident 3730 S 148TH ST #7 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #10 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #13 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #16 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #19 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #22 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #25 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #28 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #31 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #34 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #8 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #11 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #14 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #17 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #20 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #23 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #26 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #29 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #32 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST- #35 Tukwila, WA 98168 0040000900 • Use template for 5160® Resident 3730 S 148TH ST #9 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #12 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #15 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #18 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #21 Tukwila, WA 98168 1. 0040000900 Resident 3730 S 148TH ST #24 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #27 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #30 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #33 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #36 Tukwila, WA 98168 0040000900 TUKW 01103 AVERY® Address Labels Laser 5160® Smooth feed Sheets TM sident 30 S 148TH ST #37 kwila, WA 98168 10000900 sident 30 S 148TH ST #40 kwila, WA 98168 10000900 sident 30 S 148TH ST #43 kwila, WA 98168 10000900 sident 30 S 148TH ST #46 kwila, WA 98168 10000900 sident 30 S 148TH ST #49 kwila, WA 98168 10000900 sident 30 S 148TH ST #52 kwila, WA 98168 10000900 sident 30 S 148TH ST #55 kwila, WA 98168 10000900 sident 30 S 148TH ST #58 kwila, WA 98168 10000900 sident 30.5 148TH ST #61 kwila, WA 98168 10000900 sident 30 S 148TH ST #64 kwila, WA 98168 10000900 Resident 3730 S 148TH ST #38 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #41 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #44 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #47 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #50 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #53 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #56 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #59 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #62 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #65 Tukwila, WA 98168 0040000900 • Use template for 5160® Resident 3730 S 148TH ST #39 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #42 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #45 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #48 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #51 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #54 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #57 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #60 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #63 Tukwila, WA 98168 0040000900 ' Resident 3730 S 148TH ST #66 Tukwila, WA 98168 0040000900 TU KW 01104 AVERY® Address Labels Laser 5160® Smooth Feed Sheets"' Resident 3730 S 148TH ST #67 Tukwila, WA 98168 0040000900 Resident 14828 MILITARY RD S #1 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #4 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #7 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #10 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #13 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #16 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #19 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #22 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #25 Tukwila, WA 98168 0041000070 AVERY® Address Labels Resident 3730 S 148TH ST #68 Tukwila, WA 98168 0040000900 Resident 14828 MILITARY RD S #2 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #5 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #8 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #11 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #14 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #17 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #20 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #23 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #26 Tukwila, WA 98168 0041000070 • Use template for 5160® Resident 3730 S 148TH ST Office Tukwila, WA 98168 0040000900 Resident 14828 MILITARY RD S #3 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #6 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #9 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #12 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #15 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #18 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #21 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #24 Tukwila, WA 98168 0041000070 • Resident 14828 MILITARY RD S #27 Tukwila, WA 98168 0041000070 TUKW 01105 Laser 5160® Smooth Feed SheetsTM Resident 14828 MILITARY RD S #28 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #31 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #34 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #37 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #40 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #43 Tukwila, WA 98168 Resident 14828 MILITARY RD S #29 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #32 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #35 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #38 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #41 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #44 Tukwila, WA 98168 0041000070 • Use template for 5160® Resident 14828 MILITARY RD S #30 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #33 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #36 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #39 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #42 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S Office Tukwila, WA 98168 0041000070 TUKW 01106 AVERY® Address Labels Laser 5160® Dept. Of Community Development City of Tukwila AFFIDAVIT OF DISTRIBUTION . I , A &rock HEREBY DECLARE THAT: Notice of Public Hearing Determination of Non - Significance • Project Name: c-�j -eiU Notice of Public Meeting. Project Number: • 1,■(9 S — 0 Mitigated Determination of Non- Significance Mailer's Signature: Board of Adjustment Agenda Pkt Person requesting mailing: I.A.,,J 4 Determination of Significance & Scoping Notice Board of Appeals Agenda Pkt Notice of Action Planning Commission Agenda Pkt Official Notice Short Subdivision Agenda Notice of Application Shoreline Mgmt Permit Notice of Application for Shoreline Mgmt Permit __ __ FAX To Seattle Times Classifieds Mail: Gail Muller Classifieds PO Box 70 - Seattle WA 98111 Other Was ma i 1 e_d to each of the. addresses listed on this year 20 U S day of) i-n the TUKW 01094 P:GINAWYNETTA/FORMS /AFFIDAVIT -MAIL 08/29/003:31 PM Project Name: c-�j -eiU 00044 -/ Project Number: • 1,■(9 S — 0 Mailer's Signature: De 6)1/'" Person requesting mailing: I.A.,,J 4 TUKW 01094 P:GINAWYNETTA/FORMS /AFFIDAVIT -MAIL 08/29/003:31 PM Brandon Miles - SEPA and Design Revs From: Brandon Miles To: Howard Lee (Magellan Architects) Date: 6/7/05 11:15AM Subject: SEPA and Design Review Howard, The DNS will be issued on Wednesday. You will be getting my SEPA staff report and the DNS. One item that I wanted to note to you is regarding noise from the project. The City is having the noise study that was prepared for this project peered reviewed. My intianal conversation with our noise consultant is that he had some doubts about the effectivness of the wooden fence. This is not an item that will hold up the design review application. However, the City will not issue a building permit until we are sastified that the project will comply with TMC Chapter 8.22 "Noise ". Another item that I wanted to bring up is the landscaping plan. We had talked about adding some landscaping just north of the building. Also, when I was writing my staff report, I noticed that along the eastern property line there was a gap where no trees were located. If you look at sheet L1.1 to the right of the page just left of the note where it says "Type 3 Landscaping " My suggestion is to place two of the Hogan Cedars in this location. Can these change be made to the landscaping plan by Tuesday of next week? If these changes cannot be made by next week, then I can include it as a condition and require that a revised landscaping plan be submitted to staff prior to issuance of any building permits. Thanks, Brandon J. Miles Assistant Planner Department of Community Development City of Tukwila tel (206) 431 -3684 fax (206) 431 -3665 bmiles @ci.tukwila.wa.us i TUKW 01112 Page 1 Brandon Miles - Trees and Northfield Carwash From: Brandon Miles To: Howard Lee (Magellan Architects) Date: 6/2/05 3:14PM Subject: Trees and Northfield Carwash Howard, Northfield can go ahead and remove the three pine trees. However, the City still needs more landscaping on the site. 1) The parking stalls along TIB should be removed. The proposed use does not require any parking stalls. The City would like to see additional landscaping in this area. Trees that are off center with proposed trees would provide a good visual appereance. 2) Just north of the main building there is an area of the property that currently is proposed to be vacant, no building and no landscaping. There needs to be some landscaping added to this area. A tree and some shrubs would be good fit. Before this item can be scheduled to go before the Planning Commission we need to be able to complete SEPA. If you can get the items to be by Monday at noon. I should be able to have SEPA issued by next Wednesday. I am still checking on the status of the billboard on the, site and I am hoping to see about what is involved in getting it removed. I will send you an email next week of the items that I will need for the Planning Commission packets. Regards, Brandon J. Miles Assistant Planner Department of Community Development City of Tukwila tel (206) 431 -3684 fax (206) 431 -3665 bmiles@ci.tukwila.wa.us Page 1 TUKW 00679 Brandon Miles - Signage _Page_ 1 From: Brandon Miles To: Howard Lee (Magellan Architects) Date: 6/2/05 3:22PM Subject: Signage Howard, One item that I am curious about is sigange. The plans show one freestanding sign. (Please note that the City is not approving the location of the sign. It appears note to meet setbacks). Is there a wall sign proposed with the carwash? Brandon J. Miles Assistant Planner Department of Community Development City of Tukwila tel (206) 431 -3684 fax (206) 431 -3665 bmiles @ci.tukwila.wa.us TUKW 00681 Mirai Transportation Planning A Engineering Memorandum To: Cyndy Knighton, Senior Transportation Engineer, City of Tukwila From: Tom Noguchi, Mirai Transportation Planning and Engineering Subject: Northfield Carwash Traffic Study and Safety Analysis Date: May 31, 2005 Mirai Transportation Planning and Engineering reviewed a memorandum for the proposed Northfield Carwash project, dated April 25, 2004. (I believe the date on the memo should be 2005) The report was prepared by Transportation Solutions, Inc. The proposed carwash would be located at 14810 Tukwila International Boulevard. This memo concludes that this proposed development would generate 670 daily trips and 35 PM peak hour trips. I found that this conclusion is reasonable. This memo also indicates this location would provide adequate site distances at all access locations. I do not have any comments or concerns related to traffic and access related to this proposed development. 605, Nig ( TU KW 00680 Northfield Carwash Page 1 ,fa • Cizy of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director May 18, 2005 Mr. Scott Adams Magellan Architects 15600 Redmond Way #101 Redmond, WA 98052 RE: SEPA Response Letter Dear Mr. Adams: The City has completed its review of the SEPA application. At this time the City requires that additional information be submitted before a Threshold Determination is issued. Also, please note that this letter refers only to the SEPA application. The City will be issuing a second letter addressing design review comments. Planning 1. The SEPA checklist is highly vague and does not provide essential details that should be provided with the application. Additionally, the checklist is not legible. Please rewrite the checklist and provide sufficient detail regarding theproject. The checklist is also available as electronic copy, which allows the document to be completed in MS word. 2. Also, is water from the facility reused? 3. The project is currently proposing the removal of a significant number of trees on the property. The City does not object to many of the trees that are being removed, as many of them are not suitable for urban environments. However, the City would like to see trees number three, four, and five retained on the site. These cedar trees appear to be in good health and will provide accent to the City's street vegetation and the proposed landscaping on the site. To accommodate retaining these trees, Planning staff suggests eliminating the two southern parking stalls located along TIB. Even with the elimination of these stalls, the site will have an excess of required parking stalls. Building Division 1. No comments Brandon -M Page 1 Q: \Developments \Northfield Car Wash \First Reponse Letter.doc TUKW 01071 05/18/2005 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Fire Department 1. The driveway slope cannot exceed 15 percent. Public Works Department 1. The existing convert in S. 150th Street shall be evaluated all the way to 42nd Avenue South and replaced if found to be deficient 2. A letter of approval from King County Industrial Waste is required for discharge to sanitary sewer. 3. Submit sewer and water availability letters from the applicable utility providers. Police Department 1. The lighting plan provided is uneven and does not provide a gradual transition from lighted areas to unlighted areas. For example one the candle levels presented is 15.96 and the adjacent reading is 5.16. Lighting provided on the site should provide a gradual transition from lit to unlit areas. Additional Items The traffic report prepared by Transportation Solutions, Inc., dated April 25, 2004 notes that at some future point the southernmost car wash bay will be converted to an automated car washing station (p.1). However, none of the SEPA documents nor do any of the construction plans reference an automated car wash. Please note that when the City makes its Threshold Determination it will not include the automated car wash. In the future it may be necessary for you to seek a new SEPA approval or request that the City amend the decision that was issued. Additionally, traffic impact fees may be assessed on the future conversion of one of the bays to an automated system. You next step is to address these comments and provide the necessary information to the City addressing the City's comments. When you resubmit please provide a cover letter - which will provide detail as to how each comment is addressed. If you have any questions, please call (206) 431 -3684 or send an email to bmiles c ci.tukwila.w..us. Brandon J. Miles Assistant Planner cc. File (E05 -004 and L05 -016) Brandon -M Page 2 Q :\Deyelopments\Northfield Car Wash \First Reponse Letter.doc_ TUKW 01072 05/18/2005 May 3, 2005 • • City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. Carl Bloom Environalysis 422 30th Ave Seattle, WA 98122 RE: Peer Review of Noise Study Dear Mr. Bloom: Enclosed please find the noise study prepared by Yantis for a new self - service car wash located at 14840 Tukwila International Blvd. I have also included a site map of the project. As I noted on the phone, please provide the City with a bid for a peer review to evaluate the findings and proposed mitigation of the noise study. If you have any questions, please call (206) 431 -3684 or send an email to bmiles ci.tukw'la.wa.us. Sincerely, ra idon J. Miles Assistant Planner cc. File (E05 -004 and L05 -016) TUKW 00687 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 MEMORANDUM To: Steve Lancaster, Director From: Brandon Miles, Assistant Planner Date: May 2, 2005 Re: E05 -004 (SEPA Determination) Northfield Car Wash 14840Tukwila International Blvd (TIB) Submitted Documents: Noise Study submitted by Yantis Acoustical Design, dated April 28, 2005 Traffic Analysis, submitted by TSI, dated April 25, 2005 Geotechnical Engineering Study, submitted by Creative Engineering Options Inc., dated March 22, 2005 Public Comments: None Project Description: The City has received a development application to construct a new eight bay self service car wash facility at 14840 Tukwila International Blvd. The facility will also feature self service vacuum cleaners located on the eastern edge of the property. The new building is approximately 5,200 square feet in area. A majority of the site will be paved and additional landscaping will be installed. A four foot tall retaining wall will be constructed on the east property line. The property is located in the NW ''A of section 22, Township 23N, Range 4E., W.M. The site is adjacent to Tukwila International Blvd and is just north of S. 148th Street. The property is zoned Neighborhood Commercial Center (NCC). Properties to the north, south and west are zoned NCC and are used for commercial activities. The property to the east is zoned Medium Density Residential (MDR) and is used as used as an apartment building. Agencies with Jurisdiction: Department of Ecology (DOE) Other Required Permits: Land Altering /Grading /Preload Permit Approval City of Tukwila, Public Works Design Review Approval City of Tukwila, Board of Architectural Review TUKW 00654 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 0 Fax: 206 - 431 -3665 • • Northfield Car Wash E05 -004, CC (L05 -016) SEPA Staff Report Building /Demolition Permits City of Tukwila, Community Development Summary of Primary Impacts: • Earth The site contains class II slopes near the sites border with TIB. The applicant submitted a Geotechnical Engineering Study (dated March 22, 2005, prepared by Creative Engineering Options). The report noted that a substantial portion of the property is overlain with a large layer of uncontrolled fill of varying thickness. Below the uncontrolled fill is glacial fill and hardpan material. The steepest portion of the property has a slope of 15 percent. The checklist notes that the cumulative cut/fill on the site will be greater than 1400 cubic yards. All fill material will come from on site. •Air Construction activities may have some impact on air quality. The impacts may include dust particles and automobile exhausts. Upon completion of the project the site will generate auto emissions. • Water There are no surface water bodies within the vicinity of the project site. The Geo- technical report found no indications of an established water table or water seepage. The applicant also submitted a Level 1 Drainage Analysis for the project. The Analysis noted that flow from the site eventually joins Gilliam Creek, which is located south of the project site. The applicant has proposed the construction of underground vaults to meet water quality and quantity requirements. Each of the wash bays will have foot drains that connect to the City's sewer system. The applicant will also have to evaluate the existing stormwater system in the area and if necessary construct the necessary upgrades. • Plants There are currently 25 trees on the site. The trees on the site consist of the following varieties, Hollies, Junipers, Cedars, Poplars, Rhododendrons, and Firs. As part of the project, a majority of the trees on the site will be removed. The applicant has submitted a landscaping plan as part of Design Review approval. The landscaping plan indicates that Type I landscaping will be installed along TIB, Type II landscaping will be placed along the south and north property lines, and Type III landscaping will be installed along the eastern property lines. Q: \Developments \Northfield Car Wash \sepa- staffrpt.doc TUKW 00655 Northfield Car Wash E05 -004, CC (L05 -016) SEPA Staff Report A total of 30 new trees will be installed on the site. Animals The project site is located within an urban environment. Wildlife habitat is limited to rodents, birds, and other small mammals. Surface water run -off will enter Gilliam Creek where young Salmon have been observed. The Salmon species in Gilliam Creek have been listed as a threatened species by the US Fish and Wildlife Service. • Energy/Natural Resources During construction gasoline will be needed for operation of machinery and automobiles on the property. The project will have no affect on the potential for solar energy. • Environmental Health No hazardous or toxic substances will be stored on the site. The project will consist of an eight bay self - service car wash. Additionally, self - service vacuum cleaners will be located on the east edge of the property. The property east of the project site is zoned Medium Density Residential and apartment buildings are currently located on the property. The applicant has submitted a Noise Report to address possible noise concerns. The applicant will be required to comply with TMC 8.22, which addresses noise. Land /Shoreline Use The current zoning on the property is Neighborhood Commercial Center (NCC). The property is not located near a shoreline of statewide significance. The only use on the property is a large billboard operated by Clear Channel Communications. The reminder of the site is undeveloped. A portion of the site is classified as steep slope. The applicant has provided a geotechnical report in compliance with the City's SAO requirements. • Housing • The project will not add or reduce the number of housing units in the City. The project is located next to an existing apartment building and the applicant is required to comply with TMC 8.22 regarding noise emissions. Aesthetics The project is subject to BAR approval and the TIB Design Guidelines apply to the project. Light and Glare Q: \Developments \Northfield Car Wash \sepa - staffrpt.doc TU KW 00656 Northfield Car Wash E05 -004, CC (L05 -016) SEPA Staff Report Sources of lighting on the site include parking lot lights, headlights on cars entering and exiting the site, and lights on the buildings Recreation None Historic and Cultural Preservation The site is currently vacant/undeveloped land. During construction activities if any archeological, historic, or scientific artifacts are unearthed work on the site will stop and the City of Tukwila, the Washington State Department of Archeology, and the Muckleshoot Indian Tribe will be notified. • Transportation • Access to the site will be via Tukwila International Boulevard which is a main arterial in south King County. The property will have two access points, one along the southern edge of the property and an access along the northern portion of the property. The south access will be shared with an adjacent commercial business. The applicant will have to obtain the applicable easements from the adjacent property owner. A trip generation and sight distance report was prepared by Transportation Solutions, Inc., dated April 25, 2004. The report noted that the use generated approximately 670 new daily peak hour trips and a total of 35 new weekday PM peak hour trips. The site distance study found that there site Will exceed AASHTO standards for traffic entering and exiting the site. The City's Traffic Consultant reviewed the report submitted and concurred with the findings and conclusions of the report. Public Services Bus service is available along Tukwila International Blvd. Utilities All necessary utilities are located within the general area. The applicant will have to obtain an easement from the adjacent southern property for utility connections. Public Works has also required that the applicant evaluate the existing culvert along S. 150`h Street to 42thi Avenue South. If the culvert is found to be deficient that applicant will need to replace the system. This will be done as part of the building permit. Recommendation: Determination of Non-Significance Q: \Developments \Northfield Car Wash \sepa- staffrpt.doc TUKW 00657 Revised Level 1 Drainage Analysis For the Northfield Car Wash 14840 Tukwila International Boulevard Tukwila, Washington 98168 Prepared By: CHS CHS ENGINEERS, LLC Project No: 690506 May 2005 CHS Engineers, LLC 12507 Bel -Red Road, Suite 101 Bellevue, Washington 98005 -2500 425.637.3693 RECEIVED JUN 0 3 2005' COMMUNITY D E OPh1 NP EXPIRES: 1 0 /20 / /tj TUKW 00992 TABLE OF CONTENTS Project Overview 1 Task 1: Define and Map the Study Area 1 Task No. 2: Resource Review 2 Task No. 3: Field Inspection 2 Task No. 4: Drainage System Description and Problem Descriptions 2 Task No. 5: Mitigation of Existing or Potential Problems 3 Appendix Exhibits Photos WLRD Drainage Complaints City of Tukwila Drainage Complaints Western Washington Hydraulic Model Output TUKW 00993 REVISED May 25, 2005 Revised Level One Drainage Analysis for the Northfield Car Wash 14840 Tukwila International Boulevard In Tukwila, Washington 98168 Project Overview: The proposed project site is a vacant lot 0.84 acres in size, as shown in Picture 1 in the Appendix. A few trees and brush exist at the south end of the property. The site is located at 14840 Tukwila International Boulevard in the City of Tukwila, Washington. The proposal is to construct a car wash and attending encompassing the majority of the site. The topography of the site consists of a level slope from the western boundary with Tukwila International Boulevard of proximately 3 to 4 percent or 120 feet, at which point the property drops at a rate approaching 20 percent as it meets the adjoining property. In discussions with the project's geotechnical engineer, we learned that there is a layer of outwash sand beneath an overlying fill of a medium density till. This soil type generally is poor for use as infiltration areas, although infiltration will be explored as the engineering design progresses. The full geotechnical report will be available during the design process. Task 1: Define and Map the Study Area The study area for the site extends upstream approximately 3,500 feet and approximately 1,000 feet downstream to Gilliam Creek. The upstream drainage area is about 20 acres, as shown as Exhibit A in the Appendix. This area consists of existing single - family dwellings, roads, driveways and landscaping. Also, some development has occurred where drainage /detention and water quality systems have been constructed. Flow leaving the site leaves as sheet flow in a westerly direction and eventually reaching the existing storm system in 42 "d Avenue S. This flow then travels through the storm water system for a tenth of a mile where it joins a ditch heading south. This ditch eventually joins up with Gilliam Creek, which ultimately discharges into the Green River. The drainage system is shown on Exhibit B in the Appendix. 1 TUKW 00994 Task No. 2: Resource Review A review of the current information available through King County DDES has been performed regarding this project site. The project is within the Duwamish River /Green River Drainage Basin and Watershed area, thus the need for Level 2 flow. This will require the design and construction of an underground tank or vault located site near the eastern property line to be used for detention and water quality. The outfall would be connected to the existing storm drain system located on the south side of S. 148th Street (shown on the Site Plan contained in the Appendix). This storm system initially consists of a 12 -inch pipe, shown in Picture 7 in the Appendix. This pipe was visually inspected during the Field Inspection from the point at which we propose to tie in the storm drain from the project site to 42nd Ave S. The pipe appeared to be in good shape. Research with King County has shown there are a few drainage complaints within the downstream area (Exhibit C in the Appendix shows the locations, and the Appendix contains the relevant complaints). Further research with the City of Tukwila did reveal some complaints in the vicinity. After reviewing this information (included in the Appendix) and visiting the downstream areas, with further review, it appears that this proposal can be designed to reduce flows to a level below the existing. Additionally, infiltration will be fully investigated during the final design stage of the project. Task No. 3: Field Inspection: 1. Investigate any problems reported or observed during the resource review. None were observed. 2. Locate all existing/potential constrictions or lack of capacity in the existing drainage system. None were observed. 3. Identify existing/potential flooding problems. No potential or existing flooding problems were observed. 4. Identify existing/potential overtopping, scouring, bank sloughing or sedimentation. None were observed 5. Identify significant destruction of aquatic habitat or organisms. None were identified. 6. Note the date and weather conditions. The site was visited March 7, 2005. The weather was sunny and warm. On May 24, 2005 the site was revisited to further investigate downstream conditions resulting in a change of outfall location from S. 150th St. to S. 148th St.. During the second visit the weather was sunny and warm. Task No. 4: Drainage System Description and Problem Descriptions A filed review of the downstream area did not reveal any existing or potential problems . other than noting that the Green and Duwamish Rivers provide Chinook habitat, shown in the Appendix as Exhibit D. This concern should easily be addressed using Level II Detention and basic water quality treatment along with routing the flows from the 2 TUKW 00995 detention system into the City's existing storm drain system on S. 148th St. in order to bypass the natural watercourse. King County information available on -line has been included in the appendix. The upstream area consists mostly of developed single - family properties with either landscaped and or naturally vegetated areas and impervious surfaces such as roofs, driveways, and decks. It appears that a portion of the flow is directed to individual drainage systems, which then direct flows into Tukwila's existing storm drain. Flows generally enter the site in the form of precipitation and leave the site heading westerly as sheet flow, crossing the neighbor's property before entering the storm drain system on 42 "d Avenue S. From here, it appears to head into a gully that heads south under S 150th Street. This seasonal stream is undisturbed with native vegetation. It crosses under S 150th Street in a 3 ft. concrete pipe, which has a trash rack mounted on the upstream side. At S 150th Street a steel trashrack has been installed upstream of a 36" concrete. The outlet area has been lined with riprap and is depicted in the Appendix as Picture 2. South of this point, the channel flows into Gilliam Creek, which in turn flows into the Green River. Picture 3 in the Appendix shows Gilliam Creek near where the channel enters. Task No. 5: Mitigation of Existing or Potential Problems A combination Level 2 detention and basic water quality facility will provide the required stormwater quantity and control, reducing the peak runoff from the site. The Appendix includes output from the Western Washington Hydraulic Model to support this. Additionally the stormwater will be routed via tightline north to be discharged into the existing storm drain on S. 148th Street (pictures 4 — 6 in the Appendix show parts of the proposed route), thus bypassing the natural watercourse. During the May 24th visit this storm drain was investigated and followed to 142nd Ave. S. where it connects into the storm drain running under 142' Ave. S. The conveyance system appears to be in good shape. Picture 7 in the Appendix is typical of the City's existing storm drain on the south side of S. 148th St. 3 TUKW 00996 APPENDIX TU KW 00997 CHS 0 10 20 SCALE: 1' =20' 40 SE 1/4, NE 1/4 SEC 34, TWP 25N, RGE 5E, W.M. KING COUNTY, WASHINGTON NOTE CONTRACTOR IS RESPONSIBLE TO LOCATE ALL EXISTING UTILITIES PRIOR TO STARTING ANY WORK AND TO RELOCATE OR ABANDON ANY AS NEEDED. VICINITY MAP SCALE 1:5000 �O. 47;? / 0 / NEW WATER FOR IRRIGA11ON EX. MONUMENT SIGN EXISTING BUILDING r7 • TANK AT 1500 GAL OIL WATER SEPARATOR TANK Pr GAL. OIL WATER SEPARATOR 88'02'15'W CB (TYPE 3) MANHOLE RIM: 332.0' 6' -0 "H TRASH ENCLOSURE NO1'05'54'E 27.08'(C) 27.46(P) /-- NEW 20' UTIJTY ESMT EO EE NBTTINED EASEMENT TO BE MAINTAINED BY OWNEF / ECYCLED WASH WATER RETURN JOINT USE DRIVEWAY EASE TO BE OBTAINED 8' 55 0 0.571 ss s _ ' o SD A 0577' N87'57'56 "W 23.30'(C) CB (TYPE 2) W/ FLOW RESTRICTOR TEE TYPE RIM: 328.0' IE: 324.917' S. 148TH ST. 1 �8 I J TYPE 3 MANHOLE AT EACH BEND (TIP.) so yl - - - - - -J CB (TYPE 3) MANHOLE W/ METAL FRAME AND GRATE (20'x241 TYP. RIM: 333.0' UTILITY NOTES IE 316.0' KEYSTONE RETAINING WALL (3) 6'DIAx 127' PIPES FOR DETENTION• 6' HIGH WOOD FENCE WITH METAL POSTS ON TOP OF KEYSTONE RETAINING WALL VACUUM ISLAND, CB (TYPE 3) MANHOLE W/ METAL ° -J- FRAME ANO GRATE (20'x24') TYP. L RDA: 333.9' P m 1E 324.917' o� CONNECT FOOTING DRAIN TO STORM DRAIN CALL 2 BUSINESS DAYS BEFORE YOU DIG 1- 800 - 424 -5555 190.23'(C) 190.31'(P) 'r `9•rl -- TO SD & DETENTION 10 BLDG. & SETBA 0. Date Ckd. Appr. Revision I EXPIRES 10/20/ ao o 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPUCABLE SHORING LAWS FOR TRENCHES OVER 4-FEET DEEP. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. POWER. CABLE, FIBER OPTICS. ANO TELEPHONE UNES SHALL BE IN A TRENCH WITH A 5' MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. 3. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBUC RIGHTS -OF -WAY OR EASEMENTS AFTER ASPHALT PAVING. LEGAL DESCRIPTION Parcel C That portion of lots 8, 27, and 28 in Blocks 2 of First Addition to Adams Hone Tracts, as per Plat recorded in Volume 12 of Plats, page 50. Records of King County, describes as (dorm BEGINNING at the intersection of Inc North line of South 150th Street and the Easterly line of State Road No. 1. THENCE North 1828'40' East along the Easterly line of said road 126.43 feet to the TRUE POINT OF BEGINNING which is on the North line of the South 120 feet of said Lots 27. and 28 as measured along the Easterly line thereof, THENCE South 89'44'10' East along said North line 190.31 feet to point on the East line of Lot 27 and which is 120 feet North of the Southeast comer thereof, THENCE North 0013'50' West along the East line of Lots 27 and 8, o distance of 220.39 feet, THENCE North 89'40'10' West 114.60 feet to the East line of State Road No. 1, THENCE on said East line South 18'28'40' West 232 feet to the TRUE POINT OF BEGINNING. and That portion of Lot 26 in Block 2 of said plot. described as follows BEGINNING at the intersection of the North line of South 150th Street and the East Tine of State Road No. 1 (Highway 99), THENCE North 1828'40' East. along the Easterly line of said road, 126.43 feet to point which is on the North line of the South 120 feet of said Lots 27 and 28 as measured along the Easterly line thereof. THENCE South 89'44'10' East, abng said North line. 190.31 feet to point on the East Ina of Lot 27 and which is 120. feet North of the Southeast comer thereof, THENCE North 0013'50' West along the East line of Lot 27. o distance of 55.89 feel to the TRUE POINT OF BEGINNING. THENCE North 00'33'50' West along the East line of Lot 27, o distance of 137.48 feet to the North line of Lot 27, THENCE East 23.30 feet along the North line of Lot 26 which Inc I Is a prolongation of the North line of Lot 27, THENCE Southwest 139.06 feet to the TRUE PANT OF BEGINNING, (Also known as Lot A of Lot Line Adjustment No. 983059, recorded under Recording No. 8901180986) Ref. Recording Number 2001222000514 Situate in the City of Tukwdo. County of King. State of Washington PARCEL AREA TOTAL SITE = 35.458 S.F. (0.81 AC) 1. GENERAL NOTES LOCATIONS SHOWN FOR EXISTING UTIUTIES ARE APPROXIMATE. 2. AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK, NOTIFY THE UTIUTIES INSPECTOR AT 206 - 433 -0179. 3. REOUEST A PUBUC WORKS UTILITY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CALLING 206 -433 -0179. 4, THE CONTRACTOR ASSUMES SOLE RESPONSIBIUTY FOR WORKER SAFETY, ANO DAMAGE TO STRUCTURES ANO IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5, THE CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS. THE APPROVED PLANS. AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDEUNES AND DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REOUIRE PRE - APPROVAL FROM THE OWNER,I THE ENGINEER, AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBIC WORKS DIRECTOR. 1 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL 10. PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. 11. ALL SURVEYING FOR PUBUC FACIUTIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON UCENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. HORIZONTAL DATUM SHALL BE NAD 83/91. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE. THE PERMITTEE SHALL, PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. 12. REPLACE OR RELOCATE ALL . SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. 13. RETAIN, REPLACE OR RESTORE EXISTING VEGETATION IN RIGHTS -OF -WAY, EASEMENTS, AND ACCESS TRACTS. 14. THE DETENTION VAULT REQUIRES A SEPARATE PERMIT WHICH IS THE SOLE RESPONSIBIUTY OF THE CONTRACTOR TO ACQUIRE. CONSTRUCTION NOTES 1. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS. SPECIFICATIONS, AND ASSOCIATED PERMITS ON 1115 JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. PERMITTEE SHALL APPLY FOR A REVISION FOR ANY WORK NOT ACCORDING TO THE APPROVED PLANS. 2. PERMITEE /CONTRACTOR SHALL ARRANGE A PRECONSTRUCTION CONFERENCE WITH THE CITYS INSPECTOR(S) PRIOR TO BEGINNING ANY WORK. 3. WORK IN ROADWAYS: ALL WORK IN ROADWAYS SHALL MEET TMC 11 AND THE FOLLOWING: PRIOR TO ANY ACTIVITY IN CITY RIGHT -OF -WAY, PERMITEE SHALL PROVIDE THE CITY A TRAFFIC CONTROL PLAN FOR REVIEW AND APPROVAL. THE TRAFFIC CONTROL PLAN SHALL INCLUDE THE LOCATION, ADDRESS AND DESCRIPTION OF TRAFFIC FLOW DURING THE WEEK AND SHALL MEET MEET REQUIREMENTS. ALL WORK REQUIRING LANE CLOSURES MUST BE BY PERMIT ONLY. FROM THE THIRD THURSDAY IN NOVEMBER TO THE FOLLOWING JANUARY 2N0. THE DIRECTOR DOES NOT ALLOW LANE CLOSURES IN THE TUKWILA URBAN CENTER. FIRE. PEDESTRIAN, AND VEHICULAR ACCESS TO THE BUILDINGS SHALL BE MAINTAINED AT ALL TIMES, EXCEPT WHEN THE PERMITTEE HAS PERMISSION FROM THE BUILDING OWNER AND THE DIRECTOR TO CLOSE AN ACCESS. ALL ROADWAYS SHALL BE KEPT FREE OF DIRT AND DEBRIS USING STREET SWEEPERS. USE OF WATER TRUCKS FOR CLEANING ROADWAYS REQUIRES PREAPPROVAL FROM 1115 DIRECTOR. INSTALL STEEL PLATES OVER ANY TRENCH, AT ANY TIME WORK IS STOPPED AND THE TRENCH 15 LEFT OPEN. LEGEND /O!! d /11 CONCRETE CURB RICHT OF WAY CENTER OF RIGHT OF WAY FOG UNE ASPHALT RETAINING WALL FLOW UNE -W- 1JNQERGROUND WATER LOCATED BY PAINT (10 0.1.) - SD - UNDERGROUND STORM - 0- DRAIN WATER (FROM TRENCH DRAIN) - SS- SANITARY SEWER -S - SEWER (FROM RECYCLED WASH WATER) -G- UNDERGROUND GAS LOCATED BY PAINT -P- OVERHEAD POWER EXISTING FENCE ® FOUND MONUMENT IN CASE o TRAFFIC BOLLARD Q SEWER MAN HOLE P FIRE HYDRANT 3 d TRAFFIC SIGN % WATER VALVE GAS VALVE ❑ CATCH BASIN • WATER METER o POWER POLE E- GUY QO CATCH BASIN 2 Q DEODUOUS CONIFER • SET IRON LS g17667 9/23/02 ;< SET LEAD/TACK LS 117667 9/23/02 () SET REBAR W /CAP LS g17667 9/23/02 ll FOUND REBAR AND CAP A FOUND PK NAIL /SHINER COSTING STREET UGHT NOTE SUBGRADE MUST BE CAREFULLY & THOROUGHLY REDENSIF1ED BEFORE CSTC IS APPUED. THIS MAY BE ACHIEVED BY HAVING THE COMPACTOR MAKE FOUR PASSES OVER THE SUBGRADE (ONE PASS IS A PASSAGE FORWARD AND BACKWARD OVER THE SAME STRIP OF SUBGRADE). CONTACTS PROJECT MANAGER: DESIGN ENGINEER: OWNER: SCOTT ADAMS (425) 885.4300 LARRY McANDREWS (425) 378.9407 ANDY BERG (206) 242.5169 SURVEYOR FREDERICK C. HARMON THE MCANDREWS GROUP, LTD. 914 140111 AVENUE NE, SUITE 100 BELLEVUE, WASHINGTON 98005 (425)378 -9407 VERTICAL DATUM USED CITY OF TUKWILA VERTICAL DATUM (NAVD 88) BENCHMARKS USED & PROIOED BY THE QTY OF TUKWILA USED BENCHMARK NO. 67; EL =35&41 FEET GRADING OUANTIIIES: 950 CY - CUT 530 CY - FILL TU KW 00998 12507BEL -RED ROAD SUITE 101 BELLEVUE. WA 98005.2500 CHS ENGINEERS, LLC TEL (4251637-3693 FAX (425) 637 -3694 Drawn By Date NJH 05.17.05 Designed By Date SDS 05.15.05 Checked By Date LMC 05.17.05 Approved By Dote LAC 05.17.05 Scale: Horiz 1' -20' Vert JIM- SITE PLAN Job No. 690506 NORTHFIELD CAR WASH 14840 TUKWILA INTERNATIONAL BLVD. TUKWILA. WA Sheet 1 Of 6 EXHIBITS TUKW 00999 lap Outp King County Home News http: / /www5. metrokc. gov/ servlet/com.esri.esrimap.Esrimap? Servic... Services iMAP - Stormwater Comments Search iCZn A MKS IforA r I� 200' 3 King Covet y' P 0 • • • • 1 Thomas Brothers Map Page SWS Drainage Studies SWS t'eiahborhood Drainage Projects SWS Regional Stormwater Facilities SWS Residential Stomnrater Facilities SWS Commercial Stomnvater Facilities County Boundary • Bow Lake 0 Legend King County Water Resource Inventory Areas ❑ King County Drainage Basins Streets Higuary l~ n &aenSs to= Lakes and Large Rivers Streams The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. King County shall not be liable for any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profits resulting from the use or misuse of the information contained on this map. Any sale of this map or information on this map is prohibited except by written permission of King County. Kinq County 1 GIS Center 1 News 1 Services 1 Comments 1 Search By visiting this and other King County web pages, you expressly agree to be bound by terms and conditions of the site. The details. TUKW 01000 1 of 1 3/8/2005 12:53 PM PIE 'iU Ser ag.lrtel. the iS • • • 'wage,. r Send To Printer Back To TerraServer Change to 8.5x11 Print Size Show Grid Lines Change to Landscape MUSES 1 km NE of Riverton Heights, Washin . ton, United States 01 July 1995 ., 1 (Ii��..li�B r` vyy'" mmik, W i all 116-1 1 Black Pumping Ste 0 of '.5Km 0' ' Image courtesy of the U.S. Geological Survey n 11"111a Mirrncnfl- rnrnnrmfinn Term of Ilcn -1.25Mi Drivm•v C4tnitmmnn+ tXHIBiT II DRAI,v4Lic P rrc2 -11 ... /printimage.aspx ?T= 2 &S =12 &X= 694 &Y = 6572 &Z= 10 &P= l +km +NE +of+ Riverton +Heights %2c +Washington %2c +United +States3 /7/2005 lap Output of 1 King County ui lex r (g) „ cs4 LIT I SJ48TH 7 11 </3 cn w Home News • http://www5.metrokc.gov/servlet/com.esri.esrimap.Esrimap?Servic... Services :Comments Search iMAP - Sensitive Areas (all themes) S 1142NDST ) '$ 144TH ST — _ . . m cn 6, ":217-,,. t ' 0•• --ID - Tri isT Lit ill I co Si UN D 1.61 / Lc* TIERIB CVO 11 I cs4 v'T --sr \•:••, ,la c... CI, ST,,,,—..t*, 11 , - II .1.tA t.1 1 m • „ Ss l 56TH T a , 4.p... -I ..( Lj ,.......s '158TH `' ips./.....- — co 0 col w.w.,„ ›,. „.„,› > P4 — 1.,_ ... tii •Ztl C/' S 1 64T.H.ST c*--1 k'14-11, 4 S1.66TH\ ST -- 471 k' . S 7:,, T : ..., CO TLU.KWILA plot- --=---;-1 w ...„ z ..../ u„ if r-. g c6▪ ____STRANDE.18.8Lyo 2 \ M to 3 - c..) 'N't z w ,I) W ▪ [-----.4 (1-(1` S-cl ) y 1 Cl. ce 1.1.h Cf1 f' i 447•,-/ • • A .• •• / cu 2 411 13 et•ri, tn' (1'.; 1 ....;:z„... cx oi c - - - --, - ---;--;;-- --ig 58n1i ... Al Jgrj 0-- • ' z iuu al S /67"lki ST v) -m•• > >S 168THiST ”cn 41 .., .cii I _ 170TH i ST 4 1--.12-x r LS — - • • ' P-1,_ , Ziir < in 4-1 i S 1 72NDST cn ,_ ci_ 1511 1 „ cn S n 1 73R DIS'T tc) 2003 Kinci County 10. 1 —6 Selected Parcels. County Boundary Streets 1 I I S 1,7.2N DAL. -t;:g1,47,X1A4 Adiends to=t Legend Lakes and Large Rivers dbe 1444n-ay r Streams —0 z IX. 1 pi —Z 3 2 WLRD Drainage Complaints The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. King County shall not be liable for any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profits resulting from the use or misuse of the information contained on this map. Any sale of this map or information on this map is prohibited except by written permission of King County. King County I GIS Center I News I Services 1 Comments 1 Search By visiting this and other King County web pages, you expressly agree to be bound by terms and conditions of the site. The details. fa:me-1'- 5)TE TUKW 01002 so. a 3/7/2005 9:18 AM Ilap Output !of 2 King County Home . News- http: / /www5. metrokc. gov/ servlet/com.esri.esrimap.Esrimap? Servic... . Services. Comments iMAP - Sensitive Areas (all themes) Search. Arbor Lake tCl 2003 King county :. Streets eigreray Arenas Laos Fish and Ditch SAO Stream Class 1 Class 2 °aerea Class 2 Simard Casa 3 tlnassi«l Shoreline Management Designation Cry i•Q�h uu 0 0 ■..M ...I M Bawl Lake I ti`..- .,fit Legend Ness* 3mi RmseCaaovar_y. tin= Urmn'Rucah Lakes and Large Rivers Streams Sole Source Aquifer SAO wetland SAO Landslide SAO Coal Mine SAO Seismic SAO Erosion Chinook Distribution Sensitive Area Notice an Title WLRD Drainage Complaints Landslide Hazard Drainage Area ' sac Drana:r tiarard The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. King County shall not be liable for any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profits resulting TUKW 01003 Pcorzz-r Sys Jil ✓i • e64-S 3/8/2005 1:53 PM TUKW 01004 ID 0 F 0 a • — — — — 1 a) • a O O O Picture 2 Downstream side of culvert under S 150th Street TUKW 01006 Picture 3 Gilliam Creek near where the ditch running south empties into it, looking west from Southcenter Boulevard TUKW 01007 Picture 4 Looking west along south side of S. 148th St. near proposed connection to City's storm drain. TU KW 01008 0 0 cn cn cn U 0 0 N � 00 c 0 • 0 a) I:14'FA E Q.) E a) 0 0 r bA 0 0 Picture 6 Looking east along south side of S.148th St. The catch basin in the foreground is the approximate location of the proposed connection to the City's storm drain. TUKW 01010 _ TUKW 01011 WLRD DRAINAGE COMPLAINTS TUKW 01012 MAR. 9. 2005 9:43AM KING CO. WLRD King County Water and 1,and Resources (WLM) Division 201 S Jackson St, Suite 600 Seaule, WA 98104 -3855 FAX To: < ?Qin ( )/d L Fax:. yo7v5"c.Vti9-5731 Phone: Date: Q NO. 1292 P. 1 /11 Number of pages including cover sheet: . far Cindy /e/ ls7J? From Candi McKay. Eng Tech II WLR Stormwater Services Section Phone: 206- 296 -1900 Fax Number.•206 -296 -0192 11VIPORTANr LEVEL LANALYSIS NOTE: W o not send copies of certain complaint types that are t relevant such as BCW NH and WQA, and we do not send CL an types. See key below. Type S l , S2 and S3 will not be faxed due to size constraints. The following is a list of complaint types received by the Water and Land Resources Division Drainage Services Section. Complaint numbers beginning prior to 1990 -WX have been archived and are no longer in our possession. They can still be retrieved, if necessary, but will take additional time and may not be beneficial to your research due to their age, development which has occurred, etc. If you are interested in reviewing the actual complaints, they can be pulled (time permitting) for your review. Copies can be obtained for $ .15 per page, and $2.00 per page for plans. &Nil Timanyestizatio TWae d proWen BCW Bogner' lerClews Wens Doing. -1 ircellaaeotts CCP Regime ' to 11964 DES Drilling. - . Z Draw e/£mthMovemrat EH Esttera▪ eoer.0 on Hold DTA Doings T__Mieal Anima* ER Eatcacesom Review , 1NQ Dakar -Omni I POGPCRP(S icily Complaints • NW Woomera - Aenehetka PIR SWJd lase Review MJd Mai _ Flooding FM SWM Peeve Hold ?dial kranseeoeee _ Mower 'LS Lavish ?COS . '-"e - Needs?blossom°. RR Peel sty linginescieg Review 1DVW Nosdo us Weeds NDA Neighbeet and Drainage Awisaaoe SWF SWM Poo Quaidoas WQC Wake 4 Complaints WQB Water Q qM tPntloes WO Wow Qui* Eehmement WQ t _ Wialt Water Quality Engineering Review WQI Water (polity -Mick Comae t*ose WQA Wow Quality Andk REM SW1d Fe WQO Wow GRT SWMFo -Osut S1.S2.013 Bagiasseing Studies NWD SWM Poo-New Discount 'Subject 16 Public Di 1. Receipt of ernitm° ragmen to doouoaam Z Bevies and tppro+'A by rtasaeudng Attorneys office TUKW 01013 MAR. 9. 2005, 9:43AM_.....KING CO. WLRD NO. 1292 P. 2/11 KENG COUNTY DEPARTMENT OF PUBLIC WORKS SURFACE WATER MANAGEMENT DIVISION COMPLAINT INVESTIGATION REPORT NATURE OF COMPLAINT: LOCATION: . COMPLAINANT; //• 4aL • Address 2 R s. /yr re- sr ' State DETAILS OF COMPLAINT 1/45/90 SEC TWP RGE KROli. PO COUNCIL DIST. e vi616-Ralts,,tiliejete0A421«';1/ /Z112:1 • (9. Mil Jo a.'� 2 % /b s /99 s7. T� je,r/ei,m-04,0hprAjtjffitkee a4,064mojeo? "94,44,/ 46- jhe /oda cette.n,,tifiiece eave xe. 904./00114/ % ax7346, 5£b Ndrice.of Vo[aiwh 86-u364 • COMPLAINT RECEIVED BY: Vi? A-Garr DETAILS OF INVESTIGATION: ; Sketch on averse eider Yes $, No 0 Photos: Yes No p ower Z /Ca 4.11.444 fritAi .42 401104...e., 14 ilea.- L;wev. P "-4 -X X04. Nre trego 4, 1•440:1 "4/`041 ,` 4 —R ,g>/1, 4ym4ai< d00r40✓9014i,G41, COMPLAINT INVESTIGATED BY: ACTION TAKEN: C'�..,,�� i4, ‘ VIP 4,.' Complainant advised of action possible or taken Eby: Phone 0 Letter 0 - Personal Contact ❑ DATE: TUKW 01014 Complaint Action Handled By Closed: 03 /it At OK'd: �� ► ' Nam WU.b AR_ 9. 20050 9:44ANL ...,..KING CO. WLRD . NO. 1292 P. 3/11 KING COUEPARTMENT OF PUBLIC WORKS SURFACE WATER'1OIXNAGEMENT DIVISION COMPLAINT INVESTIGATION REPORT 0 NATURE OF COMPLAINT; AL/0 *0407 d LOCATION: • 5— COMPLAINANT: c Oat a Rued: •e ZA ID SECa/1_71NP23_!ME . • KROLL PG. 3 .kt°e 0 tJt. COUNCIL DIST, Addl S /4 0/5 3c r City ,scr tate map Sir/fp rttow� Mo. , wow x243-4r6 I DETAILS OF COMPLAINT: - 4•;•.0 e /of - ,�,��,, �r /h'& 5 ,Posi ,y 000 CoteeW t/ .4) "d c'k "rD".d f2-0 : R e&-_D Ale'9 4Orrl.4- 'c ?"a Zetwol DD•% COMPLAINT RECEIVED BY: d c 77' s • nt. .DETAILS OF INVESTIGATION: Sketch on - :: a side Yes kl No 0 Photos: Yes ) s No ❑ , 0/4 51TE 312.1 140. aurr�ty "re IM Lau DeR Ad- Let,*es TItf4-r THE UPHIiL "KENHVIS Au-ro TRtLING- si+or 14A5 PtSPttAcre 0 -nte, R PA(;K■■•er t-.tor W.0. a P�tZenIT. 514 6'3 SAL! WATE2 tNT1te, BACK OF T4tE L. r 15 FLc t tai Gr -TS e.eT N- T KEG• STo14►^ V4,00136.0.7146 Vl OEC St•te✓ TFkti. KS 1.'KE19•1l'su •tiouLia: KME, .ii6dr4 ReE4vtP„ED `Tb Pur 161 PRotko-sAcse. TNERIE IS A►t-S• AN tot .G,e5S FtCettT BE.Twe.E.N me .tGt113o2 Ne �. �Pa.rJ Nc vtSAS3Lt< S'tDRt•/..+SY'5Te.,M ON "ftE NEW ASPHALT LAttr ftcr oNetiny rNE4ZC sijeske C.P.as 1:,84RK,*0 -11titzucs*OuZ -The LOT IWa.D l4( 44P4e, t+ LO A SysTeari. -RC 1D'Pe 64ZAPKk -DLREc1 , T%46 u Tt :2 RU F ?c TH•E 11/4c.K t>F T*E Lt uDC + J1 b Eo LoT5 . T141,5 l3 ; a g AIJ Dt.b 41De-t''■ Sy STE M 1-1+b v 6 D ecs A ty 10 'R'E A L.Ty (N.e r ekft¢S . Tr) c.otaNE r -CCU -roe, RoNo '59 sret-∎ AT 5'. i (ne'f 5;7'. IANO. AC. l+WY, S. 9 ;2.3 8) 5 4OWS 1r►EMMy 5 AUTO LeT f Reet •TFte T3Pcc -K 6F LouDohl s et_b64 1. Siot -sS vt DEc -t e.OVD•N RePt.11 FRort.'t'1tE Rb• tta rebs T of Kt `_• 1 Auro, CIRGe..E SHows 0,16 OF -nkg Cfr tc.H• INNS eti LociiTtorl S, COMPLAINT INVESTIGATED BY: G DATE: 3� Z Ire." ACTION TAKEN: Nd F I t.E Fou µ b I ra t ilti ,_ - IDS AlvtihiP CCoNTe . OR R€JWCIO N ,, 7120 s� This t5 0.2 a Grn1 e7F stiVTAe:, NO MUD Eairdtt[ery►'1ENT ►IU A2ErA 145uJ. LEF7-1146S54.6E Tb CAu-, �Iro coot PLkIPAt►eT' -n eeD »rK Ca- "P Mob itM'� "ror -a 14-6-0 TH15 t$ AN '55UE Beru&6J E tbt{ s + s -Tai, s -4b0-1 -i� <<. TiCel, 3 1 3 4 9 o 54- • TUKW 01015 Catplainant advised of action possIble ortakenby: Phone Letter ❑ Personal Contaot 0 Complaint Action Hand' andled By -S. c•--r . e closd: 43 / \ ('t D OK'd: MAR, 9. 2005. 9:44A L KING CO. WLRD Sketch NO. 1292.P. 4/11,. s. /4,014' sr Reidk Luc. --*0000 (No viskgt sTakelv4 srs NEW A+ALT MEA OL)ueR -x'DAr MARS Ei-LA 4E P SOP.- -i g,g,9 -rift e15GNE.L. • og ��Ket4RN S I+W11:• rAILINCr 5661) Cr. J • TUKW 01016 "a *Or MAR. 9.2005_ 9:44AMKING CO, WLRD NO, 1292 —P. 5/11 KING COUNTY DEPARTMENT OF PUBLIC WORKS SURFACE WATER MANAGEMENT DIVISION COMPLAINT INVESTIGATION REPORT NATURE OF COMPLAINT: LOCATION: 4.,„"r4ra' „,—/471 COMPLAINANT: Adddrese DETAILS OF COMPLAINT: /du pdoi/l, 4;44e-de ) COMPLAINT RECEIVED SY: City State a. >4044 .1---Fo 1WPg&RGE PG COUNCIL DIST. O Noes ND. ' HOME: WORK: DETAILS OF INVESTIGATION: &ketch on reverse eider Yee O No 0 Photos: Yee 0 No 0 COMPLAINT INVESTIGATED SY• ,_! DATE ACTION TAKE at Ay G�trcky4�,d�4ne / 4 • • .� ck. F : i*te ti TUKW 01017 ; Complainant advised of action possible or taken qty: Phone ❑ • Letter ❑ Personal Contact ❑ Complaint Action Handled By _ -- - -- Closed: 7 -17 —fz OK'd: od.� IIMAk. 9. 2005 9:44AM -- � -KIN AG CWWLRTE �• • e17G MvEci r ty I ON eye O, 1292 - 'CO ;'PLAINT INVESTIGATION -REPORT ... .__ ainant advised of alion possible or take nt/:Oii0i1 Handled dled Bjl'•'� r ;'..t • 4: }( x tea. Cloaed: .,'• ; ti Phone �, Letter 1 ?. `Personal CoMSOt ,Q • I'•VI ! i 1 • .. •f/ : « wI,•"" '.4--.n.:4 A * 7 , • • . .nom . • , MMw. • TUKW 01018 TUKW 01019 MAR. 9. 2005 9:45AM KING CO. WLRD NO. 1292 KiNG COUNTY WATER AND LAND RESOURCES DIVISION DRAINAGE INVESTIGATION REPORT INVESTIGATION REQUEST PROBLEM: MEASURg ice, BY• Gettle Received from: OK'd TG1h-7 NAME; Richard Ricea, KC WLRD E NO. (Day) C- ) PHONE 286-8Q35 City Se— --Tae State ADDRESS: LOCATION OP PROBLEM, re. DIFFERENT: Access Permission Granted 0 Call First (Would Like To Be Present) s4 S.cvccoCo §PR- cv� 04 wn (10,0,4490 CrnuAnci4a- Pbety, vie)) ptiewiti6 Conifinwhx-L Type Fl I 1,• (Eve) ( ) Zip Plat name: Other : envies involved: MENNINININEgir S T R Parcel No.N / ZQJ / CP Knoll ?(.3 A, Th.Bros: New BasinUrk) Council District 13 City, Charge No. REP • Lot No: No field invead Block No: RESPONSE: Citizen notified on by phone letter in person 40 -0/ SP•f0z -41 /vt &hc I Q Qe>fr/OP ►„q-4 • • DISPOSITION: Turned to on / / by OR No further action recommended because: Lead agency has been notified: Problem has been corrected. No problem has been identified. Prior investigation addresses problem: SEE F1L 1M Private problem - NDAP will not consider because: Water originates onslte and/or on neighboring parceL DATE CLOSED: 3 / Z•. /04 By: V- Other (Specify): TUKW 01020 MAR. 9. 