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23004 EDMONDS WAY.PDFiiiiiiiiiiiiii 14090 23004 EDMONDS WAY o o V," o 8 C- t ) ,,-2 3 0-,:,? 6) W,--/ ;6u7()&-qt) 0-� 0 0 1-,- 7 7 ,2 0 7 0 6- �;2 0 7 vA I 7 '7�1-3 om4 200804180325 2 PGS 0411812008 10:04am 43.00 SNOHOMISH COUNTYi JSHINGTON After recording, please return to: James W. Abbott 1501 N. 200" Shoreline, WA 98133 BUILDING DEP7,. APR 18 2008 KIRKE SIEVERS, Snohomish Coun� Treasurer SIEVERS COVERSHEET Document Title: TERMINATION OF EASEMENT Reference Number(s) of Documents assigned or released: N/A Grantor: VALHALLA PARTNERS, LLC Grantee: GO. Legal Description: Easement described in instrument recorded in Snohomish County under Recording No. 1157474 Assessor's Property Tax Parcel Account No: 270336 001060 00 STREET FILE ACKNOWLEDGEMENT BY UTILITY The undersigned authorized representative of Snohomish County PUD verifies, by signing below, that no power line exists within the easement whose legal description is set forth above in this Termination of Easement dated the 10 Y-41- - of April, 2008. SNOHOMISH COUNTY PUD LO-A Title: 51-. tno I. c -,:? -5, STATE OF WASHINGTON > ss. COUNTY OF SNOHOMISH S -r14 1�04' �Ex,,� IC OF V, On this I o-tk day of 7 2008, before me personally appeared —JAQA&Q,�Q& to me known to be the —r4e-m 'of M of Snohomish County PUD, the d utility district that executed the within and foregoing instrument, and acknowledged the same instrument to be free and voluntary act and deed of said utility district, for the uses and purposes therein mentioned, and on oath stated that they were authorized to execute said instrument. IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal, the day and year first above Avnitten. Priiit Name Notary Public in and for the State of Washington, residing at J.3�j Lk &e(eff A ,L My commission expires 'gJ2�:�12010 I I 011111INNEIN11H 200804180326 3 PGS 0411812008 10:04am 44 00 SNOHOMISH COUNTY, XHiNGTON After recording, please return to: James W. Abbott 1501 N. 200" Shoreline, WA 98133 COVERSHEET Document Title: TERMINATION OF EASEMENT Reference Number(s) of Documents assigned or released: N/A Grantor: VALHALLA PARTNERS, LLC Grantee: SH113AYAMA ASSOCIATES, LLC NO EXCISE TAX REQUIRED APR 18 2008 KIRKE SiEVERS, Snohomish COUrl� Treasurer BY Legal Description: Easement described in instrument recorded in Snohomish County under Recording No. 115 7474 Assessor's Property Tax Parcel Account No: 270336 001060 00 LIM TERMINATION OF EASEMENT THIS AGREEMENT is made and entered into this _ day of April, 2008, by and between the owners of the real property described on Exhibits A and B hereto (the "Owners") - WHEREAS, the Owners have become aware of a water pipe line easement created in 1955 by Statutory Warranty Deed recorded under No. 1157474 in the records of Snohomish County, Washington ("the Abandoned Easement"); and, WHEREAS, the Owners agree that the easement is no longer in use, and water is now obtained from Olympic View Water and Sewer, thereby rendering the Abandoned Easement useless; FOR AND IN CONSIDERATION of the mutual promises and covenants contained herein, the parties hereby agree as follows: The Abandoned Easement legally described below is hereby terminated. That certain water line easement described in instrument recorded in Snohomish County under Recording No. 1157474 IN WITNESS WHEREOF, the undersigned owners have executed this Agreement as of the day and year first above written. OWNER OF PARCEL A Valhalla Partners, LLC By: Ironwood Investments, LLC, Manager W. Abbott, Manager OWNER OF PARCEL B Shibayarna Associates, LLC S141 By: Brian L. Shiba 4 STATE OF WASHINGTON) ss. COUNTY OF KING This is to certify that on this day of April, 2008, before me the undersigned, a Notary Public in and for the State of Washington, duly commissioned and qualified, personally appeared James W. Abbott, to me known to be the Managing Member of Ironwood Investments, LLC, the limited liability company that executed the within and foregoing instrument as Manager of Valhalla Partners, LLC, and acknowledged the said instrument to be the free and voluntary act and deed of said limited liability company, for the uses and purposes therein mentioned, and on oath stated that he was authorized to execute said instrument. IN WITNESS WHEREOF, I have hereunto set my hand and ffixed my official seal, the day and year first above w 100en""' k 'rhy 60 A( P c':� �14 Signature co: 00 (P tAO T.4,9 0 M: Z w: N Print Name U) LIC <c".." 