2005 9:45AM KING CO. WLRD Ki G — -- Department of Natural Resources Waiter and Land Ftesour+ce Division DRAINAGE INVESTIGATION REPORT FIELD INVESTIGATION NO, 1292P. 9/11 NAKE RiCe. Richard ODIUM 2825 S. 154th ST "monE (206)296-8335 TB PAGE 65504 ERoI :. ��c 332 DATE 1/20/2004 MINT. DIVISION — INITIALS - SAB Total Lot size: Total Pervious: Total impervious: Total Percentage: 59,514 Sq. Ft. 1.37 Ac. 11,293 Sq. Ft. El .26 Ac. 48,221 Sq. Ft. =1.11 Ac. 81'/e S 154th ST 1415 TUKW 01021 .MAR. 9. 2005 9:46AM KING CO. MD NO. 1292 P. 10 /11 vA G COUNTY WATER AND LAND RESOURCES DIVISION DRAINAGE 'INVESTIGATION REPORT INVESTIGATION REQUEST PROBLEM: ltlEASU1 E RECEIVI D BY: Gottje D: if Received from: NAME: Richard Rica, KC MAD ADDRESS: City State Zip LOCATION OF PROBLEM, IF DIFFERENT: /50 S / Access Permission Granted 0 Call First (Would • 7Lilce To Be Present) i 21/7 (Day) ( PHONE 296 -5335 Type ..E�.� 03 (Eve) L__2 hlPim6uaad FaAk- ()ere/ow/At i6 Apiaatud rtivto Poly(' Plat name: Other a encies involved: bo4e, mikoxvu' `b r»lvtiQ- Lot No: No field investi Block No: aired 1/4 RDP RESPONSE: Citiam notified on by: phone letter in person I -20.07 Parcel No. '7 0:) 2V Kroh 7 Th.Bros: New, Basin 1.6*) Council Distrlet /3 City ._T _ Charge No. D iu►orv- r:L i- se..tTe ole- eissj Df:SPOSmoN: Turned to on ®/ / by • OR No further action recommended because: Lead agency has been notified; Problems has been corrected. No problem has been identified. Prior investigation addressesproblern: fizz FILL# Private problem - NDAP will not consider because: Water originates onsite and/or on neighboring parcel. DATE CLOSED: 3 / Lt /611 By: �L Aasiefito Other (Specifjr): TUKW 01022 MAR. 9. 2005 9:46AM KING CO. WLRD KING CO Dement of Natural Resources Water and Land Resource Division DRAINAGE 1 1V€STIGATION REPORT FIELD INVESTIGATION Photographs NAME NO. 1292 P. 11/11 ADDILIES S 1500 S 184t ST PHONE 6-8335,1 T8 PAGS 655D5 SCROLL PAGE 34 »A1 10 -27-03 MAIN T. DIVISION NA INITIALS $AB 1 -20-04 on site to determine W parcel # 4247800075 is residr ntiai or commercial. This property appears to be residential. No measurements were taken. See photos below. TUKW 01023 CITY OF TUKWILA DRAINAGE COMPLAINTS TUKW 01024 J 11 :20AM TUCWILA DCD /PW City of Tukwila Public Works Department/Engineering Division P.1 /12 FAX TRANSMITTAL Fax Number: (206) 431 -3665 To: Sam Staatz Date: March 9, 2005 Title: Front: Laurie Werle Company: Title: Permit Tech _ Dept: Division: Public Works Fax Number: (425)378 -9404. Total # of pages transmitted, Sent by includingthis cover sheet: 12 I (initials): LAW Suit ect: Response to Request for Action Message/ Comments Sam, Attached are copies of RFA's that were received from 2000 to the present. It is suggested you contact Ryan Larson, Senior Engineer Surface Water, at (206)431 -2456 and John Howat, Mint. & Oper. Superintendent, Sewer/Surface Water at (206)433 -1864 for any complaints they may have received that didn't come in as an RFA. If you have any questions, feel free to contact me at (206)433 -7184. Tvi*wt►a r.►etie works 1 nnau— Soudu:aster3f4 WCe, Thkwwes, WA MU TUKW 01025 Mar erRm . . .:20AM TACW7 s.D!?Urews MAR 07 'GS (1) ��0 i0 :47AM TU WILA DCD/PW 4253798404 CITY OP TUKWILA REQUZST FOR PUBLIC ivaconas P.2 /1p. 2 P. 2/2 DATIB: 4444 C ARIB: Ts . i ..t ia.. 4r�avp lirlatiDIG AD RI it) 14oar A � �•,� Sys !ems CID" 88'AT /?JJ: SeLLielicttg ,Li.t 9 S' PSbl9S: 410 3I.- ?f P 97e.0 AZL: ? Ord 4re, TYPE OF RECORDS YOU ARE 2111421=710: O Dold1a g hermit D I►ffaea■iaa,1 Permit 0 Detldiag Nom Date Ranges ,,,,,. es•PAte BMW: Perwit tit � Loge: 0 Land User& Date Waage Penult ti(e): ot: Rift. NaeIOiseawt Great Tenant Maw Adorns: eat 14.04a 'ruc4.,�r f 4,,,fic4.4v. r. BA. a fi Piatrkaa DZOCRIBS m ae >rraCR DSTAIL As POSELINII WAT TOO AR$ LOOK= TOR OR =CD COP= on L.4 MSS Zt�.roltr� bTAakk 444 j ams tug. laeagge 14R b1 7fZ YJSF or y YOUR =QM? VCR moue usocagos wia.L a SIIMPOSID3W mum ,xvz wojeluale DMA PACW 42.17.320g. time tr a bs •t IN leis Is 1 !W 11 > • D 30 W� fee 11'13,17", p �4 1e .. MKa. ad Iiee p{CW 43.17.'210). Mwrt or Meek pM . saw, we es wet DAM RICIiVW: STAMP MIN1 T M& nadoi ei/tnitivAFORI Itscorat Request TUKW 01026 -*MAR 09 '05 11:20AM TU WILA DCD/PW w -. City of Tukwila REQUEST FOR ACTION P.3 /12 FOCOPJARD: TO ❑ CODE ENFORCEMENT ❑ FIRE DEPARTMENT O POLICE DEPARTMENT o PARKS/RECREATION )2{PUB ng o PUB WKS • Utilldes ❑ DCD - Planrfig Division ❑ Da.) - Building Division O KC ANIMAL CONTROL ❑ MY C ERK OFFICE ❑ CITY ATTORNEY ❑ OTHER: REQUEST RFA RIe o p,'. / -07 Violation Loatton -Street Address: --7 ) 'Describe location n 011 (i.e.; rear yard, behind earaoeL_ (oriective measures taken or assistance given Di 'None, explain): 4' -• . Nature of report: ❑ Public Safety ❑ Nuisance ❑ Employee Safety l2i.Other: •' Tenant/Lancliord/Owner Information (if known): L ifi i ,' . _re i f• yr. ,,�: ,. . , / is , — - Describe hazard/problem in detail: ..te s 1 , 0 i s ( - 4 - ( 1 ( , 1 , , CA •!G'• r,! ,z. ' •,. • . j 'il �i:, '''. .CeakPti• 1: • 0 -- . ;.s REPORTED BY: Nature:' Address: r Home phone: work phone: kg REQUEST TAKEN RY: Name: City resident O Work In Tukwila ' ❑ Visitor T ❑ Ciht Employee - Dept e Request contact? ..-p. Yes ❑ No Anonymity requested? 0.yes plNo Departmehir Date: A TON .I Responding City /- i Date ready' / eih/ (oriective measures taken or assistance given Di 'None, explain): 4' -• . . 6?/ 2/-4.7. • ,.5retiCh71r1"" ,5 1%l /,a L rda ..i4.. '% 2 •" L//% or ,9,4,, L ifi i ,' . _re i f• yr. ,,�: ,. . , / is , — - ..te s 1 I/.' i .% G _,� / f A iMV W � Date of response: I 1...7%./ !t. Res 3aame): 4,, , .,/p»; White copy to Mayor's office; yea). ellow and pink copies to responding department TUKW 01027 MAR 09 '05 11 :21AM TUKWILA DCD /PW c REQUEST` 04r of Tukwila REQUEST FOR ACTION `F;OFt6VnR ❑ CODE ENFORCEMENT PUB WKS - Engineering ❑ FIRE DEPARTMENT PUB WKS - Utdiues ❑ POLICE DEPARTMENT ❑ DCD - Planning Division o PARKS/RECREATION ❑ DCD - Building Division j P.4/12 ❑ KC ANIMAL CONTROL ❑ CITY CLERK OFFICE ❑ CITY ATTORNEY ❑ OTHER: RFA File Violation Location-Street Addres/s:, _ 5��0 .5 c,4 511) / Describe location on SKY' (I.e., mar yard, behind Karate) Corrective measures taken or assistance Oven Of 'None", explain): Nature of report: 0 Public Safety ❑ Nuisance CI Ernptoyee Safety 0 Other: Tenant/Landlord /Owner Inforrnation N known): V yr / Describe hazard/probletn in detail: • • ' "/ I J : Af • IM : - t• 'AA o% I .. r5 • 4ctec o; v*'e r" a-t Sku3 ( 4. — • Response by (same): Date of rgpor at__ REPORTED BY Name Ad s rHome phone: REQUEST' TAKEN ICY: ❑ City residentIVork in Tukwila C Visitor 0 City Employee - Dept Request contact? dies ❑ No Anonymity requested? G Yes ❑ No Date: ACTION "ad*" City Department: i'v3z4 c— Watek ---S Date reach:rte -r0 Corrective measures taken or assistance Oven Of 'None", explain): — x P--/ 1vI P -Th V yr / - r I - / A e r Tt/ A4 1-14- 1)06:5 Ivo'T , C,L ✓ S-r o • DPA-1,✓- C o ni 4p RI I% pre P Pe-IP-TV • Response by (same): Date of rgpor at__ Routing: White copy to Mayors office; yellow and pink copies to responding deportment. TUKW 01028 MAR 09 105 11 :21AM TUKWILA DCD/PW City of Tukwila REQUEST FOR ACTION P,5 /12 FORWARD -TO.' ❑ CODE ENFORCEMENT /PUB WKS - ening ❑ KC ANIMAL CONTROL ❑ FIRE DEPARTMENT ❑ PUB WKS - Utilities ❑ CRY CLERK OFHCE ❑ POLICE DEPARTMENT ❑ DCD - Planning Division 0 CRY ATTORNEY ❑ PARKS/RECREATION ❑ DCD - Building Division G OTHER: REQUEST RFA File • 1400 f - Q 76 Violation Location- Street Address: 14811 42nd Ave. South Nature of report; It Public Safety ❑ Nuisance ❑ Employee Safety 0 Other: Describe hazard/problen in detail: Describe location • On property: (te, rear yard, creek adjacent to sidewalk behind image) Tenant/Landlord/Owner information (if known): owner is the owner of land that includes a creek adjacent to the sidewalk. It is environmentally protected and regulated by the City. There is no barrier or fence around the creek. With the heavy rains now, the creek ier about 4 or 5 feet deep, and 5 feet vide. The City installed a release valve. The City needs to come oast and open it to slow the water level. This needs to be monitored and on a regular schedule so doesn't have to come in every time it reruns or snows. es said kids lay and elide down the embankment and could drown in the deep water. He also mentioned d an issue regarding a fence t att •fitly ACTION: Responding City Department: public works' Department: public tieckc Date: 11 -14-01 , Date received: Corrective measures taken or assistance given (if `None', explain): see letter attached Response by (name): Ryan ateon i� Routing: White copy to Mayor's office; yellow and pink co plc to responding department • Date of response: 12-3-01 TUKW 01029 December 3, 2001 City of Tukwila Department of Public Works Subject: Request for Action P.6'12 Steven M. Mullet, Mayor James E Morrow, P.E., Director Dear 1 have reviewed your drainage concern with John Howat, the City's Maintenance Superintendent for Surface Water, and he assured me that the drainage structure immediately downstream of your properly was functioning properly on November 146. This structure works by diverting high -flows from the stream channel east of 42I'd Ave. South into the water quality ponds on 42' Ave. South. This bypass removes some of these peak flows thus reducing the backwater within the stream on your properly. Even with this bypass working, water will become 4 - 5 feet deep upstream of this structure during heavy rains. This backup is the result of the high peak flows combined with undersized culverts. Increasing the capacity of these culverts would.alleviate the ponding upstream of the control sttucr are but would increase the peak flows down stream. Any increase in down stream flows will result in increased erosion and sedimentation problems and may lead to flooding. Since elevated water level within the stream channel is not causing any flooding problems, no changes to the downstream drainage sysrem are warranted at this tithe. As for the installation of the fence between your property and 42" Ave. South, last August the City made numerous auempts to contact you through various means including telephone calls, a visit to your home, an email to your church, and finally a certified letter to your home, all of which went unanswered. At that poinr the City was forced to remove the project from our 2001 project hst. If you are still interested in working with the City to complete this work, please contact us so we can determine when we will be able to complete this project. Other sites have been scheduled for the 2002 construction season so this project may have to wait until the 2003 season. If you have any questions or concerns on this issue, please call me at (206) 433 -0179. Sincerely, e 1417 RyatyD. Larson, P.E. Senor Engineer RDL:ad Trommi 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.433 -0179 • Fax: 206.431 -3665 TUKW 01030 REQUEST TAKEN-BY: Name: ` :2 Department: (,--et SUS Date: ,l ACTION. •` Responding City Department:A/ Diie iv received:. /// / 1 Corrective measures taken or assistance given (It •None, explain): • - -- }ie -4 Response by (named Date of respon • Ong: White dopy to Mayor's office; yellow and pink copies to responding department TUKW 01031 MAR 09 '05 11 :22AM TUKWILA DCD/PW RFA #PW02 -053 and PW02 -063 P.8/12 A new storm drainage system from 37th Place S. (private roadway) to S. 154th Street was installed as pan of the 2002 Small Drainage Project (Site #2). This project connected the Woodside Apartments to the City System to alleviate downstream problems. The were contacted on two occasions after this project was complete to determine if they still had a problem. The first time I was told that they bad not had any trouble since the improvements were done. The second inquiry through' email went unanswered. No further action required. TUKW 01032 09 '05 11:22AM TIKWILA DCD/PW REQt1ESTs city of lirkw6/a REQUEST FOR ACT1ON tPZi10� -pia P.9/12 FORtyAR i,„(0._ O CODE ENFORCEMENT 0 PUB WKS - O FIRE DEPARTMENT 0 PUB WKS - Utilities O POLICE DEPARTMENT 0 DCD - Planning Division O PARKS/RECREATION ' 0 DCD - Building Division RFA Eire Violation Location— Street Address: (S2 3. evil Nature of *report 0 Public Safety' 0 Nuisance 0 'Employee Safety • 7 other: ❑ KC ANIMAL CONTROL u CITY CLERK OFFICE �' an' ATTORNEY Oi OTHER: Describe location on properIY: (i.e., rear yard, behind garage) Tenant/Landlord/Owner information Of known): Describe tfatard/prublern in detail: /XILN c+L V aN .r, Ab.roL A IfE.k n`! S;ISAM 0P WAT( , Dik6 iy,rriK!., f iL.o,vt ?�tC. Alf lb►y t j jj'.S Pltc 1 day F uM A *I r� NDF,,lGirctorJU IANtLak A4 •: :SOWLZE. • W ;TEIL 15 it..r+4nitnl&■ JJA1lT' 944 A. ►J> .S141. ,4* s JT F oc t O City resident = Work in Tukwll City Employee — Dept Request wwntad? If Yes No ACTION.. Departtgmt: aLQ r 11 Date: Responding City Department: Corrective measures taken or assistance given (11 'Nome-, explain): • Date received: 8/44, Routing_ rte copy to Mayor's office; Yellow and pink c Date of response: es to responding department TUKW 01033 • MAR 09 '05 11:23AM TUKWILA DCD /PW P.10/12 RFA #PW02 -053 and PW02 -063 A new storm drainage system from 37th Place 3. (private roadway) to S. 154t Street was installed as part of the 2002 Small Drainage Project (Site #2). This project connected the Woodside Apartments to the City System to alleviate downstream problems. The "were contacted on two occasions after this project was complete to determine if they still had a problem. The first time I was told that they had not had any trouble since the improvements were done. The second inquiry through email went unanswered. No further action required. TUKW 01034 MAR 09 '05 11:23AM TUKWILA DCD/PW City-of Tawila REQUEST FOR ACTION :n ORWARD*rro , P.11 /12 •`v O CODE ENFORCEMENT 0 PUB WKS Mg O FIRE DEPARTMENT 0 PUB WKS - Wilda O POLICE DEPARTMENT ❑ DCD - Planning Division o PARKS/RECREATION 0 DCD - Building Division. O KC ANIMAL CONTROL ❑ QTY QERK OFFICE ❑ CITY ATTORNEY O OTHER: s REQUEST RFA File 3 Violation Location-Street , .. , : 5631 S 149th St Describe Iootton on Pert r front: (i.e., rear yard, behlod_garag ) Tenanf/Landlord/Oamer Information Of known): Durst Nature of report: - ❑ Public Safety 0 Nuisance O Employee Safety IX Other: Ptc rty Damne Describe hazard/problem In detail: reports that: the City -in atalled berm at his neighbor's house . (5631 5 149th St, uphill) heal deteriorated. 95% of the water runs down into s alai property (5625 3 149th Std and into his basement. 8e requests the berm be repaired as soon as possible. ,) 71 I V / ✓T fl /S ^ �s��i� /fs� .T•i iPff�..�x' REPORTED BY: Name: - Ii Ctty resident 0 Work in Tukwila 0 Visitor 0 City Employee - Dept: Addn�ess: Request contact? a Yes O No Corrective measures taken or assistance given Of •None', explain): -Work Work phone: Anonymity requested? 0 Yes 15 No -RE VEST TAKEN EY: Name: Alice Dewy ACTION, Department: Public Worts l Date: 10-21-03 i Responding Oty 1: M Date received: t M 10ii,1 O 3 Corrective measures taken or assistance given Of •None', explain): 77// ,) 71 I V / ✓T fl /S ^ �s��i� /fs� .T•i iPff�..�x' Response by (name): X1'4/ ,�8.4°f/ Date of reppo L�%aY/�� Routing: White copy to Mayors office; yellow and pink c p to responding department TUKW 01035 MAR 09 '05 11 :23AM TUCWILA DCD /PW F City of Tukwila REQUEST FOR ACTION FORWARD'TO P.12/12 ❑ CODE ENFORCEMENT 0 PUB ❑ FIRE DEPARTMENT 0 PUB ❑ POLICE DEPARTMENT 0 DCD ❑ PARKS/RECREATION 0 DCD WKS - Engineering WKS - UtBtttes - Planning Division • Building Division O KC ANIMAL CONTROL ❑ QTY CLERK OFF1C2 O CITY ATTORNEY ❑ OTHER: t REQUEST RFA File * ' Af'03-OID Vkdation Lotatlon -Street Address: 5631 S 149th St Describe location ~— on p��' front (i.e., rear yard, . behind :u1 Nature of report ❑ Publk Safety • Nuisance Te tant/Landlord/Owner inforniation Of .known): owner the City-installed berm at his neighbor's 0 Employee Safety (Y Other: Property Damage DeWitt! hazard/problem in detail: Mr. Ford reports that house (5631 5 149th St, uphill) has deteriorated. 95% of the water runs down into Mr. Ford's prope (5625 S 149th St) and into his basement. He requests the berm be repaired as soon as possible. ////"° _.. Abp( REPORTED EV:= Name: Gary Ford ® City resident ❑ Work in Tukwila 0 Visitor 0 City Employee - Dept: Address: 5625 5 149th St, Tukwila, NA _ Request contact? Iii Yes O Pio Name phone: daytime 206-276-5453 Work phone: Anonymity requested? 0 Yes IS No REQUEST TAKEN BY: Department: Public Works Date: 10-21-0.3 ACTION Responding City Department: ,v./dcic, .:i' r /,...Mv. Date received: Corrective measures taken or assistance given (N 'None, explain): T .",70-7= 41/1-4. -', ,�.►r Cc.> �-�zs- ////"° _.. Abp( /.1 -J- f 1 V ;,r, Au-j -- ta: ;,' f31,-co /�e--.J ,G*'-+ !-✓ At4741_2* T.t, .4:.� a= mil'• 4, _ ;;t;*,,,4 4 *:''. Response by (name): T Date of response: Routing: White copy to Moyers office: yellow and pink copies to responding Department TUKW 01036 WESTERN WASHINGTON HYDRAULIC MODEL OUTPUT TUKW 01037 WESTERN WASHINGTON HYDROLOGY MODEL V2 PROJECT REPORT Project Name: Site Address: City Report Date : Gage Data Start . Data End Precip Scale: Northfield Car Wash 14840 Tukwila Int'l Blvd Tukwila 2/24/2005 Seatac 1948 1998 1.00 PREDEVELOPED LAND USE Basin Basin 1 Flows To Point of Compliance Groundwater: No Land Use Acres SATURATED GRASS: 0.814 DEVELOPED LAND USE Basin Basin 1 Flows To Pond 1 Groundwater: No Land Use SATURATED GRASS: IMPERVIOUS: Acres 0.027 0.787 RCHRES (POND) INFORMATION Pond Name: Pond 1 Pond Type: Trapezoidal Pond Pond Flows to : Point of Compliance Pond Rain / Evap is not activated. Dimensions Depth: 7ft. Bottom Length: 15.21ft. Bottom Width : 15.21ft. Side slope 1: 3 To 1 Side slope 2: 3 To 1 Side slope 3: 3 To 1 Side slope 4: 3 To 1 Volume at Riser Head: 0.167 acre -ft. Discharge Structure TUKW 01038 Riser Height: 6 ft. Riser Diameter: 18 in. NotchType Rectangular Notch Width : 0.000 ft. Notch Height: 0.000 ft. Orifice 1 Diameter: 0.665 in. Elevation: 0 ft. Orifice 2 Diameter: 1.22 in. Elevation: 4.802 ft. Orifice 3 Diameter: 0.74 in. Elevation: 5.3 ft. Pond Hydraulic Table Stage(ft) Area(acr) Volume(acr -ft) Dschrg(cfs) Infilt(cfs) 320.0 0.005 0.000 0.000 0.000 320.1 0.006 0.000 0.003 0.000 320.2 0.006 0.001 0.005 0.000 320.2 0.006 0.001 0.006 0.000 320.3 0.007 0.002 0.006 0.000 320.4 0.007 0.002 0.007 0.000 320.5 0.007 0.003 0.008 0.000 320.5 0.008 0.004 0.009 0.000 320.6 0.008 0.004 0.009 0.000. 320.7 0.009 0.005 0.010 0.000. 320.8 0.009 0.006 0.010 0.000 320.9 0.010 0.006 0.011 0.000 320.9 0.010 0.007 0.011 0.000 321.0 0.010 0.008 0.012 0.000 321.1 0.011 0.009 0.012 0.000 321.2 0.011 0.009 0.013 0.000 321.2 0.012 0.010 0.013 0.000 321.3 0.012 0.011 0.013 0.000 321.4 0.013 0.012 0.014 0.000 321.5 , 0.013 0.013 0.014 0.000 321.6 0.014 0.014 0.014 0.000 321.6 0.014 0.015 0.015 0.000 321.7 0.015 0.017 0.015 0.000 321.8 0.015 0.018 0.016 0.000 321.9 0.016 0.019 0.016 0.000 321.9 0.017 0.020 0.016 0.000 322.0 0.017 0.022 0.017 0.000 322.1 0.018 0.023 0.017 0.000 322.2 0.018 0.024 0.017 0.000 322.3 0.019 0.026 0.017 0.000 322.3 0.020 0.027 0.018 0.000 322.4 0.020 0.029 0.018 0.000 322.5 0.021 0.030 0.018 0.000 322.6 0.022 0.032 0.019 0.000 322.6 0.022 0.034 0.019 0.000 322.7 0.023 0.036 0.019 0.000 322.8 0.024 0.037 0.019 0.000 322.9 0.024 0.039 0.020 0.000 323.0 0.025 0.041 0.020 0.000 323.0 0.026 0.043 0.020 0.000 323.1 0.026 0.045 0.020 0.000 323.2 0.027 0.047 0.021 0.000 323.3 0.028 0.049 0.021 0.000 323.3 0.029 0.052 0.021 0.000 323.4 0.029 0.054 0.021 0.000 323.5 0.030 0.056 0.022 0.000 7 TUKW 01 039 323.6 323.7 323.7 323.8 323.9 324.0 324.0 324.1 324.2 324.3 324.4 324.4 324.5 324.6 324.7 324.7 324.8 324.9 325.0 325.1 325.1 325.2 325.3 325.4 325.4 325.5 325.6 325.7 325.8 325.8 325.9 326.0 326.1 326.1 326.2 326.3 326.4 326.5 326.5 326.6 326.7 326.8 326.8 326.9 327.0 0.031 0.032 0.032 0.033 0.034 0.035 0.036 0.037 0.037 0.038 0.039 0.040 0.041 0.042 0.043 0.044 0.045 0.046 0.047 0.048 0.049 0.050 0.051 0.052 0.053 0.054 0.055 0.056 0.057 0.058 0.059 0.060 0.061 0.062 0.063 0.065 0.066 0.067 0.068 0.069 0.070 0.072 0.073 0.074 0.075 0.058 0.061 0.063 0.066 0.069 0.071 0.074 0.077 0.080 0.083 0.086 0.089 0.092 0.095 0.098 0.102 0.105 0.109 0.112 0.116 0.120 0.124 0.127 0.131 0.135 0.140 0.144 0.148 0.152 0.157 0.162 0.166 0.171 0.176 0.181 0.185 0.191 0.196 0.201 0.206 0.212 0.217 0.223 0.229 0.234 0.022 0.022 0.022 0.023 0.023 0.023 0.023 0.024 0.024 0.024 0.024 0.024 0.025 0.025 0.025 0.025 0.031 0.038 0.042 0.046 0.049 0.052 0.054 0.060 0.064 0.067 0.070 0.073 0.076 0.078 0.081 0.083 0.337 0.889 1.620 2.492 3.485 4.587 5.787 7.078 8.453 9.909 11.44 13.04 14.72 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped Return Period Flow(cfs) 2 year 0.051643 5 year 0.096304 10 year 0.122626 25 year 0.150105 TUKW 01040 50 year 100 year 0.166494 0.179854 Flow Frequency Return Periods for Developed Unmitigated Return Period Flow(cfs) 2 year 0.198378 5 year 0.241075 10 year 0.26866 25 year 0.303068 50 year 0.328512 100 year 0.35388 Flow Frequency Return Periods for Developed Mitigated Return Period Flow(cfs) 2 year 0.033634 5 year 0.054077 10 year 0.071512 25 year 0.098725 50 year 0.123271 100 year 0.15194 Yearly Peaks for Predeveloped and Developed - Mitigated Year Predeveloped Developed 1949 0.075 0.024 1950 0.132 0.036 1951 0.142 0.120 1952 0.052 0.023 1953 0.030 0.024 1954 0.077 0.025 1955 0.111 0.053 1956 0.087 0.043 1957 0.028 0.032 1958 0.061 0.025 1959 0.053 0.025 1960 0.087 0.079 1961 0.061 0.025 1962 0.004 0.022 1963 0.035 0.025 1964 0.075 0.025 1965 0.064 0.036 1966 0.031 0.024 1967 0.113 0.045 1968 0.048 0.024 1969 0.072 0.025 1970 0.033 0.025 1971 0.058 0.038 1972 0.134 0.066 1973 0.067 0.024 1974 0.051 0.024 1975 0.075 0.048 1976 0.066 0.030 1977 0.011 0.023 1978 0.026 0.030 1979 0.036 0.022 1980 0.013 0.069 1981 0.036 0.023 TU KW 01041 1982 0.074 0.082 1983 0.045 0.039 1984 0.057 0.023 1985 0.012 0.025 1986 0.027 0.074 1987 0.072 0.082 1988 0.005 0.023 1989 0.019 0.022 1990 0.127 0.083 1991 0.138 0.082 1992 0.017 0.024 1993 0.007 0.024 1994 0.003 0.021 1995 0.052 0.045 1996 0.144 0.080 1997 0.088 0.140 1998 0.043 0.025 Ranked Yearly Peaks for Predeveloped and Developed - Mitigated Rank Predeveloped Developed 1 0.1419 0.1202 2 0.1381 0.0827 3 0.1341 0.0824 4 0.1319 0.0824 5 0.1267 0.0821 6 0.1132 0.0796 7 0.1109 0.0787 8 0.0875 0.0741 9 0.0866 0.0686 10 0.0866 0.0656 11 0.0770 0.0529 12 0.0754 0.0481 13 0.0753 0.0453 14 0.0753 0.0446 15 0.0736 0.0432 16 0.0725 0.0393 17 0.0720 0.0376 18 0.0669 0.0359 19 0.0657 0.0356 20 0.0644 0.0324 21 0.0610 0.0303 22 0.0609 0.0296 23 0.0580 0.0253 24 0.0569 0.0253 25 0.0528 0.0250 26 0.0522 0.0250 27 0.0521 0.0249 28 0.0512 0.0247 29 0.0477 0.0247 30 0.0451 0.0247 31 0.0426 0.0246 32 0.0364 0.0246 33 0.0359 0.0244 34 0.0351 0.0244 35 0.0327 0.0242 36 0.0314 0.0242 TUKW 01042 37 0.0300 0.0241 38 0.0282 0.0240 39 0.0274 0.0235 40 0.0265 0.0235 41 0.0191 0.0234 42 0.0172 0.0234 43 0.0130 0.0233 44 0.0119 0.0229 45 0.0105 0.0228 46 0.0073 0.0223 47 0.0052 0.0222 48 0.0037 0.0220 49 0.0032 0.0209 1/2 2 year to 50 year Flow(CFS) Predev Final Percentage Pass /Fail 0.0258 979 823 84:0 Pass 0.0272 898 759 84.0 Pass 0.0287 811 715 88.0 Pass 0.0301 743 669 90.0 Pass 0.0315 682 628 92.0 Pass 0.0329 641 595 92.0 Pass 0.0343 596 563 94.0 Pass 0.0358 562 537 95.0 Pass 0.0372 530 509 96.0 Pass 0.0386 489 478 97.0 Pass 0.0400 453 450 99.0 Pass 0.0415 422 415 98.0 Pass 0.0429 393 385 97.0 Pass 0.0443 368 363 98.0 Pass 0.0457 344 338 98.0 Pass 0.0471 332 321 96.0 Pass 0.0486 310 296 95.0 Pass 0.0500 286 285 99.0 Pass 0.0514 267 260 97.0 Pass 0.0528 245 240 97.0 Pass 0.0542 232 225 96.0 Pass 0.0557 224 216 96.0 Pass 0.0571 218 203 93.0 Pass 0.0585 206 188 91.0 Pass 0.0599 194 181 93.0 Pass 0.0613 181 175 96.0 Pass 0.0628 171 166 97.0 Pass 0.0642 163 153 93.0 Pass 0.0656 153 142 92.0 Pass 0.0670 146 130 89.0 Pass 0.0684 134 116 86.0 Pass 0.0699 124 105 84.0 Pass 0.0713 119 96 80.0 Pass 0.0727 114 87 76.0 Pass 0.0741 105 73 69.0 Pass 0.0756 90 61 67.0 Pass 0.0770 83 48 57.0 Pass 0.0784 80 35 43.0 Pass 0.0798 77 27 35.0 Pass 0.0812 74 19 25.0 Pass TUKW 01043 0.0827 65 9 13.0 Pass 0.0841 60 7 11.0 Pass 0.0855 55 7 12.0 Pass 0.0869 49 7 14.0 Pass 0.0883 44 7 15.0 Pass 0.0898 44 7 15.0 Pass 0.0912 43 7 16.0 Pass 0.0926 43 7 16.0 Pass 0.0940 43 7 16.0 Pass 0.0954 39 7 17.0 Pass 0.0969 36 6 16.0 Pass 0.0983 34 6 17.0 Pass 0.0997 32 6 18.0 Pass 0.1011 30 5 16.0 Pass 0.1026 29 5 17.0 Pass 0.1040 28 5 17.0 Pass 0.1054 27 5 18.0 Pass 0.1068 25 4 16.0 Pass 0.1082 23 3 13.0 Pass 0.1097 21 3 14.0 Pass 0.1111 16 3 18.0 Pass 0.1125 16 3 18.0 Pass 0.1139 14 3 21.0 Pass 0.1153 13 3 23.0 Pass 0.1168 11 3 27.0 Pass 0.1182 11 3 27.0 Pass 0.1196 10 3 30.0 Pass 0.1210 9 2 22.0 Pass 0.1224 9 2 22.0 Pass 0.1239 8 2 25.0 Pass 0.1253 8 2 25.0 Pass 0.1267 8 2 25.0 Pass 0.1281 7 2 28.0 Pass 0.1295 7 2 28.0 Pass 0.1310 7 2 28.0 Pass 0.1324 5 2 40.0 Pass 0.1338 5 2 40.0 Pass 0.1352 4 2 50.0 Pass 0.1367 3 1 33.0 Pass 0.1381 3 1 33.0 Pass 0.1395 2 1 50.0 Pass 0.1409 2 0 .0 Pass 0.1423 1 0 .0 Pass 0.1438 0 0 .0 Pass 0.1452 0 0 .0 Pass 0.1466 0 0 .0 Pass 0.1480 0 0 .0 Pass 0.1494 0 0 .0 Pass 0.1509 0 0 .0 Pass 0.1523 0 0 .0 Pass 0.1537 0 0 .0 Pass 0.1551 0 0 .0 Pass 0.1565 0 0 .0 Pass 0.1580 0 0 .0 Pass 0.1594 0 0 .0 Pass 0.1608 0 0 .0 Pass 0.1622 0 0 .0 Pass TUKW 01044 0.1637 0 0 .0 Pass 0.1651 0 0 .0 Pass 0.1665 0 0 .0 Pass Water Quality BMP Flow and Volume. On -line facility volume: 0.0428 acre -feet On -line facility target flow: 0.0219 cfs. Adjusted for 15 min: 0 cfs. Off -line facility target flow: 0.0625 cfs. Adjusted for 15 min: 0 cfs. program and accompanying documentation as provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. AQUA TERRA Consultants and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall AQUA TERRA Consultants and /or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the user of, or inability to use this program even if AQUA TERRA Consultants or the Washington State Department of Ecology has been advised of the possibility of such damages. TUKW 01045 YXNT A C O U S T I C A L D E S I G N To: Howard Lee - Magellan Architects From: Norman H Philipp Date: April 28, 2005 Subject: Tukwila Carwash Vacuum Noise Study 720 Olive Way Suite 1400 Seattle, Was ington 98101 -1853 206/583 -0465 Fax: 206/583 -0615 www,yan tis. com Memorandum INTRODUCTION This report documents an environmental noise assessment related to the car wash vacuum stand operation planned for the new Northfield Carwash to be located at 14840 Tukwila International Blvd., Tukwila, WA. NEIGHBORING PROPERTIES The neighboring properties surrounding the car wash and their corresponding maximum permissible sound levels on those neighboring properties, as generated by the carwash, are as follows: Neighboring Properties Maximum Permissible Sound Levels' 1. Commercially zoned property to the North 60 dBA 2. Residentially zoned property to the East 57 dBA / 47 dBA2 3. Commercially zoned property to the South 60 dBA Maximum Permissible Sound Levels per the City of Tukwila noise ordinance, Title 8, Chapter 8.22, Section 8.22.040 2 Between the hours of 10:OOPM and 7:OOAM during weekdays, and between the hours of 10:OOPM and 7:OOAM on weekends, the levels established by TMC 8.22.040 are reduced by 10 dB(A) where the receiving property lies within a residential district of the City. Title 8, Chapter 8.22, Section 8.22.050 TUK! 00751 Howard Lee - Magellan Architects Tukwila Carwash Vacuum Noise Study Page 2 of 4 April 28, 2005 NOISE SOURCES MEASURED Noise levels for a vacuum stand of the sauce model planned for the Tukwila facility were measured at a similar installation located at 15248 Bel Red Rd., Redmond, WA. The vacuum model in service at the measurement location was an Industrial Vacuum Systems Model # 500000. This model has been confirmed by the manufacturer to be the same as the Power Vacs 110000 w/ poly dome, Fresh 'N Up, and Carpet Wizard vacuum stand being used for this project. These measured levels and the comparison of the reference level to the overall and ambient levels are reported in Table 1 and shown in Figure 1. Table 1. Sound Level Measurements 1. The Reference Level was obtained by means of logarithmic subtraction of the Ambient sound pressure level from the Overall Vacuum w/ Ambient sound pressure level per octave band frequency. TUKW 00752 Orientation to Noise Source Noise Level (LFs2-dBA) Vacuum w/ Ambient 5' from Front of Vacuum Stand 75 Vacuum w/ Ambient 5' from Right Side of Vacuum Stand 74 Vacuum w/ Ambient 5' from Rear of Vacuum Stand 76 Vacuum w/ Ambient 5' from Left Side of Vacuum Stand 74 Overall Vacuum w/ Ambient Average of Front, Rear, Left Side and Right Side measurements 75 Ambient Level 10' Parallel to Bel Red Road 66 Reference Level 5' from Vacuum Stand 74 1. The Reference Level was obtained by means of logarithmic subtraction of the Ambient sound pressure level from the Overall Vacuum w/ Ambient sound pressure level per octave band frequency. TUKW 00752 Howard Lee - Magellan Architects Tukwila Carwash Vacuum Noise Study Page 3 of 4 April 28, 2005 PREDICTED NOISE LEVELS AT THE PROPERTY LINES Using the reference level noted above, noise level predictions were made at the lowest permissible sound level neighboring property line. The resulting sound level at the neighboring property line is shown along with the noise level with the necessary mitigation required to meet the permissible noise level requirements at the residential property line in the following table. Figure 1. Tukwila Carwash Noise Study Fresh 'N Up {{�� r{�� Sound Pressure Level (MN N O N O N O N O U — za.W 63 125 250 500 1000 2000 4000 8000 Frequency (Hz) o Ambient Level oAverage of Measured Values 0 Reference Level Table 2. Predicted Sound Levels at Property Lines Predicted Vacuum Noise Level Predicted Sound Level at Residential Property Line 60 dBA Predicted Sound Level at Residential Property Line w/ Additional Noise Control Mitigation 44 dBA TUKW 00753 Howard Lee - Magellan Architects Tukwila Carwash Vacuum Noise Study Page 4 of 4 April 28, 2005 RECOMMENDED NOISE CONTROL MITIGATION Per our conversation with the architect, it is our understanding that a 4' high wood fence is to be erected on top on the masonry wall running along the East edge of the property at 12' from the property line. We recommend raising the height of the wall to 6' high and having an elevation of 342'. The wood fence construction and materiality should be similar to that shown in Figure SK01 at the end of this document. Please call with any questions. TUKW 00754 Wood Fence may be composed of :1x6 or 1x8.wood boards attached to 4x4 wood posts. 1x2 wood battens should be applied to the joints between. the 1x6 or 1x8 boards as shown. There should be no.gap between the bottom of the wooden board fence and the top of the masonry wall. The density of the wood used for the fencing and batten should have a surface density of 2 lb /sq.ft. or greater (i.e. Cedar or similar wood). ► =• ► =. ►z. ►_. 1x2 Wood Batten 4x4 Wood Post Wooden Fence Property Line Rockery Wall. / / // / /i\�, //A • y NTis 720 Olive Way, Suite 1400 Seattle, Washington .98101 -1853 206583 -0465 Fax: 206- 583 -0615 vrurw.yantis.com ACOUSTICAL DESIGN T 6' 1x6 or 1x8 Wood Board Vacuum Stand n o►a.in9 rue Wooden Fence - Noise Control Barrier Project iiile Tukwila Carwash Vacuum Noise Study scale NTS Yantis Project -N0. B13000 Date 04028/05 •Drawn By. NHP checked By . MRY Sketch No. SK01 i ^ TI/ Transportati�Solutions, Inc. .lr 8250.165th Avenue NE Suite 100 Redmond, WA 98052.6628 T 425.883.4134 F 425-867-0898 www.tsinw.com Howard Lee Magellan Architects 15600 Redmond Way, #101 Redmond, WA 98052 Subject: Northfield Carwash Dear Mr. Lee: April 25, 2004 This letter responds to the City of Tukwila request for trip generation and sight distance information related to the proposed Northfield Carwash. This letter includes a summary description of the site location and project description; a trip generation development including an explanation of its derivation; and a sight distance study at the driveways. Project Location The existing Northfield Car Wash is located in the City of Tukwila, Washington adjacent to and east of Tukwila International Boulevard (TIB), just north of S 144th Street. This site will be vacated and the business will be relocated and relocated to another site about four blocks to the south. The new car wash site would be located in the City of Tukwila at 14840 TIB, in the Riverton Heights neighborhood. The site is adjacent to and east of TIB between S 150th and S 148th Streets. A vicinity map shows the general location of the site in Figure 1. Project Description Northfield Ventures, LLC is proposing to develop an eight -bay self - service car wash. At some future date, the southernmost car wash bay will be converted to an automated car washing station. Seven vacuum/cleaning spaces plus four parking stalls (total of eleven parking spaces) would also be provided for car wash users. A two -story 5,058 - square foot building on site would serve as a small car wash maintenance and storage facility. A site plan is shown on Figure 2. Access to the site would be via two driveways along the site frontage of TIB. The southern driveway is proposed to have no turn restrictions and the northern driveway is proposed to be limited to right-turns in/out of the site only. The southern driveway would also be a joint use driveway shared with the adjacent property to the south. Two existing driveways serve the site and are expected to be the locations of TUKW 00744 TSIJ Transportati Solutions, Inc. A/r Howard Lee April 26, 2005 Page 2 of 4 the future project driveways. Along the existing site frontage, sidewalk and streetscape improvements have recently been installed. Trip Generation and Mode Split Trip generation rates from the 7th Edition of the Institute of Transportation Engineers (ITE) Trip Generation were used to calculate vehicle trips associated with the proposed car wash. The Northfield Car Wash is initially planned to have eight -car washing stalls. In the future, the southern -most stall would be converted into an automated car- washing bay. For analysis purposes, the planned future condition of the car wash was used for forecasting the trip generation of the car wash. Thus, the trip generation forecast for the Northfield Car Wash site is considered to have seven self -serve car washing stalls and one automated car- washing stall. The most representative ITE land -use classifications (LUCs) for the proposed development are LUC 947 - Self Service Car Wash and LUC 948 - Automated Car Wash. ITE trip generation rates for LUC 947 indicate an average weekday daily rate of 108.00 gross trips per wash stall and an average weekday afternoon peak hour rate of 5.54 gross trips per wash stall. ITE suggests that 51% of the weekday afternoon peak hour trips are inbound and 49% are outbound. These rates would suggest that seven self -serve car- washing stalls could generate 756 gross weekday daily trips and 276 gross weekday afternoon peak hour trips. ITE trip generation rates for LUC 948 indicate an average weekday afternoon peak hour rate of 14.12 gross trips per wash stall and the inbound and outbound split between the total trips generated be 50% inbound and 50% outbound. The trip generation rate suggests that a single automated car- washing stall could generate 14 gross weekday afternoon peak hour trips. ITE does not provide average weekday daily trip rate data for automated car wash facilities. To adhere with typical traffic impact assessment procedures and SEPA Checklist guidelines an average weekday daily trip rate was calculated by multiplying the average weekday daily trip rate for LUC 947 by the ratio between the average weekday afternoon peak hour trip rates for LUC 948 and 947. Thus, the average weekday daily trip rate for LUC 948 is estimated to be 276 gross weekday daily trips. Combining the weekday afternoon trips generated by the two land -use types the proposed car wash facility could generate 1032 gross weekday daily trips and 53 gross weekday afternoon peak hour trips. Pass -by and diverted link trips generated by car wash facilities were incorporated into the Northfield Car Wash trip generation estimate. Pass -by and diverted link trips are reduced from the gross trip generation for a land use, because they represent trips already on roadways in the vicinity of a site. The reduction of the pass -by and TUKW 00745 TSI Transportation Solutions, Inc. Howard Lee April 26, 2005 Page3of4 diverted link trips yield a land use's primary trips, those trips generated for the primary purpose of making a trip to the site. TSI estimated the pass -by and diverted link trip percentage based on current traffic impact fee calculation documents from the Cities of Bellevue and Redmond, Washington. These documents provided guidance for determining the split between primary trips and pass -by /diverted -link trips for typical car wash facilities. Both the Cities of Bellevue and Redmond indicate that typically 65 percent of the trips generated by car wash facilities are primary trips. From these two studies TSI estimated that a reasonable pass -by /diverted -link trip proportion for the Northfield Car Wash would be 35 percent due to it's location along TIB. Based on this analysis, the proposed car wash facility could generate 670 net new weekday daily trips and 35 net new weekday afternoon peak hour trips. Table 1 shows the forecasted average weekday daily and afternoon peak hour trip generation for the Northfield Car Wash. Table 1: Trio Generation Lane Use Units` Trip Rated Daily Peak 1 -tour Trip Generation Gross Trips Distribution IN i OUT Gross Trips IN OUT Pass -by/ Div -Linke Primary Trips - Net New IN . OUT Generated . Self Service Car Wash 7 108.00 756 50% 50% 378 378 35% 246 246 492 Automated Car Wash 1 275.26 276 50% 50% 138 138 35% 89 89 178 Total 1032 50% 50% 516 516 335 335 670 Weekday PM Peak Flour Trip Generation Self Service Car Wash 7 5.54 39 51% 49% 20 19 35% 13 12 25 Automated Car Wash 1 14.12 14 50% 50% 7 7 35% 5 5 10 Total 53 50% 50% 27 26 18 17 35 a = Self Service Car Wash = ITE LUC 947 b = Automated Car Wash = ITE LUC 948 c = Wash Stalls d = Average rates, peak hour of adjacent street traffic e = Pass - by/Diverted Link reduction - TSI estimate f = No daily trip generation rate for Automated Car Wash Facility, estimated based on ratio from weekday pm peak hour For this analysis, all trips were considered to take place by personal automobile without any deduction for employee related pedestrian, bicycle, or transit trips. Sight Distance Entering and stopping sight distance analyses were conducted at the two existing driveways on the proposed car wash property. These locations were selected for sight distance analyses because they are at the approximate locations for the proposed sight accesses. American Association of State Highways and Transportation Officials (AASHTO) publication, A Policy on Geometric Design of Highways and Streets are used by the City of Tukwila to evaluate intersection sight distance. TUKW 00746 TSI.TransportatiSolutions, Inc. ,v Howard Lee April 26, 2005 Page 4 of 4 AASHTO guidelines recommend that the design stopping sight distance for both driveways should be greater than 425 -feet; the right -turn entering sight distances should be greater than 480 -feet; and the left -turn entering sight distance at the south driveway should be greater than 555 -feet. These sight distance criteria are based on a 50 -mph design speed (40 -mph posted speed limit). The sight distances were measured at the existing site driveways and substantially exceed AASHTO design criteria. Table 2, below, summarizes the sight distance measurement taken at both site driveways. TABLE 2: SIGHT DISTANCE EVALUATION SUMMARY Location Turn Movement Stopping Sight Distance Entering Sight Distance Standard ' Observed Satisfied Standard Observed Satisfied Northerly Driveway Right Turn 425 >1500 Yes 480 >1500 Yes Southerly Driveway Right Turn Left Turn 425 425 >1500 >1500 Yes Yes 480 555 >1500 >1500 Yes Yes * All Measurements in Feet Summary Based on this analysis the Northfield carwash is forecasted to generate 1032 gross weekday daily trips and 53 gross weekday afternoon peak hour trips. When the effect of pass -by trips that are already on the road is reflected, the proposed car wash facility is forecasted to generate 670 net new weekday daily trips and 35 net new weekday afternoon peak hour trips. The sight distances were measured at the existing site driveways and were found to exceed 1500 feet which substantially exceeds AASHTO entering and stopping sight distance design criteria for a road with a posted speed of 40 MPH. Sincerely, Transportation Solutions, Inc. David Markley Principal TUKW 00747 ATTACHMENTS: FIGURE 1: VICINITY MAP FIGURE 2: SITE PLAN TUKW 00748 Lake W, 40.0 — tt Colu Seward mbia Park e rgetow Hig f Piiirwl ,,- Thi Ie;St• • Highland Park::;' j auntler Roxbury Ir lLi ier each ArboL Height =, c• Norma 'r 509 Cop.yrightmt20Q4 h1l c ft'Corp: andlo fis�siipplier IAll rigRts ?ieserved. ZIT TSI Transportat ioonn•Solutions, Inc. Figure 1 Vicinity Map Northfield Car Wash Northfield Ventrures, LLC City of Tukwila TUKW 00749 131.1 Transportition Solutions, Inc. i Figure 2 Site Plan Northfield Car Wash Northfield Ventrures, LLC City of Tukwila TUKW 00750 ,gvkfIELD out w P.O. Box 68016 Seattle, WA 98168 -0016 (206) 242-5169 Mr. Brandon Miles City of Tukwila Dept. of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA. 98188 Re: Lighting Plan for Northfield Car Wash Dear Mr. Miles, RECEIVED APR 11 2006 COMMTY DEVELOPME T April 13, 2006 I have been reviewing cost projections for the new Northfield Car Wash site and have found that there are some areas that are over budget. Outside lighting is one of the line items that have to be reduced. It appears that the lighting engineer specified fixtures that are expensive and I need to value engineer the exterior lighting. I asked Ruud Lighting to review the existing Site Lighting Study (L2) and make a revised point to point drawing using Ruud Fixtures which I have enclosed.. I have previous experience with Ruud Fixtures and have found them to be a quality fixture well situated for a car wash environment. I ask that you review the enclosed drawings and allow Ruud Lighting to be an alternate for supplying the fixtures for the Northfield Car Wash. Y . u In Advance, Andrew Berg Managing Member Northfield Ventures LLC D.b.a. Northfield Car Wash TUKW01161 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director NOTICE OF APPLICATION DATED April 12, 2005 The following applications have been submitted to the City of Tukwila Department of Community Development for review and decision. APPLICANT: Northfield Car Wash AGENT: Scott Adams, Magellan Architects LOCATION: 14840 Tukwila International Blvd., KC Parcel Number 0041000130. OWNER OF THE PROPERTY: Northfield Ventures LLC FILE NUMBERS: E05 -004 and L05 -016 PROPOSAL: The applicant has submitted a design review application and a SEPA application to construct an eight bay self -serve car wash at the above address. The building will have a square footage of just over 5,000 square feet. Additionally, three self -serve vacuum cleaners will be located on the east property line. Upon completion of the project, 97 percent of the site will be covered with impervious surfaces. The applicant also calls for the installation of Type one, two, and three landscaping. OTHER REQUIRED PERMITS: Building Permit, City of Tukwila DCD Land Altering Permit, City of Tukwila PW Sign Permit, City of Tukwila DCD OTHER PERMITS THAT MAY BE REQUIRED: Right of Way Permit, City of Tukwila PW Electrical Permits, Washington State Plumbing Permits, Seattle /King County Dept of Health These files can be reviewed at the Department of Community Development, 6300 Southcenter Blvd., #100, Tukwila, WA. Please call (206) 431 -3670 to ensure that the file(s) will be available. TUKW 00694 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206-431 -3665 OPPORTUNITY FOR PUBLIC COMMENT You can submit comments on this application. You must submit your comments regarding the State Environmental Policy Act and Design Review Application in writing to the Department of Community Development by 5:00 p.m. on April 26, 2005. This project will also go before the Board of Architectural Review and you will receive a public notice informing you of the date and time. If you have questions about this proposal contact Brandon J. Miles, Planner -in- charge of this project at (206) 431 -3684 or by email at bmiles @ci.tukwila.wa.us. Anyone who submits written comments will become parties of record and will be notified of any decision on this project. Please send comments to: City of Tukwila Planning Attn: Brandon J. Miles 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 APPEALS You may request a copy of any decision by the Board of Architectural Review on a project or obtain information on your appeal rights by contacting the Department of Community Development at (206) -431 -3670. A decision from the Planning Commission may be appealed to the City Council. The Department will provide you with information on appeal if you are interested. DATE OF APPLICATION: March 10, 2005 NOTICE OF COMPLETE APPLICATION: April 8, 2005 NOTICE OF APPLICATION POSTED: April 12, 2005 TUKW 00695 • • TUKVV 00696 Dept. Of Community Development City of Tukwila AFFIDAVIT OF DISTRIBUTION I. .go HEREBY DECLARE THAT: • Notice of Public Hearing Project Number: 65 5 -Do � LC) <5 --°1(R Determination of Non - Significance Person requesting mailing: 2 -- -_ Notice of Public Meeting. Mitigated Determination of Non- Significance Board of Adjustment Agenda Pkt Determination of Significance & Scoping Notice Board of Appeals Agenda Pkt Notice of Action Planning Commission Agenda Pkt Official Notice Short Subdivision Agenda `t Notice of Application Shoreline Mgmt Permit Notice of Application for Shoreline Mgmt Permit __ __ FAX To Seattle Times Classifieds Mail: Gail Muller Classifieds PO Box 70 - Seattle WA 98111 Other Was mailed to each of the addresses listed on this day of year 20[6- in the P:GINAWYNETTA/FORMS /AFFIDAVIT -MAIL 08/29/003:31 PM TUKW 00693 • Project Name: Ckl 0)4. Project Number: 65 5 -Do � LC) <5 --°1(R , Mailer's Signature: Di 0 Person requesting mailing: 2 -- -_ P:GINAWYNETTA/FORMS /AFFIDAVIT -MAIL 08/29/003:31 PM TUKW 00693 Smudge Free Printing O'BRIEN TIMOTHY MR & MRS 14639 PACIFIC HIGHWAY S TUKWILA WA 98168 0040000995 SOKA GAKKAI INTERNATIONAL 3438 S 148TH SEATTLE WA 98168 0040001025 BLUE GLENN C VERTREES FRANK 3400 S 150TH SEATTLE WA 98188 0041000055 KANG YONG JA 19235 INDEX ST #4 NORTHRIDGE CA 91326 0041000350 KANG HEE YEOL & SEE JEE 1550 ALKI AVE SW #500 SEATTLE WA 98116 0041000516 JAMAX ASSOCIATES LLC 18709 SE 44TH PL ISSAQUAH WA 98027 0041000536 Resident 3705 S 150TH ST Tukwila, WA 98188 0041000536 GOOKSTE'1"1'ER LORI L 3743 S 148TH TUKWILA WA 98168 0041000160 LE TIEN 4009 S 148TH ST TUKWILA WA 98168 0041000164 Resident 4010 S 150TH ST Tukwila, WA 98168 0041000283 AVERY® 8160TM •BRIEN TIMOTHY M 14217 59TH AVE S TUKWILA WA 98188 0040000865 CHURCH BY SIDE OF RD P 0 BOX 68545 SEATTLE WA 98168 0041000122 0041000085 LUI LUEY MING 8216 S 120TH ST SEATTLE WA 98178 0041000330 HENKLE FAMILY TRUST C/O HENKLE D R & B J TRSTEE 74 HOH PLACE LA CONNER WA 98257 0041000517 EDGEWOOD APARTMENTS LLC 830 168TH PL SE BELLEVUE WA 98008 0040000900 Resident 3701 S 150TH ST Tukwila, WA 98188 0041000536 Resident 3707 S 150TH ST Tukwila, WA 98188 .;0041000536 BHANDAL GURKAMAL 26125 114TH AVE SE B1 KENT WA 98031 0041000161 YI WON SIK +OK B +SUN Y 14802 PACIFIC HWY S TUKWILA WA 98188 0041000141 Resident 4004 S 150TH ST Tukwila, WA 98168 0041000283 1- 800 -GO -AVERY (462 -8379) vzc .cIlIpIa« ivl otvv •C WATER DIST #125420616 PO BOX 68147 SEATTLE WA 98168 0040000844 0040000850 CEDERLIND JIM 8040 23RD AVE NW SEATTLE WA 98117 0041000070 OCTON c/o ORECM ESCROW 1717 MAIN ST 12TH FL- DALLAS TX 75201 0041000335 BANWAIT SUKHCHAIN S +KAUR 3415 S 150TH ST TUKWILA WA 98188 0041000515 WENDCO ATTN TAX DEPT PO BOX 256 DUBLIN OH 43017 0041000530 0041000520 Resident 3703 S 150TH ST Tukwila, WA 98188 ;0041000536 NEUO RA 4001 S 148TH ST SEATTLE WA 98168 0041000165 RODRIGUEZ MARIA +CRUZ JUAN 5134 S GARDEN ST SEATTLE WA 98118 0041000163 STEINBERG DOUG PO BOX 2283 BUCKLEY WA 98321 0041000142 0041000143 STOCK WILLIAM M +JENNIFER R 4010 S 150TH ST SEATTLE WA 98188 0041000283 _ --Th TUKVV 00697 www.avery.com muage rree minting SHINOKI RICHARD Y +AMY E 3814 S 150TH ST SEATTLE WA 98188 0041000290 CODD JR ROBERT J 4240 S 158TH TUKWILA WA 98188 9572500050 ELLIOTT RONALD C 14839 38TH AV S TUKWILA WA 98168 9572500020 WEST MICHAEL J 18047 MILITARY RD S SEATTLE WA 98188 0041000325 0041000329 Resident 4003 S 148TH ST Tukwila, WA 98168 0041000163 Resident 3728 S 150TH ST Tukwila, WA 98168 9572500010 Resident 3707 S 150TH ST #3 Tukwila, WA 98188 0041000537 Resident 3717 S 150TH ST #1 Tukwila, WA 98168 0041000535 Resident 3717 S 150TH ST #4 Tukwila, WA 98168 0041000535 Resident 3719S 150TH ST #2 Tukwila, WA 98168 0041000534 AVERY® 8160Tm tesident 3814S 150TH ST Tukwila, WA 98168 0041000290 LAPLANT GERALDINE A 13704 41ST AVE S TUKWILA WA 98168 9572500040 BEUTLER CARL & JUDY 3728 S 150TH ST SEATTLE WA 98188 9572500010 WEST MICHAEL J 14864 PACIFIC HIWAY S SEATTLE WA 98168 0041000321 0041000321 Resident 4001 S 148TH ST Tukwila, WA 98168 0041000165 Resident 3707 S 150TH ST #1 Tukwila, WA 98188 0041000537 Resident 3707 S 150TH ST #4 Tukwila, WA 98188 0041000537 Resident 3717 S 150TH ST #2 Tukwila, WA 98168 0041000535 HEADLEE MICHAEL +DELORIS 23808 90TH PL W EDMONDS WA 98026 0041000535 Resident 3719 S 150TH ST #3 Tukwila, WA 98168 0041000534 1- 800 -GO -AVERY (462 -8379) ■••• •■••••r•,..•• .....,+..., IIATHIS RUBY J 3 804 S 150TH SEATTLE WA 98188 0041000296 ONCHI YOSHIKO 14304 SE 164TH ST RENTON WA 98058 9572500030 KHAIRA PARMJIT S +RANJIT K 19638 104TH AVE SE RENTON WA 98055 0041000310 Resident 3429 S 148TH ST Tukwila, WA 98168 0041000085 Resident 3743 S 148TH ST Tukwila, WA 98168 0041000160 Resident 3707 S 150TH ST #2 Tukwila, WA 98188 0041000537 DOFREDO NESTOR V 1531 15TH AV S SEATTLE WA 98144 0041000537 Resident 3717S 150TH ST #3 Tukwila, WA 98168 0041000535 Resident 3719 S 150TH ST #1 Tukwila, WA 98168 0041000534 Resident 3719 S 150TH ST #4 Tukwila, WA 98168 0041000534 TU KW 00698 www.avery.com Smudge tree Printing • WONG STEPHEN PO BOX 21686 SEATTLE WA 98111 0041000534 Resident 3723 S 150TH ST #3 Tukwila, WA98188 0041000540 Resident 3727 S 150TH ST #1 Tukwila, WA 98188 0041000545 Resident 3727 S 150TH ST #4 Tukwila, WA 98188 0041000545 AIRHART WONEATA R 3727 S 150TH ST TUKWILA WA 98188 0041000545 Resident 3729 S 150TH ST #3 Tukwila, WA 98188 0041000546 PLEK NARONG +SAMAY KHUN 3735 S 150TH ST TUKWILA WA 98188 0041000544 BEHR WILLIAM D +ANN MARIE 4001 S 150TH ST TUKWILA WA 98188 0041000552 Resident 3730 S 148TH ST # 1 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #4 Tukwila, WA 98168 0040000900 AVERY® 8160TM eesident 3723 S 150TH ST #1 Tukwila, WA 98188 0041000540 Resident 3723 S 150TH ST #4 Tukwila, WA 98188 0041000540 Resident 3727 S 150TH ST #2 Tukwila, WA 98188 0041000545 Resident 3727 S 150TH ST #5 Tukwila, WA 98188 0041000545 Resident 3729 S 150TH ST #1 Tukwila, WA 98188 0041000546 Resident. 3729 S 150TH ST #4 Tukwila, WA 98188 0041000546 GALLAGHER PETER J 3775 S 150TH ST TUKWILA WA 98168 0041000550 Resident 15015 TUKWILA INT. BL #1 Tukwila, WA 98168 0041000516 Resident 3730 S 148TH ST #2 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #5 Tukwila, WA 98168 0040000900 1- 800 -GO -AVERY (462 -8379) vac acuIFIALC lul O10V .sident 3723 S 150TH ST #2 Tukwila, WA 98188 0041000540 CONNELL ANTIA J 3723 S 150TH ST TUKWILA WA 98188 0041000540 Resident 3727 S 150TH ST #3 Tukwila, WA 98188 0041000545 Resident 3727 S 150TH ST #6 Tukwila, WA 98188 0041000545 Resident 3729 S 150TH ST #2 Tukwila, WA 98188 0041000546 AIRHART WONEATA R 832 LAKE WASHINGTON SEATTLE WA 98144 0041000546 OLIVIER CHRISTOPHER +EWA B 3805 S 150TH ST TUKWILA WA 98188 `0041000549 Resident 15015 TUKWILA INT. BL #2 Tukwila, WA 98168 0041000516 Resident 3730 S 148TH ST #3 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #6 Tukwila, WA 98168 0040000900 TU KVU 00699 www.avery.Com a(nUUSC ftcv ritiutti5 - Resident 3730 S 148TH ST #7 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #10 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #13 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #16 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #19 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #22 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #25 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #28 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #31 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #34 Tukwila, WA 98168 0040000900 AVERY® 8160Tm gesident 3730 S 148TH ST #8 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #11 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #14 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #17 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #20 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #23 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #26 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #29 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #32 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #35 Tukwila, WA 98168 0040000900 1- 800 -GO -AVERY (462 -8379) sident 730 S 148TH ST #9 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #12 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #15 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #18 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #21 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #24 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #27 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #30 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #33 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #36 Tukwila, WA 98168 0040000900( TUKW 00700 www.ave rip com Resident 3730 S 148TH ST #37 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #40 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #43 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #46 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #49 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #52 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #55 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #58 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #61 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #64 Tukwila, WA 98168 0040000900 AVERY® 8160TM •sident 3730 S 148TH ST #38 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #41 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #44 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #47 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #50 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #53 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #56 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #59 Tukwila, WA 98168 0040000900 Resident . 3730 S 148TH ST #62 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #65 Tukwila, WA 98168 0040000900 1- 800 -GO -AVERY (462 -8379) glisident 7730 S 148TH ST #39 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #42 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #45 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #48 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #51 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #54 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #57 Tukwila, WA 98168 0040000900 "Resident 3730 S 148TH ST #60 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #63 Tukwila, WA 98168 0040000900 Resident 3730 S 148TH ST #66 Tukwila, WA 98168 0040000900, TUKVU 00701 www.avery.com Smuage rree minting Resident 3730 S 148TH ST #67 Tukwila, WA 98168 0040000900 Resident 14828 MILITARY RD S #1 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #4 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #7 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #10 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #13 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #16 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #19 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #22 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #25 Tukwila, WA 98168 0041000070 AVERY® 8160TM eesident 3730 S 148TH ST #68 Tukwila, WA 98168 0040000900 Resident 14828 MILITARY RD S #2 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #5 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #8 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #11 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #14 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #17 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #20 Tukwila, WA 98168 !0041000070 Resident 14828 MILITARY RD S #23 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #26 Tukwila, WA 98168 0041000070 1- 800 -GO -AVERY (462 -8379) _ war ,, ., ...r............••■•• sident 730 S 148TH ST Office Tukwila, . WA 98168 0040000900 Resident 14828 MILITARY RD S #3 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #6 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #9 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #12 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #15 Tukwila, WA 98168 0041000070 `! Resident 114828 MILITARY RD S #18 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #21 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #24 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #27 Tukwila, WA 98168 0041000070' TU KW 00702 www.avery.com Smudge free ranting Resident 14828 MILITARY RD S #28 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #31 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #34 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #37 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #40 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #43 Tukwila, WA 98168 AVERY® 8160TM eesident 14828 MILITARY RD S #29 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #32 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #35 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #38 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #41 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #44 Tukwila, WA 98168 0041000070 1- 800 -GO -AVERY (462 -8379) ident 714828 MILITARY RD S #30 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #33 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #36 Tukwila, WA 98168 0041000070 Resident 14828 MILITARY RD S #39 Tukwila, WA 98168 0041000070 Resident ;14828 MILITARY RD S #42 Tukwila, WA 98168 .0041000070 Resident 14828 MILITARY RD S Office Tukwila, WA 98168 0041000070 TUKW 00703 www.avery.com • Gity of Tukwila • Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director NOTICE OF COMPLETE APPLICATION April 8, 2005 Mr. Scott Adams Magellan Architects 15600 Redmond Way #101 Redmond, WA 98052 Re: Notice of complete application; L05 -016 and E05 -004 Dear Mr. Adams: The Department of Community Development received your design review and SEPA application on March 10, 2005. On March 23, 2005, the application was deemed incomplete and on April 8, 2005 additional information was submitted to the City. Based on a review of your application for submittal requirements for design review and SEPA your application is deemed complete as of April 8, 2005. A notice of land use application will be distributed within 14 days of this date. The next step is for you to install the notice board on the site within 14 days of the date of this letter. You received information on how to install the sign with your application packet. If you need another set of those instructions, you may obtain them at the Department of Community Development (DCD). Also, you must obtain a laminated copy of the Notice of Application to post on the board. This notice is also available at DCD. After installing the sign with the laminated notice, you need to return the signed Affidavit of Posting to our office. This determination of complete application does not preclude the ability of the City to require that you submit additional plans or information, if such information is necessary to ensure the project meets the substantive requirements of the City or to complete the review process. If you have any questions, you can contact me at (206) 431 -3670 or by email at bmiles @ci.tu wila.wa.us. Sincerely, B andon . Miles Assistant Planner TUKW 00705 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 March 23, 2005 city of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. Scott Adams Magellan Architects 15600 Redmon Way #101 Redmond, WA 98052 RE: Notice of Incomplete Application Design Review and SEPA Application for Northfield Carwash 14840 TIB, E05 -004, L05 -016 Dear Mr. Adams: The City of Tukwila's Planning Department received your application for SEPA review and Design Review for the Northfield Carwash at 14840 Tukwila International Blvd. The following item(s) need to be submitted for the City do review the applications: 1. Four copies of the completed ESA screening checklist need to be provided to the City. Once the above - mentioned information is provided, City staff can begin to review the application. Please note that the Department shall cancel an incomplete application if the applicant fails to submit the requested information within 90 -days following notification from the Department that the application is incomplete. The Department may extend up to 120 days if the applicant submits a written request for an extension prior to cancellation. The request must clearly demonstrate that the delay is due to circumstances beyond the applicant's control (such as the need for seasonal wetland data) or unusual circumstance not typically faced by other applicants, and that a good faith effort has been made to provide the requested materials (TMC 18.104.070). If you have any questions, please feel free to call me at (206) 431 -3684 or you can email me at bmiles@ci.tukwila.wa.us. Sincerely, /._ Brandon J. Miles Assistant Planner cc. File (E05 -004 and L05 -016) TUKW 00707 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 CEV Creative Engineering Options, INC. A firm practicing in the geosciences PREPARED FOR MR. ANDY BERG GEOTECHNICAL ENGINEERING STUDY PROPOSED.NORTHFIELD CAR WASH 14840 TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON Glen Man President 05 -2612 A 1 • ,' 20919 • / 19101.01.03'' [EXPIRES April, 10 `-4144"— 1 March 22, 2005 Copyright Creative Engineering Options, Inc. March 22, 2005 TUKW 00808 5418 159th Place NE, Redmond, WA 98052 • 425/883 -6889 • fax 425/867 -9664 • www.ceogeo.com CEV Creative Engineering Options, INC. A firm practicing in the geosciences March 22, 2005 04 -2612 Mr. Andy Berg do Magellan Architects 15600 Redmond Way Suite 101 Redmond, Washington 98052 Dear Mr. Berg: We are pleased to submit herewith our ;report entitled "Geotechnical Engineering Study, Proposed Northfield Car Wash, 14840 Tukwila International Boulevard, Tukwila, Washington. The primary purposes of this study were to evaluate and characterize the sites' subsurface soil and groundwater conditions and to develop! geotechnical recommendations for any necessary site earthwork operations, and for building foundation and slab design and support, as well as the potential for liquefaction during an earthquake and development of a minimum design asphalt pavement section. We proceeded with our services on the basis of your February 12, 2005 written authorization. It is CRITICAL that you do not rely on this brief summarization of our design recommendations to make any design or construction decision. 11We recommend that the owner, and each member of the design team, read the report in its entirety before making any design or construction decisions. Failure to do so could result in an unanticipated level of risk related to a design or construction element, an increased cost and, possibly even a failure of the element. Based on he o-b;; awed and encountered conditions it is evident Irat a substMlial portion of) tlil liiMizoveriainiwithra1layser,�of ncontroll.ed' fill o Cryva• drtliick esS, However, whilst the fill appears to be in a medium dense and generally stable condition it does contain small amounts of construction debris. The fill is underlain by a weathered glacial till and, beneath this, a glacial till, or hardpan, material. Providing the site is treated as described herein it is our professional opinion that the facilities proposed structure may be supported on conventional spread footing foundations, and that the structures will not be subject to any significant long term settlement. Similarly, any concrete slab or asphalt pavement may be supported on a redensified subgrade. Based on the data from the exploratory test pit excavations, it appears to us that the site is at low to negligible risk of liquefaction, and of liquefaction related settlement, during even a severe earthquake. In our opinion, the risk of liquefaction or liquefaction related settlements having a detrimental impact on the completed facility may be considered negligible. In our opinion the bulk of the existing in -situ soils, including the surficial "uncontrolled" fill, are suitable for reuse as a compacted fill elsewhere on the property in their existing condition, if TUKW 00809 5418 159th Place NE, Redmond, WA 98052 • 425/883 -6889 • fax 425/867 -9664 • www.ceogeo.com desired. Unfortunately, because of their generally high silt fines content the in -situ soils must be considered "moisture sensitive" and subject to rapid deterioration when wet. During wet weather construction the exposed foundation subgrade will need to be protected against the elements with some form of crushed rock or recycled concrete "mud mat." Although we did not detect any evidence of the presence of a shallow water level beneath this site it appears possible that a temporary "perched" water level could occasionally exist at shallow depth. Although this does not appear to pose a threat to the facility we recommend that, as a prudent measure, appropriate foundation and pavement drainage measures be implemented as part of the design and construction operation. It will also be necessary to implement temporary erosion and sediment control [TESC] measures during construction to help prevent any sediment being flushed off the construction area of the site and onto neighboring properties or into the street. We appreciate the opportunity to provide this service and look forward to working with you during the construction phase of this project. Should you have any questions regarding this report, please call. Very truly yours, CREATIVE ENGINEERING OPTIONS, INC. Glen Mann, P.E. President gm/Tukwila Car Wash Geotechnical Report/zip05 TUKW 00810 Important Inlormation About Your Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes. The following information is provided to help you manage your risks. Geotechnical Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engi- neer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one — not even you — should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report Is Based on A Unique Set of Project- Specific Factors Geotechnical engineers consider a number of unique, project- specific fac- tors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the, geotechnical engineer who conducted the study specifically indicates oth- erwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. As a general rule, always inform your geotechnical engineer of project changes —even minor ones —and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems. that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineer- ing reportwhose adequacy may have been affected by: the passage of time; by man -made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctua- tions. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. Most Geotechnical Findings Are Professional Opinions Site explgraiion identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engi- neers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ — sometimes significantly — from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual TU KW 00811- subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- technical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and_specifications. Contractors can also misinterpret a geotechnical engineering report :Reduce that risk by having your geotechnical engineer participate in prebid`agd preconstruction conferences, and by providing construction observation. \ Do Not Redraw the Engineer's Logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make . contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and /or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contrac- tors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci- plines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled "limitations" many of these provisions indicate where geotechnical engineers' responsi- bilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenviron- mental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoen- vironmental information, ask your geotechnical consultant for risk man- agement guidance. Do not rely on an environmental report prepared for someone else. • Obtain Professional Assistance To Deal with Mold Diverse strategies can be applied during building design, construction; operation, and maintenance to prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a com- prehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a num- ber of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed in -this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services per- formed in connection with the geotechnical engineer's study were designed or conducted for the purpose of mold preven- tion. Proper implementation of the recommendations conveyed in this report will not of itself be sufficient to prevent mold from growing in or on the structure involved. Rely, on Your ASFE - Member Geotechncial Engineer for Additional Assistance Membership in ASFE/The Best People on Earth exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone involved with a construction project. Confer with you ASFE- member geotechnical engineer for more information. .asp The Best People in Earth 8811 Colesville Road /Suite G106, Silver Spring, MD 20910 Telephone: 301 /565 -2733 Facsimile: 301 /589 -2017 e -mail: info@asfe.org www.asfe.org Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly prohibited, except with ASFE's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of ASFE, and only for purposes of scholarly'research or book review. Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other firm, individual, or other entity that so uses this document without being an ASFE member could be committing negligent or intentional (fraudulent) misrepresentation. IIGER06045.0M TUKW 00812 TABLE OF CONTENTS 05 -2612 PAGE INTRODUCTION 1 General 1 Project Description 2 Scope of Services 3 SITE CONDITIONS 6 Surface 6 Subsurface 6 - General 6 - Local Geology 6 - Soil Conditions 7 - Soil Behavior 7 Groundwater 8 DISCUSSION AND RECOMMENDATIONS 10 General 10 Site Preparation and General Earthwork 12 - General 12 - Stripping and Clearing 13 - Overexcavation 13 - Slope Benching 14 - Redensification 14 - Structural Fill or Backfill 15 - FiII Placement and Compaction 15 - Fill and Backfill Testing 16 - Native Subgrade Soil Density Testing 17 - Impacts on Buried Structures 17 - Utility Trench Fill 17 - Fill Source Evaluation 19 - Wet Weather Construction 20 Excavations and Slopes 20 Conventional Spread Footing Foundations 22 - General 22 - Conventional Foundation Design Parameters 22 - Settlement 24 - Lateral Load Resistance 24 Concrete Slab -on -Grade Floor 25 T U K V V 00813 Buried and Retaining Walls 26 Masonry Block Wall 27 - General 27 - Wall Support 28 - Wall Stability 28 - Block Setting and Construction 29 - Wall Drainage 29 - Geogrid Reinforcement 30 - WaII Backfill 31 - Wall Backfill Testing 32 Seismic Risk 32 Liquefaction 34 Minimum Design Pavement Section 34 - General 34 - Minimum Pavement Sections 35 Site Drainage 36 - General 36 - Short Term Drainage Measures 36 - Long Term Drainage Measures 37 - Pavement Drainage 38 - Detention Tank Drainage 39 - Temporary Erosion Control 39 - Revegetation 40 - Erosion Control mat 40 - Crushed Rock Entry Apron 40 CLOSURE 42 Limitations 42 Additional Services 42 - Plan and Specification Review 42 - Construction Observation and Testing 43 - Warning! 43 APPENDIX A - Field Exploration Program APPENDIX B - Geotechnical Laboratory Testing Program APPENDIX C - Keystone Block Wall Design and Construction Data APPENDIX D - Use of Report by Others ii - TUKW 00814 ILLUSTRATIONS 05 -2612 Plate 1 Vicinity Map Plate 2 Site Plan Plate 3 Local Geology Plate 4 Slope Benching Detail Plate 5 Typical Utility Trench Fill Plate 6 Foundation Support Detail Plate 7 Mat Foundation Detail Plate 8 Typical Block Wall Section Plate 9 Wall and Footing Drain Detail Plate 10 Typical Filter Fence Detail Plate 11 Legend Plates 12 through 15 Test Pit Logs Plates 16 through 19 Gradation Curves Plate 20 Compaction Test Data TUKW 00815 GEOTECHNICAL ENGINEERING STUDY PROPOSED NORTHFIELD CAR WASH 14840 TUKWILA INTERNATIONAL BOULEVARD TUKWILA, WASHINGTON 05 -2612 INTRODUCTION General As requested, this report summarizes the results of our limited geotechnical engineering study for the project. To the best of our understanding, the project incorporates the performance of a small to moderate amount of earthwork to generate a generally flat and level site, and the construction of a new car wash facility at the subject site. We proceeded with our services on the basis of your February 12, 2005 written authorization. The primary purposes of our study were to explore and characterize the general subsurface soil and groundwater conditions, and to supplement these field data with geotechnical and geological information readily available in our library and files. Our limited site exploration and data evaluation were used as a basis for formulation of geotechnical recommendations for performance of appropriate site earthwork operations, and for the design and construction of building foundations and floor slabs. We also evaluated the sites' susceptibility to liquefaction under seismic conditions and developed recommendations for site drainage and temporary erosion control measures, and developed a minimum design asphalt pavement section for the site. The site is located approximately as shown on the Vicinity Map, Plate 1. The site details, including the identification numbers and the approximate locations of our exploratory test pits, as well as the approximate location of the proposed buildings, are presented on the attached Site Plan, Plate 2. This report addresses the geotechnical . aspects of site development only. It does not address any environmental, wetland, biological or mold aspects of the site conditions, such as the potential presence of toxic or hazardous conditions or buried tanks, or of wetlands or mold. If the environmental aspects of site development need to be addressed, it should be done by a suitably qualified expert under a separate contract. TUKW 00816 05 -2612 / 3.7.05 ...... . . • . (t1 • .• S ; • ;c01:.—i .•°." :7‹ 1S1ST%' ••;'• ; • .: • =.1 .• ST ; • . z 4's 52ND; • •-• • VI • I C.1 I Reference: Based on Thomas Brothers Map: King County 2004 edition, map number 655, grid E-4. Creative Engineering Options INC A•irrT.1 Practicing in the Geosciences VICINITY MAP TUKW 00817 Plate 20' / I ` / ) o %_. --ji cv 1/ co — G A V " 114 i �/ / �27'_ro• / 41 / TP -3 m / i / / . / f TP -2 TP -8 ' m •O� ' / // C 0 40 80 *4 II / / / / / �I '+ Feet i / ��/ / t4 / Approximate Scale • / • • 11 [exercise care scale distorted by / / / • 1:11 reproduction process] . l ,irk, �'.l ..aQ. •NI : 1 • �� l Typ/ / / / TP -7 6 / W /// / ATP -1 ' s' • 11 / Typ. N /'',v/ �ifi ;,l !%f ,TP -61 r ! N ' • }/ /\` TP"3 Number and approximate location of ,/ /` �/ ~ ` TI)-5 0 exploratory test pit excavation , y�• / ° — , Denotes an imaginary line depicting / points of approximately equal elevation �° / Bldg. (in feet) / --- 1 L.S. 4 o l t ! n,2 c(P `(p a ,b Bldg. & L.S. t I Setback co co M LEGEND 1// /hi Reference: Based on a Site Plan, sheet A1.1, by Magellan Architects, job #: 03 -063, dated 12/18 04. 20' Water Esmt. to be Obtained ccv Creative Engineering Options INC. A Firm Practicing in the Geosciences SITE PLAN TUKW 00818 Plate 2 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 Project Description Page 2 We understand from our discussions with your architect that the current intent is to construct a roughly central one story facility building. This structure is expected to be either of wood -frame or masonry block construction. In either case the building is expected to employ a concrete slab -on -grade floor. This structure will be flanked to the north and south by four "high roofed" car wash bays, presumably with separator walls between each bay. The wash bay roof is expected to be post and pad foundation supported. The bulk of the property is to be paved, most likely with asphalt for the access and drivel around areas, but with concrete in the bays. In addition, we anticipate that there will be a "large" buried detention tank located on roughly the northeastern corner of thelsite to collect, store and allow for recirculation of water. Also, we understand that a modular block retaining wall may be constructed along the full length of the downgrade eastern edge of the facility if the site grade cannot be gently sloped. Although no specific building design or structural loads are currently available to us, based on our experience with similar commercial structures, we estimate that the maximum combined building dead and live loads are unlikely to exceed the following: • Continuous perimeter footing Toads = 1 to 2 kips per linear foot • Interior column loads Floor [slab] loads 50 kips = 120 psf The current plans appear to require a moderate amount of overexcavation to accommodate the buried detention tank, for new foundations, and any new utilities. The foundation excavation is estimated to be up to a maximum of about two feet below the existing grade. The detention tank and utility trenches could extend to a depth of as much as about fifteen (15) feet, but the excavation depths will be dependant on the depth of the utility feeder lines in the adjacent street and the specific location of the detention tank.' In spite of the presence of up to about seven feet of uncontrolled fill covering much of the western and central portion of the property it appears likely that a 'substantial amount of additional fill may be required along the eastern end of the site to create a flat and level grade, although TUKW 00819 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 Page 3 the eastern edge of the site may be gently sloped down from west to east. We estimate that the fill could be as deep as ten (10) to twelve (12) feet. Scope of Services Our scope of services, developed from our discussions with your architect, and from our visual evaluation of the site, is designed to develop as much subsurface site information as possible within the necessary time and budgetary constraints. More specifically, our scope includes the following: • Performance of a brief site visit to visually observe the existing site, to visually assess the exposed soils, and to evaluate exploration equipment access and discuss the scope of services with the architect, • Performance of a limited evaluation of geotechnical and geological data readily available in our library and files to help characterize the local soil and groundwater conditions, • Performance of a limited subsurface exploration of the site comprising at least six strategically located exploratory test pit excavations, • Performance of a limited geotechnical laboratory testing program to include, but not necessarily be limited to, moisture contents and grain size analyses, • Provision of geotechnical recommendations for any necessary site earthwork operations including, but not necessarily limited to, stripping and clearing, overexcavation, subgrade proof rolling and /or redensification, detention tank and utility trench excavation and safety, and fill or backfill placement and compaction, • Provision of geotechnical recommendations for the design and construction of conventional spread footing foundations to include an allowable soil bearing TU KW 00820 J Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 capacity, lateral Toad resistance, and a vertical modulus of subgrade reaction for concrete floor slab design, • Development of an estimate of the potential total and differential magnitudes of building load related settlement, and the rates at which settlement might occur, • Evaluation of the lateral; Toads likely to be applied to the new structures and provision of active and passive equivalent fluid weights for use by the structural engineer in design of any detention tank or retaining walls, • Evaluation of the risk of site liquefaction under earthquake conditions, and development of an estimate of the potential magnitude of liquefaction related settlement that might occur during a severe earthquake, if appropriate, • Evaluation of the site's seismic history, and provision of the 2003 IBC seismic design parameters, including site profile, minimum recommended horizontal accelerations, and Fa and Fv coefficients, • Provision of geotechnical recommendations for a minimum asphalt pavement design section suitable for the anticipated site traffic, • Provision of geotechnical recommendations for appropriate short and long term site drainage and temporary erosion and sediment control [TESC] measures, and • Provision of five copies of a final written report summarizing the above information. Page 4 This report has been prepared for specific application to the proposed new car wash facility construction project located at 14840 Tukwila International Boulevard, Washington, only and is for the exclusive use of the Mr. Andy Berg, and his other representatives, consultants and contractors. No other warranty, expressed or TU KW 00821 Geotechnical Engineering Study Page 5 05 -2612 Northfield Car Wash Facility March 22, 2005 implied, is made. We recommend that this report, in its entirety, be made readily available for the contractor(s) information and estimating purposes. However, this report should not be considered the sole source of geotechnical data, and provision of this report should not relieve the contractor from the responsibility for making his own site study. Our recommendations, based on our data review, site observations, and engineering analyses, are presented following the discussion of site conditions. More detailed field exploration data developed during our limited site exploration and data review, along with our test pit Togs, are included as Appendix A. A brief summarization of the laboratory testing program, along with copies of the test results, is provided as Appendix B to this report. TUKW 00822 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 SITE CONDITIONS Surface Page 6 The site is located along the eastern side of Tukwila International Boulevard, just a short distance to the south of the junction with south 148th Street, in Tukwila, King County, Washington, approximately as shown on the Vicinity Map, Plate 1, attached. The currently unoccupied site is bounded to the east by lightly developed single - family residential property. To the north and south it is bounded by commercial development and asphalt paved parking [lot] areas. The bulk of the site surface is presently flat and level [resulting from a recent filling operation] and comprises an exposed soil surface. The eastern and southern edges of the site are presently grass covered and exhibit a slight and gentle slope from west to east. The approximate site topography is depicted on the Site Plan, Plate 2. With the exception of several shallow and localized "puddles" we found no evidence of any surficial or standing water on. the site at the time of our field exploration. The water depth in these puddles was typically less than two inches. Subsurface General: In order to evaluate the in -place soil and groundwater conditions beneath this site we excavated a total of eight exploratory test pits. These excavations extended to a maximum depth of about fourteen (14) feet below the existing grade. The identification numbers and approximate test pit locations are shown on the Site Plan, Plate 2. More detailed descriptions of the materials encountered at each test pit location are presented on the individual test pit logs contained in Appendix A to this report. The following is a generalized description of the local geology and the subsurface conditions encountered in our limited field exploration. Local Geology: As part of our evaluation of this property we reviewed a Geologic Map of the area [Preliminary Geologic Map of Seattle and Vicinity, Washington; by Waldron, H.H. et al.; U.S.G.S. Miscellaneous Geologic Investigations Map 1 -354; 1962] to help determine the general local geologic conditions. According to this map the site is located in an area predominantly underlain by the Vashon glacial till [Qvt]. The till materials are generally described as a "compact , concrete -like mixture of silt, sand, gravel and clay with occasional TUKW 00823 csi ti s. \. \ \ i-.- ,. • v -1.:.- .,Sera /tip a ` • \ - • • • • Fiste, '71 Qa L Approximate Site Location • 1/ 1. R've .i ny1jei8hL8 • �\ l • . Reference: Preliminary Geologic Map of Seattle and Vicinity, Washington; by Waldron, H. H. Et al; U.S.G.S. Miscellaneous Geologic Investigations Map 1 -354; 1962. Creative Engineering Options INC. <.GV_ A Firm Practicing in the Geosciences LOCAL GEOLOGY TUKW 00824 Plate 3 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 Page 7 boulders of as much as 150 feet in thickness. The upper 2 to 5 feet generally comprises a loose silty sand and ,gravel." This description is in "general" accordance with the encountered conditions. For informational purposes we have provided a pictorial rendition of the approximate local geology on Plate 3. Soil Conditions: Our exploratory , test pit excavations encountered generally similar materials across the site. Test Pits 2, 3, 4, 7 and 8 all encountered a thin surficial layer of fill material. This fill typically comprises a gray to gray- brown, moist, medium dense, silty fine to coarse sand with varying amounts of rounded gravel. The fill also contains small amounts of "debris" including small broken pieces of plastic pipe, brick, asphalt and concrete. This fill ranged in thickness between approximately three feet at Test Pit 2 to seven and one half feet at Test Pit 4. We classified these shallow "fill" soils by the Unified Soil Classification System (USCS) as a SM. Elsewhere on the site we encountered a surficial slightly organic silty sand topsoil layer of about four to six inches in thickness which contained rootlets and supported a growth of field grass. This surficial layer was also classified by the USCS as a combination of SM and OL. Beneath the fill and topsoil materials our test pit excavations typically encountered several feet of light reddish -brown and light gray, moist, medium dense, silty fine to coarse sands or relatively clean fine to coarse sands all with small amounts of rounded gravel. In general accordance with the USCS these soils were classified as either a SM, a SP or a SP -SM, depending on the specific constituents. Underlying these sandy soils we encountered a gray, moist, dense to very dense and partially to completely cemented silty fine to coarse sand [glacial till]. This material also contained small, though varying, amounts of rounded gravel of up to cobble size. These materials were also classified in general accordance with the USCS as a SM. This glacial till soil is also often described locally as "hardpan." Soil Behavior: Based on the exploratory data it is evident that the bulk of the soils beneath the site, including the surficial fills, are typically firm and competent, and are capable of providing adequate support to the proposed building foundations, floors and associated pavements. Providing the exposed subgrades are carefully and thoroughly redensified as described herein the potential for settlement beneath the foundations, floors and pavements is considered to be low to negligible. TUKW 00825 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 Page 8 The denser and cemented till soils can also be excavated at near vertical inclinations without any significant detriment. Provided the exposed cut surfaces are protected against the elements these cut faces should be expected to remain stable, certainly for the relatively short construction period. Virtually all of the shallow in -situ soils are, because of their silt fines content, considered to be "moisture sensitive" when wet. If exposed, they should be expected to deteriorate rapidly under even light pedestrian traffic activity when they become wet. For similar reasons, and as indicated above, these soils do not lend themselves to use as a compacted structural fill during the wetter winter months. If used as any form of fill these soils must be appropriately moisture conditioned so that the soils' moisture content is within about two points of the materials' optimum Modified Proctor moisture content. They are, however, considered to be suitable for dry weather fill purposes, such as for an on -site geogrid reinforced masonry block wall. The in -situ native soils are predominantly granular, though relatively fine grained, and they typically exhibit a generally increasing degree of density with depth. The native "till" soils also exhibit partial to complete in -situ cementation. Based on the observed soil conditions it is our professional opinion that the bulk of the shallow in- situ silty sand soils beneath this may be considered to be of moderate to low permeability. The slightly deeper cemented glacial till soils are considered to be impermeable. In our opinion these materials do NOT lend themselves to positive in -situ infiltration performance. Groundwater We found no evidence of an established groundwater level, or of any groundwater seepage, within the depths of our exploratory test pit excavations at the time of our field exploration. Given the existing site conditions and topography it appears to us that the local ground water level is more than fifty (50) feet below this site, far enough below the maximum potential depth of foundation excavation for as to pose no significant threat to the foundations. In spite of this it has also been our experience that groundwater and seepage levels should not be considered static. Typically, fluctuations in the levels and rates of flow can, and often do, occur on a seasonal basis, after periods of heavy or sustained precipitation, or from surface flow from elsewhere on the property or its surroundings. Because of the presence of an essentially impermeable glacial till soil at relatively shallow depth it is also possible that a temporary "perched" water level' TUKW 00826 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 Page 9 could periodically exist at the till surface. However, it is our professional opinion that, providing appropriate protective measures are taken during construction, neither groundwater nor seepage should have any detrimental impact or affect on the proposed construction, or on the completed facility. Any earthwork [or general] contractor should be aware of the potential for the presence of shallow groundwater (temporary or otherwise) or seepage beneath the general construction area of this site [particularly during the wetter winter months of October through May], and the risks usually associated with the presence of water. He should take appropriate measures in his bid by including a contingency in his budget and schedule to accommodate the possible need to deal with groundwater and /or seepage inflow during construction. TUKW 00827 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 DISCUSSION AND RECOMMENDATIONS General Page 10 Based on the results of our limited study it is our professional opinion that it is geotechnically feasible to construct the proposed car wash facility essentially as currently planned. The new structure[s] may be supported on conventional reinforced concrete spread footings. These footings should be supported on the carefully and thoroughly redensified in -place silty sand fill or slightly deeper native soils. Providing the foundation subgrades are appropriately redensified the potential for load related settlements should be minimized, if not eliminated. This also applies to any concrete slab -on -grade floors. A substantial portion of the site is to be asphalt paved to provide access to and egress from the facility and the site. Providing the subgrade soils are treated in strict accordance with the recommendations presented herein we see no geotechnical reason why a minimum asphalt design section may not be used. However, if the pavement subgrade is not adequately prepared the risk of pavement damage will rapidly escalate. We understand that there is a need for a "buried" stormwater detention tank on this project. This tank will presumably be set down into the firm and competent "native" till soils. Current plans appear to have this tank being installed near the northeastern corner of the site. Based on the observed subsurface conditions we believe the tank excavation will remain open and stable whilst the tank is installed. The in -situ soils appear to be sufficiently competent as to remain open in an "unsupported" condition for this short period and the excavation should not require temporary shoring. However, the tank walls must be designed to accommodate the maximum lateral load likely to be applied to the structure, and the roof must be able to support at least two feet of cover as well as the potential traffic surcharge loads. The detention tank must also be designed to resist buoyancy related uplift forces developed by hydrostatic pressures. The current development plans also call for the construction of a retaining wall along the bulk of the sites' eastern perimeter. This wall is estimated to have a maximum height of about four feet and the site is expected to be graded away from the wall to the property line at a slope of about 2H:1V, or flatter. It appears that a geogrid reinforced masonry [keystone] block wall will be used for this purpose. It is critical that the bottom row of wall bocks be supported on a thoroughly compacted crushed rock leveling pad and that they be set to form a flat and level row on which the upper TUKW 00828 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 Page 11 rows of block can be set without suffering distortion. Several layers of geogrid reinforcement will be required to enhance the condition of the walls' backfill and help generate a "mass gravity" structures. The most crucial element in this walls' construction will be to make certain that the geogrid is installed in strict accordance with the manufacturer's specifications. Failure to do so could result in a failing wall. It is also important that the compacted fill mass and the wall are provided with suitable long term drainage control 'measures to help eliminate the potential for hydrostatic pressure buildup behind the wall. The shallow in -place fill soils covering a substantial portion of the site, as well as the surficial "native" silty sand soils beyond the fill perimeters and beneath the fill, are predominantly granular, though the (soils do contain a substantial amount of silt fines. The in -situ soils are also typically medium dense to dense at shallow to moderate depth, generally exhibit increasing in -situ density with depth, and are partially to completely cemented -in -place at slightly greater depth. There is also apparently no shallow water level present that could surge and saturate the shallow soil, though there could be a periodic, though temporary, "perched" water level immediately atop the underlying glacial till surface. With these conditions in mind, and from the results of our analyses,' it is our opinion that the properly developed and maintained site is likely to be at a low to negligible risk of liquefaction under relatively severe [Magnitude 7.0, or Mess] earthquake conditions. It is also our opinion that this site is unlikely to be subject to any significant amount of liquefaction related settlement under even severe [Magnitude 7.0, or less] earthquake conditions. Liquefaction related settlement is, in our opinion, unlikely to have any significant detrimental impact on the completed facility. Providing the earthwork operations are conducted during the drier summer months, the majority of the in -situ soils are considered suitable for reuse as a compacted structural fill at this facility, or elsewhere on the property, if desired. As mentioned earlier, the bulk of the in -situ silty sand soils [fill and native] tend to be moisture sensitive. Thus, they can present problems in compaction, particularly in wetter weather. In order to be able to re -use these soils (or any other imported local fill source material) they MUST be screened to remove all significant organic and debris content and kept within about two points of the wet side of their optimum Modified Proctor moisture content. Failure to keep the soil at this moisture content should be expected to result in the ;fill pumping or weaving under compaction or construction traffic activity, and a failure to achieve the desired degree of field compaction. TU KW 00829 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 Page 12 As a precautionary measure we recommend the new facility be provided with appropriate drainage control measures. At a minimum the building foundations should have a perimeter drain pipe installed and this should collect any shallow subsurface seepage and direct it, under control, to the detention tank. Roof downspouts should all be separately tightlined to the same point of controlled discharge. Roof downspouts must NOT be connected to the footing drains. In the same vein, we also strongly recommend the employment of temporary erosion control measures during construction to help avoid the risk of sediment being flushed off the construction area and onto the surrounding properties or the nearby street. These and other geotechnical aspects of the project are discussed in more detail in the following sections of this report. Site Preparation and General Earthwork General: Based on our understanding of the proposed construction plan it appears that there will probably be a need for a small to moderate amount of earthwork to install the new facilities foundations and pavement. A deeper excavation will probably be required fro the installation of the stormwater detention tank. effort tojauoadlhauin.g o trtuek excau�atedl[fill o.r nai e]tsoil offft site we believe is approopriat excau tedirsoilastaistiu:ctuTrarfill or back"fiII else'�whe`� rre l n the siit_e; Based on the design information available to us, and the existing site topography, it appears likely that the potential depth of overexcavation for the building foundations is likely to be at least two feet. The detention tank excavation could be as deep as about ten (10) to fifteen (15) feet depending on the specific design of the tank. Utility trench excavations should typically be about three to eight feet deep, but will be partially dependant on the depth of the feeder utilities in the adjacent street. There will also be a small amount of overexcavation for the block walls' construction, but this should not be more than about two to three feet in depth. Materials excavated from the site are considered to be acceptable for reuse as a compacted structural fill or backfill in their existing condition. However, as mentioned, if they are on the wet side of their optimum moisture content they will require appropriate moisture conditioning before being reused. The following paragraphs outline the earthwork measures likely to be involved in site development. TUKW 00830 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 Page 13 Stripping and Clearing: The majority of the surface of the proposed facilities construction area presently comprise exposed [fill] soil. The areas along the eastern and southern edges of the site are grass covered and here the surficial vegetation will need to removed. ; Based on the information generated in our study we estimate that an average depth of about four inches of vegetation, topsoil and root matter will need to be stripped and removed. be aware that the great majority of the construction area The owner should also b g ) ty was not subject to direct in -place exploration. As a consequence it is likely that greater thicknesses of unsuitable material will probably exist in some locations. Because of this, we recommend that the owner provide a contingency in the budget and schedule to accommodate the risk of, and need for, additional stripping and removal of unsuitable surficial soils and deleterious materials, and their disposal. Given the nature of the proposed sitedevelopment there does not appear to be a need to retain any of the stripped topsoil and vegetative material for future landscaping. Therefore, all of the stripped materials should be removed from the site and disposed in accordance with the applicable local regulations. Overexcavation: It ' currently appears ' that only ' a minimal amount of overexcavation will be required to install the new building foundations, potentially not more than about two feet in depth. It may be necessary to overexcavate a small amount along the eastern and southern sides of the site to generate flat and level "bench" surfaces, but this would be unlikely to extend to a depth of more than about two feet. Utility trenches are likely to be between about three and eight feet in depth, but the actual depth will probably be partially, dependant on the depth of the feeder utility lines in the nearby street. These trenches could be as deep as about ten (10) to fifteen (15) feet. Also, as pointed out earlier, the proposed stormwater detention tank could require an excavation of ten (10) to fifteen (15) feet in depth to allow for adequate burial and development of at least two feet of "compacted fill" cover. In any excavation in excess of four feet in depth that is not shored the excavation side slopes must be laid back at an appropriate gradient in conformance with the current local and OSHA safety standards (discussed later in this report). This should be expected to increase the amount of material that must be excavated, stockpiled and either replaced or reused as. backfill. .. Excavated soils may be. temporarily `stockpiled away from the construction area, if desired, but we TUKW 00831 TUKW 00832 05-2612 / 3.8.05 H Schematic Only - Not to Scale b LEGEND # } #4}4 #444 } ##} ♦}444 ♦#} #4}1}#4 ♦4 4 }# #4 }4 #44444 # # # #1 4044#4.444444.4 }! Competent Native Soil, or Compacted Structural Fill Soil to be excavated and reused or disposed in accordance with applicable local regulations. Compacted structural fill meeting the description provided in the accompanying Geotechnical Engineering report by CEO, Inc. NOTES • Estimated minimum width of bench subgrade, b, = 6 feet • Estimated maximum height of upgrade excavation face, h, = 4 feet • Recommended gradient for face of compacted structural fill slope = 2 H:1 V • All replacement or new fill to be placed and compacted in general accordance with the recommendations contained on pages 14 in the attached geotechnical report for project 05 -t10lt , dated 3 -L%-of Creative Engineering Options INC. A Firm Practicing in the Geosciences SLOPE BENCHING DETAIL 1 TUKW 00833 Plate 4 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 Page 15 This redensification is also critical in the new foundation locations since most will be within the existing fill layer. If this material is not adequately redensified there will remain a risk that settlement will occur over time. This should be expected to lead to visible building distortion and, possibly, even damage. Structural Fill or Backfill: Structural fill is defined as any fill placed beneath or forming a load bearing area. Structural backfill is typically material placed behind a wall or foundation structure between it and the original site surface. Ideally, but particularly for wet weather construction, structural fills and backfills should consist of a free - draining granular material with a maximum size of three inches. The material should have about 75% passing the number 4 mesh sieve and no more than 5 percent fines (silt and clay sized material passing the No. 200 mesh sieve). During dry weather any organic -free, compactible material meeting the above maximum size criterion is acceptable for this purpose. From our field observations it is our professional opinion that the great majority of the existing shallow in -situ "fill" and "native" soils are in a suitable condition for reuse as a structural fill or backfill. However, you should be aware that these existing soils typically contain a relatively high proportion of fines material [soil particles passing the number 200 mesh sieve] and this makes then highly moisture sensitive. In wet weather these soils should be expected to be difficult to work or compact and to deteriorate rapidly under even light pedestrian traffic activity. Because of this we strongly urge that these materials be kept within about two points of the wet side of their Modified Proctor optimum moisture content to avoid the potential reaction likely in "moisture sensitive" soils. Fill Placement and Compaction: Any and all structural fill or backfill should be placed in thin horizontal lifts not exceeding ten (10) inches in loose thickness for heavy compactors and four inches for hand held and operated compaction equipment. Each lift should be compacted to a minimum of 95 percent of the materials' maximum Modified Proctor dry density, or to the applicable minimum City standard, whichever is the more conservative. Where the backfill is within about five feet of the rear face of a block or tank wall we recommend the backfill compaction requirement be decreased to 92% of the materials maximum Modified Proctor dry density. Non Toad bearing backfill may be compacted to a lesser standard, typically to greater than 90% of the materials' maximum Modified Proctor dry density. To facilitate the earthwork and compaction process the earthwork contractor should place and compact all structural and non -load bearing fill or backfill materials at, or near (typically within about two points of the wet side), the TUKW 00834 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 Page 16 materials' optimum Modified Proctor moisture content. This should help enhance the compactibility of the materials and avoid the risks involved with wet, moisture sensitive soils. If fill materials are more than about three points on the wet side of optimum they will need to be dried to within about two points of the Modified Proctor optimum moisture content. This can be accomplished relatively inexpensively by periodic windrowing and aeration. Alternatively, drying can be achieved, by intermixing the fill materials with ordinary portland cement powder to absorb excess moisture. In this latter case we have found that the hydration of the cement not only results in water absorption, but also develops some "concrete -like" strength within the soil and cement matrix. In our experience the soil cement matrix can generate a compressive strength in excess of two thousand five hundred (2,500) psi. If this option is selected, we recommend that the cement powder be intermixed at a rate of about 3% by weight of the soil. [This form of soil treatment is NOT suitable for any material to be used as a free - draining foundation backfill.] Fill and Backfill Testing: Because there are variations in the on -site "fill" and "native" soils we recommend that any field technician employed to monitor and test the degree of in -place compaction being achieved plot each and every Modified Proctor laboratory curve, along with the respective soil descriptions, on a single "master" sheet so they form a "family" of curves. Then, each field density test result should be plotted against ithis family to determine which of the curves is applicable to the tested soil. This family of curves will also quickly indicate if there is a different material being tested so that an additional laboratory curve can be generated. We recommend that any and all structural fill be tested to verify that the appropriate degree of compaction is being achieved. We recommend that a minimum of one test be conducted in every two hundred (200) cubic yards of fill or backfill, or one test per two hundred (200) square feet of compacted fill surface, whichever generates the greater number of tests. Where a fill is placed in more than one layer of thickness [such as behind the masonry block wall] it is crucial that each layer of the fill be tested. In utility trenches we recommend the frequency of testing be increased to one test per one hundred (100) cubic yards of backfill, or one test for each one hundred (100) square feet [or less] of each lift of backfill, whichever results in the greater number of tests. Whilst this testing program sounds onerous the reality is that the owner will be employing an accredited testing agency to perform these tests. The agency will bill the owner for a minimum amount Of time regardless of the time actually spent TUKW 00835 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 Page 17 on the site. Each in -place density test with a nuclear density gauge takes about three to five minutes to complete. Since the field technician will be on -site for, potentially, one to two hours it should not be difficult to have him [or her] perform between eight and fifteen (15) tests during each site visit. We recommend that the owners' contract with the testing agency make it clear than a potentially significant number of in -place density tests will be required. We also strongly recommend that each in -situ density test be approximately located horizontally and vertically with respect to a "fixed" and relocatable point on the site, such as an existing manhole structure or retaining wall. In this manner it should be possible to show with a reasonable degree of accuracy the comprehensiveness of the fill or backfill testing, and to depict a "density profile" through the backfill. This can be an important element in the event there is a problem with the fill or backfill performance and any subsequent litigation. Native Subgrade Soil Density Testing: It is important that the owner recognize that in -place density testing of any subgrade created in the "native" [undisturbed] soil is unnecessary and inappropriate. If the native soil is tested it is virtually certain that the results will indicate a "failing" degree of compaction. This does not mean the native soil is unacceptable for load bearing purposes, only that it is not behaving in the same manner as a compacted structural fill. Instead of performing in -situ density tests in the native soil it is usually preferable to have the geotechnical engineer probe the subgrade with a small diameter steel rod. The magnitude of rod penetration, coupled with the engineers' visual evaluation of the exposed subgrade soil and his experience and engineering judgement, is a reasonably accurate determinator of the subgrade soils' competency. Impacts on Buried Structures: As mentioned earlier it is also important that no large or heavy compaction equipment be used within about five feet of any manhole structure, block wall or buried detention tank wall. If large equipment is used in these areas there is a risk that excessive lateral pressures could be developed and applied to the structure by the equipment. This could lead to damage to, if not failure of, the structure. We recommend that a small walk - behind roller or a large vibratory steel plate compactor be used in these areas, and that the fill or backfill be placed in loose lifts of no more than four inches in loose thickness. Larger compaction equipment may be used beyond that point. Utility Trench Fill: Development of this site will almost certainly require the installation of several new [buried] utilities. We are not certain that any "live" utility TU KW 00836 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 Page 18 lines exist beneath this site, but we strongly recommend that every reasonable effort be made to verify this and /or to locate any live utilities before any construction work gets underway. We recommend that any and all existing utilities be accurately located and identified before any work is performed in an effort to avoid potential risk of damage during construction. If utility pipes are encountered during construction, they should be plugged, or removed and realigned, so that they do not provide a conduit for water and cause soil saturation and potential stability problems. Cables are significantly less susceptible to settlement activity or distortion in installation. Pipes are normally more' sensitive because they can change shape due to inadequate support or excessive overhead loading. To avoid this possibility, we recommend that the contractor(s) make sure that each utility line is set on a suitable bedding material in accordance with the manufacturers' recommendations. Once set in- place, it is critical that adequate fill support is provided beneath the pipe haunches to help prevent pipe distortion under load, and that the fill cover within about one foot of the crown of the pipe be adequately compacted with hand operated compaction equipment. In our experience utility trench fill has been the source of the majority of post construction fill settlement problems, particularly in pavement areas. Many utility contractors do not expend any effort in placing trench backfill in thin layers, as described above, or in compacting each layer of backfill to the recommended degree. As a result, over a relatively short period the trench backfill has a tendency to settle thereby leaving a hollow or depression along its alignment. We strongly recommend that all utility trench backfill be placed and compacted in the same manner as described for structural fill above. We also recommend that the project specifications include specific mention of the need to compact the utility trench fill to the degree specified in the Fill Placement and Compaction section of this text. For informational purposes we have also provided a pictorial rendition of the appropriate trench backfill requirements on Plate 5, attached. We also strongly recommend that the project specifications include the following specifics: • All utility trench fill must, at a minimum, be compacted to the degree specified in the Fill Placement and Compaction section of this text, and as reiterated on the project plans and specifications. TUKW 00837 .05 -2612 / 3.8.05 LEGEND 2°r k!7;!