19-OC3 **'j,4yy Public in and for the State of Washington, residing at 0 1 . - ... - 10 1 '1A 7 My commission expires STATE OF WASHINGTON ) M*9 COUNTY OF KING This is to certify that on this Iq Ilk day of April, 2008, before me the undersigned, a Notary Public in and for the State of Washington, duly commissioned and qualified, personally appeared Brian L. Shibayama, to me known to be the Manager of Shibayama Associates, LLC, the limited liability company that executed the within and foregoing instrument, and acknowledged the said instrument to be the free and voluntary act and deed of said limited liability company, for the uses and purposes therein mentioned, and on oath stated that he was authorized to execute said instrument. IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal, the day and year first above written. MARCLA K. FUJI'MOTO STATE OF WASHINMON NOTARY -PUBLIC MY COMMISSION EXPAES 03-29-10 ADM Signatur ky r Print Name tary Public in and for the State of Washington, residing at My commission expires RETURN ADDRESS: Dale J. Galvin Galvin Realty Law Group, P.S. 61002 1 91h Street SW, Suite 560 Mountlake Terrace, WA 98043 011122 2121 008 10. '1'2' 1 09a 7 PGS SNOHOMISH COONTY,VS41110TON COVERSHEET Document Title(s): Easement for Pedestrian Sidewalk Agreement NO EXCISE TAX REQUIRED APR 0 2 2008 KIRKE SIEVERS, Snohomish CounV Treasurer By— KIRKE SIEVERS Reference Number(s) of Documents Assigned or Released: Grantor: Valhalla Partners LLC, a Washington limited liability company Grantee: City of Edmonds, a Washington municipal corporation Legal Description: (abbreviated) i.e., Lot, block, plat or section, township, range: A PORTION OF LOT 11, BLOCK I OF RIDGE ACRES, ACCORDING TO PLAT RECORED IN VOLUME 9, PAGE 97, SNOHOMISH COUNTY, WA. Assessor's Property Tax Parcel/Account Number(s): 005 5 5 3 -001 -011 -00 OT EASEMENT FOR PEDESTRIAN SIDEWALK AGREEMENT This EASEMENT FOR PEDESTRIAN SIDEWALK AGREEMENT (the "Agreement") is made and entered. into this -Q day of March, 2008 by VALHALLA PARTNERS, LLC ("Valhalla"), a Washington limited liability company, and the CITY OF EDMONDS, a Washington municipal corporation. RECITALS WHEREAS, Valhalla owns the property legally described on Exhibit "A" attached hereto and incorporated herein by reference ("Parcel A"). A survey of Parcel A is attached hereto as Exhibit "C"; WHEREAS, Valhalla is constructing improvements on Parcel A; WHEREAS, a pedestrian sidewalk runs between the Southeast boundary line of Parcel A and Edmonds Way (the "Sidewalk"); WHEREAS, the Sidewalk is used by the public for public purposes and maintained by the City of Edmonds; WHEREAS, the Sidewalk encroaches on Parcel A in two (2) different places, legally described on Exhibit "B" attached hereto and incorporated herein by reference (collectively, the "Encroachment Property"); and WHEREAS, Valhalla desires to establish an easement (hereinafter the "Easement") over the Encroachment Property for the benefit of the general public and establish terms and conditions for the use and maintenance of the Easement. 1. RECITALS. The recitals set forth above are incorporated herein by reference. 2 GRANT OF EASEMENTS. Valhalla does hereby grant, declare and convey to the City of Edmonds for the use and benefit of the general public a non-exclusive, irrevocable, and perpetual easement over, across, along, in, upon and under the Encroachment Property. 3. USE AND PURPOSE. A. Valhalla hereby establishes the Easement for the purpose of ingress and egress and maintaining, removing, repairing and replacing the Sidewalk, together with all connections and appurtenances thereto. B. The Easement is dedicated to the use of public forever, for public purposes. 4. CONVEYANCE RUNNING WITH THE LAND. The Easement is perpetual, intended as a covenant running with the land, and shall inure to the benefit of the general public unless the Easement is amended in writing by Snohomish County or any utility company or district using the Easement, and recorded with the appropriate authorities. 5. ATTORNEY FEES AND COST In the event that this Easement becomes the subject of arbitration and/ or litigation between Valhalla and the City of Edmonds, the prevailing party shall be entitled to be reimbursed by the non -prevailing party for the costs of such action plus reasonable attomey fees. 6. MEDIATION/ ARBITRATION. A. Mediation. For disputes subject to mediation/ arbitration that are not resolved by the parties within ten (10) days after either party gives notice to the other of its desire to mediate the dispute, the parties shall submit the question to mediation before JDR, LLC, located in Seattle, Washington, which mediation shall be confidential, undertaken in good faith by the parties, but non -binding. The parties shall share the costs of the fees of the mediator equally. Mediation shall be held within forty-five (45) days after the party requests mediation in writing of the other. In the event JDR, LLC is unable or unwilling to act as mediator, the Presiding Judge of the Superior Court for Snohomish County, Washington shall appoint the mediator. B. Arbitration. In the event the parties are unable to resolve their dispute via mediation, as provided in section 7(A), all unresolved matters shall be fully and finally resolved by binding arbitration as follows: i. The arbitrator shall be from JDR, LLC but shall be someone other than the mediator; provided however, if the presiding Judge of the Snohomish County Superior Court selected the mediator, then the said presiding Judge shall select the arbitrator; ii. The arbitrator's costs and fees shall be paid equally by the parties; iii. The arbitrator shall enter a discovery order, which order shall allow each party reasonable discovery regarding all matters at issue in accordance with Washington State Superior Court rules 26 through 37; iv. Arbitration shall be conducted in the offices of JDR, LLC, or the offices of the successor arbitrator, at a mutually convenient time, no 2 later than forty-five (45) days following the conclusion of the mediation. The arbitrator may issue subpoenas for attendance in accordance with RCW 7.04.110; v. The decision of the arbitrator shall be final, binding and enforceable in accordance with RCW 7.04, and; vi. The prevailing party shall be entitled to recover from the other its actual reasonable attorney fees incurred therein and costs of arbitration, except as provided in paragraph 7(B)(ii). C. All disputes arising out of this Agreement are subject to mediation/ arbitration. GRANTOR, OWNER OF PARCEL A: VALHALLA PARTNERS, LLC, a Washington limited liability company, BY: Ironwood Investments, LLC, a Washington limited liability company, It's Manager BY: JoIce Olichelson, investment Manager 3 STATE OF WASHINGTON ) ) ss. COUNTY OF KING This is to certify that on this day of March, 2008, before me the undersigned, a Notary Public in and for the State of Washington, duly commissioned and qualified, personally appeared Joyce J. Michelson, to me known to be the Investment Manager of Ironwood Investments, LLC, the Washington limited liability company that executed the within and foregoing instrument on behalf of Valhalla Partners LLC, a Washington limited liability company, and acknowledged the said instrument to be the free and voluntary act and deed of said limited liability company, for the uses and purposes therein mentioned, and on oath stated that she was authorized to execute said instrument. IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal, the first day and year