�,�+rn5 Backfill Bedding Non - Roadway Floor Slab or Areas Roadway Areas varies 2 feet varies varies Asphalt/Concrete Pavement/Concrete Floor Slab Base Material /Slab Base Rock Backfill; compacted on -site soil or imported select fill material Bedding material; material type depends on type of pipe and laying conditions. Bedding should conform to the manufacturers recommendations for the type of pipe selected. 90 Minimum percentage of maximum laboratory dry density as determined by ASTM Test Method D 1557 -78 (Modified Proctor). GV Creative Engineering Options INC. A Firm Practicing in the Geosciences TYPICAL UTILITY TRENCH DETAIL TUKW '00838 Plate 5 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 • All utility trench backfill must be monitored and regularly tested with a nuclear density testing gauge or a sand cone device to verify that the appropriate degree of in- situ compaction has been achieved in the field. • All of the in -place density test data should be provided to the geotechnical engineer of record for the project for his review as quickly after its performance as is possible. Page 19 We also recommend that the owner insist on the performance of in -situ density testing of all trench backfills. As indicated above, this will allow for verification of the degree of in -place fill compaction achieved in the field, and should point out areas where problems might exist. When performing in -situ trench backfill density tests it is critical that the nuclear testing gauge be calibrated in the trench. If the testing technician fails to calibrate the gauge in thei trench the density readings obtained are likely to be worthless. Based on recent experience, we also recommend that, if not specifically directed by the owner, all prudent utility trench contractors take it upon themselves to make sure that some form of backfill compaction verification is performed during the project. Failure to do so can result in problems with trench backfill settlement and, often, this leads to litigation. The owner might also consider including a section in the project specifications that requires the utility contractor to make good all trench backfill settlement at his cost. This should prove to be somewhat of an incentive to achieve a reasonable degree of trench backfill compaction. Fill Source Evaluation: In the event that on -site soils are to be reused as a fill, or if any other materials are to be imported to the site, it will be necessary to evaluate the potential fill source before any material is removed and used. We recommend that the geotechnical engineer [or the accredited testing agency] be required to visit each and every potential fill source to obtain randomly selected representative samples of the potential source materials. These samples will then be submitted for laboratory testing to determine the material's maximum dry density and optimum moisture content. The source materials should be tested in general accordance with the Modified Proctor test methodology. The Maximum density and the optimum Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 Page 20 moisture content are then used in the field as a gauge to determine the approximate degree of fill compaction being achieved by the earthwork contractor. Depending on the general composition of the source materials, a gradational analysis may be appropriate to determine both the gravel and fines content. Wet Weather Construction: As indicated earlier, most of the shallow in -place soils are granular in nature, but include varying, though potentially significant, amounts of silt fines. Because of this they are typically considered to be "moisture sensitive" in nature. There is sufficient silt content within the soil matrix that, in the event they become wet, they could prove to become difficult, if not impossible, to work or compact. When wet, they should also be expected to deteriorate rapidly under even light pedestrian construction activity. To help reduce the potential negative impacts wet weather might have on these soils we recommend that earthwork be performed in relatively small areas to minimize the exposure of the soils to wet weather. All excavation and /or removal of materials should be rapidly followed by the placement and compaction of new non - sensitive backfill materials. It should also prove helpful for the contractor to "roller seal" any exposed surfaces to help reduce the potential for wetting and infiltration of surface water into the shallow soils. It might also prove helpful if the size and type of construction equipment be limited to help prevent soil disturbance. In our experience site disturbance can be significantly limited by the use of a large trackhoe for earthwork operations. This trackhoe can be set in one location to excavate materials and to place them into trucks without moving from its original location. This helps to minimize the amount of equipment traffic across the site as well as limiting the dump truck traffic activity. We also recommend that in wet weather construction the prepared abutment foundation subgrade surfaces be protected against the elements. This may be readily accomplished by placing a thin layer of pea gravel, crushed rock or recycled concrete, crushed railroad ballast, or even a cement and sand "mud mat" over the exposed surface. This protective layer need only be about one to two inches thick since it is primarily to prevent subgrade disturbance by the workmens' foot traffic. Excavations and Slopes As indicated earlier, site development appears likely to involve "typical" excavation of only about two to three feet in depth to generate the requisite space for foundation construction. However, utility trench and detention tank excavations TU KW 00840 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 Page 21 could be as deep as about ten (10) to fifteen (15) feet in depth. Because of this we recommend that both the owner and the earthwork contractor should be aware that in no case should slope heights or excavation depths, including any associated utility trenches, exceed those specified in local, state and federal government safety regulations, particularly the OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926, dated October 31, 1989. We understand that these regulations are being strictly enforced and, if they are not closely followed, both the owner and the earthwork contractor could be liable for substantial fines. We also recommend that the owner's and contractor's attention be directed to the following local and state regulations. WSDOT Section 2- 09.3(3)B, and Washington Industrial Safety and Health Act, Chapter 49.17 RCW. Based on the observed generally medium dense to very dense and predominantly granular soil conditions we believe that the shallow medium dense silty sand "fill" soils and the immediately underlying silty sand "weathered till" soils be considered to comprise a Type "B" soil in general accordance with current OSHA regulations. Thus, excavations extending down to depths of greater than four feet into these shallow soils should be sloped back at a gradient of 1 H:1V, or flatter. The underlying very dense and cemented till soils are considered to be a Type "A" soil and here excavations may be dug with a 0.75H:1 V gradient, or flatter. Modification of these excavation slope gradients maybe possible, but will be dependant on the nature and condition of the materials exposed at the time of construction. This determination can only be made when construction excavation gets underway. However, given the available space at this site and the subsurface conditions it is our professional opinion that the deep tank excavation can be dug without the use of any temporary shoring. The earthwork contractor should request that all excavations be observed by our representative to verify that conditions are as anticipated. If warranted, supplementary recommendations can then be developed to enhance stability. Such recommendations should include, but not necessarily be limited to, flattening of slopes or installation of surface or subsurface drains. It is also critical that all exposed excavation and trench faces be protected against erosion. This can typically be managed by covering the exposed face with a sandbagged or pegged -in -place impermeable plastic sheeting. In addition, we recommend that a shallow "swale" or "ditch" be dug along the toe of any excavated slope to collect the surface water runoff. The collected water should be directed to a positive and permanent discharge, such as the nearby detention tank or a storm drain. TU KW 00841 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 Page 22 Conventional Spread Footing Foundations General: As indicated earlier, it is our professional opinion that the proposed facility structures can be supported on conventional spread footing foundations. These foundations should either bear on the "undisturbed" native soils or on the carefully and thoroughly redensified in -situ "fill" soils. Alternatively, if required, the foundations may also be supported on at least two feet of compacted granular structural fill or crushed rock placed over the properly redensified in -place soil. Where compacted structural fill soil or crushed rock is used it should extend for a similar horizontal distance beyond the perimeters of the foundations equal to, or greater than, the fill thickness beneath the footings. This helps to avoid the risk of a lateral shear failure occurring beneath the edges of the foundations. As mentioned earlier, we strongly recommend that all exposed foundation subgrades be carefully and thoroughly redensified by at least five complete passages of the compactor. (One passage is considered to be a pass of the compactor in each direction, forward and backwards, over the same strip of subgrade.) Conventional Foundation Design Parameters: For the proposed facility structures we recommend that the following geotechnical parameters should be used in foundation design. • Maximum recommended allowable soil = 3,000 psf bearing pressure for a 18 inch wide continuous footing, or for a column footing, located at a minimum depth of 24 inches below the final design grade and bearing on the redensified in -situ native soil • Maximum recommended allowable soil = 2,500 psf bearing pressure for a 18 inch wide continuous footing, or a column footing, located at a minimum depth of 24 inches below the final design grade, bearing on at least 2 feet of compacted structural fill over the redensified in -situ native soil TUKW 00842 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 • Minimum recommended width of = 18 inches continuous footings • Minimum recommended depth of burial = 24 inches of footings below final exterior grade • Minimum recommended depth of burial = 18 inches of interior footings below 'top of floor slab • Minimum recommended lateral dimension = 3 feet of column footings for load of < 25 kips • Minimum recommended lateral dimension = 5 feet of column footings for load of > 25 kips Page 23 Because the foundation supporting soils are predominantly medium dense to dense in -situ, are granular in nature, and given the presumption that all subgrade soils will be carefully and thoroughly redensified, or the structural fill pad [if used] will be appropriately and adequately compacted, it is considered acceptable to use a one - third increase in the above allowable soil bearing pressure when considering short term transitory wind and seismic loads in design. As a simple precautionary measure where any foundations are located in a cut -to -fill transition, or entirely within a fill, to help "stiffen" the building foundation's and help resist the potential impacts of any long term differential settlement activity resulting from possible localized long term compression of the underlying soils we recommend that the foundations contain top and bottom reinforcing steel. In our experience three #4 or #5 reinforcing bars are sufficient for this purpose. If a column foundation is supported in the fill we recommend it be overexcavated down to firm bearing and then either poured -in -place on the firm material, or the excavation be backfilled with compacted fill, crushed rock or lean mix concrete and the footing constructed at the earlier recommended minimum depth. This form of foundation support is depicted for informational purposes on Plate 6, attached. The owner should have the structural engineer evaluate and verify the need for, size, number, and location of such additional reinforcing steel. If there is a conflict between the above recommendations and the structural engineers' recommendations the structural engineers' recommendations should always govern. TUKW 00843 05 -2612 / 3.8.05 Schematic Only - Not to Scale Building Load i { { S { S .4 { < C { S { { { S { < S S { { { { { { { { { t { < S < { { S < < i S < { < < < { t { { < < { < { < S t { { t { • S { < < t < Z 4 I 4 4 4 4 < < 4 < S { { { { { < < { i < t t { ; { { { < { { S { < < S { { { < < S { S S < < { S { < < < { { { ; { < t < i S < { { S { ; { < t < t { { { { < 1 < < < 4 4 4 4 4 4 4 t < ::Compacted granular:. 'structural fill;:::::: Firm Native Soil 72`�N Option 2 - Transfer Toad to competent native soil Option 1 - Excavation and backfill Building Load i < {<< { i < < < t < < < < < < < t t < { < t S { < < { i t { < i < < S < { < S { < < t t < t < S t • < < < < • { { < < { { t t S < Compacted :: <<< - <{ structural: fill '::::..< {< g ° {<; < = -< <<< O <<< 444 U<< < < < <it < <<< < < { {< {{ << { { <<< < < < < C { { < { { { { ' { t { ; S { t < < < { { < { t < < { < { ; < < { S { < { { < i { < < { S { { < { < < < { < { < t { < { t < S < < t < { { t { { { { < < Firm Native Soil rCn Creative Engineering Options INC. low Go V A Firm Practicing in the Geosciences FOUNDATION SUPPORT DETAIL TUKW 00844 Plate 6 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 Page 24 Settlement: On the basis of the observed site soil conditions and our engineering analyses, and again working on the presumption that the reinforced concrete foundations will bear on carefully and thoroughly redensified in -situ soils or on a compacted structural fill placed on a firm and competent [redensified] soil, it is our opinion that the maximum settlement potential under the proposed combined dead and live loads is likely to be within the proposed building's tolerable limits. We estimate that the maximum potential settlement is likely to be of the following order: • Maximum estimated settlement under = < 3/4 inch applied dead and live load • Maximum estimated differential settlement = < 3/8 inch across half the building length The owner should understand that the majority of these magnitudes of total and differential settlement should be expected to occur as the dead loads are applied during the construction of the buildings. The remainder should be expected to occur over several months after construction is completed. Providing the subgrade is prepared as recommended herein the risk of long term creep related settlements should be expected to be low to negligible. Lateral Load Resistance: Lateral, loads can be resisted by a combination of passive pressures acting on the buried portions of the concrete foundations, or friction between the concrete elements and the underlying subgrade. For the former, the concrete must be placed neat against competent native soil or compacted structural fill. We recommend the following parameters be used in design. • Estimated passive pressure acting = 270 pcf against buried reinforced concrete foundation element [including 1.5 factor of safety] • Estimated coefficient of frictional = 0. 26 resistance for redensified in -situ soil [including 1.5 factor of safety] TUKW 00845 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 Page 25 We also recommend that as indicated, at a minimum, the upper one foot of passive pressure be neglected in design unless the soil is overlain with either a floor slab or paving. Concrete Slab -on -Grade Floor The use of a concrete slab -on -grade floor supported on either the undisturbed native soil, on redensified in -place "fill" soil, or on a new compacted structural fill pad placed over the redensified firm and unyielding underlying material is acceptable for the proposed building[s]. Any soft, loose or disturbed soils should be carefully redensified [as described earlier] before constructing the slab. We recommend that the following parameter be used in floor slab design: • Vertical modulus of subgrade reaction for = 510 pci concrete floor slab on the undisturbed "native" soil • Vertical modulus of subgrade reaction for = 275 pci concrete floor slab on a compacted structural fill pad Because of the potential for the presence of underslab moisture over the long term we recommend a capillary break be included beneath the slab to provide space for moisture vapor transmission. This capillary break should consist of at least four inches of clean, free - draining, granular material, such as "fines- free" coarse sand or pea gravel. In any areas where moisture vapor transmission through the slab is undesirable, such as areas where carpeting, linoleum, or vinyl tiles are used, we recommend an impermeable vapor barrier be installed over the capillary break beneath the slab. A 6 mil plastic membrane is typically adequate for this purpose. This membrane will help prevent moisture vapor transmission up through the slab and the associated moisture - related damage to interior furnishings and salt generation in the surface of concrete slabs. It is very important that all building utilities are installed before the capillary break and visqueen barrier are installed to avoid damaging them. Damage to either TUKW 00846 05.2612 / 3.7.05 Schematic Only - Not to Scale (Dimensions as indicated) Typical "Stiffened" Floor Slab 11 r 1 I I 1 11 �1 1I— 1 11 II II II II 1111 I 11 II 11 II 111_ JI1` J11 ri 1 1 r I II— I1 11— 11I I 1 I I ii I I II 11 1 1 2 X #4 bars 1 1 11 11 I I 1 JI IL JII I–I I I {-1 #4 bars @24" c -c both ways Typical Floor Slab Detail It 2X #4 bars i 2 X #4 bars 0:II?�o oti0:o o rasp o•.o c 0Doo'c� DDo•Di- 1:. o.o'od4od•Qo4:4 orarod•6 .M n .[�_O .p :gyp Orn :'co i1 •p'O.. Redensified Subgrade O;o °O: o3d.:: • LEGEND • Minimum thickness of floor slab, t • Minimum depth of thickened edge, d • Minimum width of thickened edge, b • Minimum depth of central footing, h • Minimum width of central footing, c : :j Minimum thickness of coarse, angular, crushed rock firmly tamped into redensified subgrade NOTE 1 /2 -inch sand layer Visqueen Vapor Barrier = 4 inches = 12 inches = 10 inches = 6 inches = 10 inches = 4 inches • Structural Engineer to verify size, type, location of reinforcing steel and notify sizes. Creative Engineering Options INC. A Firm Practicing in the Geosciences "MAT" FOUNDATION DETAIL TUKW.00847 Plate 7 Geotechnical Engineering Study Page 26 05 -2612 Northfield Car Wash Facility March 22, 2005 element could result in a non - functioning system and that could lead to creation of the problems this system is designed to avoid. As an additional protective measure, the owner should also consider placing two to four inches of damp sand over the membrane. This will help protect the membrane during construction and will help in curing of the concrete slab. It will also help to prevent cement paste bleeding down into the underlying capillary break through joints or tears in the visqueen barrier. As an option, and also as a means of developing a more settlement resistant "platform" we recommend you consider constructing a monolithic floor slab and foundation pad. The perimeter and interior foundations are designed as "thickened" portions of the floor slab and the foundation reinforcing is extended into the floor slab. Typically, the floor slab also includes somewhat heavier reinforcing steel than a more conventional slab -on'- grade. Although this "platform" will not :prevent any settlement activity from occurring it should help to-damp out" the differential impacts and to prevent the structures' settlement related distortion or deformation. :This form of construction is depicted for.informational purposes only on Plate 7, attached. Buried and Retaining Walls Based on our understanding of the current design plans it appears that the proposed building will not incorporate any buried walls. However, there is to be a buried detention.. tank that could be as deep as ten (101 to fifteen (15) feet. In this case all of the be.low grade [and tank] walls must . be‘: ;designed as reinforced concrete retaining walls capable os supporting the maximum applied lateral loads. The following geotechnical parameters should be used for all such walls in design: • Active equivalent fluid weight acting on = 40 pcf wall capable of rotating more than 0.001 times the free - standing wall height ■ Active (at rest) equivalent fluid weight = 60 pcf acting on wall fixed against rotation These lateral pressures assume a horizontal backfill extending for a distance of at least fifteen (15) feet from the top of the wall, and that no surcharges, such as hydrostatic, stacked material, vehicular, seismic, or other loads are imposed on the walls. If any such surcharges are to be applied they should be added to the above TUKW 00848 Geotechnical Engineering Study Page 27 05 -2612 Northfield Car Wash Facility March 22, 2005 values in design. This is of particularimportance if the detention tank is likely to be subject to hydrostatic pressure around the perimeter of the backfilled excavation. Also, if there is insufficient lateral resistance available it may be necessary to incorporate a shear key into the foundation system. It is also critical that any below ground walls be provided with a suitable drainage system. This should help in reducing the risk that hydrostatic pressure could build up behind the exterior of the walls and create a loading not anticipated in design. Specific recommendations for drainage are presented later in this report [see also Plate 9]. �5 A-9 yc% Masonry Block Wall �C t ` , U"X �' General: We understand that as part of the sites development a short masonry block all is to be built along the eastern side o'f thhe facilityjThis s ructure will incor rate a combinatioeof masonry blocks as a wall �facin ,several layers of P .�,� ry .� [ 9] y geogrid reinforcement,and a compactedoil wall backfill. Given the location of this roposed new beck wall, in c o "sderation of the potential usage abovehe wall, and in an effort to create a��s,�eisrrmically stable structure, we recommendXusing I/ AHD " f /ez Keystone masonry blocks. 9e of the advantages with this specific form of block I. iz is that the blocks are aligned using short f berglasspms that not onlyrnterconnect the blocks b `�t provide a onvenient -nt over w which to " hook".ananchor any required geogrid reinforcement material. As we understand the present develop ent plan we estimate that the wall will be appromately four to five feet high. T e structure4 estimated to have a . aximum leng th of about two hundred 00f- ) het. There are two block options available to you, the "Compac" 12 inch deep and 8 inch high block and the "Standard" 21 -1/2 inch deep and 8 inch high block. The larger the block used the less geogrid reinforcement is required because of the block mass. However the larger blocks are more expensive and are harder [heavier] to handle. These blocks may be set with a vertical face or they can be constructed with a 4.5 degree or an eight degree face inclination. The choice is one of aesthetics rather than engineering need. For this wall we recommend using the "Compac" size blocks. Caution!: You should be aware that there are numerous other forms of masonry block, most of which will perform equally as well as the above - recommended Keystone blocks. If you wish to employ another form of block you must provide us the block data [size, weight and interconnecting system] so that we may verify the Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 Page 28 appropriate geogrid reinforcement requirements. Failure to do so will void any responsibility on our part for the performance of the constructed wall. Wall Support: The vertical block wall load will be supported by a six inch [minimum thickness] crushed rock leveling pad placed directly on the carefully and thoroughly redensified underlaying soil subgrade. The crushed rock leveling pad should consist of 5/8 -inch minus crushed rock should be installed and firmly compacted -in -place to generate a firm, flat and level surface on which to set the basal row of blocks. This gravel leveling pad is one of the most important elements of wall construction. It is CRUCIAL that the compacted crushed rock surface be flat and level so that the blocks, when set in- place, present a flat and level surface on which the remainder of the wall blocks may be stacked. This should avoid the risk of block deformation or development of any "lean" in the erected structure. In order to determine the soils' ability to support the wall structure we computed the allowable soil bearing capacity using the general bearing capacity equation. We presumed that the in -situ subgrade soils, after redensification, would exhibit a soil unit weight of about 125 pcf and an angle of internal friction [phi] of 32 degrees. The result of our analysis, which included a 3.0 design factor of safety, indicates that the soil should be capable of developing in excess of two thousand three hundred (2,300) psf in allowable soil bearing at a depth of one foot, the approximate founding elevation. On the presumption that the blocks have a unit weight of about 145 pcf we estimate that the maximum contact pressure [for a five foot high wall] will be on the order of about seven hundred(700) psf. Thus, an additional roughly 3.2 construction factor of safety exists in the constructed wall. In our professional opinion there is more than adequate soil bearing available to support the wall, particularly after controlled redensification of the exposed subgrade, and there is little risk of any long term post construction settlement occurring. Wall Stability: As part of our evaluation we also analyzed the proposed wall for resistance to sliding and overturning [toppling] in the static and dynamic [earthquake] condition using the NCMA design methodology. Our analysis conservatively presumed the bearing soil to have a unit weight of 125 pcf and an angle of internal friction [phi] of 32 degrees. The restrained soil was also presumed to have a unit weight of 125 pcf and a phi angle of 32 degrees. We also included a seismic Toad increment for a horizontal acceleration of 0.20g. Our analysis indicated that the wall is stable in both the static and dynamic condition. The TUKW 00850 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 Page 29 factors of safety developed from our analyses are presented in Table A, Appendix C, for the "Compac" Keystone blocks. The values following the "1" are for the dynamic [earthquake] condition. The pullout values are only for the layer of geogrid reinforcement]. Block Setting and Construction: As mentioned earlier, it is critical that the basal row of blocks be set firmly and carefully on a six inch thick leveling pad of compacted -in -place 5/8 -inch minus crushed rock. Each block must also be set in intimate [close] contact with the neighboring block to minimize the void spaces between blocks. We recommend that the basal row of blocks be "buried" a minimum depth of one foot below the adjacent [downgrade] finished site elevation to key the wall into the subgrade. As the blocks are raised each successive layer must be horizontally offset on the underlying layer so that there are at least two blocks supporting the new block. This block setting can be aided by the insertion of the short fiberglass pins which also help to align the wall vertically. Also, if you wish to construct a vertical wall face, you should exercise considerable care in block setting to generate a flat vertical wall face and to avoid block protrusions. Block placement may be continued in this manner until the maximum height, less that of the capstones, is achieved. The degree of care required to align the blocks vertically may be slightly relaxed if you intend to construct a wall with an inclination back towards the yard area. When the wall is completed, and backfilled, the capstones may then at attached. We have also provided a construction specification for this wall as part of Appendix C to this report. Wall Drainage: Although there are small void spaces between the blocks, and although the blocks have "hollow" cores, we strongly recommend that a drainage layer be installed behind the blocks, between them and the compacted wall backfill, to allow for rapid interception and collection of any subsurface seepage that might occur in the future. We also recommend that a layer of geocomposite drainage material be inserted between the native cut [or compacted fill] face and the rear edge of the geogrid reinforced wall backfill. This drain system should be capable of intercepting and controlling any sub surface seepage through the undisturbed native or compacted fill soil. This drain system should be sufficient to prevent the potential build -up of any hydrostatic pressure behind the completed wall or the compacted fill mass. We recommend that approximately two to three inches of pea gravel be placed on the excavated subgrade immediately behind the basal row of blocks. Then a four inch diameter perforated, smooth walled plastic drain pipe should be installed directly on the pea gravel bedding layer. The pipe should be installed with the TU KW 00851 Geotechnical Engineering Study Page 30 05 -2612 Northfield Car Wash Facility March 22, 2005 perforations facing downwards and with sufficient gradient to initiate gravity flow from one end to the other or, if preferred, to roughly the center of the wall. At the low point the drain pipe should be connected to an unperforated segment of pipe that should then be extended out through, or beneath, the block wall to discharge into the existing storm drain system. Keep in mind that the only water that is likely to require collection and discharge is any minimal amount of surface water that infiltrates down through the drain rock layer, or from any minimal seepage from the native soil behind the wall. In either case, should it even occur, the volume is estimated to be of almost insignificant magnitude. The geocomposite layer between the native cut surface and the back edge of the compacted wall backfill should consist of a layer of Mirdrain, Delta Drain, Ameridrain, or an equivalent approved in writing by the geotechnical engineer. This geocomposite should be placed with the filter fabric side in direct contact with the native cut [or compacted fill] soil face. The layers of geocomposite should be overlapped by at least three inches to avoid generation of a void space in the system. The "tail" of the geocomposite should then be wrapped over a basal drain pipe to make a direct connection with that pipe. As with the wall drain this pipe should have a minimum diameter of four inches, should be smooth - walled and perforated. It, too, should be connected by unperforated tightline to the existing storm drain system. As an alternative it is also acceptable, and may even be preferable, to use an ADS perforated "slot" drain pipe which is only about one inch wide but is about twelve (12) inches deep. Geogrid Reinforcement: Although it is feasible to design and construct any shorter [less than two foot high] portion of this block wall as an unreinforced "gravity" structure if the Standard blocks are used we recommend that you employ one, or more, layer[s] of geogrid reinforcement. This geogrid is to restrain the blocks against bulging under lateral loading, and the upper part of the wall against toppling when it is, as it almost certainly will be, subjected to dynamic [earthquake] forces. We recommend that the geogrid reinforcement comprise a layer of Heusker Fortrac 55/20 -20 material, or an equivalent approved in writing by the geotechnical engineer. Our analysis has developed the appropriate vertical geogrid spacings, and the appropriate geogrid lengths and the results are presented in Table A for the Compac blocks. It is also important that the segments of geogrid be cut from the geogrid roll so that they are installed with the "machine direction" perpendicular to the wall. [The TUKW 00852 05- 2612/3.7.05 / 8.8.04 edition / block wall section Segmental Unit Schematic Only - Not to Scale (Dimensions as shown) Grade to Prevent Surface Ponding H ... .. d ...... 1 LEGEND , 6" (min.) Retained Soil Zone Geosynthetic Reinforcement Geotextile 4" Min. Diameter Perforated, Drainage Filter Smooth - walled, Plastic Drain (optional) Pipe - Slope to Drain - Tie to Positive, Permanent Discharge • Maximum estimated free - standing wall height, H = 3 feet • Minimum recommended burial depth of basal block, d = 6 inches • Minimum recommended thickness of drain material, t = 12 inches • Minimum recommended length of geogrid, L = See Table A • Maximum recommended vertical spacing of geogrid, VN = See Table A • Minimum recommended number of geogrid layers = See Table A • Wall drainage layer may consist of pea gravel or fines free washed rock. • All wall backfill to be placed in layers of not more than four inches in loose thickness, and each layer to be compacted to no less than 90% of the materials' maximum Modified Proctor dry density. All wall backfill to be tested to verify the degree of compaction achieved using a nuclear density testing gauge. Reference: Design Manual for Segmental Retaining Walls by NCMA, 1993. Creative Engineering Options INC. A Firm Practicing in the Geosciences TYPICAL BLOCK WALL SECTION TUKW 00853 Plate 8 Geotechnical Engineering Study Page 31 05 -2612 Northfield Car Wash Facility March 22, 2005 machine direction is the direction in which the geogrid has the maximum design strength and properties.] Failure to do this can result in a failure of the structure and will void any manufacturer's warranty or guarantee. We recommend that the geogrid be set over the top of the fiberglass aligning pins and then be "fixed" in -place by setting the next block over the geogrid. Then, the geogrid should be pulled taut and laid on the exposed subgrade soil and the free end pinned or staked -in- place. The geogrid should then be covered with a minimum of six inches of backfill which should be firmly compacted -in- place. It is important that no equipment, particularly tracked equipment, be allowed onto the surface of an unprotected layer of geogrid since this will cause damage to, and degradation of, the geogrid. The geogrid layer should always be covered with at least six inches of backfill before any equipment is allowed onto the surface. For informational purposes we have provided a pictorial depiction of the "typical" proposed wall geometry on Plate 8, attached. According to the current plans it is evident that there will be corners in the wall structure that will tend to make reinforcement a little more difficult to accomplish. In these corner areas the geogrid for each leg of the corner should be installed as though the wall is a straight section. As a result, the geogrid will overlap. The geogrid is, we understand, available from a local product dealership at the following address in Woodinville. Mr. Pat Gowan ACF West, Inc. Woodinville Corporate Center II Building A #400 15540 Woodinville- Redmond Road Woodinville, Washington 98072 800 - 423 -4567 www.acfwest.com Wall Backfill: Because of the need to reinforce this block wall there will be a requirement for a moderate to large amount of backfilling as part of wall construction. At and above the geogrid layer locations you will need to place and compact the backfill material as a structural backfill. To accomplish this we recommend that the backfill within the geogrid reinforced soil mass be placed in lifts of no more than six inches in loose thickness. Each layer should then be carefully compacted -in -place using a "heavy" vibratory steel plate compactor or a walk - behind, twin -drum, vibratory steel wheel roller. [Both forms of compactor can be readily obtained from a local rental service.] We recommend that each layer of TUKW 00854 Geotechnical Engineering Study Page 32 05 -2612 Northfield Car Wash Facility March 22, 2005 backfill be subjected to a minimum of four passes of the compactor. One pass is considered to be a passage of the compactor, forwards and backwards, over the same strip of backfill. Wall Backfill Testing: In order to verify that the backfill is suitably compacted [so that it will act as presumed in the design analysis] it will be necessary to perform a series of in -situ density tests as the backfill is raised using a nuclear density testing gauge. The wall backfill should be compacted to at least 92% of the materials maximum Modified Proctor dry density. We recommend that, at a minimum, every second layer of backfill be tested though it is preferable to test each backfill layer. We recommend that one in -situ test b'e conducted for every thirty (30) linear feet of wall backfill, or one test for every ten (10) cubic yards of backfill, whichever generates the greater number of tests. As with simple site filling, because there is more than one variation of the "native" or "fill" soil on -site, and because additional materials may be imported to the site, we recommend that any field technician employed to monitor and test the degree of in -place compaction being achieved plot each and every Modified Proctor laboratory curve on a single "master" sheet so they form a "family" of curves. Then, each field density test should be plotted against this family to determine which of the curves is applicable to the tested soil. This family of curves will also quickly indicate if there is a different material being tested so that an additional laboratory curve can be generated. The performance of in -situ backfill testing should be in accordance with the recommendations presented earlier in the Site Preparation section of this report. Seismic Risk While we did not perform a detailed seismic risk analysis for this project, it is clear that earthquake ground motion response is a particularly important factor and that it should be carefully considered in structural design. Historically, the Puget Sound Region has been subjected to frequent earthquakes of moderate intensity. Two earthquakes that resulted in significant damage occurred in 1949 near Olympia, and in 1965 near Seattle. The April 3, 1949 earthquake is the largest recorded earthquake in the region, reaching a magnitude of 7.1. It was felt over 150,000 square miles, resulting in $25 million in damages, eight (8) deaths and many injuries. The April 29, 1965 earthquake of magnitude 6.5 was felt over 130,000 square miles, and resulted in widespread damage in the Seattle area. The area was also subjected to a Magnitude 5.0 earthquake during 1995, a 5.4 earthquake in May of 1996, and more recently a 5.9 earthquake. In addition, the TUKW 00855 Geotechnical Engineering Study Page 33 05 -2612 Northfield Car Wash Facility March 22, 2005 general area was also subjected to a Magnitude 6.8 earthquake on February 28, 2001 with no visible evidence of any related damage or deterioration. Based on seismic risk analyses we have performed for similar sites in the Puget Sound region, we estimate that the horizontal ground acceleration at the site should be considered to be on the order of the following: • 0.2 second spectral acceleration with 10% = 0.65g probability of exceedance in 50 years • Peak acceleration with 10% probability of = 0.25g exceedance in 50 years Approximate acceleration levels are only estimatable at this time for the state of practice due to complexities of the area that could include focusing and other complex concepts. Based on the exploratory data it is also our professional opinion that the soil within the upper approximately one hundred (100) feet beneath this site generally fall into what the IBC describes as a "very dense soil" profile. This is a material where the Standard Penetration Test N- values are typically greater than fifty (50) blows per foot. Thus, according to Table 1615.1.1 of the 2003 IBC the site is considered to have the following profile designation. • Stiff soil profile = Class C According to Tables 1615.1.2(1) and 1615.1.2(2) the following seismic design coefficients should also be used: • Seismic coefficient Fa for spectral response acceleration at short periods [SS > 1.25] 1.0 • Seismic coefficient Fv for spectral = 1.3 response acceleration at 1- second period [S, > 0.5] TUKW 00856 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 Liquefaction Page 34 Based on our visual observations it is,evident that the shallow in -situ soils on which the new bridge abutment foundations are to be founded are reasonably firm and competent in -situ. These soils are predominantly granular in nature are also generally unyielding, and the in -situ density appears to increase with depth. There is also, apparently, the potential for a; periodic perched shallow local groundwater level to occur on top of the underlying essentially impermeable glacial till soil surface. It is conceivable that this water level could be capable of saturating the shallow soil. In spite of this it is our 'professional opinion that the site is at low to negligible risk of liquefaction. To verify this we conducted a computer analysis using the LIQUEFYPRO program developed by CivilTech of Bellevue. This program employs the Seed methodology of determining the Cyclic Resistance Ratio and the Cyclic Stress Ratio and, thence, the appropriate factor of safety against liquefaction. Our analysis indicated that for earthquakes of Magnitude 6 and 7 factors of safety against liquefaction of greater typically greater than 5.0 are generated in the bulk of the site soil profile. Because of this it is our opinion that these soil may be considered to be at low to negligible risk of liquefaction during an earthquake. We also evaluated the potential magnitude of liquefaction related settlement that might occur during a severe earthquake using the Tokimatsu and Seed methodology. Here our analysis indicated that virtually no settlement, estimated at about 1/8 -inch of dry soil compression, would be likely to occur on this site during an earthquake of up to about Magnitude 7.0. Even a major [Magnitude 8.0, or greater] earthquake is only estimated to cause about three quarters of an inch, or less, of liquefaction related settlement, though it is difficult to accurately determine the actual performance of the in -situ soils at this Magnitude until after the event. It is, therefore, also our professional opinion that the risk of liquefaction related settlement during a severe earthquake does not pose a potential threat to the construction process or the completed structure. Minimum Design Pavement Section General: As part of our site engineering services we have evaluated the subgrade conditions and potential traffic usage in an effort to approximately determine the minimum design asphalt pavement section for the project. To the best of our knowledge this site will be subjected almost entirely to light automobile traffic, though an occasional medium truck may use part of the pavement area. TUKW 00857 TUKW 00858 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 Page 36 • Minimum recommended degree of [fill] = 95% of Modified subgrade compaction Proctor As mentioned previously it is crucial that any subgrade, native or fill, must be carefully and thoroughly redensified before any crushed rock or ATB base material is installed. Failure to accomplish adequate redensification should be expected to lead to expensive pavement deterioration and damage. Site Drainage General: As mentioned earlier, we did not observe the presence of a local groundwater level, or any groundwater seepage, in any of our test pit excavations at the time of our field exploration. ; Based on our experience in this area we estimate that the local water level is typically likely to be at a depth of more than fifty (50) feet below the site grade. However, based on the surrounding conditions we believe it is possible that a periodic temporary "perched" water level could exist atop the very dense and essentially impermeable glacial till surface. Whilst the local water level is expected to be well below the proposed construction excavation depth, and whilst it appears that neither groundwater nor seepage poses a threat to construction or to the long term integrity of the new structures, we believe it is prudent to install both short and long -term drainage control measures as part of project design and construction to help alleviate, if not eliminate, the potential for any long term seepage [water] related problems. Short Term Drainage Measures: Over the short term, we recommend that the earthwork and /or general contractor be prepared to install a shallow sump pit to collect water [seepage] in the foundation and utility trench excavations. All collected water [seepage] should be pumped to a positive and permanent discharge. (A positive and permanent discharge might consist of the adjacent detention tank or a nearby storm drain catch basin.) It is essential that all surface runoff; be directed away from the crest line of the excavated foundation subgrade surfaces, and not be allowed to sheet flow over the exposed surface. Thus the site surface adjacent to the excavated foundation or pavement subgrades should be graded so that surface water is directed away from these features and off the construction areas of the site. Water should not be allowed to stand in any area where construction is to occur, or on a subgrade where additional fill is to be placed and compacted, or a foundation TUKW 00859 Geotechnical Engineering Study Page 37 05 -2612 Northfield Car Wash Facility March 22, 2005 installed. During construction, the earthwork contractor should roller seal all loose surfaces at night or at the beginning of a weekend to reduce the potential for moisture infiltration into the subgrade soils. Any excavation should be protected against the elements during construction. This can be accomplished by overlaying the exposed excavation slope surface with a sandbagged or pegged -in -place visqueen barrier. Temporary site grading should be performed to create site grades that direct water away from any excavated area. Long Term Drainage Measures: In the long term, perhaps the most critical element of drainage control is to provide a means for rapid removal of any collected seepage from the building's perimeter foundations. This may be accomplished by the installation of a basal drain pipe around the exterior of the foundation. These drains should consist of a perforated, rigid, smooth - walled, plastic pipe bedded on and surrounded by a free - draining granular material. The drain pipe, which should have a minimum diameter of four inches, should be placed at, or just below, the invert elevation of the abutment foundation with the perforations facing downwards. The drain pipe should be bedded on, surrounded by, and covered with, a clean, free - draining granular backfill, such as pea gravel or a one inch minus washed rock, and should have sufficient gradient to initiate gravity flow. The drain pipe must be extended along the perimeters of the foundations to discharge, under control, into the site's storm drainage system. Typical footing drain details are provided for informational purposes only on Plate 9, attached. All buried or "retaining" walls should also be provided with a drainage system similar to that described above for conventional footings. The drainage materials should extend up the full height of the buried portion of the wall to help avoid the potential for hydrostatic pressure buildup. We also recommend that the free - draining material meet the requirements of the 1996 WSDOT Standard Specifications for Road, Bridge, and Municipal Construction, Section 9- 03.12(2) Gravel Backfill for Walls, as follows. Material and Sieve Size Percentage,of Material Passing 4 inch 100 1/4 inch 25 - 70 #200 mesh 5 max. Dust Ratio 2/3 max. Sand Equivalent 60 min. TUKVV 00860 05 -2612 / 3.7.05 Schematic Only - Not to Scale Slope to Drain — Exterior Wall D Floor Slab LEGEND :o; o•:.o: d ;:.o n Surface seal of native soil or other low permeability material. (Can be separated from underlying free - draining by building paper, visqueen or geotextile, at owner's discretion. Free - draining, granular backfill material meeting the gradation specification presented below. 