first written above. Xot I I I I I I I////, I t%A C NOTARY PUBLIC in and for the State -of Washington, residing at �A A RY 5 My appointment expires 1111110 rd EXHIBIT A PARCEL A LEGAL DESCRIPTION LOT I I IN BLOCK I OF RIDGE ACRES, ACCORDING TO THE PLAT RECORDED IN VOLUME 9 OF PLATS AT PAGE 97, IN SNOHOMISH COUNTY, WASHINGTON. TOGETHER WITH THAT PORTION OF VACATED 92 ND AVE WEST ADJACENT TO THE WEST SIDE AS VACATED BY COMMISSIONERS RECORD RECORDED IN VOLUME 51 ON PAGE 6, WHICH ATTACHES BY APPLICATION OF LAW. EXCEPT THAT PORTION DEED ED TO LOUIS E. MOUNIER AND GERTRUDE EVA MOUNIER, HIS WIFE, BY QUIT CLAIM DEED RECORDED UNDER AUDITOR'S FILE NO. 2235124. AND EXCEPT THAT PORTION DEEDED TO THE STATE OF WASHINGTON FOR HIGHWAY S.R. 104 BY DEED RECORDED UNDER AUDITOR'S FILE NO. 2163613. SITUATE IN THE CITY OF EDMONDS, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. 5 EXHIBIT B AL DESCRIPTION OF ENCROACHMENT PROPERTY Area 1: Portion of the property that is bounded by a rectangle set along the property line with a bearing of North 35 degrees, 1 minute 18 seconds West, from property comer "I" (per Survey recorded in the Snohomish County Records under Recording #200604275084), a distance 205 feet to 235 feet and includes that property within 3 feet of this property line. Area 2: Portion of the property that is bounded by a rectangle whose eastern edge has a bearing of North 25 degrees, 55 minutes 24 seconds East, and measures 26.48 feet in width from point " 1 " to point "2" (per Survey recorded in the Snohomish County Records under Recording #200604275084), and includes that property within 4 feet of this property line. 2 j008211 5 PGS 04/021'2' 10. 09am 00 SNOHOMISH COUNTY, JSH,1NGTON NO EXCISE TAX REQUIRED APR 0 2 2008 KIRKE SIEVERS, Snohomish CounV Treasurer RETURN ADDRIESS: By KIRKE SIEVERS Dale J. Galvin Galvin Realty Law Group, P.S. 610021 91h Street SW, Suite 560 Mountlake Terrace, WA 98043 COVERSHEET Document Title(s): Deed and Dedication of Public Right -of -Way Reference Number(s) of Documents Assigned or Released: Grantor: Valhalla Partners LLC, a Washington limited liability company Grantee: City of Edmonds, a Washington municipal corporation Legal Description: (abbreviated) i.e., Lot, block, plat or section, township, range: RIDGE ACRES BLK 001 D-00, ALL LOT I I LESS ST HWY TGW PTN VAC 92ND AVE W BEG AT EDMONDS WAY & S TO 232ND ST SW, SNOHOMISH COUNTY, WA. Assessor's Property Tax Parcel/Account Number(s): 005553-00 1 -011 -00 S amoft EET PMED OW 1H Mt DEED AND DEDICATION FOR PUBLIC RIGHT-OF-WAY For and in consideration of mutual benefits to be derived by the establishment of a public roadway, VALHALLA PARTNERS LLC, a Washington limited liabili V. company, ("Grantor"), owner of the property commonly known as 9201232' St. SW, Edmonds, WA 98020 and legally described on Exhibit "A", attached hereto and incorporated herein by reference, ("Parcel A") hereby conveys and quit claims to the CITY OF EDMONDS, a municipal corporation of the State of Washington, ("Grantee") that portion of Parcel A legally described on Exhibit "B" (the "Dedicated Property"), attached hereto and incorporated herein by reference, situated in the County of Snohomish, State of Washington, together with all after -acquired title of Grantor therein, for use as a public right-of-way; together with the right to make all necessary cut or fill slopes on the land of Grantor adjacent to the Dedicated Property in connection with the construction, maintenance or improvement of the Dedicated Property for purposes of a public roadway. Signed this day of March, 2008. GRANTOR, OWNER OF PARCEL A VALHALLA PARTNERS, LLC, a Washington limited liability company, BY: Ironwood Investments, LLC, a Washington limited liability company, It's Manager (�� --I"' 4t&"� BY/oycp. Michelson, Investment Manager STATE OF WASHINGTON ) ) ss. COUNTY OF SNOHOMISH) This is to certify that on this cHO) day of March, 2008, before me the undersigned, a Notary Public in and for the State of Washington, duly commissioned