4 -inch minimum diameter, perforated or'slotted rigid concrete, metal, or plastic pipe with tight joints, with a positive gradient sufficient to generate' gravity flow and provided with accessible cleanouts at regular intervals. Perforations (3/16 to 1/4 inch diameter) to be in lower half of pipe, with lower quarter segment unperforated to facilitate water flow. Slotted pipe to have 1/8 -inch maximum width slots. Must NOT be tied to roof downspout or perimeter footing drain lines. Alternative geotextile drainage fabric attached to wall after the wall has been damp - proofed. Capillary break placed beneath floor slab consisting of clean pea - gravel, 1/2 -inch minimum washed rock, or clean sand, with a minimum thickness, t, of 4 inches. Capillary break to be separated from floor slab by impermeable plastic membrane. NOTES • Minimum depth of footing burial, D = 18 inches. • Estimated thickness of impermeable surface layer, S, = 6 to 12 inches. • Capillary drainage material beneath floor slab should be hydraulically connected to perimeter subdrain pipe. (Use of 2 -inch minimum diameter weep holes, as shown above, is one option of achieving this end.) • Any backfill within 18- inches of wall should be compacted with hand - operated compaction equipment only. Heavy compaction equipment should not be used within 5 feet of wall to help avoid imposition of additional lateral load on that wall which could cause wall damage. • All wall backfill should be placed and compacted in accordance with the recommendations contained in the Fill Placement and Compaction section of the attached CEO, Inc. report. • Wall drainage and backfill material should meet the following gradation requirements, unless otherwise recommended by the geotechnical engineer: Material and Sieve Size 3 inch 1 -1/2 inch 3/4 inch 1/4 inch #10 mesh #50 mesh #100 mesh #200 mesh Percentage of Material Passing 100 80 -100 60 - 90 50 - 80 35 - 65 25 - 45 10 - 15 0 -3 `GV Creative Engineering Options INC. A Firm Practicing in the Geosciences WALL AND FOOTING DRAIN DETAIL TUKW 00861 Plate 9 Geotechnical Engineering Study Page 38 05 -2612 Northfield Car Wash Facility March 22, 2005 As an alternative to a free - draining backfill the owner should consider the use of a composite drainage fabric, such as Miradrain, Delta- Drain, Ameridrain, or an equivalent approved in writing by the geotechnical engineer. This composite should be placed directly against the face of the buried wall (once the wall has been suitably moisture proofed with bitumastic paint or other moisture proofing agent) with the filter cloth facing the soil surface. The geotextile fabric "tail" of the composite should be wrapped over the basal drain line and its surrounding free- draining gravel to make a clean and direct connection. Backfill is then placed against the geocomposite covered wall, and is compacted as it is raised back to design site elevation. This option also allows for the reuse of previously excavated on -site soil rather than an imported free - draining material and, thus, offers a small cost savings. A typical pictorial depiction of these wall drainage system elements is also provided on Plate 9. We also suggest that any subsurface drain line locations, if appropriate, be established during the earthwork phase of the project by our representative when any seepage areas and existing seepage conditions may be more clearly defined. All areas to receive these drain lines should be observed by the geotechnical engineer. Where the immigration of fines from the native soil into the above - referenced drainage material may compromise the drain, the gravel backfill should be protected by a geotextile filter cloth. We recommend the use of a Mirafi 180N, or an equivalent approved in writing by the geotechnical engineer, be used for this purpose. It is also critical that the geotextile material be installed in strict accordance with the manufacturers' specifications. Failure to do so can result in a "failure" of the system and a voiding of any warranty or guarantee. Pavement Drainage: One of the most critical concerns on this project will be the need to keep moisture out from beneath the asphalt pavement. Providing the asphalt pavement is of a suitable mix design and is placed correctly and adequately compacted it should present an essentially impermeable surface. This should manage to keep virtually all surface water off the underlying subgrade. As an additional measure we recommend providing some degree of slope to the asphalt pavement surface to direct surface water flow to storm drainage control measure such as a catch basin structure. Asphalt curbing along the edges of the pavement should also help in preventing surface water access to the subgrade soils. Providing the appropriate crushed rock base material is used, presuming this is the final design choice, this layer should have sufficient void space to allow for [slow] cross site seepage flow. In order to promote subgrade seepage flow we recommend the surface be provided with a gradient towards the pavement TUKW 00862 Geotechnical Engineering Study Page 39 05 -2612 Northfield Car Wash Facility March 22, 2005 perimeters at the time the subgrade is final graded. The roller sealed [compacted] subgrade surface should then allow any seepage to flow out from beneath the pavement section and onto the adjacent "unloaded" areas. Detention Tank Drainage: In order to help reduce the potential lateral loads applied to the buried detention tank it is important to avoid the potential for hydrostatic pressure buildup against the tank walls. Similarly, buoyancy effects can be significantly reduced, if not eliminated, by preventing seepage into the tank excavation and /or providing a means of rapid removal of any collected seepage. Because the tank excavation is likely to extend down into the essentially impermeable glacial till soils there is la risk that seepage could gain access to the excavation and be captured in the excavation. If the owner does not wish to compensate for the potential for buoyancy related tank uplift or more heavily reinforced and thicker tank walls, we recommend that provision be made to remove any collected seepage from the tank excavation. This may be accomplished by installing a vertical segment of approximately twelve (12) inch diameter plastic pipe immediately adjacent to the detention tank. The lower five to eight feet of the pipe should be perforated or slotted so that seepage can easily gain access to the pipe. An electrically operated sump pump may then be inserted into the pipe and, when sufficient seepage has been collected, the pump can be placed into operation to remove it and dispose it into the detention tank. The top of the pipe should be fitted with a locking [bolted] "manhole" cap to limit access. This sump pump will constitute a " maintenance" item that will require periodic, though regular, attention. Failure to maintain the pump could result in damage to the tank walls and /or uplift of the tank structure. Temporary Erosion Control: It is important that appropriate erosion control measures be implemented in design and construction to avoid the potential for flushing soil fines off the construction area of the site and onto the adjacent properties, or into the adjacent street. As a minimum measure we recommend that the earthwork contractor erect a temporary silt filter fence along the downgrade perimeters of the construction area of the site. These fences should be set sufficiently far from the edge of any foundation excavation to allow for free passage for the workmen. They should, however, be upgrade of any drainage control swale or berm. Typically, the silt fence should consistof a geotextile fabric produced for this purpose and suitable for erosion control, such as a Mirafi Envirofence or an approved equivalent. It should be supported on "Hog Wire" attached to steel or wooden TUKW 00863 05 -2612 / 3.7.05 Schematic Only - Not to Scale Newly graded or disturbed site surface Geotextile filter fabric material 60 -inch wide rolls, use rings to attach to wire fabric Geotextile filter fabric 2 "x2 "x14 galvanized WWF 12 "Ire + 8` Staples or wire rings (typical) Supporting post 2' -6" 2' -6" 2" x 2" x 14 gauge galvanized welded wire fabric or equivalent Existing grade v II II 2" x 4" Douglas Fir at 6-0" o.c. �V No. 1 grade or better, or steel post 6' -0" c -c maximum 1 II 12 "= II 6" 2' -6" 12'-6° Bury bottom of geotextile erosion fence material 12" x 8" trench NOTES ' The filter should be purchased in a continuous roll cut to the length of the barrier to avoid use of joints. When joints are necessary, filter cloth should be spliced together only at a support post, with a minimum six -inch overlap, and both ends securely fastened to the post. * The filter fabric fence should be installed to follow the site contours (where feasible). The fence posts should be spaced a maximum of six feet apart and driven securely into the ground (minimum, of 30 inches). • A trench should be excavated, roughly eight inches wide and twelve inches deep, upslope and adjacent to the wood post to allow the filter fabric to be buried. * When standard strength filter fabric is used, a wire mesh support should be fastened securely to the upslope side of the posts using heavy -duty wire staples at least one inch long, tie wires, of hog rings. The wire should extend into the trench a minimum of four inches and should not extend more than thirty -six inches above the original ground surface. * The standard strength filter fabric should be stapled or wired to the fence, and a minimum of twenty inches of the fabric should be extended into the trench. The fabric should not extend more than thirty -six inches above the original ground surface. Filter fabric should not be stapled to existing trees. ' When extra - strength filter fabric and closer post spacing are used, the wire mesh support fence may be eliminated. In such a case, the filter fabric is stapled or wired directly to the posts. • The 12" x 8" trench should be backfilled with 3/4 inch minimum diameter washed gravel. • Filter fabric fences should be removed when they have served their useful purpose, but not before the upslope area has been permanently stabilized. Filter fabric fences should be inspected immediately after each rainfall and at least daily during prolonged rainfall. Any required repairs should be made immediately by the contractor. Creative Engineering Options INC. A Firm Practicing in the Geosciences TYPICAL FILTER FENCE DETAIL TU KW 00864 Plate 10 Geotechnical Engineering Study Page 40 05 -2612 Northfield Car Wash Facility March 22, 2005 stakes driven into the ground at relatively close center to center spacings. Approximately the bottom twelve (12) inches of the geotextile should be buried into the site subgrade to help avoid the risk of water flowing out through, or beneath, the fence also transporting any sediment. A typical pictorial depiction of this form of filter fence is presented on Plate 10, attached. As an alternative the silt fence may consist of a minimum of one row of straw bales. Preferably, once set in -place the straw bales should be "staked" with a steel pin or stake to help prevent their movement. Once set in -place the spaces between the bales should be stuffed with additional straw, by hand, to help seal up the bale -to- bale connections and help prevent sediment loss between the bales. We also suggest placing a geotextile wrapped "berm" of soil along the base of the inside [construction area] of the straw bales to act as an additional "filter." Revegetation: Where the site excavation process exposes the native soils they will be subject to all of the erosive forces of the elements, such as wind, rain, freeze, thaw and drying (by the sun). As a result they should be expected to deteriorate rapidly if not adequately protected. To achieve protection against the elements we recommend that all such areas be either revegetated or repaved as quickly after construction as possible. Erosion Control Mat: It might also be helpful to use an erosion control blanket to help keep the seed and mulch in -place until the root mat has an opportunity to germinate and take hold. In this case we recommend the use of a North American Green C -125 Erosion Control Blanket, or an equivalent approved by the geotechnical engineer. This blanket not only helps keep the seed and mulch in- place but also provides a protective thermal blanket over the seed and mulch mixture. According to the manufacturer, this blanket also reduces the water flow velocity by up to 77 %, and reduces the soil loss by up to about 98 %. These values are dependant on the blanket being installed in strict adherence with the manufacturers specifications. Crushed Rock Entry Apron: In order to construct the proposed facility at this site it will also be necessary to install a temporary site "access" to allow truck and equipment into and out of the construction area. To help generate a firm and competent access surface capable of supporting typical construction traffic, and as a means of reducing the potential for such traffic to transport soils off the site and onto the adjacent streets, we recommend that a rock apron be constructed before any site work begins. This rock apron also provides a suitable location for truck wash down operations. TUKW 00865 TUKW 00866 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 CLOSURE Limitations Page 42 The above information is being provided solely as a service to our client. Under no circumstances should the above information be interpreted to mean that Creative Engineering Options, Inc., is assuming any responsibility for construction site safety, measurements or dimensions, or the contractors, subcontractors, or other engineers activities, means or measures. Such a responsibility is not being implied and should not be inferred, but remains with the owner and his contractor or other engineers. Furthermore, it should be clearly understood that CEO, Inc., does not in any way "direct" or "supervise" the contractor, his staff or his subcontractors and their employees, or any other engineer. This responsibility also remains solely with the owner and his or her general contractor. Our recommendations and conclusions are based on the site materials observed, the limited subsurface data generatedfrom our field study, our engineering analyses, the design information provided, and our experience and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care, skill and competence ordinarily exercised by other members of the profession in good standing currently practicing under similar conditions in this area only. No other warranty, expressed or implied, is made. The recommendations submitted in this report are based upon our site observations and exploratory data, and our geologic data review. These data pertain to the times and locations where they were obtained or observed only, but are assumed to be reasonably representative of the conditions beneath the majority of the area explored or observed. Soil and groundwater conditions between exploratory locations may vary from those encountered. The nature and extent of variations between the exploratory locations may not become evident until construction. If variations do appear, the geotechnical engineer should be requested to re- evaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Additional Services Plan and Specification Review: We recommend that CEO, Inc. be retained to perform a general review of the final design plans and specifications. This will allow us to verify the earthwork and geotechnical recommendations have been properly interpreted and implemented in the design plans and construction specifications. TUKW 00867 ''. TU KW 00868 A P P E X A TUKW 00869 APPENDIX A 05-2612 FIELD EXPLORATION PROGRAM ( TUKW 00870 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 APPENDIX A 05 -2612 Field Exploration Program Page 45 Our field exploration was performed on February 23, 2005 and comprised eight exploratory test pit excavations. These excavations extended to a maximum depth of approximately fourteen(14) feet below the existing site grade, and each was backfilled on completion. The field exploration was performed using a trackhoe provided and operated by our subcontractor, Northwest Excavation and Trucking, Inc., of Mill Creek. The approximate test pit locations were determined by pacing from existing site corner pegs. Test Pit elevations were approximately determined by interpolation between contour lines shown on a Site Plan, sheet A1.1, by Magellan Architects dated 12/18/04. The locations and elevations of the test pits should be considered accurate only to the degree implied by the methods used. The field exploration was continuously monitored by an engineer from our firm who maintained a log of each test pit excavation. Our representative classified the soil encountered in the excavations, obtained representative soil samples, and observed pertinent site features. Soils were classified visually in the field in general accordance with the Unified Soil Classification System (USCS) which is summarized on Plate 11, Legend. The number and approximate location of each of the test pits are shown on the Site Plan, Plate 2. The final logs, presented on Plates 12 through 15, represent our interpretation of the field logs. The stratification lines on the logs represent the approximate boundary between soil types. In actuality, the transition may be more gradual or more severe. Representative soil samples were placed in closed containers and returned to our Redmond office for further examination and review. TUKW 00871 05 -2612 / 3.7.05 Unified Soil Classification System Component Definitions by Gradation MAJOR DMSIONS SOIL CLASSIFICATION - GENERALIZED GROUP DESCRIPTIONS COMPONENTS SIZE RANGE Coarse Grained Soils More than 50% Material Larger than No. 200 Sieve Size Gravel And Gravelly Soils More than 50% Coarse Fraction Retained on No. 4 Sieve Clean Gravels (little or no fines) Gravels with Fines (appreciable amount of fines) Sand And Sandy Soils More than 50% Coarse Fraction Passing No. 4 Sieve Clean Sand (little or no fines) Sands with Fines (appreciable amount of fines) Fine Grained Soils More than 50% Material Smaller than No. 200 Sieve Size Silts and Liquid Limit Less Clays than 50 Silts and Liquid Limit Clays Greater than 50 \ \` CH Inorganic Clays of High Plasticity, Fat Clay Well - Graded Gravels, Gravel - Sand Mixtures, Little or No Fines Poorly- Graded Gravels. Gravel - Sand Mixtures, Little Or NO Fines Silty Gravels. Gravel - Sand - Silt Mixtures Clayey Gravels, Gravels - Sand - Clay Mixtures Well - Graded Sands, Gravelly Sand, Little or No Fines Einesv - Graded Sands. Gravelly Sands, Little or No Silty Sand, Sand - Silty Mixtures Boulders Cobbles Gravel Coarse gravel Fine gravel Sand Coarse sand Medium sand Fine sand Silt and Clay Above 12 in. 3 in. to 12 in. 3 in. to No. 4 (4.65mm) 3 in. to 3/4 in. 3/4 in to No 4 (4 76mm) No. 4 (4.76mm) to No. 200 (0.074mm) No. 4 (4.76mm) to No. 10 (2.0mm) No. 10 (2.0mm) to No. 40 (0.42mm) No. 40 (40.42mm) to No. 200 )0.O7mm) Smaller than 0. 200 (0.07mm) Clayey Sands. Sand - Silt Mixtures ML Inorganic Silts & Very Fine Sands, Rock Flour, Silty- Clayey Fine Sands, Clayey Silts w /SIight Plasticity �\ CL Inorganic Clays of Low to Medium Plasticity, Gravelly Fill I ♦�` Clays, Sandy Clays, Siltys Clays, Lean - - : , OL Organic Silts and Organic Silty Clay of Low Plasticity 0 to 4 4 to 10 10 to 30 30 to 50 over 50 MH Inorganic Silts, Micaceous or Diatomaceous Fine Sand or Silty Soils 0 to 2 2 to 4 4 to 6 8 to 15 15 to 30 Over 30 OH Organic Clays of Medium to High Plasticity, Organic Silts Highly Organic Soils #+#+++ #+444+ PT Peat, Humus, Swamp Soils with High Organic Contents Topsoil t /� /./` Humus and Duff Layer Fill I ♦�` Highly Variable Constituents Notes: Dual symbols are used to indicate borderline sod classification. Upper case letter symbols designate sample classifications based upon laboratory testing, lower case letter symbols designate not verified by laboratory testing. Relative Density or Consistency Utilizing Standard Penetration Test Values COHESIONLESS SOILS a) COHESIVE SOILS (b) Density lc) N. blows/ft. (c) Relative Density ( %) Consistency N. blows /ft. (c) Undrained Shear Strength (psf) lul very Loose Loose Compact Dense Very Dense 0 to 4 4 to 10 10 to 30 30 to 50 over 50 0 - 15 15 - 35 35 - 65 65 - 85 >85 Very soft Soft Firm Stiff Very Stiff Hard 0 to 2 2 to 4 4 to 6 8 to 15 15 to 30 Over 30 <250 250 - 500 500 - 1000 1000 - 2000 2000 - 4000 >4000 Descriptive Terminology Denoting Component Proportions DESCRIPTIVE TERMS RANGE OF PROPORTION Trace Little Some or Adjective (a) And 0 - 5% 5 -12% 12 -30% 30 - 50% Samples P SS HD SH PIT 8 C Sampler Pushed Sample Not Recovered SET Sampler )2.0' OD) Heavy Duty Split Spoon Shelby Tube Pitcher Sampler Bulk Cored Notes • WATER LEVEL (DATE) i WATER OBSERVATION WELL qc TORVANE READING, tsf qu PENETROMETER READING, tsf W MOISTURE, percent of dry weight pcf DRY DENSITY, pounds per cubic ft. LIQUID LIMIT, percent PLASTIC INDEX (a) Soils consisting of gravel, sand. and s IL either separately or in combination, possessing no charactenstics of plasticity, and LL exhibiting drained behavior. )b) Soils possessing the characteristics of plasticity, and exhibiting undrained behavior. PI (c) Refer to text of ASTM D 1586 -84 of a definition of N. in normally consolidated cohesionless soil. Relative Density terms are based on N values corrected for overburden pressures. )d) Undrained shear strength = 1/2 unconfined compression strength. The Discussion In The Text Of This Report Is Necessary For A Proper Understanding Of The Nature Of The Material Presented In The Attached Logs Art Creative Engineering Options INC. A Firm Practicing in the Geosciences LEGEND TU KW 00872 Plate 11 05-2612 / 3.7.05 Depth 0 5 10 15 0 5 10 15 Logged by: MT Date: 2/23/05 Symbols Test Pit No. 1 Soil Description Elevation: 335.0 feet_+ m (%) _ SM SM SM Dark brown silty fine to medium SAND, moist, loose, root hairs (Topsoil). Light reddish -brown silty fine to coarse SAND, moist, loose to medium dense, little rounded gravel, occasional cobbles. gravel, occasional occas onal cobbl sA few 2" to 3" thick c medium emented nterbeds.e to little silt, little rounded _irrtir -1:4:5:4 sp -Wet at 8 feet. SM - - - BOH 8.6 - k•':'• SM Light gray silty fine to coarse SAND, moist, dense, little to some rounded gravel, occasional cobbles Till). BOH Test Pit terminated at 12.0 feet below existing grade. - No groundwater or seepage encountered during excavation. - ' Test Pit elevations approximately determined by interpolation between contour lines shown on a Site Plan, sheet A1.1, by Magellan Architects, dated 12/18/04. Logged by: MT Date: 2/23/05 Test Pit No. 2 Soil Description Elevation: 335.0 feet± sw> ,: SM Gray -brown silty fine to coarse SAND and GRAVEL, moist, medium dense (Fill). Light reddish -brown fine to coarse SAND, moist, medium dense, little rounded gravel, occasional cobble. - 2" plastic pipe at -2.5 feet. Gray silty fine to coarse SAND, moist, dense to very dense, partially cemented, little to some gravel (1111). Test Pit terminated at 6.0 feet below existing grade. No groundwater or seepage encountered during excavation. _irrtir -1:4:5:4 sp - }` YN SM - - - BOH Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis, and judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. GV Creative Engineering Options INC. A Firm Practicing in the Geosciences TEST PIT LOG Plate 12 05 -2612 / 3.7.05 Depth 0 5 10 15 0 5 10 15 Logged by: MT Date: 2/23/05 Symbols Test Pit No. 3 Soil Description Elevation: 335.0 feet± W( %) "{ • <` SM Gray -brown silty fine to coarse SAND, moist, medium dense, little to some rounded gravel (Fill). f� • , >: SP -SM ti. r;;< #; SM Gray -brown to dark brown silty fine to coarse SAND, moist, loose to medium dense, little to some rounded gravel, small amounts of wood, plastic, paper and metal pipe (Fill). r•f • + SP /SM 9.0 %• ide• Light reddish -brown fine to medium SAND, moist, medium dense, trace to little silt, little rounded gravel. ' "' " %'`:•';h. Light brown to gray silty fine to coarse SAND, moist, dense, little to some rounded gravel and SM cobbles, partially cemented. 10.3 SP Gray -brown fine to coarse sandy GRAVEL, moist to wet, dense, trace silt. tirtirti. SP Light gray fine SAND, wet, dense, little to some gravel. :rktig: SM — `•'` "`` }< Light gray to gray silty fine to coarse SAND, moist, dense to very dense, little to some rounded gravel, cemented (Till). — Test Pit terminated at 14.0 feet below existing grade. BOH No groundwater or seepage encountered during excavation. Logged by: MT Date: 2/23/05 Test Pit No. 4 Soil Description Elevation: 335.0 feet± — — SM ' l +y •i: h4W' Gray silty fine to coarse SAND, moist, loose to medium dense, little to some rounded gravel, brick, paper, metal fragments, wood (Fill). Light reddish -brown fine to medium SAND, moist, medium dense, little rounded gravel, occasional cobbles, trace to little silt. Gray silty fine to coarse SAND, moist, dense to very dense, little to some rounded gravel, occasional cobbles (Till). Test Pit terminated at 12.0 feet below existing grade. No groundwater or seepage encountered during excavation. f� • , >: SP -SM ti. r;;< #; SM BOH Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis, and judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. if" Creative Engineering Options INC. A Firm Practicing in the Geosciences TEST PIT LOG TUKW 00874- Plate 13 -2612 / 3.7.05 Logged by: MT Date: 2/23/05 Depth Symbols 0 5 10 15 0 5 10 15 Test Pit No. 5 Soil Description Elevation: 334.0 feet+ W ( %) — _? hrih�:i44k SM SM Dark brown silty fine to medium SAND, moist, loose, rootlets (Topsoil). Light reddish -brown silty fine to coarse SAND, moist, loose to medium dense, little rounded gravel, occasional cobbles, slight oxidation, rootlets. r•r• — . ftir:: .Z 7. _ SM Gray silty fine to coarse SAND, moist, medium dense, little rounded gravel, little silt, weakly SP/ SP -SM • —f/ — ti•%, w, lti4 k•. SP -SM cemented. Gray fine to coarse SAND, moist, medium dense, trace silt. Gray silt fine to coarse SAND, wet, medium dense. SM — SM "` `" Gray silty fine to coarse SAND, moist, dense, little to some rounded gravel, occasional cobbles, cemented (Till). - Becomes very dense. — BOH Test Pit terminated at 12.0 feet below existing grade. — No groundwater or seepage encountered during excavation. Logged by: MT Date: 2/23/05 Test Pit •No. 6 Soil Description Elevation: 332.0 feet± :'5 ^ M.1545f M — • • • GP Dark brown silty fine to medium SAND, moist, loose, rootlets (Topsoil). Light reddish -brown fine to coarse sandy fine GRAVEL, moist, loose, rootlets, 3" diameter root at 3 -feet. Yellow -brown fine to coarse SAND, moist, medium dense, little to some rounded gravel, occasional cobbles, trace silt. Gray silty fine to coarse SAND, moist to wet, dense, little to some rounded gravel, occasional cobbles, partially cemented interbeds. Gra fine to coarse SAND, wet, dense, some rounded gravel, occasional cobbles, trace Y slt. Gray silty fine to coarse SAND, moist, dense to very dense, little to some rounded gravel, occasional cobbles, partially to well cemented Till . P Y ( ) Test Pit terminated at 14.0 feet below existing grade. No groundwater or seepage encountered during excavation. 4.8 r•r• — . ftir:: SP/ SP -SM " "%'• r•r• ti'ti• r•r :n {•ti „y r•rryr — S•S r/: .... SM SP/ SP -SM • —f/ — SM BOH Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis, and judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. ao” Art Creative Engineering Options INC. A Firm Practicing in the Geosciences TEST PIT LOG Plate 14 TUKW 00875 05 -2612 / 3.7.05 Logged by: MT Date: 2/23/05 Depth Symbols 0 5 10 15 0 5 10 15 Test Pit No. 7 Soil Description Elevation: 333.0 feet+ W ( %) ,.•: ' • '4•:�:; S•: SM Black to brown silty fine to coarse SAND and GRAVEL, moist, loose, occasional cobbles, small boulder, asphalt fragment, red "brick" (Fill). Brown to dark brown silty fine to coarse SAND, moist, loose, little rounded gravel, occasional cobbles, concrete chunks and brick (Fill). Light gray to gray fine to coarse SAND, moist, medium dense, little to some rounded gravel, occasional cobbles, little orange oxidation staining. Gray silty fine to coarse SAND, moist, dense, little to some rounded gravel, occasional cobbles, cemented (Till). Test Pit terminated at 8.0 feet below existing grade. No groundwater or seepage encountered during excavation. ;ni fi •e.r.• :: :.1; • SP — — •••e••• Light reddish -brown fine to coarse SAND, moist, medium dense, little rounded gravel, occasional Sp ti•» — ti { %•%. .••f•• cobbles. ti•%. • : SP -SM Yellow -brown fine to coarse SAND, moist, medium dense, little rounded gravel, occasional — {•:r'% cobbles, trace silt. — :'•'v`• >`' >'•> SM Gray silty fine to coarse SAND, moist, dense, little to some rounded gravel, occasional cobbles, cemented (Till). "�ry" 'f•','•E# Hole caving between 0 and 6 feet. Test Pit terminated at 14.0 feet below existing grade. BOH No groundwater or seepage encountered during excavation. Logged by: MT Date: 2/23/05 Test Pit No. 8 Soil Description Elevation: 332.0 feet+ — -- Y'•` �• >�'•� ?i' %% SM Brown to dark brown silty fine to coarse SAND, moist, loose, little rounded gravel, occasional cobbles, concrete chunks and brick (Fill). Light gray to gray fine to coarse SAND, moist, medium dense, little to some rounded gravel, occasional cobbles, little orange oxidation staining. Gray silty fine to coarse SAND, moist, dense, little to some rounded gravel, occasional cobbles, cemented (Till). Test Pit terminated at 8.0 feet below existing grade. No groundwater or seepage encountered during excavation. •e.r.• :: :.1; • SP — SM BOH Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis, and judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. Creative Engineering Options INC. A Firm Practicing in the Geosciences TEST PIT LOG TUKW 00876 Plate 15 A P P E N X B TUKW 00877 APPENDIX B 05 -2612 GEOTECHNICAL LABORATORY TESTING PROGRAM TUKW 00878 Geotechnical Engineering Study 05 -2612 Northfield Car Wash Facility March 22, 2005 APPENDIX B 05 -2612 Laboratory Testing Program General Page 47 We conducted a series of selective laboratory tests on carefully selected representative soil samples. The results were used to help verify or modify the field classification of the soils encountered and to help evaluate the soil's geotechnical behavior. A brief description of each of the tests performed for this study is provided below. The results of laboratory tests performed on specific samples are provided at the appropriate sample depth on the boring logs, or on test data sheets attached to this Appendix. Please understand that test results may not accurately represent the overall, in -situ soil conditions. Results must be interpreted. Our recommendations are based on our interpretation of test results, along with other information available to us. Test results help guide our engineering judgement. We are not responsible for the interpretation of these data by others. Soil Classification All soil samples were visually examined in the field by our engineer at the time they were obtained. They were subsequently packaged in moisture -proof containers and returned to our Redmond office where they were re- examined and the original description was verified or modified, as necessary. With the help of the information obtained from classification tests, the samples were described in general accordance with the qualitative USCS. The resulting descriptions were included at the appropriate sample location on the individual test pit logs. A brief summarization of the USCS system is provided on the attached Legend, Plate 11. Moisture Content Moisture content tests were performed on several representative samples obtained from the exploratory test pit excavations. The purpose of this test is to approximately ascertain the materials' in -situ moisture content. The information obtained assists us by providing a qualitative correlation with soil strength and TU KW 00879 Geotechnical Engineering Study Page 48 05 -2612 Northfield Car Wash Facility March 22, 2005 ' compressibility. The results of these tests are included at the appropriate sample depth on the test pit logs. Grain Size Distribution ' Detailed grain size analyses were conducted on four of the retrieved samples to help more accurately determine the overall distribution of the soil's particles. The information gained from these analyses help to provide a detailed description and ' classification of the in -place materials. In turn, this information helps us to understand how the in -place materials will react to construction activity, groundwater seepage and foundation loading. The results are presented on Plates 16 through ' 19, Gradation Curves. Classification symbols are also provided as part of the appropriate individual sample descriptions on the test pit logs. tModified Proctor ' In an effort to assist in the evaluation of the potential performance of the existing on- site fill material we also performed a laboratory compaction test in general accordance with the Modified Proctor test methodology. This test develops a ' maximum dry density and an optimum moisture content for the tested material. These values are used in the field to gauge the degree of compaction being used in ' the field. A copy of the laboratory test curve is provided for informational purposes on Plate 20, attached. TU{ 8800 0 05 -2612 / 3.7.05 nn C) g. 3 y • rD • m • 3 23. ro 0 0 N 2 n Lssoo MNfli S3A1:1f13 NOI1VCIVEID 1H0I3M A8 1_I3NId 1N30E13d 100 90 80 70 60 50 40 30 20 10 SIEVE ANALYSIS HYDROMETER ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH, U.S. STANDARD I GRAIN SIZE IN MM ,t CO N CO CD C') N r r r M ([) (') O CO 0 N CO') C0(OD 0 000- 00 CO (O V' C') N 00 o 0 0 00 CD CO V M N 0 0 0 0 0 0 00 000 0 O O 0 10 1 00 0 0') N C -I-f 1 f 1 I I 1 1 I 1 F -1 1 11 O 000 CD 0 a0' M N O O CD NY M r co. (0 �' C') N T O O O O O GRAIN SIZE IN MILLIMETERS 0 CO 0 0 0 0 ' 0 0 O O O COBBLES COARSE I FINE COARSE I MEDIUM I FINE GRAVEL SAND FINES 20 30 40 50 60 70 80 90 100 1H913M A9 EI3Sl IVO31N331:13d KEY Boring or Test Pit No. DEPTH (FT) USCS DESCRIPTION Moisture Content ( %) LL PI TP -1 9.0 SP Fine to coarse SAND, trace to little fine gravel. 8.6 • • • • • 05 -2612 / 3.7.05 n 0 a 3 3 5 c� 0 3 S .; Z8800: AMU �1 Fr 1HO13M AEI 1 =13NId 1N30113d 100 90 80 70 60 50 40 30 20 10 0 C') N SIEVE ANALYSIS HYDROMETER ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH. U.S. STANDARD I GRAIN SIZE IN MM N O V CO N NI' CO c 03 MCA CO r O , N M V N CO CO 03 O CO Cn 0 o O O O CO CO CO - M N 0 0 0 0 O O 000000 q O O 0 • O O O O O CO O O O O O 0 GRAIN SIZE IN MILLIMETERS • 0 0 O O O COBBLES COARSE FINE COARSE MEDIUM I FINE GRAVEL SAND FINES 10 20 30 40 50 60 70 80 90 100 1HOI3M A8 1d3SHVOO 1N3O1d3d KEY Boring or Test Pit No. DEPTH (FT.) USCS DESCRIPTION Moisture Content ( %) LL PI TP -3 9.0 SP Fine to coarse SAND, some fine gravel. 10.3 --- - -- - -- - - -- - - -- - - -- - -- -- - - -- - - -- 7 O O O O O O O O CO CO V* 07 N r a? CO V M N r CD CO V' CO N CO CO *C1- Ch N r r GRAIN SIZE IN MILLIMETERS • 0 0 O O O COBBLES COARSE FINE COARSE MEDIUM I FINE GRAVEL SAND FINES 10 20 30 40 50 60 70 80 90 100 1HOI3M A8 1d3SHVOO 1N3O1d3d KEY Boring or Test Pit No. DEPTH (FT.) USCS DESCRIPTION Moisture Content ( %) LL PI TP -3 9.0 SP Fine to coarse SAND, some fine gravel. 10.3 i O O 00 00 W. 05 -2612 / 3.7.05 nn C) 9 y v r. CD m 9 C. D 2. CD ca, 0 0 H z n S3A1:1t13 NOI1VaV IO 1H013M M3 b13NI31N30b13d SIEVE ANALYSIS HYDROMETER ANALYSIS SIZE OF OPENING IN INCHES NUMBER OF MESH PER INCH. U.S. STANDARD I GRAIN SIZE IN MM CNJ N- 1 0 0 90 80 70 60 50 40 30 20 10 CO a M N '1'\0 N CO M(17 r CO V r � CO O (O 0 0 0 0 0 0 0 • N CO (A CO O r O CO (A V CO N 0 0 0 0 0 CO CO (!) Cr CO 0 0 0 0 O O 0 0 0 0 N 0 O O O • 0 10 Oo O CO N "1"T —I" '1" -1 f "1 -7 I 1 1 I 1 f`1- "I' 0 CO O V CO N 0 0D O V CO N r O O ? (') N .- co co O O O GRAIN SIZE IN MILLIMETERS O O 0 0 0 O 0 0 0 0 q 20 30 40 50 60 70 80 90 100 O COBBLES COARSE FINE COARSE MEDIUM I FINE GRAVEL SAND FINES 1HOI3M k8 bi3SEIVO01N30E13d KEY Boring or Test Pit No. DEPTH (FT.) USCS DESCRIPTION Moisture Content ( %) LL PI TP -6 8" to 3' GP Fine to coarse sandy fine GRAVEL. 4.8 • • • • • • • 05 -2612 / 3.7.05 /nn+ \/ v to 0 a P8800 M)inl S3AanO NOIIdaVHD v J 0, (C CD 1H913M ).9 U2NId 1N3083d 100 90 80 70 60 50 40 30 20 10 SIEVE ANALYSIS HYDROMETER ANALYSIS SIZE OF OPENING IN INCHES I NUMBER OF MESH PER INCH, U.S. STANDARD I GRAIN SIZE IN MM CO N CO CO ct CO CV r CO (n r CO CO CO N 0 0 ((0 CO O CO OO — CO Co V VI N 00o 0 0 CO CO N•ct C') N 0 0 0 0 0 0 00000 0 o O O 0 0 co N O 00 (O V M N O O CO ' CO N r 0c! (0 C'? CV T O O O O O GRAIN SIZE IN MILLIMETERS 0 00 0 0 CO 0 0 0 0 0 O O O COBBLES COARSE I FINE COARSE I MEDIUM I FINE GRAVEL SAND FINES 10 20 30 40 50 60 70 80 90 100 1H9I3M AEI I;13S>:IVO31N33bJ3d KEY Boring or Test Pit No. DEPTH (FL) USCS DESCRIPTION Moisture Content ( %) LL PI TP -6 3' to 6' SP Fine to coarse SAND and fine GRAVEL. 5.9 05 -2612 / 3.7.05 DRY DENSITY (pcf) 150 140 130 120 110 100 90 80 0 5 10 15 20 MOISTURE CONTENT ( %) 25 30 Symbol Sample Source Classification Optimum Water Content ( %) Maximum Dry Density (pcf) • TP -3 @ 0' to 7.5' Gray -brown silty SAND, with gravel. 9.5 131.1 Creative Engineering Options INC. A Firm Practicing in the Geosciences COMPACTION TEST DATA TWIN 00885 Plate 20 A P P E N X C TUKW 00886 APPENDIX C 05 -2612 KEYSTONE BLOCK DESIGN AND CONSTRUCTION DATA C O O Co Co Co TABLE A Geogrid Reinforcement Data Free Standing, Wall Height (feet) `Geogn Length (feet): F.S. for Overturning. F:S for Sliding, F.S. for Pullout F.S.for Connecti on for: Uncerta Antics w! Fortrac 35/20 4.5 Fortrac 35/20 2.5 to 3.5 3.33 7.0 6.98/4.76 2.85/2.22 16.44/16.54 9.93/1.36 1.5 1.5 1 1.33 2 5.0 4.22/1.72 6.5 14.90/10.91 4.05/4.15 28.65/31.67 4.58/1.24 1.5 1.5 1 (a) These design values are based on the NCMA design methodology for Keystone "Compac" size block walls, but are generally applicable to all blocks of similar size and weight. (b) The design values following the "I" are developed by a horizontal seismic acceleration of 0.20g. ® ® ® ® ® ® ® ® ® • • • COMPAC UNIT The Compac unit is the leader.inits'class:::,-Itis a::solid-on&piece,modular,Walhunit,whictt maintains the same design characteris- tics tics as the larger Standard unit. ThelolloWing area list of suitable,a0plications: ' • • Simple gravity retainingsvalls:up-,to.three:feet high(trn)(see:stESIGN:CHARTS7,-forspegific height limitations which will vary). • Geogrid reinforced,,Or:MSE:(me-Chanically,,stabili2ect earth) retaining walls. • Step applications. Listed below are the Compab:UnirsNolumk,and--W0ight specificationS;(With:Metric?eqUivalente):-.: ROUGH DIMENSION-8"H x :18"W:x127D'(20:8cm:x.45.7cm,x.30:5crn) SQUARE FOOT FACEAFtpkpr.:UNIT-iCiyafe,f(ibt (093en2) • • - VOLUME OF UNIT SOLID7.62ft3. (.Of `'. (1) VOLUME OF ALL UNIT (I) VOLUME OF UNIT F11±'AREAJN.,*:ARporlp:uNITToploYoF,pmT,,ThiL7,:-2743(,900?) (i) VOLUME OF GRAVELT001*TI:o1.*::?47i..(61c)...ogFtFr:r:Off3e:(001)jiy,•.:,....-- VOLUME OF CONCRETE TAI(?.27631.0o8in3) (2) WEIGHT OF UNIT pEWs0.•FTF■Nqt2s0Eii.:....,:($0Kgy'..;-..;....i::- (3) WEIGHT OF UNIT PER 80..--r.)N6Ewyi-1-1\GEtOELFIL0141t. • (4) WEIGHT OF UNIT PER sq.F.TFA:Cg-rili;:co.NO3,ET,-F!LLitrTik).(51<d): • (1)Volumes of fill material dri'nOt iliClUdeiWirt6gesorWaste.. : ' • . (2) Unit weight may vary by geographic region due to variations in local matenals ' - (3) Assumes only the fill contairiedwittiin:th6sleptfr'df the unit AO be.etiective::6rav'el:is.clCuleled;a136.11;04.(itokgim)'at 80% effective weight. (4) Same assumption as in it81but:With concrete calculated at.,150 *IP (2410Kg/m3) ft. at 80Weifective‘weight. H-8" (20.3cm) FREE DRAINING GRAVEL UNIT FILL MATERIAL 3 1/2" (8.9cm) 15' D-12" (30.5cm) 4" (12.7cm) 4" (12.7cm) D-24" (61.0cm) W-18" (45.7cm) KEYSTONE COMPAC UNIT • • - • • -• • - -• • - • ' • • • • ••• • • micr.;" herein '1,5k,`,!:),dc°1.7:01edbebsT elms • . knowledge, accuratehi represents the Keystone product use in the app5cations which are illustrated. Final determination at the suit- . • • . abdity for the USG contemplated and its manner of use are the • TUKW 00889 s.sole rwespopensirtotilitymiedoblythaequarieduser. Structural design,. and analysis C 1997 KEYSTONE RETAINING WALL SYSTEMS, INC. Minneapoes, Minnesota • (612) 897.1040 • (612) 897-3859-fax RE.mINING WAIL SYSTEMS QUESTION: How wide does the Base Trench need to be? ANSWER: A minimum 24" (610mm) wide for all units. NOTE: additional excavation width may be required if geogrid or other mechanical reinforcement will be used. The Base Trench must be dug deep enough to allow for . placement of the Base Leveling Pad and any buried Keystone® units. What should be the`depthof the. Base; Leveling Pad? ANSWER: A depth of 6" (150mm):isstandard. NOTE: Keystone® walls less than :3 0 "`(1m) high;:built'on firm, inorganic'original soils require no Base Leveling Pad. Level and compact'soils'in'the Base Trench. Requirement for additional depth of leveling pad material must be determined by an engineer. QUESTION: How many Keystone® units;shouldbe placed below grade ?, ANSWER: Wall Height (in feet)x 1 5 ;;depth of units (in inches) below grade. Wall Height (in meters) x :125 =depth- ofunits(in meters): below grade. (1" (25mm). of wall; ;buried below grade for. each 8" (203mm) of wall above grade) TUKW 00890 DEPTH 0 BASE TRENCH WIDTH 011, BASE TRENCH The information contained herein has been compned by Keystones' Retaining Wan Systems, Inc. and to the best of knowledge, accurately represents the Keystone product use applications which are illustrated. Final determination of the suit- ability for the use contemplated and its manner of use are the • sole responsibility of the user. Structural design and analysis shall be performed by a Qualified engineer. ©1997 KEYSTONE RETAINING WALL. SYSTEMS, INC. M,nneapols Minnesota • 1612) 897 1040 • (612) 897 -38 RETAINING WALL SYSTEMS,, r INSTALLATION - STEP BY STEP EXAMPLE: 8'H x 1.5 = 12" (2.4mH x 0.125 = 0.305m) of wall unit below grade. NOTE: The number of buried courses should not exceed three unless otherwise specified by engineering. The combined depths of the Base Leveling Pad and buried units is the total depth of the Base Trench. QUESTION: What should be the depth of the Base Trench? ANSWER: Depth of wall units below grade + Base Leveling Pad = depth of the Base Trench (following above example) 12" + 6" = 18" (0.3m + 0.15m = 0.45m) depth of Base Trench below grade There are three exceptions to this rule for determining the proper depth of the Base Trench. 1. Poor soil conditions may require a much larger depth of Base Leveling Pad material or soil reinforcement.This extra material would be used to improve the bearing capacity of the sub grade to fully support the weight of the retaining wall. A Geotechnical engineer should evaluate such concerns. 2. Construction of a wall on a slope (figure 1.02). When using the standard Base Trench guidelines, the amount of passive soil in front of a wall constructed on a slope is reduced signif- icantly. This requires an increase in the Base Trench to meet minimum require- ments. I FIGURE 1.02 DEPTH OF BASE TRENCH (BT) 5' (1.5m) MIN PASSIVE SOIL WEDGE 2 (2) Run of slope (1 ) Rise of slope 1 BASE LEVELING PAD (BLP), DEPTH'OF UNITS BELOW'GRADE; `= QUESTION: What should be the depth of the Base Trench for walls constructed on slopes? ANSWER: Minimum distance from front of first course to daylight on the slope _ run of the slope = depth of units below grade + depth of Base Leveling Pad = depth of Base Trench below grade.. EXAMPLE: 5' (1.5m) _ 2 (run of slope) = 2.5' (0.75m)(depth of units below grade) + 6" (0.15m) = 3' (0.9m) depth of Base Trench below grade 3. Stepping units up along a sloping grade (figure 1.03). When the grade running parallel with the wall is not level with the top or bottom of the Keystone® units, the depth of the Base Trench and depth of the units below grade will vary. Maintain the minimum depth of buried Keystone® Units. N STEP 3: PLACE AND COMPACT BASE LEVELING PAD Begin first by selecting the proper Base Leveling Pad material. QUESTION: What material should be used for the Base Leveling Pad? TUKW 00891 The information contained herein has been compiled by Keystones Retaining Wall Systems, Inc, and to the best of our knowledge, accurately represents the Keystone product use in the applications which are illustrated. Final determination of the suit- ability for the use contemplated and its manner ol use are the sole responsibility of the user. Structural design and analysis shat be performed by a qualified engineer. ®1997 KEYSTONE RETAINING WALL SYSTEMS, INC. • Minneapolis, Minnesota • (612) 897-1040 • (612)897- 3858 -fax RETTNNING .WRU..-SYS"TEMS :: INSTALLATION - STEP BY STEP ANSWER: Granular inorganic soil (Le: Class #5, Burma, Road Base): Its maximum particle size is 3/4" (20mm). Its minimum particle size is no more than.10% of'the volume passing a No 200,sieve Using larger material will make leveling more difficult :The following are specific options OPTIONS: 1. 3/8" to 3/4" (10 20 mm) crushed stone'inareas' with high moisture levels. 2. Angular sand, stone sand, etc in areas with low moisture:llevels.. 3. A 2000± psi.(140 ±kg /em2,) non reinforced concrete. leveling pad, 1' (25mm) to maximum 3" (75mm) thick. 4. A 3500 psi.( 246 ±kg /em?),reinforced, concrete footing. This option -is used'only in critical applications as recommended by an engineer. NOTE: Do not :use pea. rock, or rounded aggregate -for the baseaeveling pad The rounded :surface.of these low frictioniinicompaction and<allows a greater potential for wall movement. Place selected Base Leveling Pad;material and: compact with appropriate equip, ment to achieve proper density. .Compact granular materials to 95 %Standard Proctor or 90% Modified Proctor (soil.testing>standards to determine -% of maximum soil density). Crushed stone should be compacted`to'. yield -( Proctor testing can not be performed on crushed stone material )..Requirements for the typeoftesting:pro gram, locations and frequency, is the responsibility -of the:engineer ofirecord or owner. Compact the Base Leveling -Pad to:=;a level:;condition: Check for accuracy using a level /transit or hand: level.. Use some sand•or:fine granular material minor adjustments. If a concrete, ( non - reinforced) leveling pad: is being :used set batter boards, pour concrete, and screed level. When building on a level grade conditionthe >Base Leveling -Pad is placed=forthe full length of the wall before Keystone® units are installed: Walls-built on a`sloping lateral grade may require a stepped base (figure 1.03). In these con- ditions, the Base Leveling Pad.and the.first:courseof Keystone® r. Units are installed for each length of a step in.grade,(figure:107): Beginning at the lowest elevation, place' and compact. the Base Leveling Pad material. Next; install; the first'course`of.Keystone ®.' units. After leveling and alignment:otthese unitsis:complete, place, and compact the Base Leveling :Pad for the next step in grade. , While doing so, place the same: material:around''the unitseclosest to.': the step in grade to stabilizetheir position.;Theaopof the last—. Keystone® unit becomes the grade level for the :top of thisBase-. Leveling Pad. This unit retainsthe Base - Leveling.Pad material for this next step in grade. If site conditions..necessitate, building in;the opposite direction, from a high. to- low:elevation; is•possiblethough-. significantly less efficient. This' method willlequire greater'skill to level and align the Base Leveling Pad with::the last:Keystone ®unit;of the preceding course. BASE LEVELING PAD V. STEP 4: SET AND ALIGN THE. BASE :OOURSE. Begin at lowest wall elevation:. :Place all units_"parallel to the align . ment line. The machined edges (figure'1.05) of adjoining units should contact each other. This procedure` applies to straight walls (see section on " CURVES" forfrelated :.information) ;;If slag' material:.protrudes past=the'corner ;chip.back to allow corners to con- tact properly. Be sure all units:are"settop;:side.up. The. top; side.has-four pin holes centered between the two kidney receiving holes ( figure 1.06). All units= should,resVfirmly.onthetBase °Leveling Pad:>If any rocking, motion. occurs, adjust base leveling pad material or units to achieve: solid :contact -with.thissurface Check and adjust the level:and.'alignmentot all units The position of the Base Course determines the alignment of all succeed- The information contained herein has been compiled by Keystone+ Retaining Wall Systems, Inc. and to the best of our knowledge, accurately represents the Keystone product use in the, applications which are illustrated. Final determination of the suit- ability for the use contemplated and its manner of use are the sole responsibility of the user. Structural design and analysts shall be performed by a qualified engineer. 1997 KEYSTONE RETAINING WALL SYSTEMS. INC. Minneapolis Minnesota • 16121 897 1040 • (612) 8973858 ta, ing courses. Adjustments to alignment must be made at this time. Do not align the units using the sPlif face surface.; Instead, verify,: the proper position of all Keystone® units by examining; a., straight line across, the. back of the `. units or over the top of unit hole's (figure 1.06). Level Keystone® units side to side using a 48" (122cm) or-- longer level: -Units -. can be leveled front to back using a minimum 24" (61cm) level: If a level! transit is used, spot check every 4th or 5th unit: The top;surface of two - adjoining units should align.( +).or( =)1 /8' (3mm). -Minor height adjustments can be made by tapping the unit with a rubber mallet, or by placing small amounts of coarse sand under the units: Applying excessive vertical -force in •: an attempt to adjust the height alignment could produce stress fractures: Placement of more than 3/4" (20mm) of loose material couldlead to unac- ceptable settlement. All Base Course units can be placed for an entire wall length or for a:small segment of the full length. To reduce the movement Of base units' from -con struction equipment, place core material after placement and leveling of each ten units. When placing the-Base Codise for a wall'with'a stepping_ grade, set all units at the lowest grade elevation first. Secure the position of these units as described in STEP 2. Placement of the Base Course for the next step in grade should begin by placing a. minimum: of:1: -1/2 overlapping: units (figure 1.07). This will ensure proper interlock position for additional. units. FRETAINING IMAl ieSYSTENIS INSTALLATION - STEP BY STEP FIGURE 1.06 ALIGN ALONG PIN HOLES, UNIT VOID, OR BACK OF UNIT TOP OF UNIT WITH FOUR PIN HOLES PARALLEL UNITS TO ALIGNMENT LINE UNEVEN SPLIT FACE SURFACE ALIGNMENT LINE FIGURE 1.07 LEVEL UNITS SIDE TO SIDE LEVEL UNIT FRONT TO BACK OVERLAP STEPPED BASE COURSE 1 -1/2 UNITS ON SLOPING GRADE TUKW 00893 The information contained herein has been compiled by Keystones Retaining Wall Systems, Inc and to the best of ore knowledge, accurately represents the Keystone product use in the applications which are aushated. Final determination of the sue - ability for the use contemplated and its mariner of use are the sole responsibility of the user. Structural design and analysis shall be performed by a qualified engineer. ®1997 KEYSTONE RETAINING WALL SYSTEMS, INC Minneapolis. Minnesota • (612) 897 -1040 • (612)8973858 -fax STEP 5: INSERT FIBERGLASS,. CONNECTING:: PINS (figure 1.08) • Before installing the pins, select a-batter option., Batter" is the ,slope of ,the face of a wall upward and backward so;that•the wall leans into the embankment being retained With,Keystone ®,:batter is:mechariically controlled by the pin position Units with four pin holes- appearingiin the top of Keystone® unit have three batter options; 8 8 °.`(1 1/4" [30mm])-,° 4.4'U i5I8" [15mm]) or near vertical. Units. with, only.. two pin holes appear- ing in the top of the Keystone® unit result :in a 4.4° batter,::(figure 5 2): QUESTION: Which batter option shouldbe used? • ANSWER: A 4.4° or 8.8° battermay be.used for any; installation Non geogrid reinforced walls should use:this batter for.greatdsts stability. Straight walls are well suited forthis option. A near vertical batte(works well for tall geogrid reinforced walls withAht.radius curves and,.corriers, FIGURE 1.08 :RETA(MNG<WAi i SYSTEMS= ,f —77r INSTALLATION - STEP BY STEP INSERT FIBERGLASS PIN INTO PIN HOLE FRONT PIN HOLES NOTE: See "CORNERS AND CURVES section for the effect of batter on curved walls Place two Keystone® pins into two of the preformed holes in the-.top each KeyStone® unit. In some cases a light slagfilm mays cover part or all:; of the hole. In these conditions;use a hammer to: tap-.th'e pin`through the`:`; concrete slag and into the opening' Once in position, a minimum BACK PIN HOLES I> FIGURE 1.09 WALL BATTER BACK PIN HOLE POSITION PIN CONTACT WITH KIDNEY HOLE CONTROLS BATTER FIBERGLASS CONNECTING PIN "NEAR VERTICAL" FRONT PINE HOLE POSITION 4.4' PIN HOLE KIDNEY SHAPED RECEIVING HOLE ALTERNATE BETWEEN FRONT PIN HOLE POSITION AND BACK PIN HOLE POSITION — The information contained helm has been contorted by Keystone+ Relanang Wall Systems. Inc and to the best d our knowledge. accurately represents the Keystone induct use in appkcahons which are duseated. Final deter snabon of the suit- am:by to the use contemplated and os manner d use are the sole responsbksy of the user Structural desgn and arwysa shall be perlorrned by a quakled engineer. ®1997 KEYSTONE RETAINING WALL SYSTEMS, INC. Minneapolis, Minnesota • (612) 897 -1040 • (612) 897-3858 -I --AANCOr-^4.14-SYtt.M t$1. INSTALLATION - STEP BY STEP 1-1/4" (30mm) segment of the pin should .protrude out of the opening above the top surface of the unit. I> STEP 6: PLACE UNIT/DRAINAGE MATERIAL (figure 1.10) Fill the Keystone® unit voids and: Drainage Zone with an inorganic free draining granularrnateriallpreferablY3/47:: (20mm) crushed stone). The Unit voidkarelhe openings and spaces between units. The'DrainadeiZonais'the combined area of the unit vOidkand/oriadditiohaf area,,i• behind the unit. The width of Unit/Drainage should be approximately 24"(6lcm), measured frdmthe wall face to the back of thelre.ridh,,;(fotSj*ifit.