and qualified, personally appeared Joyce J. Michelson, to me known to be the Investment Manager of Ironwood Investments, LLC, the Washington limited liability company that executed the within and foregoing instrument on behalf of VALHALLA PARTNERS LLC, a Washington limited liability company,. and acknowledged the said instrument to be the free and voluntary act and deed of said limited liability company, for the uses and purposes therein mentioned, and on oath stated that he was authorized to execute said instrument. IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal, the first day and year first W itten abovq. fill/., / M c Mq NOTARY PUBLIC in and for the 11�.41 'TA -'P State of Washington, residing at '*IJBLIG :- My appointment expires fib, 5, aIDT W A S EXHIBIT A PARCEL A LEGAL DESCRIPTION LOT I I IN BLOCK I OF RIDGE ACRES, ACCORDING TO THE PLAT RECORDED IN VOLUME 9 OF PLATS AT PAGE 97, IN SNOHOMISH COUNTY, WASHINGTON. TOGETHER WITH THAT PORTION OF VACATED 92 N' AVE WEST ADJACENT TO THE WEST SIDE AS VACATED BY COMMISSIONERS RECORD RECORDED IN VOLUME 51 ON PAGE 6, WHICH ATTACHES BY APPLICATION OF LAW. EXCEPT THAT PORTION DEED ED TO LOUIS E. MOUNIER AND GERTRUDE EVA MOUNIER, HIS WIFE, BY QUIT CLAIM DEED RECORDED UNDER AUDITOR'S FILE NO. 2235124. AND EXCEPT THAT PORTION DEEDED TO THE STATE OF WASHINGTON FOR HIGHWAY S.R. 104 BY DEED RECORDED UNDER AUDITOR'S FILE NO. 2163613. SITUATE IN THE CITY OF EDMONDS, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. EXHIBIT B LEGAL DESCRIPTION- DEDICATION PROPERTY 232ND STREET SOUTHWEST ROAD DEDICATION A PARCEL OF LAND LOCATED IN THE NORTHWEST QUARTER OF THE NORTHWEST QUARTER OF SECTION 3 1, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M., IN SNOHOMISH COUNTY WASHINGTON. SAID PARCEL BEING A PORTION OF LOT I I IN BLOCK I OF RIDGE ACRES, ACCORDING TO THE PLAT RECORDED IN VOLUME 9 OF PLATS AT PAGE 97, IN SNOHOMISH COUNTY, WASHINGTON, TOGETHER WITH T14AT PORTION OF VACATED 92ND AVENUE WEST ADJACENT TO THE WEST SIDE AS VACATED BY COMMISSIONER'S RECORDS RECORDED IN VOLUME 51 ON PAGE 6, WHICH ATTACHES BY APPLICATION OF LAW, MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHWEST CORNER OF THE NORTHWEST QUARTER OF SECTION 3 1; THENCE NORTH 00034'48" WEST ALONG THE WEST LINE OF SAID SUBDIVISION, SAID LINE BEING ALSO THE WEST MARGIN OF 92ND AVE WEST, A DISTANCE OF 1348.64 FEET TO THE NORTH MARGIN OF 232ND STREET SOUTHWEST, SAID NORTH MARGIN BEING THE SAME AS THE WESTERLY EXTENSION OF THE SOUTH LINE OF LOT I I IN BLOCK I OF RIDGE ACRES, AND THE TRUE POINT OF BEGINNING OF THE HEREIN DESCRIBED PARCEL OF LAND; THENCE SOUTH 88056'28" EAST ALONG SAID NORTH MARGIN 106.09 FEET TO THAT PORTION OF LOT I I IN BLOCK I OF RIDGE ACRES DEEDED TO THE STATE OF WASHINGTON FOR HIGHWAY S.R. 104 BY DEED RECORDED UNDER AUDITOR'S FILE NO. 2163613; THENCE NORTH 79044'56" EAST ALONG THAT PORTION OF LOT I I IN BLOCK I OF RIDGE ACRES DEEDED TO THE STATE OF WASHINGTON FOR HIGHWAY S.R. 104 BY DEED RECORDED UNDER AUDITOR'S FILE NO. 2163613 A DISTANCE OF 50.99 FEET; THENCE NORTH 25055'24" EAST ALONG THAT PORTION OF LOT I I IN BLOCK I OF RIDGE ACRES DEEDED TO THE STATE OF WASHINGTON FOR HIGHWAY S.R. 104 BY DEED RECORDED UNDER AUDITOR'S FILE NO. 2163613 A DISTANCE OF 4.96 FEET; THENCE SOUTH 79044'56" WEST ALONG A LINE DRAWN PARALLEL TO AND 4.00 FEET NORTHERLY OF THAT PORTION OF LOT I I IN BLOCK I OF RIDGE ACRES DEEDED TO THE STATE OF WASHINGTON FOR HIGHWAY S.R. 104 BY DEED RECORDED UNDER AUDITOR'S FILE NO. 2163613 A DISTANCE OF 53.52 FEET; THENCE NORTH 88056'28" WEST ALONG A LINE DRAWN 4.00 FEET NORTH OF AND PARALLEL TO THE NORTH MARGIN OF 232ND STREET SOUTHWEST 105.80 FEET TO THE WEST LINE OF THE NORTHWEST QUARTER OF SECTION 3 1; THENCE SOUTH 00034'48" EAST ALONG SAID WEST LINE 4.00 FEET TO THE TRUE POINT OF BEGINNING.. STREET FILE �BSOH TR/�FNC C [MMSM111MMON TRAFFIC ENGINEERING *TRANSPORTATION PLANNING 2802 WETMORE AVE. - SUITE 220 - EVERETT, WA 98201 - PH: (425) 339-8266 - FAX: (425) 258-29221 WROVED 03 63TED January 5, 