■"/olurneS required to fill a Compac or,Staridafd.Unit;refefto,ttie: Standard or Compac Unit KeYnOta.)::.CerteirrSite. condi- tions may require a greater!width'Ofthisirriateriar Place ' material into the specified area, --A crushed stone material will consolidate naturally. Graded granular or coarse sand material may require hand compaction. Do not operate any automated compaction equipment directly over the Keystone® units in an attempt lo'Ompapt.this: material. This may result in stress fractures. Proper placement of the Unit/DrainagelrnaterialSeries three important purposes. First,:.placingthiS,:tateriat-', between units on adjoining,courses;preateS;a,pOsitiVe 7' interlock between units. If geogridreinfOrPernent-is.Used,_ . • friction interlock with the wall;JaCe5iS-iSignificaritlyirnpro■le&-In additionithis.materiatwilfinCreaSe the overall weight of each Keystone® unit; a very imptirtantfeature.foesimple.gravity retainingwalls.,-Finally;:ifwil[Permit,tharelease of hydrostatic pres- sures which build up behind the wall face. The Unit/Drainage material used in thisprocedure should be the same as is described in Step 3 (Points 1 & 2). If fine grain material is used (i.e. sand), water percolation may move some of these particles out of joints between units and over the,,walLTheipresence.of soil on unit faces may.cause,somedisPolOration and an unacceptable appearance. To eliminate this:prbblern,:place.a piece of filter fabric between each unit. This will allow moisture to flow out of the face while trapping soil fineS.:•klarger aggregate,materiatsucttas:crushedstonawiltfilfer,mosts0 fines found in retained site soils. This back-filling procedure after placement of each,Keystohe®.Pckirse:MhenibUilding with the Standard Unit, an alternate technique maybeused:Jhe:Siie:itthis:.tinitand its voids will allow therat0.:ber.laidup to three courses high prior to placement of the Unit/Drainage material. To use.this construction procedure, the material muit?b,e4ean 3/4" (20mm) crushed stone. Natural consolidatiohofthisirnateriafWilto6akdUrihg construction. If geogrid reinforcement is used, backfill units before placing geogrid layers. Attempting*.baCkfill'IhroUghthe geogrid•OpeningSWill not alfoW:thaplacerhent of the Unit/Drainage material into the unit voids.- ' • , `•• I>FIGURE 1.16 UNiTIQRAINAGE MATERIAL .DRAINAGE2ONE, . , STEP 7: BACKFILL AND,COMPACISOILS: • . . The depth of this area will vary depending on.the.site conditions and construction procedures used. Walls constructed in a fill condition will require the pladenientiof largeNolumes:0,this:material. Wakbuilt:into'outconditiOnS will require varying quantities of material depending on thaamount::of.overexcayation: , : ..• The same placement rules:applyfor:each-condition: In general; all soils should be more than 8" (20cm) thick lifts, the height of a single Keystone', unit:-More,specifically, the proper thickness of material placedin a single lift is dependent on the type of soils and compattiort,equipmentbeinpsect Forexample,:crushed'stonQ(usedfortjnit/Drainage) may be placed in maximum lifts and will corripaptwith;minimafeffort,Mostinorganic site soils, easily influenced:by-moisture levels, must be placed in shorter lifts and wilfrequire.greatercompaction effort. - - .• . The information contained herein has been complied by Keystone* Retaining Wall Systems, Inc. and to the best of our knowledge, accurately represents the Keystone product use in the applications wNch are dlusnated. Final determination of the suit- ablity for the use contemplated and its manner of use are the sole responsibility of the user. Structural design and analysis shall be performed by a qualified engineer. 69 1997 KEYSTONE RETAINING WALL SYSTEMS, INC. Minneapolis, Minnesota • (612) 897-1040 • (612) 897-38581 mc ............. 5.YSTE.MSi What about compaction? The backfill sOils.need to be I> FIGURE:111 compacted to a minimum 95% Standard'PrOctor (95% of the soil's maximum density). Both the type of material and the compaction equipment need•to-be considered when addressing this issue. Soils compacted with walk behind equipment will require the placement of thin layers of material. Using ride-on mechanical equipment will allow placement of thicker lifts of material. COnsult'an engineer for specific recommendations. The folloWihg are,basic guidelines: • Backfill material must have th,e.proper-MoistUre • content for optimum performance when • Organic or heavy clay material should not be used These materials hold moisture and do not compact properly. , .• , • :04,144.1 F INSTALLATION - STEP BY SHP • * IBACKFILL SOIL RETAINED BACKFILL • 0 1997 KEYSTONE RETAINING WALL SYSTEMS, INC. , • Minneapolis, Minnesota • (612) 897.1040 • (612) 897.38584 iRETAININGWALL SYSTEMSS { INSTALLATION - STEP BY STEP V FIGURE 1.13 UNIT SET ON THE FRONT EDGE OF TWO UNITS BELOW t+x ifs+:�x ,>Ry..>7f.'•?¢1 :r �4 .-t" ,pns ?ks r e 1 4p� ��t. 1 a:+ -3y 4���...�k. �'- rayRt,. 3�' C27C?Y 1:xa:a'EM�'L� • Lift each Keystone® unit by. its backtaitsection to move it ., into position. • Center the unit in front otthe point:where'the two.units below meet. • Set the face of the unit;onto -:the frontedge=of.thetwo units below. FIGURE 1.15 SLIDE UNIT FORWARD • BE SURE UNITS SO THAT PINS ARE PARALLEL CONTACT THE BACK SIDE OF KIDNEY SHAPED HOLE • With the Keystone® unit in this position, slowly lower it to contact the two units below. While..Iowering the unit, the two kidney receiving holes should slip over one fiberglass pin in the units below (open kidney will allow a visual check). • Pull the unit forward to engage pins. The unit will be locked into a batter position Visually <;check,_to see that the unit is parallel to the units' below. After setting a length of Keystone® units, visually check theoverall alignment. Make minor' adjustments as necessary. STEP 10: CONTINUE WITH STEPS 5 =9 UNTIL ALL KEYSTONE UNITS ARE INSTALLED';`' It STEP 11: POSITION AND SECURE CAP UNITS Follow the same procedures described in.STEP 9 for proper placement and positioning °of the Keystone® cap units. A variety of sizes and shapes, including 4„ (100mm) and 87 (200mm) -high units, have been :designed to, satisfy most installation needs. Availability of these units will vary from region to region:For:cap. unit descriptions:;andtplacement variations, see the section on, "WALL CAP: USING KEYSTONE UNITS" in this. manual. Cap units may be secured with a- bonding, materialtopreventtheirremoval Final= alignment-atthetop of the wall may also require this same procedure If due:to final:; alignment repositioned, cap units do: not properly meet' pin connections, then remove the pins and secure these cap units with the bonding material : -Due to. the: flexibility or non rigid; qualities of the Keystone® sys- tem, the bonding material must be able to: tolerate some: movement: KeyStone ® =KapSealT - adhesive is designed for this use with a special formulation to withstand' temperature;_and moisture extremes If:this- material:is unavailable, other flexible epoxy based adhesives designed, to bond;masonry.to masonry,: may, be ::used. Refer to' manufacturers instructions for complete details. TUKW 00897 The information contained herein has been compiled by Keystones Retaining Wall Systems, Inc. and to the best of our knowledge, accurately represents the Keystone product use in the applications which are illustrated. Final determination of the suit - ability for the use contemplated and its manner of use are the sole responsibility of the user. Structural design and analysis shall be performed by a qualified engineer kb 1997 KEYSTONE RETAINING WALL SYSTEMS. INC. Mmneapoes. Minnesota • (612( 897.1949 • (6121897. 3868 -fax AI t+x ifs+:�x ,>Ry..>7f.'•?¢1 :r �4 .-t" ,pns ?ks r e 1 4p� ��t. 1 a:+ -3y 4���...�k. �'- rayRt,. 3�' C27C?Y 1:xa:a'EM�'L� • Lift each Keystone® unit by. its backtaitsection to move it ., into position. • Center the unit in front otthe point:where'the two.units below meet. • Set the face of the unit;onto -:the frontedge=of.thetwo units below. FIGURE 1.15 SLIDE UNIT FORWARD • BE SURE UNITS SO THAT PINS ARE PARALLEL CONTACT THE BACK SIDE OF KIDNEY SHAPED HOLE • With the Keystone® unit in this position, slowly lower it to contact the two units below. While..Iowering the unit, the two kidney receiving holes should slip over one fiberglass pin in the units below (open kidney will allow a visual check). • Pull the unit forward to engage pins. The unit will be locked into a batter position Visually <;check,_to see that the unit is parallel to the units' below. After setting a length of Keystone® units, visually check theoverall alignment. Make minor' adjustments as necessary. STEP 10: CONTINUE WITH STEPS 5 =9 UNTIL ALL KEYSTONE UNITS ARE INSTALLED';`' It STEP 11: POSITION AND SECURE CAP UNITS Follow the same procedures described in.STEP 9 for proper placement and positioning °of the Keystone® cap units. A variety of sizes and shapes, including 4„ (100mm) and 87 (200mm) -high units, have been :designed to, satisfy most installation needs. Availability of these units will vary from region to region:For:cap. unit descriptions:;andtplacement variations, see the section on, "WALL CAP: USING KEYSTONE UNITS" in this. manual. Cap units may be secured with a- bonding, materialtopreventtheirremoval Final= alignment-atthetop of the wall may also require this same procedure If due:to final:; alignment repositioned, cap units do: not properly meet' pin connections, then remove the pins and secure these cap units with the bonding material : -Due to. the: flexibility or non rigid; qualities of the Keystone® sys- tem, the bonding material must be able to: tolerate some: movement: KeyStone ® =KapSealT - adhesive is designed for this use with a special formulation to withstand' temperature;_and moisture extremes If:this- material:is unavailable, other flexible epoxy based adhesives designed, to bond;masonry.to masonry,: may, be ::used. Refer to' manufacturers instructions for complete details. TUKW 00897 The information contained herein has been compiled by Keystones Retaining Wall Systems, Inc. and to the best of our knowledge, accurately represents the Keystone product use in the applications which are illustrated. Final determination of the suit - ability for the use contemplated and its manner of use are the sole responsibility of the user. Structural design and analysis shall be performed by a qualified engineer kb 1997 KEYSTONE RETAINING WALL SYSTEMS. INC. Mmneapoes. Minnesota • (612( 897.1949 • (6121897. 3868 -fax (RETAINING WA II SYSTEMSS (c1.41-11— ":N i` INSTALLATION - SIR BY STEP STEP 12: FINISHED GRADE AND LANDSCAPING (figure 1.16) The Keystone® Retaining Wall is complete. Final grading, planting or other surface materials can now be put into place. Remember that finished grade conditions affect the wall's performance. Such conditions should not be altered from the original design. Loading with slopes, parking lots and buildings should be maintained as designed. Any changes to the top of wall finished grade must be evaluated prior to construction. SPECIALIZED CONSTRUCTION TECHNIQUES The following are a list of specific °construction`:techniques that may be related to the construction of. a Keystone' wall. See other sections in this manual for further details. • Geogrid reinforcement • Drainage issues • Pipes and culverts through the wall face • Guard rails • Barriers • Fences and poles • Structures • Curbs and copings • Water Applications • Terraces • Light Fixtures and signage • Mixing unit sizes. The information contained herein has been compiled by Keystones Retaining Wan Systems, Inc. and to me best of our knowledge, accurately represents the Keystone product use in tM applications which are illustrated. Final determination of the suit- ability for the use contemplated and its manner of use are the sole responsibility of the user. Structural design and analysis shall be performed by a qualified engineer. lib 1997 KEYSTONE RETAINING WALL SYSTEMS. INC. Minneapolis, Minnesota • (612) 897 -1040 • (612) 897-3858 -lax `RETAINING WAIT. SYSTEMS' GEOGRID INSTAlLA!ION Many walls will require reinforcement (see "INSTALLATION STEP BY:;STEP section'to determine whether reinforcement is need -,'' ed). Reinforced Keystone® retaining; Walls should be constructed in accordance; with an engineered design. Contact your. Keystone® representative to evaluate rein forcement needs and /or to'locate'engineer- ing /design services and geogrid material.' suppliers. The basic installation techniques for use of geogrid with a Keystone® retaining wall are outlined in the following steps: A variety of geogrid products are available. Consult the geogrid manufacturer for additional installa- tion details, because there are variations among the commercially available.geogrids ' . 1. Follow the instructions in the "INSTALLATION STEP BY.'STEP section until you have reached the lowest wall elevation where a geogrid layer will be placed. This elevation, along With the eleva tion of any additional geogrid layers, will -be. specified in the engineering design'for the; wall. At this point, the Base: Trench': will,have7 been excavated, the Base Leveling Pad.will have been placed, the initial courses of Keystone® Units will have been. installed, and the core fill and drainage zone material . and retained backfill will have been placed and compacted up to the first elevation -- where a geogrid layer is specified,: 2. Measure and cut the geogrid material-to the specified length. Referto site;>specific.= engineering documents for:lengtfrot geogrid layers and type of geogrid .material For information on proper placement . of geogrid along curves or corners, consult the-geogrid manufacturer's recommendations. Some . wall designs may specify more than one type of geogrid or geogrid design strength and more than one length for the geogrid layers. It is critical to confirm this informa- tion before proceeding. If multiple types and /or lengths of geogrid will be used, pre- cutting and marking each geogrid piece (for example with colored spray paint) will make identification easier and reduce the chance of misplacement. In addition, verify the proper orientation of the geogrid to the wall face. Most geogrids have a design strength along one direction of the material. These are called uniaxial geogrids. The direction of t> FIGURE 1.17 CUT GEOGRID ALONG THE FRONT OF THE TRANSVERSE BAR RIBS SHOULD NOT EXTEND OUT OF THE WALL FACE ROLL OUT GEOGRID AND PRECUT LENGTHS PRIOR TO INSTALLATION FIGURE 1.18 TENSION GEOGRID IN THIS DIRECTION TRANSVERSE BAR OF GEOGRID HOOKS OVER AND CONTACTS FIBERGLASS PIN The information contained herein has been compiled by Keystones Retaining Wall Systems, Inc. and to the best of our knowledge, accurately represents the Keystone product use in the applications which are illustrated. Final determination of the suit- ability for the use contemplated and its manner at use are the sole responsibility oldie user. Structural design and analysis that be performed by a qualified engineer. ®1997 KEYSTONE RETAINING WALL SYSTEMS, INC. Minneapo6s. Minnesota • (612) 897-1040 • (612) 897 - 3858 -fax RETAINiNGAYAU SY_FEMS- F -( I� GEOGRID INSTALLATION design strength of a uniaxial geogrid can either be parallel or perpendicular to the direction-of the: roll of geogrid, though most fre quently it is parallel to the roll tion. Some geogrids are biaxial, they have design strength in both directions. Check with the geogrid` supplier to confirm which type of product is being used. Geogrid •can either be field cut or pre-cut using a . variety of tools. The type of geognd being used will determine cutting... procedures. For large installations, the geogrid is most efficientlycut -:;off site in a controlled setting Inall cases, cut the geogrid in such a way so that the end of the layer that; is nearest the front of the wall Is trimmed close to the transverse bat • (figure 1.17). This will prevent unsightly pieces of geogrid'from protruding out of the wall fade:,- 3. Keystone® pins should be •placed. I FIGURE 1.20 into all units. Hook the geogrid over the Keystone® pins (figure =l :18) Lay the geogrid out flat. Follow=th engineering design for geogrid. placement. It will specify both the horizontal and vertical start/stop locations. In general, geogrid will be placed in pieces side by side in a continuous layer along the length of the wall unless a change in eleva- tion is specified in the design. Check engineering documentation for details. 4. Tension the geogrid by pulling -it towards the embankment. Place a stake through the geogrid and into the ground. While using the-stake as a lever and tensioning the drive the stake into the ground to hold the position (figure 1.19). Do not excessively tension geogrid. This may pull units•outof their proper alignment:- Install an additional course :of'Keystone® Units over the geogrid, and place pins in this course. 5. Proceed with placement of the:unit fill/drainage zone crushed stone material and the'backfill irfthe reinforced zone. Specifications for material used inthe, reinforced; zone should be:defined:by,the design.engineer. •Begin placement of this material near the Keystone® Units, moving ::progressively.towardthe cut embankment (figure 1 20) This. procedure will keep the geogrid under tension. After completing: this; backfill- process ,.the tension stakes mayabe,removed'for'reuse. Compact the backfill material to 95% Standard Proctor. Continue with construction:according to the "Installation Step By: Step" section until reaching the next wall elevation where a geogrid layer: is to be; placed: Repeat Steps 2-5. FIGURE 1.19 COMPACTED FILL UNDER GEOGRID TENSION GEOGRID WITH STAKES TO REMOVE SLACK CONDITION PLACE ADDITIONAL UNITS TO SECURE GEOGRID PULL GEOGRID INTO FILL AREA TUKVV 00900 The information contained herein has been compiled by Keystone, Retaining Wall Systems, Inc. and to the best of our knowledge, accurately represents the Keystone product use in the appfications which are itusbated. Final determination of the suit- ability for the use contemplated and As manner of use are the sole responsibility of the user. Structural design and analysis shall be performed by a qualified engineer. M 1997 KEYSTONE RETAINING WALL SYSTEMS. INC. Minneapolrs. Minnesota • (612) 891 MAO • (612) 837.3858 -fax A P P E N D I X D TUKW 00901 APPENDIX D 05 -2612 USE OF REPORT BY OTHERS TUKW 00902 APPLICATION FOR AUTHORIZATION TO USE REPORT ENTITLED: Geotechnical Engineering Study Proposed Northfield Car Wash 14840 Tukwila International Boulevard Tukwila, Washington by CEO, Inc., 05 -2612, dated March 22, 2005 To: Creative Engineering Options, Inc. 5418 159th Place NE Redmond, Washington 98052 Applicant herewith applies for permission to use the referenced report to (please indicate how you intend to use the report and why you wish to do so): Applicant understands that the referenced report is an instrument of professional service produced by Creative Engineering Options, Incorporated (CEO) and that express written authorization from Glen Mann and the afore mentioned corporation is required to use or in any way rely upon this report or any of the information contained within, or to duplicate, otherwise reproduce or copy, excerpt from, reference or quote from this report. Applicant understands that any unauthorized use of or reliance upon this report, or any unauthorized duplication , other reproduction or copying, reference to or excerption or quotation of this report is strictly prohibited, and will subject the violator to all legal remedies available to CEO. Applicant recognizes that CEO may, at its sole discretion, withhold authorization, or grant such authorization contingent upon applicant's acceptance of terms and conditions established by CEO to address issues arising out of the use of the report by the Applicant not contemplated by CEO at the time CEO initiated its services with Mr. Andy Berg, which included preparation of this report. APPLICANT: Name of Firm Address of Firm Telephone Number Contact Person Name Date of Application Contact Person Title TUKW 00903 DISTRIBUTION 05 -2612 Mr. Andy Berg c/o Magellan Architects 15600 Redmond Road Suite 101 Redmond, Washington 98052 gm/Tukwila Car Wash Facility Geotechnical Report/zip05 TUKW 00904 LEVEL 1 DRAINAGE ANALYSIS For The Northfield Car Wash 14840 Tukwila International Boulevard. Tukwila, WA 98168 RECEIVED CITY OF TUKWILA MAR 1 0 2005 PERMIT CENTER Prepared by: Samuel D. Staatz ►�� MEAndrews $$$$ Group Ltd. t?;!:ci7l l �2 iK'ilti 1tflliz%3r 914 140th Ave NE • Suite 100 • Bellevue • WA • 98005 www.mcandrewsgroup.com Voice: (425) 3789407 Fax: (425) 378-9404 Job #: 04 -522 Revised: March 8, 2005 TUKW 00943 TABLE OF CONTENTS Project Overview 1 Task 1: Define and Map the Study Area 1 Task No. 2: Resource Review 2 Task No. 3: Field Inspection 2 Task No. 4: Drainage System Description and Problem Descriptions 2 Task No. 5: Mitigation of Existing or Potential Problems 3 Appendix Exhibits Photos WLRD Drainage Complaints City of Tukwila Drainage Complaints Western Washington Hydraulic Model Output TUKW 00944 REVISED March 8, 2005 Level One Drainage Analysis for the Northfield Car Wash 14840 Tukwila International Boulevard In Tukwila, Washington 98168 Project Overview: The proposed project site is a vacant lot 0.84 acres in size, as shown in Picture 1 in the Appendix. A few trees and brush exist at the south end of the property. The site is located at 14840 Tukwila International Boulevard in the City of Tukwila, Washington. The proposal is to construct a car wash and attending encompassing the majority of the site. The topography of the site consists of a level slope from the western boundary with Tukwila International Boulevard of proximately 3 to 4 percent or 120 feet, at which point the property drops at a rate approaching 20 percent as it meets the adjoining property. In discussions with the project's geotechnical engineer, we learned that there is a layer of outwash sand beneath an overlying fill of a medium density till. This soil type generally is poor for use as infiltration areas, although infiltration will be explored as the engineering design progresses. The full geotechnical report will be available during the design process. Task 1: Define and Map the Study Area The study area for the site extends upstream approximately 3,500 feet and approximately 1,000 feet downstream to Gilliam Creek. The upstream drainage area is about 20 acres, as shown as Exhibit A in the Appendix. This area consists of existing single- family dwellings, roads, driveways and landscaping. Also, some development has occurred where drainage /detention and water quality systems have been constructed. Flow leaving the site leaves as sheet flow in a westerly direction and eventually reaching the existing storm system in 42nd Avenue S. This flow then travels through the storm water system for a tenth of a mile where it joins a ditch heading south. This ditch eventually joins up with Gilliam Creek, which ultimately discharges into the Green River. The drainage system is shown on Exhibit B in the Appendix. 1 TUINV 00945 Task No. 2: Resource Review A review of the current information available through King County DDES has been performed regarding this project site. The project is within the Duwamish River /Green River Drainage Basin and Watershed area, thus the need for Level 2 flow. This will require the design and construction of an underground tank or vault located site near the eastern property line to be used for detention and water quality. The outfall would be connected to the existing storm drain system located on the north side of S. 150t Street. This storm system initially consists of a 12 -inch pipe. This pipe was visually inspected during the Field Inspection from the point at which we propose to tie in the storm drain from the project site to 42nd Ave S. The pipe appeared to be in good shape. Research with King County has shown there are a few drainage complaints within the downstream area (Exhibit C in the Appendix shows the locations, and the Appendix contains the relevant complaints). Further research with the City of Tukwila did reveal some complaints in the vicinity. After reviewing this information (included in the Appendix) and visiting the downstream areas, with further review, it appears that this proposal can be designed to reduce flows to a level below the existing. Additionally, infiltration will be fully investigated during the final design stage of the project. Task No. 3: Field Inspection: 1. Investigate any problems reported or observed during the resource review. None were observed. 2. Locate all existing/potential constrictions or lack of capacity in the existing drainage system. None were observed. 3. Identify existing/potential flooding problems. No potential or existing flooding problems were observed. 4. Identify existing/potential overtopping, scouring, bank sloughing or sedimentation. None were observed 5. Identify significant destruction of aquatic habitat or organisms. None were identified. 6. Note the date and weather conditions. The site was visited March 7, 2005. The weather was sunny and warm. Task No. 4: Drainage System Description and Problem Descriptions A filed review of the downstream area did not reveal any existing or potential problems other than noting that the Green and Duwamish Rivers provide Chinook habitat, shown in the Appendix as Exhibit D. This concern should easily be addressed using Level II Detention and basic water quality treatment. King County information available on -line has been included in the appendix. The upstream area consists mostly of developed single - family properties with either landscaped and or naturally vegetated areas and impervious surfaces such as roofs, 2 TUKW 00946 driveways, and decks. It appears that a portion of the flow is directed to individual drainage systems, which then direct flows into Tukwila's existing storm drain. Flows generally enter the site in the form of precipitation and leave the site heading westerly as sheet flow, crossing the neighbor's property before entering the storm drain system on 42nd Avenue S. From here, it appears to head into a gully that heads south under S 150th Street. This seasonal stream is undisturbed with native vegetation. It crosses under S 150t Street in a 3 ft. concrete pipe, which has a trash rack mounted on the upstream side. At S 150th Street a steel trashrack has been installed upstream of a 36" concrete. The outlet area has been lined with riprap and is depicted in the Appendix as Picture 2. South of this point, the channel flows into Gilliam Creek, which in turn flows into the Green River. Picture 3 in the Appendix shows Gilliam Creek near where the channel enters. Task No. 5: Mitigation of Existing or Potential Problems A combination Level 2 detention and basic water quality facility will provide the required stormwater quantity and control, reducing the peak runoff from the site. The Appendix includes output from the Western Washington Hydraulic Model to support this. 3 TUKW 00947 TUKW 00948 • • TUKW 00949 ap Output of 1 King. County Home News 1? http: / /www5. metrokc. gov /servleticom. esri. esrimap. Esrimap? S ervic.. Services iMAP - Stormwater Comments Search lCI 2001 King Calmly pk•.. .l J to Y. ® Thomas Brothers Map Page • SWS Drainage Studies • SWS Neighborhood Drainage Projects • SWS Regional Stommater Fealties • SWS Resklentol Stommater Facittiies • SWS Commercial Stor mater FaaTilies • — County Boundary Bow Lake' 1 Legend QKing County Water Resource Inventory Areas King County Drainage Basins Streets. trig'rxny Lakes and Large Rivers Streams The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. King County shall not be liable for any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profits resulting from the use or misuse of the information contained on this map. Any sale of this map or information on this map is prohibited except by written permission of King County. King County I GIS Center I News I Services I Comments I Search By visiting this and other King County web pages, you expressly agree to be bound by terms and conditions of the site. The details. TUKW 00950 tkoiso 5th 5141 rBouY■I>A, Z /Q /11AG 1 7•[Z D11R Send To Printer Back To Terra Server Change to 8.5x11 Print Size Show Grid Lines Change to Landscape IRUSRS 1 km NE of Riverton Heights, Washin ton, United States 01 July 1995 '34 vrE Image courtesy of the U.S. Geological Survey 1.25Mi re--) "rine. Mie-rnenfi- rnrnnr=f-inn Tearrrte of I leca Driutnems ExRIBIT B DIZAJAA44i pAr1re4 .../printimage.aspx?T=2&S=12&X=694&Y=6572&Z=10&P=1+1cm+NE+of+Riverton+Heights%2c+Washington%2o+United+States3/7/2005 IMap Output 1 of 1 King County Home News http://www5.metrokc.goviserylet/com.esriesrimap.Esrimap?Servic.. Services Comments iMAP - Sensitive Areas (all themes) ,ct oil\ I , I \ . ij 1\ .P"! , ., <,' I ls 1142Nojsif r 1 I . f I I tj>i I < Q. _ ce) ST,_ ..11!_f.... S 1.41611-f ST? _ > u) p S 1.48TH i zt - -- - -I-.1- x3 i-.1 0, si bra 11'. -.4 0 11 r cr . vi tu> _II 11. - - _ . 1.11S .150T HIST] _ < iI I IP4 P) r - --t4 1 1 .i. . ,.. 1 s 152ND Sid 1,,J18 _ vs ulv- i 1 ' Z.e_l__ 1-1-01).1,1r pENTIER;iitve 44.p Search ss 0),‘ 0 0 4 111L ,b 1 SAT tif t ST_ o .., S 158TH ST 43:4; k 1.11- I I . ..,,, • . S ;158TH ST .. - 1- S 1: 7.182ND ST\.\-, I A..., . . S164TKST, Y_I.1.1,.#11.. ' -0< S 166T.H SR , cf),, . 1- .1 z 'id 0 vs, w• 1 S 16- 9.--T:.i'S T • " % > • w > Si 68T HIST _ 41 . w. . . _ w ,3g1 ,„,LA-1- 1S. 17,0TH ST__ B xi , ra. ,...' >PA • 1—, 4) 1 - I i - - cei 1 1 62 t^-1 r7- Cl 2003 King County isSelected laical — County Boundary Streets noway (cam; ..,STRANDER BLVD :DJ 0' cn a/ , 5 2 1 to 0, >. 0 z o ' 1:31 Z 4 - Z rl ( a-I r 4./ 1 S 173RDNI i 1(1 • 0/ S 172ND FA. 14111111111111 Legend Melds LUCA Lakes and Large Rivers Streams 0 I 111 WIRD Drainage Complaints The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties, express or implied, as to accuracy, ,completeness, timeliness, or rights to the use of such information. King County shall not be liable for any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profits resulting from the use or misuse of the information contained on this map. Any sale of this map or information on this map is prohibited except by written permission of King County. King County I GIS Center I News I Services I Comments I Search By visiting this and other King County web pages, you expressly agree to be bound by terms and conditions of the site. The details. taTE4-1- SITE I TUKVV 00952 1 PI P1/1/1G A • 1 0 A 11 A 'dap Output King County Home News http://www5.metrokc.gov/servlet/com.esri.estimap.Esrimap?Servic.. Services - • - -• Comments iMAP - Sensitive Areas (all themes) I Search rCI 2X13 King County Streets riiqueac Mrair. to it> Fish and Ditch SAO Stream Onus I Cam 2 Pts•erizi Ciao :2 Sititoid Chum 3 Undossiioil Shoreline Management Designation Ca-tsmiralry (cant: NU. 0111111141 VA Bow Lake ir ft,'" Ll 11 q Legend Not.ra'. Rio Rtrzi.Cozenratty Wein" UcbiriRirti Lakes and Large Rivers Streams Sole Source Aquifer SAO Wetland SAO Landslide SAO Coal Mine SAO Seism* SAO Erosion Chinook Distribution • Sensitive Area Notice on Title WLRD Drainage Complaints Landslide Hazard Drainage Area crninirp tiazird The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. King County shall not be liable for any general, I special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profits resulting TUKW 00953 of 2 5FA,5 '11 Vi •Ae64.5 1/2/1ArK 1 .;2 PAK TUKW 00954 • Picture 1 The site viewed from Tukwila International Boulevard, looking east TUKW 00955 Picture 2 Downstream side of culvert under S 150th Street TUKVV 00956 Picture 3 Gilliam Creek near where the ditch running south empties into it, looking west from Southcenter Boulevard TUKW 00957 WLRD DRAINAGE COMPLAINTS TUKW 00958 MAR, 9. 2D05 9:43AM KING CO. WLRD Kin ��nty Water and Ind Resources )Division 201 S Jackson Si, Suite 600 Seattle, WA 98104-3855 FAX To: cc7.4j77 S?nild e4_ Pax:. gi:25-C78-173f131 Phone: NO. 1292 P. 1/11 for C nd 7FrAlefsv.'7 IMPORTANT LEVEL L:ANALXS'►S NOTE: W o not send copies of certain complaint types that arse ► 4t relevant such as BCW FIE and WQA, and we do not send CL . • types, See key below. Type S1, S2 and S3 will not be faxed due to size constraints. The following is a list of complaint types received by the Water and Land Resources Division Drainage Services Section. Complaint numbers beginning prior to 1990 -XXXX have been archived and are no longer in our possession. They can mill be retrieved, if necessary, but will take additional time and may not be beneficial to your research due to their age, development which has occurred, etc. If you are interested in reviewing the actual complaints, they can be pulled (time permitting) for your review. Copies can be obtained for $ .15 per page, and $2.00 per page for plans. r .c meta Rapist BM/ sosYeet•he Ono Weer tea. c» ahe EH Hedeeeemeeteo Bold Bolosaatnt Review IWMPasliway PDt IWM Fee Reeler Pig WNM Pone Hold .LS RR NDA WQC vms sat WQA WQO 31,51,!!43 lAvrea Runty Womb* Pavlov O Animas Q t WearQui* ibstaaemert Wane Quay Bogkeetlag Review Wow Quaky Audit Wow Quay —Omer Rogbaerkg Soda DCA rim tes DiJ3 DTA PIQ 141A IOW 1la/GI lama la4w SWF WQB WQD OAT R13�A NWD DeveloptontiCosotroodoa Ara • 1Dsoddsoeoaa Diane m stide dhMovement DianeTeellakal Auirr ce Podoogo — Omani *ay llriwsosose Acediedee Mehra Orsor • Flood* Mainnwtoe - Omni ldaianamoe -Meeiri • ]ieirteaaaae —Needs 1laianeaoa Weeds SWN1 good= Wow Quay —Best ldaaggemertPrelim Wow Query —bumps Nstr Quality —Bleb Cootie tiow SWMIs Scald Fee•eeat SwirlPooNow aroma • ' $ e h j e e t to M i l k D b d p t o t v e o g s i r e s m i s 1. Receipt Of wtittouregaest faranew.euts 2. Review erdi pwvd by F ooleudAS Atburors omoe TUKVV 00959 AR. 9.2005_, 9:43AM __KING CO. WLRD NO. 1292 P. 2/11 KING COUNTY DEPARTMENT OF PUBLIC WORKS SURFACE WATER MANAGEMENT DIVISION COMPLAINT INVESTIGATION REPORT' N TORE of COMPLAINT: Ddl. Roc d: LACATION:..G 4 M s. 1 4 .5'4;r7 gi4 KROLL Pd COUNCIL DIS7. "IDNHOIMI 24W- /257 SEC . TWP CoMPLAMVANT: ' Addrasl DETAILS OF COMPLAINT WORK a 22/4/./ 140 leatcteet144141i 441"• 01..A9.JQ 27/0 S mB s7. %+ if,ee,,,o-614a10434,4041aie ��,c ceetied-t.Zebaci a„g 90,f ,yooril a,x74, SEA alatce.orVNlakroK e8-0364 • COMPLAINT RECEIVED BY: Vb le r DETAILS OF INVESTIGATION: Sketch on reverse sides Yee pi, No t] Photos: Yelt_kNo Z 4.1444$ "e“-421 04,1,1 1002 k•shc. } 'ova.- Ake .464,0440 , fir , , olf 444si doiado ev1 gegoatsZA, 4 4,0 ftiti dr rti •;ei • ...� #i•� ma) OPIg It 4 . COMPLAINT INVESTIGATED BY: ACTION IAKEN: c,.,,,,t� t. -: k4 - %ni,,, +►e1t&.r: DATE: Z TUKW 00960 Complainant Du view- of action possible or taken)* Phone 0 Letter 0 - Pet�sonal Contaot O Complaint Action Handled By 03 0o 76tD at. Nunn orb: AR�9.2005a. 9 :44ANt..e...,KING CO. WLRD NO. 1292 KING COUEPARTMENT OF PUBLIC WORKS SURFACE WATERPVIAFTAGSMENT DIVISION COMPLAINT INVESTIGATION REPORT" NATURE or COMP .AINT; jtJp t° LQCATION: .� cOMPLAINANT; /g.l: ZO cY ®,ti,/ Roc's P. 3/11 SECZL7wP .AGE ± KROLL PG, 3 +_ .000NCIL csr. _ 8 PITON. NO. Addlrlar . p/5 _ a ' ' 44- A City a,el tale 4#p 'I /ir ! y4"O1"bRK x243 ddb DETAILS OF COMPLAINT. • 4••••••401r4•41 e- At0.d- .a,004. ter /LDzs P� 4 ,yam so Ci��/Yiy r/cr T *d /4!p s--r) re 6�b „4 �Ci C��” „set 8J,f. J✓a 4421#4t14-C , Gtvsi ' COMPLAINT RECFNED BY: DETAILS OF PN flGATIQN: Sketches . Wit Yee Nod Photos Yes) NQ ❑ gummy ON 5 IT‘ 3 /2-r 190. -- TERte ( LOUDott ALLED CUES 'T ttf4Y T04. LOHI'LL 4'Ke,4t4'4 Au-To Oler AILIN& -B I+o P 14A5 P6P{tAt"rrD 'fie►R 9.0.0411•5G t-c3T L.i.o. A P2204uT. SHE 45 SACS WATE4 II.I1ite BACK DF "me Letr I5 Felt I►.3 4- "T'H G Ler OPGN. T 44E3114■1 • SToR.M �loOp40 Ttfe. V1 C) EC) BI." St4e. TtttpaKS IIkE tte's" sttout_t]: 4'thdE Ci66$ REQu.eeD •Tb PUT- 04 PP Att -1A6E. T iefLE. i , k -So AN AV.[ 55 tetG 'pETwee.r4 n►.tGttSo2S 1.0%.&.) Nc> JtsA(31.-6 S-ToR1s.N.+Sy'S CN "1-4E 1..1Cu. IkSeiiALT i or PCT ''NINNY 1.1464 wake cAQ-S ?A R. 0 1 btitn►% *oar like LOT P4.41) PMW i4 P.iE 1} t 0 h sy sTorv► . kE 'iti1�C 6ORA9voA DLReerb Ttt6 WhT Rug off Tc Tt4E #'$■ Of- 'r11 -4 !LbuD04 + JL berg L TS. Tft►S 4 AtJ d.b pta2nK• S9 STEM 4NT Tf4 v't b o ANb :{VEAL (t3ur PPea¢S .Ta Cot4Ne cr 10 THE Ro 1 D '59 STrsth Pm S• l (00' ST; P+ D %' ie.. e+w y, so. :�2•� .) 544Ow5 KeMMIty S Au ro %.cT -PRe n YFt6 $P1/4-c -K bf+ t..oubohl S Tat -bErt it btu -- t.OLA:sot.I REAu-Ili Mot. -t-K6 R>5• 11.3 rI owr OF 1S 04i1 g Acrro, CtRGe-6 SHcwS c*.L OF -ritg Cfrit-Git BPrs tt l c -ru r4 S. COMPLAINT INVESTIGATED BY: S DATE 3(2 ire) ACTION TAKEN: Np F t CAE Foo P4 b 11.1 1;t i b5 I MEW cAop4Tet . oR RE/4115k .5/7126$0c- nits IS tN T416 GI Tt1 o' SEA-The, NO EL�e r�►IElV7 ►IU NiLEA ftsW. 7(45S4& & 715 G4� iTi4 COMPLbINANTo7 u e.o w»rg Com t.ii,rtitit/Arr -rrx -a r+6e THIS rS AN .1s5ue eerweraJ SEibt4gag s +5141/4-TA C.'5 Ibe.4s -P«.T[d►k 3I0l901,,A' mart advised of action possible orta1cen by:. Phone Letter ❑ Personal Contact 0 Complaint Action Handled By Closed: o3 TUKW 00961 r NO. 1292.P. 4/11€ 5, (o0" Sr !4 say. prs • Ai LA Eb4ep' OI .,w fi - 'bA SCMZS Ei.t.A 4 E kso R - -r6gRAI Sc 146 4-, g KCNtAN S him • berAjLtNcv ilf.D J TUKW 00962 MAR. 9. 2005_ 9:44AM _,_KING CO, WIRD_ NO. 1292 ..P. 5/11 KING COUNTY DEPARTMENT OF PUBLIC WORKS SURFACE WATER MANAGEMENT DIVISION COMPLAINT INVESTIGATION REPORT NATURE OF COMPLAINT: LOCATION: Addraa City State QETAILS OF COMPLAINT: TWPg&RGE PO COUNCIL DIST. PNONI No. HOME: WORK Seiv, to-aie) COMPLAINT RECEIVED BY: nte-rote ico) cieD DETAILS OF INVESTIGATION: ; Sketch on reverse eider Yee a No 0 Photos: Yes D No 0 palmy COMPLAINT INVESTIGATED BY:. AcnoN TAW* pet sue olsv.,,e44‘4„/ DATE: TUKW 00963 ; C o m p l a i n a n t advised of action possible or taken 0y: Phone O • Letter ❑ Personal Contact ❑ Complaint Action Handled By Closed: 7 -17— ft OK'd:. — Pio NAM %WAR. 9.2005 9:4001_112G.CLOD=......4m.Awr• r,"4016!Se vim/4mM 1292 6/11 'PSfrreitA, vyALLR ftlAtg__WFM, COMPLAINT INVESTIGATIoN REFiCIRT tilartwo..... • f••• .1. • OF COmPtAntr: - LOCknoNi:- 4/•• • WMPLA I NA NT; • • S■72.i;r16./ • SO, s f kui6FebbiS4tif'- 4,; 4)Are. A..?'` .9610.„,,,,, 4.7. • A-, 06-4;- ,e:- Ai A.//7. eal;••efte iettyW1_thState Zip_____ .. , 'maw r v46.14--7` (1.44410- /44, •6 ge:, J-7ef rip 4. rowe Awe 7‘.. /7, e•fic..- ;rap dive mAor wok' Ilir4a;/ I fyIL Xeste piaiMA00./ It ave. eared" 46e fre 4644e e" ‘osire .4.0r 0. • • .; , • : IcomPwaif ' • .":: f7- "- -- / f. — — • 0-7, • Z ..7014 " " • 7:."7 '.........." ■ • . .--1-1.-,•-ly ir-r--- r-v-irr-I-7,--It. r,..-.--,.,-- --e, -.-"----. ■•••••x-—,. • rr,--,-,... y .. INVESTUATION: . aide Yes)31 No 0 Photos: Yss)0 No 0 Visited the site and me Atteierffs-unitart0; -490; ' She had a large scrapbook of photos from the flood waters surrounding their house and entering their basement in the January 9, '90 storm event. Tkey have lived here approx- imately 3 years. January was the only time this has happened she said. The topographic maps show the two lowest water levels in the area to be just adjacent to their house to the West and directly north across S. 150th Street. I observed this to Match the contours in the field. The Sept. 1989 Flood Insurance Rate Maps only show this area as a lone X "Areas determined to be outside 500-year flood plain." The Sensitive Areas map does not show this'to be a significant wetland, nothing is Marked. I called her back with the FEMA phone numbers to report damage claims. There is a piped drainage system running from south to north in an easement on the west • side of their lot. At the northwest corner of their lot at S. 150th a catch basin grate with raised asphalt berms collects water frdm the low, area in the road, then transports it north across to a large swale. Water from east and west for a block in either direction is collected in 12* pipes which drain into this 18A that crosses S. 150th. ' 94 rant advlsod oriestiOn possible or •goPr; • 0;644%144Ni VT; 12; , ) nt Action Handlnd BY dlirLetteiti7 .4: in • . . e- • . '--AdeLderdaff!■%.■ ra !;1 " .1! 21:' %--.A.* Qv' I I I • .• • ..1121, • • .• was TUKVV 00964 MAR. 9.2005= 9:45A fr KING CO. WLRDi.#zL etc Z820 If 'I /i�r./ 1 1 f • f • NO. 1292 P. 1/11 f. 1 /,SQA S*. /r� �l lemumlnlimmra 26x5 TUKW 00965 MAR, 9.2005 9:45AM KING CO. WLRD NO. 1292 P. 8/11� �✓ KING COUNTY WATER AND LAND RESOURCES DrVI1ON DRAINAGE INVESTIGATION REPORT INVESTIGATION ATION REQUEST PROBLEM: MEASURE BEC BY: Ca fe Received from: OK'd • . TL t7/(7 Type Fl (DaY) C_______/ NAME: Richard Five. KC WLRD PHONE 2$$ -8335 AWWRESS: City 5G. -7aG. State Zip LOCATION OF r tOBLE, IF DIFFERENT: .6-4/96) T Access Permission Granted 0 Call Fort (Would Like To Be Present) (Eve) ScaaoCo f.,nn�n sFa iu eac o4 and �41t 1141) 13VVIAYLI/Ali Akte04;d1 Ckt- CpwAtuot. PjPdrz tvid cm/m.61,4lb Plat name Other . encies involved: r ,1 /4 S T R Parcel No. N41 55 /60 Kroll(13 i Tb.Bros: New Lot No: No field investi Block No: RDP R ?O : Citroen notified on by: phone letter in person t -� -off SP .-c l A,i p, A.Sel a,cyoP ,e, • Basinu . Cmcil District !3 City Charge No. Disr►osmoN: Turned to on J / by OR: No further action recommended because: L- ead agency has been notified: - Problem has been corrected. No problem has been identified. Prior investigation addresses problem: Sim Fitts N Private problem - NDAP will not consider because: Water n iginates onsite and/or on neighboring parcel. DATE CLOSED: 3 / VL 104 By TC Macaw Other (Specify): TU KW 00966 MAR. 9. 2005 9 :45AM KING CO. WARD KING C r-_ _. -- DeP of Natural Romano Waiter and Land Resource Division DRAINAGE INVESTIGATION !REPORT FIELD INVESTIGATION Total Lot size: Total Pervious: Total Impervious: Total Percentage: NAME NO, 1292P, 9/11 Oic : Ric hard ADDWit3S 54'" mote , (206)296-8335 ThPAG3 KROLL PAAM 332 DATE MAIN?. DIVISION — — xenra s -sB 59,514 Sq. Ft. 1.37 Ac. 11,293 Sq. Ft. al .26 Ac. 48,221 Sq. Ft. 1.11 Ac. 81% S 154th ST AC parking ■ Compact gravel! sop Gravel .parking Compact gravel/soli TUKW 00967 fMAR. 9. 2005 9:46AM KING CO. WLRD NO. 1292 P. 10 /11 )10 ‘45--°-6". PROBLEM: Ammar BY: Cs�attje Received from: NAME: Richard Rico, DRAINAGE INVESTIGATION REPORT INVESTIGATION REQUEST Type �... Dat : (Day) (__ -_.i (Eve) L_ KC Wi.RD PHONE 2964336 ADDRESS: City State LOCATION OF PROBLEM, IF DIFFERENT: S Zip Access Permission Granted 0 Call First Would t) Me To Be Presen El t 00/0fite) i6 ApAtelleoe, v . took-al C& (yfrixt . pama, tot (*Ad Plat name: Other codes involved: Lot No: No field imveati Block No: tired Parcel No. gay f ICrelt, i• ThHroa: New RDP Basin W,V Council District /3 City Charge No. ltsepo vx&' Citizen notified on by phone letter in person 20 17 ‘4404vaia.40 NAch-ONAACcol- vas sitittroole. Reim) D sPostrioN: Turned to on / / by • OR: No fiuther action recommended because: Lead agency has been notified: Problem has been corrected. No problem has been identified. Prior investigation addresaeiproble:n: SES Fnz ti Private problem - NDAP will not consider because: Water originates omits and/or on neighboring parcel. DATE CLOSED: 3 / �� / �T By: 4t-e- Menem Other (Specify): TUKW 00968 MAR. 9. 2005 9:46AM KING CO. WLRD KING 'COUNTY Department aadso vision DRAINAGE INVESTIGATION REPORT FIELD INVESTIGATION Phstorxasin NAME NO, 1292 P. 11 /11 1500 S 184"' ST ENE 6-8335 TB PACS 65505 KROLLPACE - 34? - t„n 10 -27 -03 )MINT. DIVISION NA )tl TIALS -SAE 1 -20-04 on site to determine if parcel # 4247800075 is residential or commercial. This property appears to be residential. No measurements were taken. See photos below. TUKW 00969 CITY OF TUKWILA DRAINAGE COMPLAINTS TU KW 00970 i %r' '05 11:20AM TUCWILA DCD /PW P.1/12 City of Tukwila Public Works Department/Engineering Division FAX TRANSMITTAL Fax Number: (206) 431 -3665 Fax Number: (425)378 -9404 ITotal # of pages transmitted, Sent by iocludiej this cover sheet: 12 l (initials): LAW ISubject: Respo setoRequestforAction Message/ Comments Sam, Attached are copies of RFA's that were received from 2000 to the present. It is suggested you contact Ryan Larson, Senior Engineer Surface Water, at (206)431 -2456 and John Howat, XVlaint. & Oper. Superintendent, Sewer/Surface Water at (206)433 -1864 for any complaints they may have received that didn't come in as an RFA. If you have any questions, feel free to contact me at (206)433 -7184. MawIla POW Woods Depamment_ COO S.w,*c mae►alvd 1110, Txkwdw, WA !8111 TUKW 00971 To: Sam Staatz Date: March 9, 2005 Title: From: Laurie Werle Com any: Tide: _ Permit Tech Dept: Division: Public Works Fax Number: (425)378 -9404 ITotal # of pages transmitted, Sent by iocludiej this cover sheet: 12 l (initials): LAW ISubject: Respo setoRequestforAction Message/ Comments Sam, Attached are copies of RFA's that were received from 2000 to the present. It is suggested you contact Ryan Larson, Senior Engineer Surface Water, at (206)431 -2456 and John Howat, XVlaint. & Oper. Superintendent, Sewer/Surface Water at (206)433 -1864 for any complaints they may have received that didn't come in as an RFA. If you have any questions, feel free to contact me at (206)433 -7184. MawIla POW Woods Depamment_ COO S.w,*c mae►alvd 1110, Txkwdw, WA !8111 TUKW 00971 tsar elfIRM .11.1200r1 B19 JZ r•ws 06S i01 e7P11 11A3.0LP DCD/Fo1 MINX: CITY OF QUEST FOR PUSLIIC 4253788404 P,2 /1?►. 2 P. 2/2 7 caMPatM SWUNG ADDREIIM d4 I4 •m A rM_ Rio' pima: r 3710.- 1140P PAZ l 37s-f INIG vL: s4 >ra a i.r„aMo4,-COO TINIS OF RECORDS YOU ARID REQ ° Bantling roue 1:1e rars� .sue am.. er remit it Parsaitigsje ° Leadi Vali& e %Omer: Ws /Oasitposr Otte Adams: 14000 'ru�t.,L.� l...r�ew.N.. PLZABX DZIIICIEBE 1111 y =CR DETAIL AS WOG PM OR *D COl ar: 1 ... p °quest Teasust lame B C2si WAT YOU ANS t ,ti Oar FAIRMIZZALORIX 18001 WOQVINIP r POMO::oa103s WILL $ RISPOININCD M s woineria IMIN war 42.27.3201. _ MOM will M wiaetaaset lose sac 1 ti" s 110 aa0 *PL.*. Nat alias fit 210 111r.. aasalot +�ebe ereei Msu 42.17.210) swat ays Meek Awe. R ob DAMS 1421:21EVIAD: DoT' =TEAL& �. . r'MAR 09 '05 11:20AM T1JGlILA DCD/PW w City of Tukwila REQUEST FOR ACTION P.3/12 ❑ CODE ENFORCEMENT ❑ FIRE DEPARTMENT D POI.tCE DEPARTMENT O PARKS/RECREATION .01)UB VMS - Engineering O PUB WKS • Utilities ❑ DOB - Planning Division O DQD - Building Division O KC ANIMAL CONTROL O CITY CLERK OFFICE ❑ my ATTORNEY 0 OTHER: REQUCS7'� 'FA FHe # P,' i - i2 Violation location -Street Address: ''� C ;, % ..., / `f . ! % Date received: / ��/ Desalbe location . (i.e., yard, behind :r a Nature of report: 0 Publk Safety ❑ Nuisance 0 Employee Safety l7 Other: w en ndi j Describe hazard/pro km in detail: ,.adYp ,/e Laafe /. relt - Z e ilk Ali" Zili ///i // . O .ffl' 4 SZ'•d j i _% y./o%yid '..71.5 ,j,i,i 'd • f Adibe s: r o Norm phone: Work phone: clly reslderd O Wont in ToluMla • ❑ Visitor ❑ City Employee - Dept: r, Request cooled? rEJ Yes 0 No Anonymity requested? O.Yes No Departnletl ACTION: Date: • Responding City Dgptt: _ -Comer► Date received: / ��/ nhre measures laka1 or assistance given lR' bone", eaahfa): - ji // / / '• ' ,.adYp ,/e Laafe /. relt - Z e ilk Ali" Zili ///i // . O .ffl' 4 SZ'•d j i _% y./o%yid '..71.5 ,j,i,i ( N , ,4 ti Date of response: //.?� hr.. Routing: White copy to Mayors office; 'yellow and pink copies to responding department r" TUKW 00973 MAR 09 '05 11:21AM TLKWILA DCD/PW dlty of 7uktvllm REQUEST FOR ACTION C FOR'JARD:TOT; ❑ CODE ENFORCEMENT ❑ FIRE DEPARTMENT ❑ POLICE DEPARTMENT O PARKS/RECREATION PUB WKS - Engineering PUB WKS - (lWRks ❑ DCD - Planting Division O DCD - Building Division P.4/12 ❑ KC ANIMAL CONTROL ❑ CITY CLERK OFFICE ❑ CRY ATTORNEY ❑ OTHER: ;REQUES RFA File # Violation Location -Street Address: 51.40 ,u. C&c&i 5idd f v3 L-r G— Describe Iocatio. on rear Yard, babied garage) l Date receiYveal_zG Corrective measures taken or assistance given (if None, e tptabd: . Nature of report: 0 Publk Safety O Employee Safely ❑ Other: ❑ Nuisance -n-fit--r Tun --w/ LA-- . DR-M WS Ai Tenant/Landlord/Owner Information Of known): p RtJi'rrr pKoPe-r j • Desatbe hazard/problem in detail: Ain -Pin Ar- - , ITm . ,,,r. .4A .-=. , Date of rg O Department: Date: ACTION Responding Oty f v3 L-r G— 1/1/d12k--S l Date receiYveal_zG Corrective measures taken or assistance given (if None, e tptabd: . -S_ . - xPi-ki tv, 'IL_ .2vS /e CL-E C) rTo/7 -1 -n-fit--r Tun --w/ LA-- . DR-M WS Ai 1k o f/0' p RtJi'rrr pKoPe-r j .0 Response by (name): , Date of rg O Routing: White copy to mayors office; yellow and pink copies to responding deportment TUKW 00974 MAR 09 'es 11:21AM TUCWILA City of Tukwila " REQUEST FOR Arum DCD/PW FOR WARD".TtO.; P.5 /12 ❑ CODE ENFORCEMENT /PUB WKS - eering ❑ FIRE DEPARTMENT ❑ PUB WKS - Utlptks ❑ POIKE DEPARTMENT ❑ DCD - PlannInE Division G PARKS/RECREATION O DCD - Building Division ❑ KC ANIMAL CONTROL G CRY CLERIC OFFICE G CRY ATTORNEY G OTHER: 'REQUEST; RFA File • POO / -P ? ( Violation Location - Street Address: 14811 42nd Ave. South Describe aUon • 'on ply: (le. rear yard, creek adjacent to sidewalk .rte: Nature of report; 6d Public Safety 0 Nuisance TenanULandford/Owner O Employee Safety 0 Other: Desabe hazard/problem hi detail: 441101111111111111161is the owner of land that includes a creek information Of known): owner ad jaceet to the sidewalk. It is environmentally protected aond regulated by the City. There is no barrier or fence around the creek. With the heavy rains now, the creek is about 4 or 5 feat deep, and 5 feet wide. The City installed a release valve. The City needs to come out and open it to slow the water level, This mode to be monitored and on a regular schedule so41111111MMINPdcesn't have to came in every time it rains or snows. He said kids play And slide down the embankment and could drown in the ds% Mater. I'll also mentioned an issue regarding a fence that 'apparently Name: ommilmai City resident Worts in Tukwila VIsIor uty Employee - Dept: Home phone: diallar REQUEST TAKEN BV:-. Work phone; ymity requested? Yes A. No Name: Alice ji..,y ACTION. Department: Public Werke Date: 11-14 —Ole Respondng City Department: Public works Corrective measures taken or assistance Given Of `None, explain): see letter attached Date received: Response by (name): itaon Sven rth Date of response: 12-1 Routing: White copy to Mayors office; yellow and pink copies to responding department TUKW 00975 MAR 09 '05 11 :21AM TUMILA DCD/PW City of Tukwila December 3, 2001 Department o f Public Works P.6/12 Steven M. Mullet, Mayor James F. Morrow, RE., Director Subject: Request for Action Dear I have reviewed your drainage concern with John Nowat, the City's Maintenance Superintendent for Surface Water, and he assured me that the drainage structure Immediately downstream of your property was functioning properly on November 14". This structure works by diverting high-flows from the stream channel east of 421 Ave. South into the water quality ponds on 42" Ave. South. This bypass removes some of these peak flows that reducing the backwater within the stream on your property. Even with this bypass worsting, water will become 4 - 5 feet deep upstream of this structure during heavy rums. This backup is the result of the high peak flows combined with undersized culverts. Increasing the capacity of these culverts would.alleviate the ponding upstream of the control structure but would increase the peak flows down stream. Any increase in down stream flows will result in increased erosion and sedimentation problems and may lead to flooding. Since elevated water level within the stream channel is not causing any flooding problems, no changes to the downstream drainage system are warranted at this time. As for the installation of the fence between your property and 42" Ave. South, last August the City made numerous auempts to contact you through various means including telephone calls, a visit to your home, an email to your church, and finally a certified letter to your home, all of which went unanswered. At that point the City was forced to remove the project from our 2001 project list. If you are still interested in working with the City to complete this work, please contact us so we can determine when we will be able to complete this project. Other sites have been scheduled for the 2002 construction season so this project may have to wait until the 2003 season. If you have any questions or concerns on this issue, please call me at (206) 433 -0179. Sincerely, . Larson, P.E. Senior Engineer REC.ad 6300 Southcenter Boulevard Suite #100 • rukwiia, Washington 98188 • Phone: 206.433 -0179 • Fax: 206.431 -3665 TUKW 00976 • REQUESTTAKEN: BY: ACTION . .1 Responding City Department :/r/ Mite T ,./D?-- . Corrective measures taken or assistance given (if "None'. explain): _`- e 70`5,Z% r' _ Date of resp/ Response by (namej j %', /�/ i7 ftoytng: White copy to Mayor's office; yellow and pink copies to responding department TUKW 00977 MAR 09 '05 11:22AM TUCWILA DCD/PW RFA #PW02 -053 and PW02 -063 P.8/12 A new storm drainage system from 37'x' Place S. (private roadway) to S. 1546 Street was installed as part of the 2002 Small Drainage Project (Site #2). This project connected the Woodside Apartments to the City System to alleviate downstream problems. The OM were contacted on two occasions after this project was complete to determine if they still had a problem. The first time I was told that they had not had any trouble since the improvements were done. The second inquiry through' email went unanswered. No further action required. TUKW 00978 09 '05 11:22AM TLKWILA DCD/PW • City of T/%wi/df REQUEST FOR ACTION loop -naa REQUEST' RFA pie # •FORIVARII) (O;# Violation Location-5tred Address: • (g2. 3, v �s Nature of report' , fl Publk Safety/ 0 Nuisance Tenant/Landlord/Owner • © 'Employee Safety* • fi' other: Desarlbe hnard/pmblern in detail: NEILNbc+L IS cotiLEaN�.r� 1 ,au1 STE.L D'1 1A M a \4Mtrt o CODE ENFORCEMENT U EIRE DEPARTMENT U POUCE DEPARTMENT O PARKS/RECREATION 0 PUB WKS- © PUB WKS - Utiltles 0 DCD - Planning DI�tion o DCD - Building Division P.9/12 G KC ANIMAL CONTROL o CRY CLERK OFFICE U CITY ATTORNEY OTHER: -- Describe location on proptrtY: ().e., rear yard, behind garage) information Of known): D146.