2007 BY DMINEEMIG Mr. Don Sims, P.E. City of Edmonds 1h 07 1215 Avenue 1� Edmonds, WA 98020 Re: 232'd Street Mixed Use on 232 nd Street SW and SR- 104 in Edmonds; Updated Traffic Impact Analysis, GTC #04-243 Dear Mr. Sims: Gibson Traffic Consultants (GTC) has been retained by Tony Shapiro of A.D. Shapiro Architects to provide an updated traffic study for the proposed 232 nd Street Mixed Use commercial development. This technical memorandum is intended to supply the City of Edmonds with the necessary traffic generation and distribution information per the City's guidelines for developments that will generate more than 25 new PM peak -hour trips. This study has been organized in the same manner as the SEPA Traffic Impact Requirements for the City of Edmonds. PROJECT DESCRIPTION The proposed 232 d Street Mixed Use commercial development is planned to be constructed on the northwest comer of the intersection of SR-104 and 232 nd Avenue SW. A site vicinity map has been included in Figure 1. The development is proposed to consist of three different land uses: general office, specialty retail and residential. The development is proposing approximately 3,000 Square Feet (SF) of general office, 7,800 SF of specialty retail, 22 townhome/condorniniurn units, and 40 apartment units. There are five .(5) existing single-family residences on the site which will be removed and credited towards the developments trips. The development is proposed to be constructed by the year 2007. The horizon year for this project would be the year 2012. The development is proposing to have one access point to 232 d Avenue SW and two full accesses onto SR-104. There are currently several curb -cuts along SR-104 which will be removed with the development and the two new curb -cuts will be installed. COUNTS/SURVEYS - SITE IMPACTS - LOS ANALYSIS - EIS - HEARINGS - SAFETY - SIGNALS - PARKING Mr. Don Sims, P.E. January 5, 2007 Page 2 METHODOLOGY Traffic generation for the development is based upon national research data for single- family residenfial'-developments contained in the Institute of Transportation Engineers' (ITE), Trip Generation, Edition. Land Use Code (LUC) 710 general office, LUC 814 specialty retail, LUC �30 townhome/condo, LUC 220 apartment, and LUC 210 single-family have, been used for the trip generation calculations. Traffic congestion is generally measured in terms of level of service (LOS). Peak -hour level of service at critical off -site intersections is based on the 2000 Highway Capacity Manual (HCM) using Synchro 6 0 percentile methodology. In accordance with the 2000 HCM, road facilities and intersections are rated between LOS A and LOS F, with LOS A being free flow and LOS F being forced flow or over -capacity conditions. A summary of the level of service criteria has been included in Table 1. The level of service at signalized and all -way stop -controlled intersections is measured in terms of average delay per vehicle in seconds. For two-way stop -controlled intersections, the level of service is determined by the worst case of all the calculated lane groups at the intersection. The acceptable LOS along a State Highway is LOS E; however, within the City of Edmonds the concurrency threshold is LOS D. EXISTING CONDITIONS Existing Level of Service Per the City's guidelines for developments that will generate more than 25 new PM peak- w ri hour trips. Level of service analysis was conducted at the t o c tical intersections impacted by 10 or more PM peak -hour trips. These intersections are: 1. SR-104at232 n1 Street SW — Unsignalized 2. 