*Netlue, NEleNseci s IIL.c r tDl Fi��)M _�4rJ UKJO 6.11 NND UNIWcv»J - W A'IEIL I $ ai t*Ini»JG• 'WILD S s +k} ttr45 /4 N \sl4 , , s i-r F'xin. • • ACTION' Res g City Department: Date received: Corrective measures taken or assistance given (if 'None-, explain): Response by (name): Date of response: Routing: ate copy to Mayor's office; Yellow and pint( as to responding deportment TUKW 00979 MAR 09 '05 11:23AM TUKWILA DCD/PW P.10/12 RFA #PW02 -053 and PW02 -063 A new storm drainage system from 37'6 Place 3_ (private roadway) to S. I 54th Street was installed as part of the 2002 Small Drainage Project (Site #2). This project connected the Woodside Apartments to the City System to alleviate downstream problems. The 'were contacted on two occasions after this project was complete to determine if they still had a problem. The first time I was told that they had not had any trouble since the improvements were done. The second inquiry through email went unanswered. No further action required. TUKW 00980 7. MAR 09 '(15 11 :23AM TUCWILA DCD/PW >RE :uUFST; Otp•of Tukwila REQUEST FOR ACTION F(IRW4Rago, P.11 /12 O COOP: ENFORCEMENT O FIRE DEPARTMENT O POLICE DEPARTMENT O PARKS/RECREATION 2. O PUB �+Aetng O PUB WIG - Utiitks D DCD - Planning Division 0 DCO - Budding DMsiott O KC ANIMAL CONTROL O CITY CLERK OFFICE O CITY ATTORNEY O OTHER: tltt"A Foe * "violation Location- Street 5631 S 149th St — Describe location on Pro PertY: front ge, r behind pram) Maitre of report:. 0 1Pubik Safety ' 0 Nubance 0 Employee Suety ER Other: property Dame Tenant/Landlord/Owner Mfornwdon Of known): WNW Describe hazard/problem in diced: ' r+eports that the City- iaetalled berm at his neighbor's house , (5631 5 149th Ste uphill) has deteriorated. 95% of the water runts darn into AIM properly (5625 S 149th St) and into hie beenment:. Se raquoetae the berm be repaired as soon as possible. ..e4rri oii'7?/, y.sed 5 EP s TED BY: Nance: jusir Address: SONNION Work phone: i3 Ctry resident 0 Work in T*wtIa 0 Visitor ❑ City Employee - Dept: Request contact? IN Yes O No Anonymity requested? 0 Yes LAS No ACTION i Date: 10 -21-03 Responding City Department: fiV Date received ikll }� I 0 3 ____ Corrective measures taken or assistance given Of 'None•. exptaM►: ANEW 77, 77/y i4VJ/✓lfiode ' . 45 -.snf/ r4/iv & _ ..e4rri oii'7?/, y.sed 5 Response by (name): Date of respo�e Routing: White copy to Mayor's office; yellow and pink n,r_ to responding department TU KW 00981 MAR 09 '05 11:23AM TUCWILA DCD/PW r Qty of Tukwila REQUEST FOR ACTION EOR.11/lRf jTO' P.12/12 ❑ CODE ENFORCEMENT ❑ RRE DEPARTMENT 0 POLICE DEPARTMENT ❑ PARKS/RECREATION o PUB WKS - Engineering O PUB WKS • Utilities O DCD - Planning Division O DCD •'funding Division D KC ANIMAL CONTROL o CITY cunt( OFFICE O CITY ATTORNEY O OTHER: RPA Nte 0 P F: Afros -O Violation Location -Street Address: 5631 5 149th St Describe location on property: front • p.e., tear Yard, . behind Nature of report: 0 Publk Safety ❑ Nuisance O Employee Safety (2 Other: p - -a.= ... ._ . e enantMndlord/Owner Information (If known): owner Describe hazard/problem in detail: Mr. Ford reports that the City - installed berm at his neigh's house (5631 S 149th St, uphill) has deteriorated. 95% of the water runs down into Mr. ., Ford's property (5625 S 149th St) and into his basement. He requests the berm be repaired as soon as possible. '- • REPORTED EY Name: • Gary Ford ® City resident ❑ Work in Tukwila 0 Vtsftor D City Employee - Dee: Address: 5625 S 149th St, Tukwila, WA Request contact? IN Yes O No ome phon 206- 276 - 453 Work �M: • Anonymity requested? 0 Yes , la No Department: Public Works [Date: 10 -21-03 ACTION flag ay Department : . ?.78L /4. ,, t;ar ms,wv- Date received: ,o_ "'S`Qa Corrective measures taken or assistance given Of 'None, explain): '- t' .5 „ •e ' r e � � c.�• C..G. 1 h4- ,/t Zed:. be /7- 4, Al.•rd _/jC /.lore¢ dGe.A?. ' I Response by (Hamel: . 1Date of response: /c �' r �— Routing: White copy to Mayor's office: yellow and pink copies to responding deportment TUKW 00982 WESTERN WASHINGTON HYDRAULIC MODEL OUTPUT TUKW 00983 WESTERN WASHINGTON HYDROLOGY MODEL V2 PROJECT REPORT Project Name: Site Address: City Report Date : Gage Data Start . Data End Precip Scale: Northfield Car Wash 14840 Tukwila Int'l Blvd Tukwila 2/24/2005 Seatac 1948 1998 1.00 PREDEVELOPED LAND USE Basin Basin 1 Flows To Point of Compliance GroundWater: No Land Use Acres SATURATED GRASS: 0.814 DEVELOPED LAND USE Basin Basin 1 Flows To Pond 1 GroundWater: No Land Use SATURATED GRASS: IMPERVIOUS: Acres 0.027 0.787 RCHRES (POND) INFORMATION Pond Name: Pond 1 Pond Type: Trapezoidal Pond Pond Flows to : Point of Compliance Pond Rain / Evap is not activated. Dimensions Depth: 7ft. Bottom Length: 15.21ft. Bottom Width : 15.21ft. Side slope 1: 3 To 1 Side slope 2: 3 To 1 Side slope 3: 3 To 1 Side slope 4: 3 To 1 Volume at Riser Head: Discharge Structure 0.167 acre -ft. TUKW 00984 Riser Height: 6 ft. Riser Diameter: 18 in. NotchType Rectangular Notch Width : 0.000 ft. Notch Height: 0.000 ft. Orifice .1 Diameter: 0.665 in. Elevation: 0 ft. Orifice 2 Diameter: 1.22 in. Elevation: 4.802 ft. Orifice 3 Diameter: 0.74 in. Elevation: 5.3 ft. Pond Hydraulic Table Stage(ft) Area(acr) Volume(acr -ft) Dschrg(cfs) Infilt(cfs) 320.0 0.005 0.000 0.000 0.000 320.1 0.006 0.000 0.003 0.000 320.2 0.006 0.001 0.005 0.000 320.2 0.006 0.001 0.006 0.000 320.3 0.007 0.002 0.006 0.000 320.4 0.007 0.002 0.007 0.000 320.5 0.007 0.003 0.008 0.000 320.5 0.008 0.004 0.009 0.000 320.6 0.008 0.004 0.009 0.000 320.7 0.009 0.005 0.010 0.000 320.8 0.009 0.006 0.010 0.000 320.9 0.010 0.006 0.011 0.000 320.9 0.010 0.007 0.011 0.000 321.0 0.010 0.008 0.012 0.000 321.1 0.011 0.009 0.012 0.000 321.2 0.011 0.009 0.013 0.000 321.2 0.012 0.010 0.013 0.000 321.3 0.012 0.011 0.013 0.000 321.4 0.013 0.012 0.014 0.000 321.5 0.013 0.013 0.014 0.000 321.6 0.014 0.014 0.014 0.000 321.6 0.014 0.015 0.015 0.000 321.7 0.015 0.017 0.015 0.000 321.8 0.015 0.018 0.016 0.000 321.9 0.016 0.019 0.016 0.000 321.9 0.017 0.020 0.016 0.000 322.0 0.017 0.022 0.017 0.000 322.1 0.018 0.023 0.017 0.000 322.2 0.018 0.024 0.017 0.000 322.3 0.019 0.026 0.017 0.000 322.3 0.020 0.027 0.018 0.000 322.4 0.020 0.029 0.018 0.000 322.5 0.021 0.030 0.018 0.000 322.6 0.022 0.032 0.019 0.000 322.6 0.022 0.034 0.019 0.000 322.7 0.023 0.036 0.019 0.000 322.8 0.024 0.037 0.019 0.000 322.9. 0.024 0.039 0.020 0.000 323.0 0.025 0.041 0.020 , 0.000 323.0 0.026 0.043 0.020 0.000 323.1 0.026 0.045 0.020 0.000 323.2 0.027 0.047 0.021 0.000 323.3 0.028 0.049 0.021 0.000 323.3 0.029 0.052 0.021 0.000 323.4 0.029 0.054 0.021 0.000 323.5 0.030 0.056 0.022 0.000 TUKW 00985 323.6 323.7 323.7 323.8 323.9 324.0 324.0 324.1 324.2 324.3 324.4 324.4 324.5 324.6 324.7 324.7 324.8 324.9 325.0 325.1 325.1 325.2 325.3 325.4 325.4 325.5 325.6 325.7 325.8 325.8 325.9 326.0 326.1 326.1 326.2 326.3 326.4 326.5 326.5 326.6 326.7 326.8 326.8 326.9 327.0 0.031. 0.032 0.032 0.033 0.034 0.035 0.036 0.037 0.037 0.038 0.039 0.040 0.041 0.042 0.043 0.044 0.045 0.046 0.047 0.048 0.049 0.050 0.051 0.052 0.053 0.054 0.055 0.056 0.057 0.058 0.059 0.060 0.061 0.062 0.063 0.065 0.066 0.067 0.068 0.069 0.070 0.072 0.073 0.074 0.075 0.058 0.061 0.063 0.066 0.069 0.071 0.074 0.077 0.080 0.083 0.086 0.089 0.092 0.095 0.098 0.102 0.105 0.109 0.112 0.116 0.120 0.124 0.127 0.131 0.135 0.140 0.144 0.148 0.152 0.157 0.162 0.166 0.171 0.176 0.181 0.185 0.191 0.196 0.201 0.206 0.212 0.217 0.223 0.229 0.234 0.022 0.022 0.022 0.023 0.023 0.023 0.023 0.024 0.024 0.024 0.024 0.024 0.025 0.025 0.025 0.025 0.031 0.038 0.042 0.046 0.049 0.052 0.054 0.060 0.064 0.067 0.070 0.073 0.076 0.078 0.081 0.083 0.337 0.889 1.620 2.492 3.485 4.587 5.787 7.078 8.453 9.909 11.44 13.04 14.72 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ANALYSIS RESULTS Flow Frequency Return Periods for Predeveloped Return Period Flow(cfs) 2 year 0.051643 5 year 0.096304 10 year 0.122626 25 year 0.150105 TUKW 00986 50 year 0.166494 100 year 0.179854 Flow Frequency Return Periods for Developed Unmitigated Return Period Flow(cfs) 2 year 0.198378 5 year 0.241075 10 year 0.26866 25 year 0.303068 50 year 0.328512 100 year 0.35388 Flow Frequency Return Periods for Developed Mitigated Return Period Flow(cfs) 2 year 0.033634 5 year 0.054077 10 year 0.071512 25 year 0.098725 50 year 0.123271 100 year 0.15194 Yearly Peaks for Predeveloped and Developed- Mitigated Year Predeveloped Developed 1949 0.075 0.024 1950 0.132 0.036 1951 0.142 0.120 1952 0.052 0.023 1953 0.030 0.024 1954 0.077 0.025 1955 0.111 0.053 1956 0.087 0.043 1957 0.028 0.032 1958 0.061 0.025 1959 0.053 0.025 1960 0.087 0.079 1961 0.061 0.025 1962 0.004 0.022 1963 0.035 0.025 1964 0.075 0.025 1965 0.064 0.036 1966 0.031 0.024 1967 0.113 0.045 1968 0.048 0.024 1969 0.072 0.025 1970 0.033 0.025 1971 0.058 0.038 1972 0.134 0.066 1973 0.067 0.024 1974 0.051 0.024 1975 0.075 0.048 1976 0.066 0.030 1977 0.011 0.023 1978 0.026 0.030 1979 0.036 0.022 1980 0.013 0.069 1981 0.036 0.023 TUKW 00987 1982 0.074 0.082 1983 0.045 0.039 1984 0.057 0.023 1985 0.012 0.025 1986 0.027 0.074 1987 0.072 0.082 1988 0.005 0.023 1989 0.019 0.022 1990 0.127 0.083 1991 0.138 0.082 1992 0.017 0.024 1993 0.007 0.024 1994 0.003 0.021 1995 0.052 0.045 1996 0.144 0.080 1997 0.088 0.140 1998 0.043 0.025 Ranked Yearly Peaks for Predeveloped and Developed - Mitigated Rank Predeveloped Developed 1 0.1419 0.1202 2 0.1381 0.0827 3 0.1341 0.0824 4 0.1319 0.0824 5 0.1267 0.0821 6 0.1132 0.0796 7 0.1109 0.0787 8 0.0875 0.0741 9 0.0866 0.0686 10 0.0866 0.0656 11 0.0770 0.0529 12 0.0754 0.0481 13 0.0753 0.0453 14 0.0753 0.0446 15 0.0736 0.0432 16 0.0725 0.0393 17 0.0720 0.0376 18 0.0669 0.0359 19 0.0657 0.0356 20 0.0644 0.0324 21 0.0610 0.0303 22 0.0609 0.0296 23 0.0580 0.0253 24 0.0569 0.0253 25 0.0528 0.0250 26 0.0522 0.0250 27 0.0521 0.0249 28 0.0512 0.0247 29 0.0477 0.0247 30 0.0451 0.0247 31 0.0426 0.0246 32 0.0364 0.0246 33 0.0359 0.0244 34 0.0351 0.0244 35 0.0327 0.0242 36 0.0314 0.0242 TUKW 00988 37 0.0300 0.0241 38 0.0282 0.0240 39 0.0274 0.0235 40 0.0265 0.0235 41 0.0191 0.0234 42 0.0172 0.0234 43 0.0130 0.0233 44 0.0119 0.0229 45 0.0105 0.0228 46 0.0073 0.0223 47 0.0052 0.0222 48 0.0037 0.0220 49 0.0032 0.0209 1/2 2 year to 50 year Flow(CFS) Predev Final Percentage Pass /Fail 0.0258 979 823 84.0 Pass 0.0272 898 759 84.,0 Pass 0.0287 811 715 88.0 Pass 0.0301 743 669 90.0 Pass 0.0315 682 628 92.0 Pass 0.0329 641 595 92.0 Pass 0.0343 596 563 94.0 Pass 0.0358 562 537 95.0 Pass 0.0372 530 509 96.0 Pass 0.0386 489 478 97.0 Pass 0.0400 453 450 99.0 Pass 0.0415 422 415 98.0 Pass 0.0429 393 385 97.0 Pass 0.0443 368 363 98.0 Pass 0.0457 344 338 98.0 Pass 0.0471 332 321 96.0 Pass 0.0486 310 296 95.0 Pass 0.0500 286 285 99.0 Pass 0.0514 267 260 97.0 Pass 0.0528 245 240 97.0 Pass 0.0542 232 225 96.0 Pass 0.0557 224 216 96.0 Pass. 0.0571 218 203 . 93.0 Pass 0.0585 206 188 91.0 Pass 0.0599 194 181 93.0 Pass 0.0613 181 175 96.0 Pass 0.0628 171 166 97.0 Pass 0.0642 163 153 93.0 Pass 0.0656 153 142 92.0 Pass 0.0670 146 130 89.0 Pass 0.0684 134 116 86.0 Pass 0.0699 124 105 84.0 Pass 0.0713 119 96 80.0 Pass 0.0727 114 87 76.0 Pass 0.0741 105 73 69.0 Pass 0.0756 90 61 67.0 Pass 0.0770 83 48 57.0 Pass 0.0784 80 35 43.0 Pass 0.0798 77 27 35.0 Pass 0.0812 74 19 25.0 Pass TUKW 00989 0.0827 65 9 13.0 Pass 0.0841 60 7 11.0 Pass 0.0855 55 7 12.0 Pass 0.0869 49 7 14.0 Pass 0.0883 44 7 15.0 Pass 0.0898 44 7 15.0 Pass 0.0912 43 7 16.0 Pass 0.0926 43 7 16.0 Pass 0.0940 43 7 16.0 Pass 0.0954 39 7 17.0 Pass 0.0969 36 6 16.0 Pass 0.0983 34 6 17.0 Pass 0.0997 32 6 18.0 Pass 0.1011 30 5 16.0 Pass 0.1026 29 5 17.0 Pass 0.1040 28 5 17.0 Pass 0.1054 27 5 18.0 Pass 0.1068 25 4 16.0 Pass 0.1082 23 3 13.0 Pass 0.1097 21 3 14.0 Pass 0.1111 16 3 18.0 Pass 0.1125 16 3 18.0 Pass 0.1139 14 3 21.0 Pass 0.1153 13 3 23.0 Pass 0.1168 11 3 27.0 Pass 0.1182 11 3 27.0 Pass 0.1196 10 3 30.0 Pass 0.1210 9 2 22.0 Pass 0.1224 9 2 22.0 Pass 0.1239 8 2 25.0 Pass 0.1253 8 2 25.0 Pass 0.1267 8 2 25.0 Pass 0.1281 7 2 28.0 Pass 0.1295 7 2 28.0 Pass 0.1310 7 2 28.0 Pass 0.1324 5 2 40.0 Pass 0.1338 5 2 40.0 Pass 0.1352 4 2 50.0 Pass 0.1367 3 1 33.0 Pass 0.1381 3 1 33.0 Pass 0.1395 2 1 50.0 Pass 0.1409 2 0 .0 Pass 0.1423 1 0 .0 Pass 0.1438 0 0 .0 Pass 0.1452 0 0 .0 Pass 0.1466 0 0 .0 Pass 0.1480 0 0 .0 Pass 0.1494 0 0 .0 Pass 0.1509 0 0 .0 Pass 0.1523 0 0 .0 Pass 0.1537 0 0 .0 Pass 0.1551 0 0 .0 Pass 0.1565 0 0 .0 Pass 0.1580 0 0 .0 Pass 0.1594 0 0 .0 Pass 0.1608 0 0 .0 Pass 0.1622 0 0 .0 Pass TUKW 00990 0.1637 0 0 .0 Pass 0.1651 0 0 .0 Pass 0.1665 0 0 .0 Pass Water Quality EMP Flow and Volume. On -line facility volume: 0.0428 acre -feet On -line facility target flow: 0.0219 cfs. Adjusted for 15 min: 0 cfs. Off -line facility target flow: 0.0625 cfs. Adjusted for 15 min: 0 cfs. program and accompanying documentation as provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by the user. AQUA TERRA Consultants and the Washington State Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall AQUA TERRA Consultants and /or the Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the user of, or inability to use this program even if AQUA TERRA Consultants or the Washington State Department of Ecology has been advised of the possibility of such damages. TUKW 00991 > %; CEV Creative E ineering Options, 1 A firm practicing in the geosciences March 4, 2005 Mr. Andy Berg c/o Magellan Architects 15600 Redmond Way Suite 101 Redmond, Washington 98052 Subject: Dear Mr. Berg: Preliminary Geotechnical Recommendations Proposed Car Wash Facility 14840 Tukwila International Boulevard Tukwila, Washington 05 -2612 As requested, this letter provides our preliminary recommendations for the design and construction of the proposed car wash facility at the subject site. All of the foundation recommendations are based on the presumption that the foundation, floor area, and pavement area subgrades will be carefully and thoroughly redensified, or will comprise a compacted structural fill pad. This means that the compactor, probably a vibratory steel drum roller, will make a minimum of four passes over the subgrade. [One pass is considered to be a single passage of the compactor, forwards and backwards, over the same strip of subgrade.] We recommend using the following geotechnical parameters for foundation and floor slab design. • Minimum recommended width of continuous footing = 18 inches TUKW 00917 5418 1 59th Place NE, Redmond, WA 98052 • 425/883 -6889 • fax 425/867 -9664 • www.ceogeo.com • • Preliminary Geotechnical Recommendations 05 -2612 Tukwila Car Wash Facility March 4, 2005 • Minimum recommended depth of footing = 24 inches burial below lowest adjacent exterior grade • Maximum estimated foundation settlement = < 3/4 inch • Maximum estimated differential settlement = < 3/8 inch along half building length • Maximum allowable soil bearing pressure = 2,500 psf for continuous or column footings in compacted fill • Maximum allowable soil bearing pressure = 3,000 psf for continuous or column footings in redensified native soil • Vertical modulus of subgrade reaction for = 510 pci concrete slab -on -grade floor design for redensified native subgrade soil • Vertical modulus of subgrade reaction for = 275 pci concrete slab -on -grade floor design for compacted structural fill pad • Active equivalent fluid weight acting on = 60 pcf wall "fixed" against rotation [distribute as triangular load over full wall height] • Active equivalent fluid weight acting on = 40 pcf wall free to rotate more than 0.001 times the wall's free standing height [distribute as triangular load over full wall height] • Passive equivalent fluid weight of soil = 270 pcf [includes 1.5 factor of safety] - neglect upper 1 foot in design • Coefficient of frictional resistance = 0.26 [includes 1.5 factor of safety] Page 2 TUKVV 00918 • • Preliminary Geotechnical Recommendations 05 -2612 Tukwila Car Wash Facility March 4, 2005 Page 3 If there is insufficient lateral resistance available in the form of passive pressure and /or frictional resistance between the subgrade and the concrete foundations and floor slab, it is likely that a deeper foundation shear key will be required to develop additional passive resistance. Another element to be considered in design is that of the 2003 IBC seismic design parameters. For this site we recommend using the following: • Site profile [Table 1615.1.1] - very dense = Type C soil or soft rock [upper 100 feet of profile] • Site coefficient Fa for spectral response acceleration at short periods [Ss > 1.25] • Site coefficient Fv for spectral response acceleration at 1- second period [Si > 0.5] • 0.2 second spectral acceleration with 10% probability of exceedance in 50 years 1.0 1.3 0.65g • Peak acceleration with 10% probability of = 0.25g exceedance in 50 years • Potential for site liquefaction during an = low to earthquake of up to Magnitude 7.0. negligible • Maximum estimated liquefaction related = < 1/8 inch settlement of thy soil during Magnitude 7.0, or less, earthquake • Maximum estimated liquefaction related = < 1/64 inch differential settlement of dry soil during Magnitude 7.0, or less, earthquake We understand that a relatively low wall may also be required along the eastern edge of the site and that this may be between three and four feet in maximum free standing height. Because this edge of the site will comprise almost entirely of a • Preliminary Geotechnical Recommendations 05 -2612 Tukwila Car Wash Facility March 4, 2005 • Page 4 compacted structural fill the use of a mechanically stabilized earth [MSE] wall lends itself to the project. We recommend using a Keystone "Compac" block in combination with a Heusker Fortrac 35/20 -20 geogrid reinforcement material. For a three foot high wall the total height will be 3' - 6" with the basal block almost entirely buried. One layer of geogrid reinforcement will ne necessary and will be located two blocks and a capstone down from the top of the wall. This geogrid should be a minimum of 6' - 6" long and must be installed with the materials' "machine" direction perpendicular to the wall. A four foot high wall requires two layers of geogrid, the lower layer located at 1' - 4 " up from the base and the second layer at 3' - 4" up from the base. These geogrid layers should have a minimum length of 5' - 0" [lower] and 7' - 0" [upper]. This preliminary design is capable if supporting a periodic. But repeated, traffic loading along the upper area above the wall. The on -site fill soils are considered suitable for re -use as a compacted structural fill AFTER appropriate moisture conditioning. All fill soils should be placed with a moisture content of about two points above the materials' Optimum Modified Proctor moisture content. If the soils are wetter than this they should be periodically scarified and aerated until the moisture content achieves a desirable value. All fill should be placed on a series of flat and level "benches" cut into the sites' sloping surface. We recommend that the structural fill be placed in loose lifts not exceeding ten (10) inches in thickness and that each lift be compacted to no less than 95% of the material's maximum Modified Proctor dry density. Backfill within five feet of a wall need only be compacted to 92% of the maximum Modified Proctor dry density. Al structural fill should be tested in -situ with a nuclear density testing gauge to verify the degree of compaction being achieved. All foundations and buried wall must be provided with a suitable drainage control system. Foundations should have a four inch diameter perforated, smooth- walled, plastic drain pipe bedded on and surrounded by a fines -free washed rock or pea gravel. The drain pipe should be installed at, or slightly below the bottom of the foundation and with sufficient gradient to initiate gravity flow. Any buried wall will require that the drain extend up the full "buried" height of the wall. It is also appropriate to employ a geocomposite such as Miradrain, Delta -Drain or Ameridrain for this purpose, but it must be installed in strict accordance with the manufacturer's specifications. The native subgrade soils are considered to comprise a "fair" condition, particularly after controlled redensification. The compacted structural fill subgrade is also • Preliminary Geotechnical Recommendations 05 -2612 Tukwila Car Wash Facility March 4, 2005 Page 5 considered to be a "fair" subgrade. For this condition we presumed that the facility would comprise either "parking lot" or "residential street" conditions and that the pavement would be subjected to about five hundred (500), or less, vehicles per day. On this presumption we recommend that the paved area of this facility comprise a Class "B" asphalt pavement that meets the following minimum criteria: • Minimum recommended thickness of = 3 inches Class "B" asphalt surfacing • Minimum recommended thickness of = 4 inches crushed rock base • Minimum recommended degree of [fill] = 95% of Modified subgrade compaction Proctor As an alternative it is also acceptable to employ an Asphalt treated Base [ATB] in lieu of a crushed rock base. The ATB should be expected to provide a flat and level "hard wearing" surface during construction. In this case we recommend the following minimum design criteria: • Minimum recommended thickness of = 2 inches Class "B" asphalt surfacing • Minimum recommended thickness of = 3 inches ATB base It is crucial that any subgrade, native or fill, must be carefully and thoroughly redensified before any crushed rock or ATB base material is. installed. As mentioned earlier, redensification maybe achieved by having the compactor make four passes over the subgrade. [One pass is a passage of the compactor, forwards and backwards, over the same strip of subgrade.] Although these recommendations are described as being "preliminary" this is because they are not presently contained within the final report. These recommendations are unlikely to change and may be considered to be essentially S Preliminary Geotechnical Recommendations 05 -2612 Tukwila Car Wash Facility March 4, 2005 Page 6 the final recommendations for design purposes. We trust that this information is sufficient to allow you, and the structural engineer, to proceed with design. Should you have any questions, or if we can be of any additional assistance, please call. Very truly yours, CREATIVE ENGIN TIONS, INC. Glen Mann, President 20919 SYCNALOr 'EXPIRES April, 10 'Ink, 7- , gm/Tukwila Car Wash Preliminary Design Recommendation Letter /zip03 TUKW 00922 APR - 01-2005 03 ;10PM PR.IIa01 I at,', lea ca CITY OF TUKWILA Department nJCosateasity DewMpmaet 6309 Sauth anttr Bahleurrd Tukwila, WA 08189 Tabphott: (406) 4317.070 PAX 1100)41193-36d5 6 -moll: f 01klgilU AFFIDAVIT OP INSTALLATION AND POSTING OF PUBLIC INFORMATION SIGN(S) State of %Wilringt** Candy 41 Xiwg at of Teksolta I T .P1116s3> sT41; -- , (PRINT NAME) understand that Secdon 18.104.110 of the Tukwila Municipal Code requires true to pat the property no later than fousieesl (14) days following the issuance of the Notice of Completeneea. 1 certify that on 4143 / C r the Notice Board(s) 1a Ol l ti guidelines )i the p o so as to be clearly seen from each right -of -way primary vehicular access to the property for application file number I herewith authorise the City of Tukwila or ias representative to receive and lm madiataly dispose of the sign at the property owner's expense. if not rsmov fir a timely manner or within fourteen (14) days of a Notice letter. ir.dr,/// Applicant or Project Manager's Signature On this day personally appeared before me , flrad)e y D. Ay /or to ma known to be the Individual who executed the t and foregoing ined the uses and purposes mentioned signed the same as b ry ry therein. SUBSCRIBED AND SWORN to before twe this /h_ day of 2o05 ruE A. OF rrl,, PJ �ssloN. `„ "".- N °it PUBLIC lrrr�Op WASN'��' 4trA ADP.VU V 4ni 4pri / NOTARY PUBLIC in and tot the State of Washington raiding at Ren ion �.. My communion expires 6-16-0 g TUKW 00688 CITY TUKWILA SEPA Department of Community Development ENVIRONMENTAL 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 FAX (206) 431 -3665 REVIEW E -mail: tukplan(7a,ci.tukwila.wa.us APPLICATION N_41VM OF PROJE /DEVELOPMENT• Dr 1.1Fitl Gov l/l/a*4f LOCATION OF PROJECT/DEVELOPMENT: (Give street address or, if vacant, indicate lot(s), block and subdivision, access street, and nearest intersection. LIST ALL 10 DIGIT PARCEL NUMBERS. 14 ci4t0 TK �w: (6' ;Alt $ (4 rm. cte( #DDL Do 0/, r Quarter: Ai C/Section: 12 Township: 2.3 Range:a Lt (This information may be found on your tax statement.) DEVELOPMENT COORDINATOR : The individual who: • has decision making authority on behalf of the applicant in meetings with City staff, • has full responsibility for identifying and satisfying all relevant and sometimes overlapping development standards, and • is the primary contact with the City, to whom all notices and reports will be sent. /� l Name: 1(CD it A-1 v 5/ age (Qri7 41 41 -4 r-5- • I • Address: 1 / i.i.. Phone: 7 2 � geg■- tt300 FAX: L4'21. �j — 44", Signatu �--� Date' P. \Red_Book \SEPA_APP.DOC, 01/23/03 U4 k RECEIVED CITY OF TUKWILA MAR 1 0 2005 PERMIT CENTER 5' TUKW 01086 FOR STAFF USE ONLY SIERRA TYPE P-SEPA Planner: File Number: go5 .. 00 / Application Complete (Date: ) Project File Number: eiq 05 -0o 7 Application Incomplete (Date: ) Other File Numbers: L05-0 l tp N_41VM OF PROJE /DEVELOPMENT• Dr 1.1Fitl Gov l/l/a*4f LOCATION OF PROJECT/DEVELOPMENT: (Give street address or, if vacant, indicate lot(s), block and subdivision, access street, and nearest intersection. LIST ALL 10 DIGIT PARCEL NUMBERS. 14 ci4t0 TK �w: (6' ;Alt $ (4 rm. cte( #DDL Do 0/, r Quarter: Ai C/Section: 12 Township: 2.3 Range:a Lt (This information may be found on your tax statement.) DEVELOPMENT COORDINATOR : The individual who: • has decision making authority on behalf of the applicant in meetings with City staff, • has full responsibility for identifying and satisfying all relevant and sometimes overlapping development standards, and • is the primary contact with the City, to whom all notices and reports will be sent. /� l Name: 1(CD it A-1 v 5/ age (Qri7 41 41 -4 r-5- • I • Address: 1 / i.i.. Phone: 7 2 � geg■- tt300 FAX: L4'21. �j — 44", Signatu �--� Date' P. \Red_Book \SEPA_APP.DOC, 01/23/03 U4 k RECEIVED CITY OF TUKWILA MAR 1 0 2005 PERMIT CENTER 5' TUKW 01086 COMPLETE APPLICATION CHECKLIST The materials listed below must be submitted with your application unless specifically waived in writing by the Public Works Department and the Department of Community Development. Please contact each Department if you feel that certain items are not applicable to your project and should be waived, or should be submitted at a later date for use at the public hearing (e.g. colored renderings). Application review will not begin until it is determined to be complete. ADDITIONAL MATERIALS MAY BE REQUIRED. The initial application materials allow starting project review and vesting the applicant's rights. However, they in no way limit the City's ability to require additional information as needed to establish consistency with development standards. City staff are available to answer questions about application materials at 206 -431 -3670 (Department of Community Development) and 206 -433 -0179 (Department of Public Works). Check .:items . submitted with aPPhcation.. , Information .Required. :May be .waived in unusual cases, upon approval of both Public Works and Planning . . APPLICATION MATERIALS: 1. Application Checklist (1 copy) indicating items submitted with application. L/1 2. Completed ESA Screening Checklist, State Environmental Checklist and drawings (5 copies). / �/ 3. One set of any plans submitted reduced to 8 1/2" by 11 ". One complete set of PMTs of the final drawing set will be required prior to final approval. 4/ 4. Application Fee $500. ' 5. Underlying permit application that triggers SEPA Review. PUBLIC NOTICE MATERIALS: i/ 6. Mailing labels for all property owners and tenants (residents or businesses) within 500 feet of the subject property. Number of sets depends on the notice requirements of the underlying permit, check with Planning Staff. Note: Each unit in multiple - family buildings—e.g. apartments, condos, trailer parks —must be included (see Public Notice Materials section). 7. King County Assessor's map(s) that shows the location of each property within 500 ft. of the subject lot (if mailing labels are required). 8. A 4' x 4' public notice board will be required on site within 14 days of the Department determining that the application is complete (see Public Notice Materials section). PROJECT DESCRIPTION AND ANALYSIS: 9. Vicinity Map with site location. 471- 10. Provide four (4) copies of any sensitive area studies as needed per Tukwila's Sensitive Areas Ordinance (TMC 18.45). / �/ 11. Any drawings needed to describe the proposal other than those submitted with the ' underlying permit. Maximum size 24" x 36 ". P.\ Red_Book \SEPA APP.DOC. 01/23/03 RECEIVED CITY OF TUKWILA HAR 9 0 2005 PERMIT CENTER TUKW 01087 Response to Tukwila International Boulevard Decision Criteria 1. Site Design a. Site Design Concept 1. Organize site design elements to provide an orderly and easily understood arrangement of building, landscaping, and circulation elements that support the functions of the site. Site is laid out to provide a counterclockwise cinwlation to flow easily from the st,ret, through the building, and back out again. b. Relationship to Street Front 1. Organize site design elements to create a distinct street edge, and minimize parking between structures and street. Lanelsecrping and grading air used to do fne street edge and majority ofrwking is located to irar of building. 2. Orient at least one building entry to a major public street. Front of building is clearly defined and feces sheet c. Street Corners 1. Emphasize the importance of street corners through building location, the provision of pedestrian access, special site features and /or landscape features. Site is not located at a coiner. d. Continuity of Site with Adjacent Sites 1. Maintain visual and functional continuity between the proposed development and adjacent and neighboring properties through setbacks; building massing, circulation and landscaping, where appropriate. .Building mass and setback is similar to ac_Jacent sites. e. Shared Facilities 1. Incorporate opportunities for joint development of sites where there is potential for common building walls, shared driveways, landscaping, or other shared facilities Site has a sliarrd acvesr with the site to the south. f. Site Design for Safety 1. Minimize conflicts between drivers and pedestrians through the siting of structures, location of circulation elements, landscape design, and placement of signs. Pedestrian cin7da/ion is minimal due to the nature of the business. 2. Design and site structures to maximize site surveillance opportunities from buildings and public streets. Structure will be easily visible _from the street. 3. Provide adequate lighting levels in all pedestrian areas, including building entries, along walkways, parking areas, and other public areas.. I..rghtrns will be pmrzded at all of the hays and vacuum islands. 4. Design landscaping so that long term growth will not interfere with site lighting and surveillance. Landscaping is at perimeter and will help siren liihtung from adjacent sites but will not block lighting to the interior of the site. 5. Use durable, high quality materials in site furnishings and features for ease of maintenance. Maintenance if of the highest concern/or this type of business and all elements will he made as vandal proof as possible. TU KW 01059 g. Siting and Screening of Service Areas 1. Minimize the visual and aural impacts of service areas such as loading docks, trash and recycling collection points, utility maintenance areas, etc., through site design, landscaping and screening. Trish /reycling area is enclosed with a 6' high structural brick wall. h. Natural Features and Sensitive Areas 1. Preserve natural features such as existing topography, significant trees or wooded areas, wetlands and /or watercourses and incorporate them into the overall site, where appropriate. .Existing poplar trees are shedding branches and an unsafe so they will be removed. "The nut of the perimeter trees will saved. 7 here are no wooded areas, we//ant/i, or watercourses on or near the site. 2. Design and site structures on hillsides to minimize the visual and environmental impact of development in these locations. Their are no .ngnilicant hilhzdes. Surface Stormwater Detention Facilities 1. Integrate water quality treatment techniques such as biofiltration swales and ponds with overall site design, where possible and appropriate. Neither swales nor ponds are appropriate for a site of this small size. Pedestrian Circulation 1. Provide paved pedestrian walkways that connect all buildings and entries of buildings within a site. There is only a single building with a single entry. 2. Provide a paved pedestrian walkway from the public sidewalk(s) to the main entry of developments; where a development fronts two streets, access must be provided from both streets. Car wash is unattended and has no amenities that would attnid pales/rid/b.-De Nse is ex lusively I''ehi lular. 3. Provide pedestrian connections from the on -site pedestrian network to walkways on adjacent properties and to other off -site destinations, where feasible. Their is no on -site pedestrian network 4. Support pedestrian movement between properties and from private property to public right -of -ways by providing facilities that traverse natural or man -made barriers, where appropriate. The existing side walk is su jicient due to the vehicular orientation o f the proposed use. 5. Provide direct pedestrian walkways from businesses in commercial areas to transit stops, and /or provide additional transit amenities, where appropriate and feasible. 7 "he proposed use will not be a transit destination. k. Pedestrian Amenities 1. Incorporate pedestrian amenities in site design to increase the utility of the site and enhance the overall pedestrian environment in the corridor, where possible. I nd raping is being; prov ded alongside walk. The interior i f the site is /lot an ideal pedestrian environment due to the nature of the use. 1. Vehicular Circulation 1. Minimize conflicts between vehicular and pedestrian traffic. Pedestrian Irt jic. will be very minimal. 2. Minimize the amount of space devoted to vehicular circulation by limiting access driveways; ensuring that internal site circulation is efficient; and /or taking advantage of opportunities for shared driveways. TUKW 01060 •.� There is a single access at the north end and a shared access at the south end. Site circulation fillows a simple counterclockwise eitralarpatter /i. m. Parking 1. Minimize the amount of space devoted to parking by taking advantage of shared parking. and /or methods for reducing parking demand, where possible. Parking demand / r this use will he minimal without any additional measures. 2. Building Design a. Architectural Concepts 1. Develop an architectural concept for structure(s) on the site that conveys a cohesive and consistent thematic or stylistic statement, and is responsive to the functional characteristics of the development. The building has U pitched roof clod brick and stucco wallls that has a small commercial feel but is nery durable. 2. Ensure that development on sites with more than one structure employ similar or complementary architectural styles'and /or are related in scale, form, color, and use of materials and /or detailing. There is only one bulk/it/son the site. b. Architectural Relationships 1. Provide for visual and functional continuity between the proposed development and adjacent and neighboring structures when these structures demonstrate an appropriate level of architectural quality. The building shares characiclistics with the building to the south and will help to enhance the design quality of the immediate area. 2. Reduce the apparent scale of large commercial buildings located in the Neighborhood Commercial Center district and located adjacent to residential districts The buildinj is not large In scale and 1,1 sisniliGan /!y set back Jim the irsidential propely to the east. c. Building Elements, Details, and Materials 1. Provide distinctive building corners at street intersections through the use of special architectural elements and detailing, and pedestrian- oriented features where possible (see • definition of pedestrian friendly facade). The site is not located on an intersection. 2. Relate the design and scale of building elements and details to the building's overall form and massing. The building has been detailed in appropriate manner to he in scale with itself. 3. Employ architectural details that are appropriate to the architectural character of the building. • Details air typical jnr the style of building 4. Utilize durable, high quality building materials that contribute to the overall appearance, ease of maintenance, and longevity of the building. Base of building is structural brick inith tnuditioual stucco over cmn above. 5. Integrate the design and placement of exterior lighting with the architectural design and materials. .E3xlerior wall sconces will he used over each hay to provide lighting fur security and to enhance the rhythm of the building d. Pedestrian- Oriented Features 1. Provide pedestrian - friendly facades (see Definitions) on the ground floor of all buildings that face public streets and entry facades that face parking areas. Center bay jacade is broken up through the use of *rent material,, curd articulations. TUKW 01061 2. Provide special treatment for large blank walls (see Definitions), that are visible from pedestrian walkways and parking areas. "t here are no large Wank walls. 3. Enhance building entries through the use of weather protection, landscaping, pedestrian . amenities and /or distinctive architectural features. The /ii:rt flnor entry is setback from the plane of the fafade with an open covered ama. e. Mechanical Equipment 1. Locate and /or screen roof - mounted mechanical equipment to minimize visibility from public streets, building approaches, and adjacent properties. Their will be no roof mounted equipment. l "cots and louvers hair been integrated into the frlade design /0 minimke impact. 2. Locate and /or screen utility meters and other ground level utility equipment to minimize visibility from the street. :Ill utility meters an located inside of landscape planting beds. 3. Landscape Design a. Landscape Design 1. Develop a landscape design concept that demonstrates a clear and appropriate aesthetic statement. 7 'n es have been selected to match or enhance to the street tires. 2. Develop a landscape design concept hat reinforces site design and fulfills the functional requirements of the development, including screening and buffering. Perimeter landscaping has been designed to meet the .scn'eniug criteria of the Toning code. 3. Ensure that the landscape design reinforces and complements plantings in the public right -of -way. See number one. b. Planting Design 1. Select plant materials that reinforce the landscape design concept, and are appropriate to their location in terms of hardiness, maintenance needs, and growth characteristics. 2. Incorporate existing significant trees, wooded areas, and /or vegetation in the planting plan where they contribute to overall landscape design. The majority of the e.vi.rting perimeter trees have been retained. TUKW 01062 Date: • • City of Tukwila Endangered Species Act Screening Checklist Applicant Name: OEDR -o e_AsTR.g / 4towA LE/— Street Address: is-6o o R.zoticoMo 1,4Ay #i o � City, State, Zip: RZ- poktotio (.)A . vs 2 Telephone: (2s) 886-- k-soo Directions This Screening Checklist has been designed to evaluate the potential for your project to result in potential "take" of chinook salmon, coho salmon, or cutthroat trout as defined by Section 9 of the Endangered Species Act The checklist includes a series of "Yes" or "No" questions about your project, organized into four parts. Starting with Part A on Page 1, read each question carefully, circle "Yes" or "No," and proceed to the next question as directed by the checklist. To answer these questions, you may need to refer to site plans, grading and drainage plans, critical areas studies, or other documents you have prepared for your project The City will evaluate your responses to determine if "take" is indicated. TUKW 00911 Part A: Please review and answer each question carefully. Consider all phases of your project including, but not limited to, construction, normal operation, potential emergency operation, and ongoing and scheduled maintenance. Continue to the next question as directed for each No or Yes answer. 1 -0 Will the project require any form of grading? Grading is defined as any excavating, filling, clearing, or creation of impervious surface, or any combination thereof, which alters the existing ground surface of the earth (see Tukwila Municipal Code (TMC) Chapter 18.06, Zoning Code, Page 18 -11). Please circle appropriate response. NO - Continue to Question 2 -0 43- Continue to Question 1 -1 (Page 3) 2 -0 Will the project require any form of cbaring? Clearing means the removal or causing to be removed, through either direct or indirect actions, any vegetation from a site (see Chapter 18.06, Page 18 -8). Please circle appropriate response. NO - Continue to Question 3-0 43)- Continue to Question 2 -1 (Page 4) 3 -0 Will the project require work, during any time of the project, below the ordinary high water mark of a watercourse or the Green/Duwamish or Black Rivers or in wetlands? Ordinary high water mark is the mark that is found by examining the bed and banks of a stream and ascertaining where the presence and action of waters are so common and usual as to distinctly mark the soil from that of the abutting upland, in respect to vegetation (see TMC Chapter 18.06, Page 18-15). Please circle appropriate response. l)- Continue to Question 4-0 YES - Continue to Question 3-1 (Page 5) 4 -0 Will the project result in the processing or handling, storage, or treatment of hazardous substances? This does not include the proper use of fuel stored in a vehicle's fuel tank. Hazardous substances are any liquid, solid, gas, or sludge, including any material, substance, product, commodity, or waste, regardless of quantity, that exhibits the characteristics or criteria of hazardous waste as defined by Washington Administrative Code 173 -303 (see TMC Chapter 18.06, Tukwila Zoning Code, Page 18 -11). This includes fuel or other chemicals stored on -site during construction. Please circle appropriate response. 0 - Continue to Question 5-0 YES - Continue to Question 5-0 5 -0 Will the project result in the withdrawal, injection, or interception of groundwater? Examples of projects that may affect groundwater include, but are not limited to: construction of a new well, change in water withdrawals from an existing well, projects involving prolonged construction dewatering, projects installing French drains or interceptor trenches, and sewer lines. For the purpose of this analysis, projects that require a geotechnical report pursuant to the requirements of TMC 18.45.060 and 18.45.080E.4, or would require a geotechnical report if not exempt under TMC 18.45.080A, should answer Yes. Please circle a ropriate response. Continue to Question 6-0 YES - Continue to Question 6-0 TUKW 00912 • Part A (continued) 6 -0 Will the project involve landscaping or re- occurring outdoor maintenance that includes the regular use of fertilizers, pesticides, or herbicides? This does not include the one -time use of transplant fertilizers. Landscaping means natural vegetation such as trees, shrubs, groundcover, and other landscape materials arranged in a manner to produce an aesthetic effect appropriate for the use of the land (see TMC Chapter 18.06, Tukwila Zoning Code, Page 18 -13). For the purpose of this analysis, this includes the establishment of new lawn or grass. Please circle appropriate response. NO — Checklist Complete Checklist Complete Part B: Please answer each question below for projects that include grading. Review each question carefully, considering all phases of your project including, but not limited to construction, normal operation, potential emergency operation, and ongoing and scheduled maintenance. Continue to the next question as directed for each No or Yes answer. 1 -1 Will the project involve the modification of a watercourse bank or bank of the Green/Duwamish or Black Rivers between the ordinary high water mark and top of bank? This includes any projects that will require grading on any slope leading to a river or stream, but will not require work below the ordinary high watermark. Work below the ordinary high water mark is covered in Part C. Please circle appropriate response. ® - Continue to Question 1 -2 YES - Continue to Question 1 -2 1 -2 Could the construction, operation, or maintenance of the project result in sediment transport off site or increased rates of erosion and/or sedimentation in watercourses, the Green/Duwamish rivers, or the Black River? Most projects that involve grading have the potential to result in increased erosion and/or sedimentation as a result of disturbances to the soil or earth. If your project involves grading and you have not prepared a Temporary Erosion and Sedimentation Control Plan specifically designed to retain 100 percent of the runoff (including during construction) from impervious surface or disturbed soils, answer Yes to this question. If your project is normally exempt under the Tukwila Municipal Code and would not require the preparation of a Temporary Erosion and Sedimentation Control Plan, BUT may still result in erosion or sediment transport off site or beyond the work area, answer Yes to this question. Please circle appropriate response. NO - Continue to Question 1 -3 0 Continue to Question 1 -3 1 -3 Will the project result in the construction of new impervious surfaces? Impervious surfaces include those hard surfaces which prevent or restrict the entry of water into the soil in the manner that such water entered the soils under natural conditions prior to development; or a hard surface area that causes water to run off the surface in greater quantity or at an increased rate of flow from the flow presented under natural conditions prior to development (see TMC Chapter 18.06, Tukwila Zoning Code, Page 18 -12). Such areas include, but are not limited to, rooftops, asphalt or concrete paving, compacted surfaces, or other surfaces that similarly affect TUKW 00913 the natural infiltration or runoff patterns existing prior to development. Please circle appropriate response. NO - Continue to Question 2 -0 (Page 2) - Continue to Question 1-4 1 -4 Will your project generate stormwater from the creation of impervious surfaces that will not be infiltrated on site? For the purpose of this analysis, infiltration includes the use of a stormwater treatment and management system intended to contain all stormwater on site by allowing it to seep into pervious surface or through other means to be introduced into the ground. If your project involves the construction of impervious surface and does not include the design of a stormwater management system specifically designed to infiltrate stormwater, answer Yes to this question. Please circle appropriate response. Continue to Question 2 -0 (Page 2) YES - Continue to Question 2 -0 (Page 2) Part C: Please review each question below for projects that include clearing. Review each question carefully, considering all phases of your project including, but not limited to construction, normal operation, potential emergency operation, and ongoing and scheduled maintenance. Continue to the next question as directed for each No or Yes answer. 2 -1 Will the project involve clearing within 200 feet of the ordinary high water mark of a watercourse or the Green/Duwamish or Black Rivers? Please circle appropriate response. tek Continue to Question 3-0 (Page 2) YES - Continue to Question 2 -2 2 -2 Will the project involve clearing of any trees within 200 feet of the ordinary high water mark of a watercourse or the Green/Duwamish or Black Rivers? A tree is defined by TMC 18.06.845 as any self - supporting woody plant, characterized by one main trunk, with a potential diameter - breast- height of 2 inches or more and potential minimum height of 10 feet. Please circle appropriate response. NO - Continue to Question 2 -3 YES - Continue to Question 2 -3 2 -3 Will the project involve clearing of any evergreen trees from within 200 feet of the ordinary high water mark of a watercourse or the Green/Duwamish or Black Rivers? For the purpose of this analysis evergreen means any tree that does not regularly lose all its leaves or needles in the fall. Please circle appropriate response. NO - Continue to Question 2-4 YES - Continue to Question 2 -4 2 -4 Will the project involve clearing within 100 feet of the ordinary high water mark of a watercourse or the Green/Duwamish or Black Rivers? Please circle appropriate response. NO - Continue to Question 3-0 (Page 1) TUKVV 00914 YES - Continue to Question 2 -5 2 -5 Will the project involve clearing within 40 feet of the ordinary high water mark of a watercourse or the Green/Duwamish or Black Rivers? Please circle appropriate response. NO - Continue to Question 3-0 (Page 2) YES - Continue to Question 3-0 (Page 2) Part D: Please review each question below for projects that include work below the ordinary high water mark of watercourses or the Duwamish /Green or Black Rivers or in wetlands. Review each question carefully, considering all phases of your project including, but not limited to, construction, normal operation, potential emergency operation, and ongoing and scheduled maintenance. Continue to the next question as directed for each No or Yes answer. 3 -1 Will the project involve the direct alteration of the channel or bed of a watercourse, the Green/Duwamish rivers, or Black River? For the purpose of this analysis, channel means the area between the ordinary high water mark of both banks of a stream, and bed means the stream bottom substrates, typically within the normal wetted -width of a stream. This includes both temporary and permanent modifications. Please circle appropriate response. NO - Continue to Question 3-2 YES - Continue to Question 3-2 3 -2 Will the project involve any physical alteration to a watercourse or wetland connected to the Green/Duwamish River? For the purpose of this analysis, "connected to the river means" flowing into via a surface connection or culvert, or having other physical characteristics that allow for access by salmonids. This includes impacts to areas such as sloughs, side channels, remnant oxbows, ditches formed from channelized portions of natural watercourses or any area that may provide off channel rearing habitat for juvenile fish from the Duwamish River. This includes both temporary construction alterations and permanent modifications. Watercourses or wetlands draining to the Green/Duwamish River that have a hanging culvert, culvert with a flap gate, diversion, or any entirely man -made or artificial structure that precludes fish access should answer Yes to this question. Please circle appropriate response. NO - Continue to Question 3-3 YES - Continue to Question 3-3 3 -3 Will the project result in the construction of a new structure or hydraulic condition that could be a barrier to salmonid passage within the watercourse or the Green/Duwamish or Black Rivers? For the purpose of this analysis, a barrier means any artificial or human modified structure or hydraulic condition that inhibits the natural upstream or downstream movement of salmonids, including both juveniles and adults. Please circle appropriate response. NO - Continue to Question 3-4 YES - Continue to Question 3-4 3 -4 Will the project involve a temporary or permanent change in the cross - sectional area of a watercourse or the Green/Duwamish or Black Rivers? For the purpose of this analysis, the TUKW 00915 TUKW 00916 cross - sectional area is defined as a profile taken, from the ordinary high water mark on the right bank to the ordinary high water mark on the left bank. Please circle appropriate response. NO - Continue to Question 3-5 YES - Continue to Question 3-5 3 -5 Will the project require the removal of debris from within the ordinary high water mark of a watercourse or the Green/Duwamish or Black Rivers? For the purpose of this analysis, debris includes, but is not limited to fallen trees, logs, shrubs, rocks, piles, rip -rap, submerged metal, and broken concrete or other building materials. Projects that would require debris removal from a watercourse or the Green/Duwamish or Black Rivers as part of a maintenance activity should answer Yes to this question. Please circle appropriate response. NO - Continue to Question 3-6 YES - Continue to Question 3-6 3 -6 Will the project result in impacts to watercourses or wetlands that have a surface connection to another watercourse or the Green/Duwamish or Black Rivers but do not contain habitat conditions that support salmonid use? Such areas may include, but not be limited to hillside seeps and wetlands isolated from the watercourse or river that have a surface water connection to the watercourse or river but are not assessable, nor would be assessable to salmonids under natural conditions. Wetlands with a "functions and values" rating for baseflow /groundwater support of 9 and above (or moderate) as described in Cooke (1996) should be included. Please circle appropriate response. NO - Continue to Question 3-7 • YES - Continue to Question 3-7 3 -7 Will the project include the construction of artificial waterways or wetlands connected to a watercourse containing salmonids? For the purpose of this analysis, the construction of artificial waterways or wetlands includes wetlands, channels, sloughs, or other habitat feature created to enhance wildlife use, particularly waterfowl use, or may be attractive to wildlife, particularly waterfowl. Please circle appropriate response. NO - Continue to Question 3-8 YES - Continue to Question 3-8 3 -8 Will the project include bank stabilization? For the purpose of this analysis, bank stabilization includes, but is not limited to, rip -rap, rock, log, soil, or vegetated revetments, concrete structures, or similar structures. Please circle appropriate response. NO - Continue to Question 4-0 (Page 2) YES - Continue to Question 4-0 (Page 2) TUKW 00916 STATE ENVIRONMENTAL CHECKLIST Please respond to all questions. Use separate sheets as necessary. An electronic version of this form is also available from the Department of Community Development. Applicant Responses: A. BACKGROUND 1. Name of proposed project, if applicable: Northfield Carwash 2. Name of Applicant: Magellan Architects 3. Date checklist prepared: 05/19/2005 4. Agency requesting checklist: City of Tukwila 5. Proposed timing or schedule (including phasing, if applicable): Construction starts by Fall 2005 6. Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? If yes, explain. Southernmost carwash bay may be convert to an automated carwashing station. 7. List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. Geotechnical Report prepared by Creative Engineering Options, Inc. Trip Generation and Sight Distance Evaluation by TSI. Vacuum Noise study by Yantis Acoustical Design. 8. Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. No Agency Comments TUKW 00658 Please respond to all questions. Use separate sheets as necessary. Applicant Responses: Agency Comments 9.. List any government approvals or permits that will be needed for your proposal. Building permit, sign permit, electrical & mechanical permit, and other required for the development and operation of the proposed carwash. 10. Give brief, complete description of your proposal, including the proposed uses and the size of the project and site. There are several questions later in this checklist that ask you to describe certain aspects of your proposal. You do not need to repeat those answers on this page. The site area is 35,458 SF. We are going to build a new 8 bays self - service carwash. • 11. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any, the tax lot number, and section, township, and range. If a proposal would occur over a range of area, provide the range or boundaries of the site(s). Provide a legal description, site plan, vicinity map, and topographic map, if reasonably available. While you should submit any plans required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. 14840 Tukwila Internation Blvd., Tukwila, WA 98029. Parcel Number: 0041000130. 12. Does the proposal lie within' an area designated on the City's Comprehensive Land Use Policy Plan Map as environmentally sensitive? No TUKW 00659 • Please respond to all questions. Use separate sheets as necessary. Applicant Responses: B. ENVIRONMENTAL ELEMENTS 1. Earth a. General description of the site (circle one mountainous, other: hilly, steep slopes, b. What is the steepest slope on the site (approximate percent slope)? 15% c. What general types of soils are found on the site (for example, clay, sand, gravel, peat, muck)? If you know the classification of agricultural soils, specify them and note any prime farmland. Per the geotechanical report the top layer encountered a thin surficial layer of fill material. This fill typically comprises a gray to gray- brown, moist, medium dense, silty fine to coarse sand with varying amounts of rounded gravel. Beneath the fill typically encoutered several feet of light reddish - brown and light gray, moist, medium dense, silty fine to coarse sands or relatively clean fine to coarse sands all with small amounts of rounded gravel. d. Are there, surface indications or history of unstable soils in the immediate vicinity? If so, describe. No e. Describe the purpose, type, and approximate quantities of any filling or grading proposed. Indicate source of fill. 950 CY - cut; 530 CY - fill. Fill to come from on site. Agency Comments TUKW 00660 • • Please respond to all questions. Use separate sheets as necessary. Applicant Responses: Agency Comments f. Could erosion occur as a result of clearing, construction, or use? If so, generally describe. Yes, east part of site suseptable to erosion until retaining wall is complete. g. • About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? 97% h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any: Erosion control plan; temporary silt fence and fabric in catch basins 2. Air a. What types of emissions to the air would tesult from the proposal (for example, dust, automobile odors, industrial wood smoke) during construction and when the project is completed? If any, generally describe and give approximate quantities if known. Temporary construction equipment exhaust, possible dust from grading; customer automobile emissions during and after construction. b. Are there any off -site sources of emissions or odor that may affect your proposal? If so, generally describe. No TUKW 00661 • Please respond to all questions. Use separate sheets as necessary. Applicant Responses: Agency Comments c. Proposed measures to reduce or control emissions or other impacts to air, if any: None besides those mandated by Federal and state regulations 3. Water a. Surface: 1. Is there any surface water body on or in the immediate vicinity of the site (including year -round and seasonal streams, saltwater, lakes, ponds, wetlands)? If yes, describe type and provide names. If appropriate, state what stream or river it flows into. No 2. Will the project require any work over, in, or adjacent to (within 200 feet) the described waters? If yes, please describe and attach available plans. No 3. Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicate the source of fill material. None TUKW 00662 • • Please respond to all questions. Use separate sheets as necessary. Applicant Responses: Agency Comments 4. Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities, if known. No 5. Does the proposal lie within a 100 -year floodplain? If so, note location on the site plan. No 6. Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. No b. Ground: 1. Will ground water be withdrawn, or will water be discharged to ground water? Give general description, purpose, and approximate quantities, if known. No ( TUKW 00663 • • Please respond to all questions. Use separate sheets as necessary. Applicant Responses: Agency Comments 2. Describe waste materials that will be discharged into the ground from septic tanks or other sources, if any (for example: Domestic sewage; industrial, containing the following chemicals...; agricultural; etc). Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) are expected to serve: None c. Water Runoff (including storm water): 1. Describe the source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known). Where will this water flow? Will this water flow? Will this water flow into other waters? If so, describe. Storm water: (3) 6'x127' detention pipes to storm drain system. Carwash water: 1500 gallon water reclamation system to salary sewer. 2. Could waste materials enter ground or surface waters? If so, generally describe. No d. Proposed measures to reduce or control surface, ground, and runoff water impacts, if any: None TUKW 00664 Please respond to all questions. Use separate sheets as necessary. Applicant Responses: 4. Plants a. Check or circle types of vegetation found on the site: b. What kind and amount of vegetation will be removed or altered? Popular trees - removed and replaced. c. List threatened or endangered species known to be on or near the site. None d. Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any: Replacement tress, Type 2 & Type 3 perimeter landscaping. Agency Comments TUKW 00665 Deciduous tree: alder 1 ..le, aspen, other Popular Eve iu - en tree- ir, cedar pine, other hrubs �e Crop or grain Wet soil plants: cattail, buttercup, bulrush, skunk cabbage, other Water plants: water lily, eelgrass, milfoil, other Other types of vegetation b. What kind and amount of vegetation will be removed or altered? Popular trees - removed and replaced. c. List threatened or endangered species known to be on or near the site. None d. Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any: Replacement tress, Type 2 & Type 3 perimeter landscaping. Agency Comments TUKW 00665 • • Please respond to all questions. Use separate sheets as necessary.. Applicant Responses: 5. Animals a. Circle any birds or animals which have been observed on or near the site or are known to be on or near the site: Birds: Mammals Fish Other Hawk, heron, eagle, songbirds, other robins, crow Deer, bear, elk, beaver, other: Bass, salmon, trout, herring, shellfish, other: b. List any threatened or endangered species known to be on or near the site. None c. Is the site part of a migration route? If so, explain. No d. Proposed measures to preserve or enhance wildlife, if any: None 6. Energy and Natural Resources a. What kinds of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed project's energy needs? Describe whether it will be used for heating, manufacturing, etc. Gas heat, electricity. For heating and lighting and carwash equipernnt. Agency Comments TUKW 00666 • • Please respond to all questions. Use separate sheets as necessary. Applicant Responses: Agency Comments b. Would your project affect the potential use of solar energy by adjacent properties? If so, generally describe. No c. What kinds of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control energy impacts, if any: None 7. Environmental Health a. Are there any environmental health hazards, including exposure to toxic chemicals, risk of fire and explosion, spill, or hazardous waste, that could occur as a result of this proposal? If so, describe. No 1. Describe special emergency services that might be required. None 2. Proposed measures to reduce or control environmental health hazards, if any: None TU KW 00667 • Please respond to all questions. Use separate sheets as necessary. Applicant Responses: Agency Comments b. Noise 1. What types of noise exist in the area which may affect your project (for example: traffic, equipment, operation, other)? None 2. What types and levels of noise would be created by or associated with the project on a short-term or long -term basis (for example: traffic, construction, operation, other)? Indicate what hours noise would come from the site. Short term construction noise from Gam to 6pm. Long term basis: Vacuum noise. 3. Proposed measures to reduce or control noise impacts, if any: To build a 6 feet tall wood fence on top of the keystone retaaining wall on the east side. 8. Land and Shoreline Use a. What is the current use of the site and adjacent properties? Site is currently vacant. North, South and West of the propoerty is commerial /retail. The east side is residental use. b. Has the site been used for agriculture? If so, describe. No TUKW 00668 • • Please respond to all questions. Use separate sheets as necessary. Applicant Responses: 0 Agency Comments c. Describe any structures on the site. None d. Will any structures be demolished? If so, what? No e. What is the current zoning classification of the site? RC - Regional Commerical f. What is the current comprehensive plan designation of the site? Regional Commerical If applicable, what is the current shoreline master program designation of the site? N/A h. Has any part of the site been classified as an "environmentally sensitive" area? If so, specify. No TUKW 00669 Please respond to all questions. Use separate sheets as necessary. Applicant Responses: Agency Comments i. Approximately how many people would reside or work in the completed project? None j. Approximately how many people would the completed project displace? None k. Proposed measures to avoid or reduce displacement impacts, if any: None 1. Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: None 9. Housing a. Approximately how many units would be provided, if any? Indicate whether high, middle, or low- income housing? N/A TUKW 00670 -� • Please respond to all questions. Use separate sheets as necessary. Applicant Responses: Agency Comments b. Approximately how many units, if any, would be eliminated? Indicate whether high, middle, or low - income housing. N/A c. Proposed measures to reduce or control housing impacts, if any: N/A 10. Aesthetics a. What is the tallest height of any proposed structure(s), not including antennas; what is the principal exterior building material(s) proposed? The tallest of the building will be 29'. The principal exterior material will be CMU and stucco. b. What views in the immediate vicinity would be altered or obstructed? None c. Proposed measures to reduce or control aesthetic impacts, if any: None TUKW 00671 • • Please respond to all questions. Use separate sheets as necessary. Applicant Responses: 11. Light and Glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? Lighting of building exterior, and parking areas. Agency Comments b. Could light or glare from the finished project be a safety hazard or interfere with views? No c. What existing off: site sources of light or glare may affect your proposal? None d. Proposed measures to reduce or control light and glare impacts, if any: All light directed inward toward center of site. 12. Recreation a. What designed and informal recreational opportunities are in the immediate vicinity? Sea -tac airport, Crystal Springs Park, North Sea -tac Park. TUKW 00672 Please respond to all questions. Use separate sheets as necessary. Applicant Responses: b. Would the proposed project displace any existing recreational uses? If so, describe. No c. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project or applicant, if any: N/A 13. Historic and Cultural Preservation a. Are there any places or objects listed on, or proposed for, National, State, or Local preservation registers known to be on or next to the site? If so, generally describe. No b. Generally describe any landmarks or evidence of historic, archaeological, scientific, or cultural importance known to be on or next to the site. None c. Proposed measures to reduce or control impacts, if any: None Agency Comments TUKW 00673 • • Please respond to all questions. Use separate sheets as necessary. Applicant Responses: 14. Transportation a. Identify public streets and highways serving the site, and describe proposed access to the existing street system: Show on site plans, if any. Tukwila International Blvd. b. Is the site currently served by public transit? If not, what is the approximate distance to the nearest transit stop? Yes c. How many parking spaces would the completed project have? How many would the project eliminate? 11 new and none will be eliminated. d. Will the proposal require any new roads or streets, or improvements to existing roads or streets, not including driveways? If so, generally describe (indicate whether public or private). No e. Will the project use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. No Agency Comments TUKW 00674 Please respond to all questions. Use separate sheets as necessary. Applicant Responses: Agency Comments f. How many vehicular trips per day would be generated by the completed project? If known, indicate when peak volumes would occur. Unknown g. Proposed measures to reduce or control transportation impacts, if any: None 15. Public Services a. Would the project result in an increased need for public services (for example: fire protection, police protection, health care, schools, other)? If so, generally describe. No b. Proposed measures to reduce or control direct impacts on public services, if any. None 16. Utilities a. Circle utilities currently available at the site: electricity, natural gas, water, refuse service, telephone, sanitary sewer, system other: septic TUKW 00675 Please respond to all questions. Use separate sheets as necessary. Applicant Responses: Agency Comments b. Describe the utilities that are proposed for the project, the utility providing the service, and the general construction activities on the site or in the immediate vicinity which might be needed. All existing C. SIGNATURE The above answers are true and complete to the best of my knowledge. I understand that the lead agency is relying on them to make its decision. Signature: Date Submitted: 42,6(85' (NON- PROJECT PROPOSALS (E.G., SUBURBAN PLANS AND ZONING CODE TEXT CHANGES) MUST COMPLETE THE FOLLOWING PAGES). TUKW 00676 Notes: Job: Type: FORM 10 SQUARE EH /H /HT ARM MOUNT GENERAL DESCRIPTION: The Gardco arm mounted Square Form 10 products are sharp cutoff luminaires for high intensity discharge lamps up to 1000 watts. The EH units are manufactured from mitered extruded aluminum and finished in an Architectural Class 1 anodizing. The H and HT style luminaires are dieformed aluminum with a thermoset polyester finish. Both products can accept one of eight (8) interchangeable and rotatable precision segmented optical systems. ORDERING Flat glass lens luminaires meet IESNA Full Cutoff criteria. Sag lens luminaires meet IESNA Cutoff criteria. PREFIX EH14 CONFIGURATION 1 DISTRIBUTION -�3 WATTAGE 175MH VOLTAGE —1480 FINISH BRP Enter the order code Into the appropriate box above. Note: Gardco reserves the nght to refuse a configuration Not all combinations and configurations are valid. Refer to notes below for exdusions and limitations. For questions or concems, please consult the factory. PREFIX EH14 14° Square Extruded Luminaire EH19 19° Square Extruded Luminaire H14 14' Square Fabricated Luminaire H19 19' Square Fabricated Luminaire HT19 19° Tall Square Fabricated Luminaire H26 18° Square Fabricated Luminaire DISTRIBUTION Horizontal Lama 1 Type I 3 Type III 4X Type IV (1 raw only) FM Type IV Q Type V Type 4X optics supplied with sag glass here standard Vertical Lama VS Type V 14' and 19' supplied with acryfc sag lens 26' supplied with sag glass lens. Medium base, 200w max on 14' units FC3V° Full Cutoff Type III FCVS* Full Cutoff Type V '19' 320PSMH only Supplied wAtS320BU/ED284LGPS lamp VOLTAGE 120 240 347 QUAD 120208240277, Factory tied to 277V. 208 277 480 FINISH EH and H26 BLA Black Anodized BRA NA Bronze Anodized Natural Aluminum Anodized OC Optional Color Paint Specify RAL designation as shown in Color Selection Guide ex: 0C- RAL7024 SC Special Color Paint Specify Must supply cola chip /1/HT Style BRP Bronze Paint BLP Black Paint OC Optional Color Paint Spedfy RAL designation as shown In Color Selection Guide. er OC- RAL7024 SC Special Color Paint Specify Must supply color chip -IF OPTIONS CONFIGURATION 1 2 2 ®90 3 Single Assembly Twin Assembly Twin Assembly at 90° Triple at 90° 3 @120 Triple at 120° 4 Quad Assembly WATTAGE 14• 19 100MH' 250MH 150MH' 400MH 175MH 200MH 250PSMH' 250MH' 320PSMH' 350PSMH 175PSMH" 400PSMH' 450PSMH' 100HPS 150HPS' 250HPS 400HPS MH PSMH HPS Illy 750PSMH' 1000MH 875PSMH 750PSMH' 750HPS 1000PSMH' Metal Halide Pulse Start Metal Halide High Pressure Sodium 750HPS 1000HPS 1. Melvin base lamp 2 Wadable with vertical lamp optics only s operates 55V lamp. 4. M138 or M153. 5.M132orM154 &M135orMIS5 7. M137 or M152 & Araitatde with Horizontal optics only 9. M149 only Hard opts require MS750PSBUMOPo3T97Iamp OPTIONS F LF PC PCR POLY HS QS SG Fusing In Head In- Line /In -Pole Fusing Photocontrol and Receptacle WA with 480V. Photocontrol Receptacle only Polycarbonate Sag Lens In lieu of gat glass. WA with 4X optics. 450w maximum. Internal Houseside Shield Supplied standard with FM optics. Quartz Standby Sag Glass Lens In lieu of flat glass Supplied standard with 4X optics and 26' VS CD MF MU UB AP AT PTF2 PTF3 PTF4 Clear Drop Diffuser EH Style only Mast Arm Fitter 10° Uptilt Bracket Quick Disconnect for Ballast Tray Adjustable Knuckle - Pole Mount Only available with 1 way and 2 ® 180° mounting Adjustable Knuckle - Tenon Mount Fits 23/8' tenon. WA with 14' units Pole Top Fitter - 2 3/8" Dia. Tenon Pole Top Fitter - 3 -3 1/2° Dia. Tenon Pole Top Fitter - 3 1/2 -4° Dia. Tenon Gardco Lighting reserves the right to change materials or modify the design of Its product without notification as part of the company's continuing product Improvement program. The 4X optical system is protected by U.S. patent number 5690422. O Copyright Gardco Lighting 2001 -2005. An Rights Reserved. International Copyright Secured. A Genlyte Company Gardco Lighting 2661 Alvarado Street San Leandro, CA 94577 800/227 -0758 510/357 -6900 in California Fax: 510/357 -3088 www.sitelighting.com TUKW 00740 GARDCO LIGHTING 79115-43/0205 FORM 10 SQUARE EH/H/HT ARM MOUNT SPECIFICATIONS GENERAL: Each Gardco Square Form Ten arm mount is a sharp cutoff luminaire for high intensity discharge lamps. Units are designed with half -cube proportions. Internal components are totally enclosed, rain - tight, dust -tight and corrosion resistant. No venting of optical system or electrical components is required or permitted. Luminaires are completely assembled with no disassembly required for installation. Lamping requires no lifting or hinging of the luminaire housing, disturbing wiring or exposing uninsulated live parts. HOUSING: Extruded housings (EH style) are offered in 14° and 19" sizes and are composed of precisely mitered anodized aluminum extrusions. Fabricated (H style) units are available in 14°, 19", T19" and 26° sizes and are one piece, multi- formed aluminum with an integral reinforcing spline and a single concealed joint. All units feature a press formed aluminum top which is welded to the housing sides. Pressure injected silicone provides a continuous weathertight seal at all miters and points of material transition. ARM: Extruded aluminum arm is prewired and secured to fixture by contractor. Assembly is suitable for mounting to pole without requiring access to luminaire. LENS: Mitered, extruded anodized aluminum door frame retains the optically clear, heat and impact resistant tempered flat glass in a sealed manner using hollow section, high compliance, memory retentive extruded silicone rubber. Luminaires with Type 4X optics and 26° VS units feature a sag glass lens and VS unit employs sag acrylic lens. Concealed stainless steel latch and hinge permit easy toolless access to the luminaire. OPTICAL SYSTEMS: The segmented Form Ten optical system is homogeneous sheet aluminum, electrochemically brightened, anodized and sealed. The segmented reflectors are set in faceted arc tube image duplicator patterns to achieve IES Types I (1), III (3), IV (FM), and V (0 - horizontal lamp and VS - vertical lamp) distributions. The mogul lampholder is glazed porcelain with a nickel plated screw shell with lamp grip - all securely attached to the reflector assembly. 100MH units have medium base lampholder. All Metal Halide units in the 19" and 26" housings have lamp stabilizers ensuring precise arc tube positioning. ELECTRICAL: Each high power factor ballast is the separate component type, capable of providing reliable lamp starting down to - 20° F. The ballast is mounted on a unitized tray and secured within the luminaire, above the reflector system. Component -to- component wiring within the luminaire will carry no more than 80% of rated current and is listed by UL for use at 600 VAC at 150 °C or higher. Plug disconnects are listed by UL for use at 600 VAC, 15A or higher. FINISH: Extruded housings (EH style) are standard with natural, bronze, or black Aluminum Association Architectural Class I anodized finish. Special color polyester finishes are available. Formed housings (H style) are standard with a chromatic acid pretreatment and an epoxy undercoat. The finish coat is a thermosetting polyester baked at 450° F to achieve an H -2H hardness measure. 26° H style units are also offered with optional Architectural Class I anodized finish. LABELS: All fixtures bear UL or CUL (where applicable) Wet Location labels. DIMENSIONS D Width C C Size Width B 1.2 way 3.4 way D 14 14° 7° 2° 6° 5° 35.56 an 17.78 an 5.08 cm 15.24 cm 12.70 an 19 19" 10° 2° 9° 5° 48.28 cm 25.40 cm 5.08 cm 22.86 cm 12.70 an T19 19" 12" 2" 9° 5° 48.26 cm 30.48 cm 5.08 an 22.86 cm 12.70 cm 26 26° 12° 12° 12" 8° 66.04 an 30.48 an 30.48 an 30.48 cm 20.32 an EPA's (ft') Approximate Weight (Ibs) Size Single Twin 3/4 Single Twin Quad 14 1.1 2.3 2.9 30 60 120 19 2.1 4.0 5.5 55 110 220 T19 2.2 4.3 6.4 65 130 260 26 3.5 7.0 8.9 95 190 380 Gardco Lighting reserves the right to change materials or modify the design of its product without notification as part of the company's continuing product Improvement program. The 4X optical system is protected by U.S. patent number 5690422. O Copyright Gardco Lighting 2001 -2005. All Rights Reserved. International Copyright Secured. A Genyte Company Gardco Lighting 2661 Alvarado Street San Leandro, CA 94577 800/227 -0758 510/357 -6900 in California Fax: 510/357 -3088 www.sitelighting.com GARDCO LIGHTING TU KW 00741 79115.4302 05 Notes: Job: Type: 110 LINE 111 MINI SCONCE The notion that good things come in small packages is especially true of the Gardco Mini Sconce. A performance luminaire in every sense, the 110 Line combines high output and sharp cutoff illumination with design and construction worthy of landmark architecture. The 111 Mini Sconce, first in the 110 Series mirrors the renowned Gardco 100 Line, with its dassic styling, intelligent engineering and integrity of construction. Most importantly, this compact luminaire provides sharp cutoff illumination without the high angle brightness associated with refractor type products, malting them an attractive choice for controlled illumination at points of entry. Add to this seamless material transitions, flawless finishes and engineering considerate of installation, service and long term operation and one immediately appreciates that size need not compromise quality. ORDERING 111 Luminaires installed in the normal downlight position meet IESNA Full Cutoff criteria. PREFIX 111 DISTRIBUTION WT WATTAGE T70MH VOLTAGE 277 FINISH — BRP Enter the order code into the appropriate box above. Note: Gardco reserves the right to refuse a configuration. Not all combinations and configurations are valid. Refer to notes below for exdusions and limitations. For questions or concems, please consult the factory. PREFIX 111 Trapezoidal Wedge 111EMR Remote Emergency Sconce 42TRF w/MT only OPTIONS F DISTRIBUTION FT Forward Throw 39 MH and 70MH only WT Wide Throw 39 MH and 70MH only MT Medium Throw Fluorescent and E -17 lamp only WATTAGE AND VOLTAGE 1.AMPNOLTAGE CHART -111 MT DISTRIBUTION 134 341;< 240 21! JAMPNOLTAGE CHART -111 FT/WT DISTRIBUTIONS .11tass: 124 34$ 344 37/ 34Z Llamas T39MH CONFIGURATION CHART - 111 EMR Distribution Vo4tane El WI I MI 124 2211 344 37/ 124Z 4114 MH Metal Halide HPS High Pressure Sodium OF Quad Tube Fluorescent TRF Triple Tube Fluorescent 1. 26Qi 1. 260E 32TRF and 42TRF type feature an electronic ballast that accepts 120V through 277V, 50hz or 60hz input. FINISH BRP Bronze Paint BLP Black Paint WP White Paint NP Natural Aluminum Paint BGP Beige Paint OC Optional Color Paint Specify RAL designation as shown in Color Selection Guide. ex: OC- RAL7024 SC Special Color Paint Specify. Must supply color chip • OPTIONS F PCB SL WLU Fusing 120V27711ony Button Type Photocontrol nla w /480V Solite® Diffusing Lens Wet Location Door for Inverted Mounting Not available with WG option WG Wire Guard Not available with WLU option WS Wall Mounted Box for Surface Conduit B84C Bodine Remote Emergency Pack EMR luminaires only, Must be ordered hem or supplied by others Gardco Lighting reserves the right to change materials or modify the design of its product without notification as part of the company's continuing product improvement program. Solite is a Registered Trademark of AFG Industries 0 Copyright Gardco Lighting 2001-2004. All Rights Reserved. International Copyright Secured. A Gentyte Company Gardco Lighting 2661 Alvarado Street San Leandro, CA 94577 800/227 -0758 510/357 -6900 in California Fax: 510/357 -3088 www.sitelighting.com TU KW 00742 GARDCO LIGHTING 79115-97/1104 1.10 LINE 111 MINI SCONCE SPECIFICATIONS GENERAL: Each Gardco 111 Line luminaire is a wall mounted cutoff luminaire for high intensity discharge, compact fluorescent or incandescent lamps. Internal components are totally enclosed in a rain - tight, dust -tight and corrosion resistant housing. The housing, back plate and door frame are die cast aluminum. A choice of three (3) optical systems is available. Luminaires are suitable for wet locations (damp locations if inverted). HOUSING: Single -piece soft trapezoidal housings are diecast aluminum. A memory retentive gasket seals the housing with the doorframe to exclude moisture, dust, insects and pollutants from the optical system. A black, die cast ribbed backplate dissipates heat for longer lamp and ballast life. DOOR FRAME: A single -piece die cast aluminum door frame integrates to the housing form. The door frame is hinged closed and secured to the housing with two (2) captive stainless steel fasteners. The heat and impact resistant 1/8" tempered glass Tens and one -piece gasket are mechanically secured to the door frame. OPTICAL SYSTEMS: Reflectors are composed of specular extruded and faceted Alzak® components, electropolished, anodized and sealed. Reflector segments are set in arc tube image duplicating patterns to achieve the wide throw, forward throw or medium throw distributions. ELECTRICAL: Standard Luminaires: Each high power factor ballast is the separate component type, capable of providing reliable lamp starting down to -20° F. Component -to- component wiring within the luminaire will carry no more than 80% of rated current and is listed by UL for use at 600 VAC at 150 °C or higher. Plug disconnects are listed by UL for use at 600 VAC, 15A or higher. Fluorescent units have a starting temperature of 0 °F (- 18 °C). Dimming range is 15% to 100% EMR Luminaires: Electronic fluorescent ballasts are high power factor. Sockets are high temperature PBT with brass contacts. A 7.5', 11 wire, quick disconnect assembly is provided for wiring through conduit (by others) to a Bodine B84C fluorescent emergency ballast. The B84C fluorescent emergency ballast is not provided by Gardco unless the B84C Option is specified on the order to the factory. In the event of power interruption, The remote battery pack (B84C) will power (1) 42W compact fluorescent lamp at reduced light levels. Maintenance free battery is rated for ambient temperatures down to 0 °C. Indicator light is visible through the Tens. A test switch is accessible through the door assembly. LAMPHOLDER: Pulse rated medium base sockets are glazed porcelain with nickel plated screw shell. T6 lamps use a G12 base, pulse rated porcelain sockets. Fluorescent sockets are high temperature plastic (PBT) with brass alloy contacts. FINISH: Each standard color luminaire receives a fade and abrasion resistant, electrostatically applied, thermally cured, triglycidal isocyanurate (TGIC) textured polyester powdercoat finish. Standard colors include bronze (BRP), black (BLP), white (WP), natural aluminum (NP) and beige (BGP). Consult factory for specs on custom colors. LABELS: All luminaires bear either UL or CUL (where applicable) Wet Location labels. Lens down application is Wet Location and lens up is Damp Location, except when using the optional inverted Wet Location components. DIMENSIONS 12 1/8" 30.79 cm 7° 17.78 cm Mounting Plate Mounting Bolt Pattern Note: Mounting plate center is located in the center of the luminaire width and 2.38° above the luminaire bottom (lens down position). Splices must be made in the J -box (by others). Mounting plate must be secured by max. 5/16" diameter bolts (by others) structurally to the wall. Gardco Lighting reserves the right to change materials or modify the design of Its product without notification as part of the companys continuing product Improvement program. Solite Is a Registered Trademark of AFG Industries O Copyright Gardco Lighting 2001 -2004. M Rights Reserved. International Copyright Secured. A Genlyte Company Gardco Lighting 2661 Alvarado Street San Leandro, CA 94577 800/227-0758 510/357 -6900 in California Fax: 510/357 -3088 www.sitelighting.com TU KW 00743 GARDCO LIGHTING 79115-97/1104 6£L00 AAN111 M9IJafl ARr t4 Tukwila Car Wash FM 9: -•..:? V.01 Color Board 1. Brock - Body Kla -All Structural Brick 60@ %% INCA 2. Brick - Accent KIa -All Structural Brick 40% Mountain Blond 3. Paint - Body Olympic Solid Color Stain "Driftwood Beige" 4. Paint - Accent Olympic Solid Color Stain "Sliver Dollar* 3 1 4 ZP600 MN Ill VICINITY MAP 24, `St�, «, t ■ # i p., :., X044 co CHS 0 10 20 SCALE: 1' =20' 40 • • SE 1/4, NE 1/4 SEC 34, TWP 25N, RGE 5E, W.M. KING COUNTY, WASHINGTON Pi g S k e .& 4vi L I laz co mo 0-4+p4 004 NNE CONTRACTOR IS RESPONS BLE TO LOCATE ALL EXISTING MURES PRIOR TO STARTING ANY WORK, AND TO RELOCATE OR ABANDON ANY AS N. "4'e d ► I^'1 AAA AA. 41i PI CI IleAti‘tAL.°a' TANK 13 AI° MA6 VICINITY. MAP SCALE 1 :5000 1500 GAL OIL WATER SEPARATOR VA. TANK C8 (TYPE 3) NOID5'Si E MANHOLE 27.0810) 27.46(P) RIM: .332.0 NEW 20' U1DJTY ESMT TO BE OBTAINED EASEMENT TO BE MAINTAINED BY OWNEF 6' -0 "H TRAS ENCLOSURE 4 NEW WATER FOR IRRIGATION 44/ . , EX. MONUMENT SIGN 18..,,,, 0.57X ss m _6" SO O 057x N87•7'56'W - 23.30'(C) CB (TYPE 2) W/ FLOW , RESTRICTOR TEE TYPE � RIM: 328.0' IE 324.917 1. GENERAL NOTES LOCATIONS SHOWN FOR EXISTING UTIUTIES ARE APPROXIMATE. 2. AT BAST 48 HOURS BEFORE STARTING PROJECT SITE WORK. NOTIFY THE URUTIES INSPECTOR AT 205- 433 -0179- - 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 4. 5. __J - - - - --J C8 (TYPE 3) MANHOLE W/ METAL FRAME ANO GRATE (20'x24' TYP. RIM: 333.0' UTILITY NOTES 1E 316.0' 1 11 KEYSTONE RETAINING WALL JOINT USE DRIVEWAY EASE TO BE OBTAINED 6' HIGH W000 FENCE WITH METAL POSTS ON TOP OF KEYSTONE RETAINING WALL VACUUM ISLAND. TYP C8 (TYPE 3) MANHOLE W/ METAL FRAME AND GRATE (20'x24') TYP. tq RDA: 3319' Ea; IE 324.917 ISi'�&..+QA►korLL���e 1 _ _(� �il�/►��CJI dff YQ:,..) 1 Y M I. d ✓� ;w� S ko.! de.A - t SIhCR. IT (rOVIvI(cis SLAatt if 11 S 40 Le ONN TO SD & DETENTION GALL 2 BUSINESS ?DAYS BEFORE ' YOU DIG 1- 800 - 424 -5555 W . I Gr(r{AGd' . . TI NSi. 10' BLOC. & SETBA TYPE 3 MANHOLE AT EACH BEND (TYP.) 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPUCABI.E SHORING LAWS FOR TRENCHES OVER 4-FEET DEEP. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. POWER, CABLE, FIBER OPTICS. AND TELEPHONE LINES SHALL BE IN A TRENCH WITH A 5' MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTIUTIES. 3. ADJUST AU. MANHOLES. CATCH BASINS, AND VALVES IN PUBUC RIGHTS -OF -WAY OR EASEMENTS AFTER ASPHALT PAVING. U�,,o -;sue >�i p- mal,k�,-lae /54441.4.- cevf, LEGAL DESCRIPTION Parcel C That portion of Tots 8, 27, and 28 in Blocks 2 of First Addition to Adam's Home Tracts, as per Plot recorded in Volume 12 of Plats. page 50. Records of King County, describes as follows: BEGINNING at the intersection of the North line of South 150th Street and the Easterly line of State Road Na. 1. THENCE North 18'28'40' East along the Easterly line of said rood 126.43 feet to the TRUE POINT OF BEGINNING which is on the North line of the South 120 feet of said lots 27. and 28 as measured along the Easterly line thereof. THENCE South 89'44'10' East along said North line 190.31 feet to a point on the East line of Lot 27 and which is 120 feet North of the Southeast comer thereof, THENCE North 0073'50' West along the East line of Lots 27 and 8, a distance of 220.39 feel THENCE North 89'40'10' West 114.60 feet to the East line of State Road No. 1, THENCE on soil East line South 1828'40' West 232 feet to the TRUE POINT OF BEGINNING. and That portion of Lot 26 in Block 2 of said plat. desanbed as follows BEGINNING at the intersection of the North line of South 150th Street and the East line of State Road No. 1 (Highway 99), THENCE North 1828'40' East, along the Easterly line of said road, 128.43 feet to point which is on the North line of the South 120 feet of said Lots 27 and 28 as measured Bang the Easterly inc I thereof. THENCE South 89'44'10' i'V •"'r East. along said North line, 190.31 feet to a point an the East line of Lot 27 and which is 120 feet North of the Southeast corner thereat, ' T K.aLO �W _ of 55.89 feel to the TRUE POINT OF BEGINNING THENCE North 0073'50' S k 21.2 Ci esW r THENCE North 0013'50 West Bang the East line of Lot 27, a distance North line of Lot 27, THENCE East 23.30 feet clang the North inc I of Lot 26 which line is a prolongation of the North line of Lot 27. THENCE Southwest 139.06 feet to the TRUE PONT OF BEGINNING, ("cm.. e jtJci 0,,.; (Also known as Lot A of Lot Line Adjustment No. 983059, recorded T"K Oft, under Recording No. 8901180988) Ref. Recording Number 2001222000514 Situate in the City of Tukwila, County of King. State of Washington 1 PARCEL AREA; TOTAL SITE - 35,458 S.F. (0.81 AC) f ,ei'-ftT fetes`* h/L. CHS ENGINEERS, LLC HOURS IN ADVANCE BY CAUJNC 206- 433 -0179. THE CONTRACTOR ASSUMES SOLE RESPONSIBIUTY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULRNG FROM CONSTRUCTION OPERATIONS. THE CONTRACTOR SHALL HAVE PERMITS) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF CITY OF 1lJX LA DEVELOPMENT GUIDELINES AND DESIGN ANO CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE - APPROVAL FROM THE OWNER. THE ENGINEER, AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET DEVELOPMENT GUIDELINES AND DESIGN ANO STANDARDS, UNLESS OTHERWISE APPROVED WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL 10. PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBUC WORKS APPROVAL BEFORE IMPLEMENTATION. 11. ALL SURVEYING FOR PUBUC FACIUTIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON UCENSED LANG SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. HORIZONTAL DATUM SHALL BE NAD 83/91. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE. THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. 12. REPLACE OR RELOCATE ALL . SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. 13. RETAIN. REPLACE OR RESTORE EXISTING VEGETATION IN RIGHTS -OF -WAY, EASEMENTS, AND ACCESS TRACTS. 14. INC DETENTION VAULT REQUIRES A SEPARATE PERMIT WHICH IS THE SOLE RESPONSIBIUTY OF THE CONTRACTOR TO ACQUIRE. CITY OF TUKWILA CONSTRUCTION BY THE PUBIC CONSTRUCTION NOTES 1. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITEE IS REOUIRED TO MAINTAIN A SET OF APPROVED PLANS, SPECIFICATIONS, AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL. STATE. AND LOCAL LAWS. PERMITTEE SHALL APPLY FORA REVISION FOR ANY WORK NOT ACCORDING TO THE APPROVED PLANS. 2. PERMITEE /CONTRACTOR SHALL ARRANGE A PRECONSTRUCTION CONFERENCE WITH THE CITYS INSPECTOR(S) PRIOR TO BEGINNING ANY WORK. 3. WORK IN ROADWAYS: a. ALL WORK IN ROADWAYS SHALL MEET DAC 11 AND THE FOLLOWING: b. PRIOR TO ANY ACTIVITY IN CITY RIGHT -OF -WAY, PERMITEE SHALL PROVIDE THE CITY A TRAFFIC CONTROL PLAN FOR REVIEW AND APPROVAL THE TRAFFIC CONTROL PLAN SHALL INCLUDE THE LOCATION. ADDRESS AND DESCRIPTION OF TRAFFIC FLOW DURING THE WEED( ANO SHALL MEET MEET REQUIREMENTS. a ALL WORK REQUIRING LANE CLOSURES MUST BE BY PERMIT ONLY. FROM THE THIRD THURSDAY IN NOVEMBER TO THE FOLLOWING JANUARY 2ND, THE DIRECTOR DOES NOT ALLOW LANE CLOSURES IN THE TUKWILA URBAN CENTER. d. FIRE, PEDESTRIAN, AND VEHICULAR ACCESS TO THE BUILDINGS SHALL BE MAINTAINED AT ALL TIMES, EXCEPT WHEN THE PERMITTEE HAS PERMISSION FROM THE BUILDING OWNER AND THE DIRECTOR TO CLOSE AN ACCESS. e. ALL ROADWAYS SHALL BE KEPT FREE OF DIRT AND DEBRIS USING STREET SWEEPERS. USE OF WATER TRUCKS FOR CLEANING ROADWAYS REQUIRES PREAPPROVAL FROM THE DIRECTOR. f. INSTALL STEEL PLATES OVER ANY TRENCH. AT ANY TIME WORK I5 STOPPED ANO THE TRENCH IS LEFT OPEN. LEGEND CONCRETE CURB RIGHT OF WAY CENTER OF RIGHT OF WAY FOG UNE ASPHALT RETAINING WALL FLOW UNE (11ND0' 0ERGROUNO WATER LOCATED BY PAINT .1.) UNDERGROUND STORM ORAIN WATER (FROM TRENCH DRAIN) SANITARY SEWER SEWER (FROM RECYCLED WASH WATER) - G - UNDERGROUND GAS LOCATED BY PAINT -P -- OVERHEAD POWER - ^� ---�- EXISTING FENCE e FOUND MONUMENT IN CASE o TRAFFIC BOLLARD O SEWER MAN HOLE -. 0- FIRE HYDRANT 3 1) TRAFFIC 5104 3 WATER VALVE ID GAS VALVE ❑ CATCH BASIN B WATER METER o POWER POLE E-- GUY 00 CATCH BASIN 2 Q DECIDUOUS 3 CONIFER • SET IRON L5 117667 9/23/02 ,. SET LEAD/TACK LS f17667 9/23/02 O SET REBAR W/CAP LS 117667 9/23/02 • FOUND REBAR AND CAP A FOUND PK NAIL/SHINER EXISTING STREET UGHT NOTE SUBGRADE MUST BE CAREFULLY & THOROUGHLY REDENSIFIED BEFORE CSTC IS APPUED. THIS MAY BE ACHIEVED BY HAVING THE COMPACTOR MAKE FOUR PASSES OVER INC SUBGRADE (ONE PASS IS A PASSAGE FORWARD AND BACKWARD OVER THE SAME STRIP OF SUBGRADE). CONTACTS PROJECT MANAGER: DESIGN ENGINEER: OWNER: SCOTT ADAMS (425) 885.4300 LARRY McANDREWS (425) 378.9407 ANDY BERG (206) 242.5169 SURVEYOR FREDERICK C. HARMON THE MCANDREWS GROUP, LTD. 914 140TH AVENUE NE, SUITE 100 BELLEVUE. WASHINGTON 98005 (425)378 -9407 VERTICAL DATUM USED CITY OF TUKWILA VERTICAL DATUM (NAND 68) BENCHMARKS USED & PROVIDED BY THE CITY OF TUKWILA USED BENCHMARK N0. 67: EL =358.41 FEET GRADING QUANTITIES: 950 CY - CUT 530CY -ALL C,AoSs leaPERENCE ? i CEoTEem R- E'fcier- 9'7 TiTzE� [Wig; N E - o, TUKW 01111 12507 BEL.'ED ROAD SUITE 101 BELLEVUE IWA MOOS-2500 TEL (425) 6373693 FAX (425) 6373694 Drawn By Oate NJH 05.17.05 Designed By Date Checked By - Date LMC 05.17.05 ,approved By Oate Scale: Horiz. Vert. N A- Job No. SITE PLAN NORTHFIELD CAR WASH 14840 TUKWILA INTERNATIONAL BLVD. TUKWILA. WA Sh eat 1 01 8 iii 111;1!111114111 ,11111111P 111i W 5414,1100 444$1 a I7341Mli 4 pomp; imirillwaimpliiMP m 0 z cn P . 8 P 8 r N r a5 €�� Iq i¢y�I�IQ� I Ili P P .Fy i9 " ; Gil SIi 11Ff/ 11 !Ig "1ip 11alaii it i it ia T9 1 19q 1/ Ilf i � �a- F%q 18 �q g € I I I1 1 • i ilk$ 1I °gi 3�� I j� R i �1 , `¢1 il 1 1 ;111 t i li 4;;2 I hill A :1 q II lad 11V it ¢1Ii " Al €1 Ilgbgb; i ii F1a Il ri I IM1 le .1 eglig 1511 d� ii i R!i GI I I�J ° as Ida I P in I° a9aa !o I 0:1 I pig 1 _ !I Ifs iii1: •42 11 Ig" @g 11g�ea .ill Ila III! 11 2€ iti i 1 II ill 11:1i ill il :1 4 q € Is i_ °4 111 41 lI 11 1 Vol 15x i IA gg B li9 P Pp :1 a it° p i 4 z '� R 111: 8 v iI 9 8 it 8 AI 1€ 1° a 4 1" i ��i I S31ON 1da3N3O 48 S1O8WAS JO ON3031 00 6i 8 i X3ONI133HS dVIN AlINIOIA one witit i.e. 1 WM Is@ QG@ IC @4b 44 SSg 5yn t @1 i i ti aa44 1P3 rii ' ;$ii!I l 142 b� 9 A I 7 A J010321IO 103t'ONd �aIa . C NOIIVV IOdNI 103f Otld Di o4 8 9 0 I b 8 s" 2 F 2 9 NORTHFIELD CAR WASH NEIMHUSDSS) 14840 7U1( VILA W EI:NATIONAL BLVD TUM °" ^ WASHINGTON 98029 0 • Magellan ARCHITECTS MOM Reamed Wq'.Sib �Sl Worst Nom. BmSt 7rWAms® T 7' ii A TUKW 00708 • 8E V4, NE V4 SEC. 34, TWP. 26 P4, ROE 06 E, WM, CITY OF TUKWILA WASHINGTON 0 10 20 40 SCALE:, 'ADO" SCSI COMIACW R B As Im E 10LOCUS ALL SSW UTUIRS I NES TO RARTIO AM Now. NoroRB0f 1410 WARM Na AR I®M L. HIGH WOOD FENCE WITH A 4F.TC. POSTS ON TOP or 4, KEYSTONE REIARAN.; WAIL GRADING OUANTITIE9 450 Cy - NIT 530 CY - FLL NO_ANQ_IOSION CONTROLI. WC) 1. M MOW PREVENTS. NO SELO0T CONTROL (ESC) MEASURES ON ME APPROVED PLANS ARE WREN 1400. MATS 2. BEFORE IMMO ANY CWISTRUCTICS ACIMTES (5104006) DS WEARING UMW INSTALL CONSTRUCTION ENTRANCE AND * STALL ER000N PREVENTS. AND SEWENT CONTROL WA91Ki 1 BROE ANY GROW OSI)PBANCE OCCURS. A'. DOWNSTREAM EROSON PETEN110N AND 9EIDE311 C011R0 MEASURES (ESC) 0453 BE CONSTRUCTED AND N OPERATION INSTAL NO MAINTAIN ALL ESC MEASURES ACCORONG 10 THE ESC PLAN. 4. ESC .GAPES. *OLLOO ALL P000106 0001405 SHALL REMAIN N PUCE WC FOWL 944 CONSTRUCT . B ONSETS/ AND PERMANENT STABARAIDN B ESTABI0ED. 5 EROS MAY 1 THROWN SEPTEMBER 30. PRO0E 1OP00MY 010 PEfi4N1341 COVER 1E/.41FF5 TO PROTECT 01ST RM AREAS THAT RRL Rd4IN 040010D F0 501[0 OATS OR • FROND OCTOBER 1 WORN AOR4 34 PRONOE mammy AND PITAMME01 10010 LEA9IPES 10 PROTECT DISTURBED AREAS MAT TILL Rd. ONROWm FOR TWO DAYS OR MORE N 0001101 10 CONES MEASURES, 112 CONTRACTOR 9141E 0. PROTECT S100N505 AND 51E CUTS AND FILL SLOPES E 41100400 FOR MOTE 1NAI 12 HOURS 0. SIOGORE. ON SAL FROWN COVER MATERIALS TO CONR Ay 09TLRBED AREAS c BY COMBER B. SLID ALL AREAS THAT ML 4040/4 UNWORN= MEM DE WET SEASON (0110801 , 0000.1 ORE 20). WSW ILL SEEDED SEAS. 7. FAAURE TO 4A0MTAO ESC 402200ES 94 ACCORDANCE NIH TM APPROVED MANI0MCE 554[/40.2 001 RESULT IN THE 400 SEND PERFORMED AT THE ERECTION OF ME ORECTO 3140 • SASMUKZ 5* W ACI 1 011 PROPERTY WERE B. DURING THE L15 OF DE PROTECT, TIE PERITTEE 91411 MAINTAIN N LOCO COW EN AND PROYPRY P2PAR, RFSIWE, W REPLACE ALL WADE SURFACED STALLS DRAMS. 0214. MICR/RES. VEGETATION, FROWN AND SWANS CONTROL MEASURES MO OTHER PROECT0 DENCE9 N ACCORDANCE NTH APPROVED RAMS 9. 1,44 PE1Wr1FE DOLL WSW ME DOORMEN/ DRAINAGE FEATURES NO SHALL 1•114 THE WECTOI5 APPROVAL RESO.E ALL 9214041 0009104 RESULTING FRON PROJECT - RELATED WCTIC 14 411 RORC POEONED SHALL BE PER APPROVED PUNS NO W000*ADI00N5 WHY. 0E PERMITIEE B REWIRED TO SAINTS)/ A SET OF ASSORT! PLANS AND 0EOMGTOMS AO ASSOCIATED PEWITS 04 RE JOB 912 %ORS 91411 RE LOCPERFO MED N AGO:ROWE LETS ALL FEDERAL STARE AMD AL LAW. 11. 05 ME FIST ORDER OF RRINWSS, TE PEIIMIT,EE SMALL *STALL E0090N PREVENTION AND SEWERS CONTROL MEASURES PER ME ESC AND SHALL IN21A41 040 OON481REAM 1dPWARY ESC MEASURES BMW ANY SITE 05TRBANCE MO1R5. WERE THE TEMPORARY MEASURES ARE ROWED. W1101.Li AND ESTRUM THE UP5IREM Ed I1E4T ESC 12. THE PONITEE SHALL AT ALL ,TIES PROTECT MOW MEAL MDR DUFFERS. AN0 ADJACENT %/WAR PROPERTIES • Kam 040 RIWTS-ROY W EASEMENTS PRO DMAGE OUNMO WANG SWATONS ME PEBRIIEE SHALL RESTORE. 10 TOE STANDARDS N 0RCT AT 1044 DBE OF THE ISSUANCE 0 TIE POW. SNOW AREAS MEP BUTTERS. AND PUR1C AND PRNATE %MWE11E1 AND IMPROVEMENTS DMA= 0Y TIE PE ITIEES WERATIONS 11 PEWIT1EE SHALL ARROW FOR AND 0020.1 NM TM FWLhIN0 • NOWT 1IE PUBLIC 441445 DIRMMENT NMN ACE WAS 9OLLOOMO INST41L8004 OF ESC MEASURES 4 01 AN 6 0E590N IN 00440 FRO/ 0E PURR: NOBS DEPARMD1r PROS 10 WOWING ME ESC PLAN. P MAINTAIN 411 ROAD DRAINAGE SYSTEM; STORM IOW DRANALE SYSTEMS CONTROL MEADOW AI0 OMER IACRUIIES AS 41231)62/ IN DE ESC PLAN. 14 REPO, MY STATION W EROSION DAMAGES TO ADJNDNG PROPERTIES AND ORANA0 (ACTORS ▪ INSECT AOWRNO TO DE APPROVED WC NSPECTW AND MAZE C REPAIRS NNEDIA110.0. 14. HARD warms CONSTRUCT/04 ACCESS PAD O REWIRED PEN W ARING AND WANING STANDARD ORAL 00-1 1495 PAD sus) MINN IN PLACE UNOL PAVING E NSTA1IE/. LMEN2 ___ COMM ORB - -- ROM OF RAY - - - -- DOER CI WART Cr RAY FOG u1 -s ASWALT ♦;.ySaT� STOW 1011 -- FIN IK —F_ O ERGROM SAFER =STOW PANT —SO— WEEDO4B STOP — 0= 4(1060041 GAS IOG1E0 BY PANT -P— REREAD P09ER USING RASE B RORO IOI*116T N CASE • HAMS suss O 5ESER MAN NNE O FRE 0044041 2 q ,RARE 5O) O WATER JANE O CAS ME O GOON BLS* B RATER VEER POWER ROLE f- OJT O CATCH BAN 2 Q o8mm15 * EWER • 5E1 RHLN LS 411NT 9/23102 • SET4EID/40 ES (115411/2)Att • SET WAR F/CAP LS /41(47 9/22.2 O FORE WAR A/O CO "WOW NUl/SOAER WSW SWEET TOR 10 a 1� 8r C7 80 i i 0 ;1' CALL TWO DAYS BEFORE YOU DO 1800424-6666 P• 0. O O CDNfACTS RWLC1 TIMER 21501 ENWECR CRIER SE 1/4, NE 1/4 SEC. 34, TWP. 26 N. ROE 05 E. W.M. CITY OF TUKWILA. WASHINGTON SCOTT muds (425) 825450 MOT ER0 (081)0 W DSTSW F ac SURVEYOR ON THE MCANDREYS GROUP. LTD. 014 140111 AVENUE NE 4011 10 ELLLLMUE. WASHINGTON 53005 (425)315 -0401 I�o SCALE:1•.20' CONDI/ChM B REMOMME TO LOOM ALL !05TH LIMN 01 PURR 10 RAD13M ANY WO R M0 TO POLO 1E al ASWAN NR N 1EB 4,SIIA5 0ILOIIG ENS= °,'4��M 6'-014 1RAS4 ICEYSTONE RETANPF3 WALL 4 NCH WOOD FDU WITH METAL POSTS ON TOP OF KEYSTONE RLTAINOD WALL 4T2t 1,tfl1f ONIN 081 INTER SER5112T O,logl a IIDD Awl • OIL NM (.40575E *wall(' sr MDR jCAL DATUM USE0 OFT O IMORA 4RDOL OATH (40.0 E) 00)0002 0 USED • MONIED et DE 01'f OF MENU USED 1404/01 04 37; (030511 FEET ORADMQ- OUANIME& MO CY - CUT 530 CY - tLL • 1 FAA) nF_g0HpD:y Paso C Mot pertbt al 0)0 5. 27. and 28 n Bbd* 2 of 90. A.R. to Adana Ham. Tracts. a pr Plat mooed in oo Volume 42oo fa le.c Rog. 50 Rocwds M Kb9 Con4K BEGINNING . ate i01.a0te1 N IM Na54 AWN M Se h 1544 511.2) and l,4) E0.0.17 On of Set* Ro.0 Na 1. THEME NON 1075'10' Eaat 0505 Ma 11)1515 Teo of Geld o04 125.43 foot to U. TRUE P041 OF 100040 .1.001 b on Ma NON Alto of U. Seth 120 M of .NI Lot. 21. 014 20 .2 1).00.01 atop the Easterly 101. Meet. TENS 555th 55'44'10' Cost 0005 .0d NON One 150.31 Not to 0 0404 an U* Ea. an. . L. 27 one MUM. 4 120 feel North of N. South.. Corns thereat THENCE N010 0533•50' West done the E. On. of Lob 27 and 8. a blame of ]2239 foot THENCE NON 50'40'10' 114.50 Moot to CM One al Slab Rood N5. 1, THENCE an add Eat 41. S0NN 1575'401 Wet 232 foot to the 1111E PONT R 500)0004 std Tbt port. of Let 20 N Mo. 2 of said pet, 500024 os allem 1000010.11* 40/.01001 of the NON 884 of Seth ,(5054 Sa.2t aM M12 East Wm of 5bb Red Na 1 E 00)7]5*0 of ee rood. 128.43 lest to pc. .Halt Is on Na NON le.. the S.254 I20 Net of sold Lob 27 and 25 nlevq temp TM 15.1017 Me Owe). THENCE Seth 1'44'10' East, Wong add North M a . 130.31 M O to a Po4t1 on No roe Um. Lot 27 and.NA Is ISO Moat Ns. of UM Southeast caw 400 2 THENCE North 00.33'50' Wa1 TM TRUE PONT OF EOMWO THENCE NON 0537570 r2M ▪ b e M N it 04 101 27. 1MENGE 221 t 233* Mt Otis Nat* *1. h o 0 e a ) he11ENC ous othepl 139. S feet to NF THE PINT E BECOMING. (AI. Mast oa fat A . Lot Line Ad)FUae. Na 083050. rec.. 4010 Rerordsp Na 8901100488) R.L Rec06b N.. 2022200514 Sl4ato e Me CI* of DAWN. County of 004 SOH of 802014tm PART AarA 1014. 91E • 34155 SF. (081 AC) OgNERAL NOTES 1. LOCADOO A0. 451 MST. U101ES ARE APPROXIMATE. 2. AT LEAST 48 HOURS BEFORE STARTM PROECT ATE WOOL. NOTIFY THE *1)111ES N5FECIOR AT 20 -433 -0170. 3, REQUEST A MOM WOWS UTWTY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CALLING 208 -433 -0170. 4. THE CONIMCTO ASSUMES 50.E REWCHAEJTT FR WORKER SAFETY. AND *840.1 TO STRICTURES AND MPR0LEHENI5 RESULTING FROM CONSTRUCTION OPERATIONS. 5 ME HAMMED PLANS. AND 0 04050001 s2 AND ern T ' RK40A 0E'510PNENT 0401.32015 AND OB934 AND COST RUCTION 51000005 AVA0ABLE AT ME JOB SITE • ALL WORN 9044, COMMA TO TEE APPROVED DRAWINGS, ANY aUNEB FROM THE APPROVED PLANS 20000[ PRE - vN FR01 TE OMIOL THE ENONEE0 AND DE an OF TUMULI, 7. ALL NETM05 AND MATERIALS DULL MEET CITY OF MARRA ELO.OPLERT 4001161(5 AND DESIGN AND CONSTRUCTION STANDARD; UNLESS 0141.045E 0.55.000 BY THE PUBIC WRNS DIECTR. 5 CONTRACTOR SHALL MAINTAIN A CURRENT SET Of RECORD MARKS R -SITE. 0. COITRA0100 AMU. Pa040E RECORD 13102N01 7.005 TO POGCT FINAL APPROVAL 10 PROVIDE TRAFFIC COMO. AND STREET 5200110101E PLAN 7CR 9UBUC WORKS APPROVAL 9EIORE IMPLEMENTATION. 11. 9MVEYNO FOR PXEJC EACH/TIES DULL E OOE 4RUC11 144E 0X(0034 CF A WASHINGTON MUSED LAND SURVEYOR. WALL VORTICAL DATUM NA0 53/ /11. 11ER 01.010 IMO �zA FLOC *041RO- EOEM G . LATHE pPW10* T 9441 PROVIDE M.W 0VERSION CATONS 10 12. WRAC R 5040(011 AM SONS 0414ED R 521059 DUE TO CONSTRUCTION. 11 RETAIN, REPLACE R RESTORE COSMIC VEGETATION N 04011S-CC -WAY, EASEMENTS, AND ACCESS TRACT; 14. THE 1104104 VAULT 80006 A SEPARATE PERM) 1504 R ME S0.[ 25PM9BUIY O TE CCNTRACTR TO ACW010, --------------- - A$F SO. D_mtrlAC 4)a HIr SOUTH 150TH STREET - - _ ES. m a0lorr - *0500)E 0103 - -- RENT O RAT - ENTER OF ROT O RAT .o LONE ASPHALT Q:.25i5 RE1A6.0INL FLOW USE -y_ OgERGNUND FARR LOCATED BI PANT - m- *E■O05D SIGN - P- 492*0J000 CAS WAND WE PANE -0- MEEEAO POWER EOSING FENCE O FORD MMNENT N CASE • TRAFFIC BOIND O SERER NW 010E O FRE 1410RAN1 3 3 TRAMS SRN R OMER *45 O DAS YAM O CAIN 'ESN B RATER EER o MLR FOE ON ® CATCH SASH 2 • E0W5 * 05 • SET 014 LS 411.0321/0 O SET LIAO/TAO LS 81041 9/23/02 • SET MIN. 11/CAP (3 4)141 5/23/02 o FARO EBAR MD CAP • HUM 101019061134505 .�.� EASING STREET 13211 CA2ME1111 .15M01_119IF.S 1. ALL RON PERFO0010 98/18. E PER APPROVED PLANS AM 914.2[/5013 30.1. DE PERM= S REWIRED 10 wan., PYT R APPROVED PLANS, 01101CAD04 . AND ASSOGAIED ERMITS ON THE JOB 91E. MORK SHALL E PERFORMED P0Wt*ANE NM ALL FEDERAL STATE. AND LOCAL LAW; ERe1TEE DULL APPLY FOR A REVISION FOR ANY 013R1 NOT ACCORDING 10 TE APPROVED PLANS 2. FE8.1EE /CONTRACTOR 91ALL ARRANGE A PRECONSM1034 0404 (1400 NTH DE GOYS N0ECTON(5) OMEN 1O 1005. ANY WORN. 1 WON N ROADWAYS a ALL WON N ROADWAYS 91ALL writ 1520 11 AND THE F0118100I e. PROM TO ANY ACTWIY IN OTT 4CH1 -0P -WAY. *041ROL PP11041 FOR R�CACRANDD � TRAFFIC 804180. PLAN SHALL INCLUDE THE LOCATION. ADDRESS AND DESOUP1IO 1 OF 1RAAi0. ROW PANG ME MEN AND SMALL IEEE MEET REWORD/EATS a. ALL AM REQUIRING LANE CLOSURES MUST E BY PEROT 1941.1 FROM TIE THIRD THURSDAY IN NOVEMBER O 144E FOLLOW= JANUARY 210. THE �� CRETAN IN CENTER THE a N 0S MALL E YM4TAI ED At AM TOWS. EXCEPT .HEN THE PERUTIE HAS PFA525934 FROM THE NRLNNO OR1MER AND DIE 000018 To 409: AN ACCESS a ALL ROADWAn SHALL E RCPT FREE CF DIRT AND COMM 1090* FYORR CL[AWIDSHO�N SWA7 R*804 WATER PREAPFROVAI FW052 TE DIRECTOR f. INSTALL 5114 P54113 0YU ART 1REN04. AT ANY TIE 00*4* 0 STOPPED NO THE 1RONCH I LEFT CPO. 1 a OlOtO lf Marna Ma/ (L SITE PLAN 1.•=a KEY NOTES Qi 051100 /Me TO x5514= MOOT YIN o a QQ n 1n u11w1q we= Lwow moo ne11 0OH10 FPOIR R, TYROL Q •14otwo Roca raw 'am mars m RIVON1nra.e514. Q maw dart 4n .0.10151 410. 011011041. 501E t410. ® 1."5121nslue no as to x 5eom ")0 o PM001014.10.101. TUKW 00711 SITE PLAN NOTES 5304411 040 1110111 RI[ ODOM MOO SURVEY M 1 4EYIw=I 5154. 1 0• MOM AN. K. IA1[ 100 BELIVAIL 11A 91001 004 5714407 l 0116101/1 40 PIDNA 4*1. ,540, 005 WI 02141.01 11A0:R1101461101.02 1.0084141061 0. 0.111110110311020 101 i0 RC® al!(A) 1001 1[AI/fD 401 40440410 5090511.11 car s1 c3) ima 2 pJ Q a1 ig 1p z� ;TENSIONS 04 SCALE: ROT 001E: 03/09/05 0AU: 12/15 /04 CAD R1 44- 053411 ca 110101: 02-003 414:CS[0: PANG DRAWL s• STAINS: 0[911 InNE• 91 A1.RA4 1 1111 ► it n iv! :gill 0 l____ �' -I-g�t1�� olim .:::III II IIIIIIIIIIIII IIII11111111111III IIIIIIIIII11111III IIIIUWII,lIll 11 mum mall A IIIIIIIIIIl11111II IIIIII I1111111111I IIIIIUUUn1111I IIIIIIIIIIIIIII! j� ❑ inmemisms lade OWEST ELEVATION Ir.ra OSOUTH ELEVATION .r• r. NORTH ELEVATION 2.4214 11111111111111111 ®111111111 11111111 ®11111111h11111111 111111111111111111 1111111 11111111 111 ®t1111 11111 11111111®111111111111111111 O EAST ELEVATION KEY NOTES 1. 001QEN SAM TIROL en PICA Os DUNS PIASTER FMK HATCH 0.33PIC Son mM SINN t WTI= BODY. fRCN IOC U&T-W MOOD TTY, STID(U 0.WRC 50.0 00.01 STAN '0.352 0 1A0'. T1RCA 7/1 T; Bon DOp iIN1 WW1 1ESISTAT 01ARA0L BLAB LOMA SIO Ms. *114 1M TEE, STAB® 0.31351! STL, 0001 VAN A352 MILAN. MC* ASPHALT Mr 2301. MCAL PDV 101. 119KAL 02r SAOAN ISLAND BASE 1IPICAL u0rt 34L Pa nmrcAL. 5012* COPT VA1AT. TIPICAL Z)n PESSSIONS Br SCAM AS MUD PLOT OATS: 03/01/05 0070: ■0/11/0. CAD IM: 03- 0634310.0 ASO WIMP: 03 -063 CNLC /00: PAM SL• STATUS: UESPR MK, 13161111010 A3.1 Ark SITE LIGHTING PLAN N r• so. SITE DATA KEY NOTES RUASIONS Bs SITE PLAN NOTES Rol D.m 03/3/03 D.11: :3/11/04 cb <tt: JOB 1.MM: 03-013 MCP@ PNK MAWS: 314114*: P.1- .PPl10.OM E.1 site lighting study site lighting plan site lighting study case engineering magellan architects elevation