100th Avenue W at SR-104 -Signalized The existing traffic counts at that intersection were obtained by Traffic Data Gathering (TDG) and were conducted in 2005 and 2006. The study intersections currently operate at LOS D under the existing conditions. The intersections currently operate at an acceptable LOS. The existing level of service at the study intersections has been shown in Table 2. The existing turning movements used to determine the existing level of service have been included in Figure 2. RRU.'A'10 (OM UL 7 J�Hcrg Mr. Don Sims, P.E. January 5, 2007 Page 3 Accident Analysis Accident data for the time period from January 1, 2003 to December 31, 2005 was provided by WSDOT. The intersection of 232 nd Street.SW at SR-104 (MP 27.12) was looked at for trends in the 3-year accident history. The existing accidents are broken down in Table 3. The analysis shows that the location had an accident history with less than one accident per million entering vehicles (MEV). The intersection had an accident rate of 0.79 per MEV. The intersection is neither a 2006 High Accident Location (HAL) nor part of a 2006 High Accident Corridor (HAQ. FUTURE CONDITIONS Baseline Level of Service Baseline volumes were deten--nined by applying a 2% compounding annual growth rate to the existing traffic volumes to get to the horizon year of 2012. The intersection of SR- 104 at 232"d Street SW will remain at LOS D. The intersection of I 00th Avenue W at SR-104 will continue operating at LOS D. The baseline level of service has been shown in Table 4. The turning movements used to determine the baseline level of service have been included in Figure. 3. Future with Development Sight Distance Sight distance analysis was performed at the proposed site access point according to current AASHTO standards. The entering sight distance was measured from 10 feet back of the pavement from an eye height of 3.5 feet to and eye height of 3.5 feet. The stopping sight distance was measured from an eye height of 3.5 feet to an object height of 2 feet. The speed limit along SR-104 in the development vicinity is 40 mph. Based on current AASHTO guidelines for 40 mph, the required entering sight distance is 445 feet and the required stopping sight distance is 3 05 feet. There is no on -street parking along SR- 104 in the vicinity of the two site access points. There is over 450 feet of entering and stopping sight distance at both driveways in both directions along SR-104. Therefore, the sight distance is met for the development. Based on Figure 920-6 Road Approach Sight Distance in the WSDOT Design Manual the required road approach sight distance would be 305 feet. The available sight distance of 450 feet meets the required sight distance per WSDOT. RAN&I'V OMaUL7 IMM Mr. Don Sims, P.E. January 5, 2007 Page 4 On 232 nd Street SW the sight distance is based on a speed of 25 mph. The required entering sight distance is 280 feet and the required stopping sight distance is 155 feet per AASATO requirements. There is over 280 feet of entering sight distance and 200 feet of stopping sight distance. The sight distance is met for the driveway. State Intersection Separation The City is the reviewing agency when determining access points along State Highways within the City. The City has adopted the State access separation standards.- The minimum spacing requirement for a road approach onto SR-104, a Highway Access Management Class 4 facility, is 250 feet, per DM Figure 1435-3. The spacing to the south of the development's south access is met with approximately 315 feet to the intersection of SR-104 at 232 d Street SW. However between the development's south access and north access there is approximately 210 feet. From the development's north access there would be approximately 158 feet of separation from the adjacent multi- family residential access to the north. The two accesses onto SR- 104 have been proposed to provide adequate circulation to the site, in doing so the development will be removing the 10 existing curb cuts. Trip Generation Trip generation rates were obtained from the ITE Trip Generation Report, 7'h Edition 2003. The following land uses were used to determine the number of trips that will be generated by the development: Land use code (LVC) 710 general office, LUC 814 specialty retail, LUC 230 townhome/condo, LUC 220 apartment, and LUC 210 single-family. The average trip generation rates for each land use code were used to determine the trip generation. An internal crossover rate of 13% was calculated based on the methodologies outlined in the Trip Generation Handbook. Also, per standard engineering practice a pass -by rate of 25% was utilized for the specialty retail portion of the development. The new trips generated by the development with the credit for the 5 existing houses are anticipated to be 552 ADT with 43 PM Peak -Hour trips (25 inbound/18 outbound). A summary of the trip generation has been included in Table 5. Trip Distribution Trip distribution for the development was based on existing turning movements at the intersection of 232nd Street SW at SR- 104 and SR- 104 at 1 00th Avenue W. Two separate distributions were provided to take into account the split T arking for the site. It was assumed that the upper deck parking with access off of 1-32' Street SW would be used by the apartments and the rest of the site traffic would utilize the accesses onto SR- 104. The trip distribution for the townhomes/retail assumes that 55% of the site traffic will travel to and from south/east on SR-104 and 25% to and from the north/west on SR-104. The remaining 20% is anticipated to travel along 232 nd Street SW to the east aaiwest of SR- RAFFIC OM( INTO Mr. Don Sims, P.E. January 5, 2007 Page 5 104. The site traffic distribution has been included in Figure 4A. The trip distribution for the apartments assumes that all of the traffic would utilize 232 d Street SW and that 55% of the site traffic will travel to and from south/east on SR-104 and 5% to and from the north/west on SR-104. The remaining 40% is anticipated to travel along 232 nd Street SW to the east and west of SR-104. The site traffic distribution has been included in Figure 4B. The combined distribution showing the ADT and PM peak -hour trips is included in Figure 4C. Level of Service The future with development level of service analysis has been performed for the additional 43 new PM peak -hour tips that would impact the study intersections. The development's trips were added to the baseline turning movements to determine the future with development turning movements. The intersection of I 001h Avenue W at SR- 104 will continue to operate at LOS D with the development trips. The intersection of SR-104 at 232 d Street SW will remain at LOS D with a slight increase in delay with the development's trips. To improve the delay at the intersection to the baseline condition the development is proposing to widen 232'd Street SW (4 feet) to provide a minim of 20 feet of eastbound approach for 50 feet which would allow for restriping the approach for two eastbound lanes ( marked as a separate right turn or separate left -turn). This chanalizat ' ion will bring the delay of the. intersection below the baseline condition. The future with development level of service has been shown in Table 4. The future with development turning movements has been included in Figure 5. The site's three access points will be stop -controlled, with SR-104 and 232'd Street SW remaining uncontrolled. Based on the project's low trip generation the two heavier intersections on SR-104 would operate at LOS B with less than 15 seconds of delay. Parking Per the City of Edmonds parking requirements the development will have to provide 130 parking stalls (37 for the townhomes and 93 for the apartments and retail). According to the site plan provided there will be a total of 134 parking stalls (43 for the townhomes, 48 upper deck for apartments, and 43 in the lower deck). This would be sufficient to meet the City's requirements. Also to be considered with mixed use developments of this nature, there could arguably be a 13% internal crossover for the parking utilization based on people who would walk from on -site to the retail/office uses. This would amount to a 17 stall reduction in the required parking on -site for a total of 113 required stalls. RANOF 010 OM(� r UL 6 tMVIS Mr. Don Sims, P.E. January 5, 2007 Page 6 Cut -Through Traffic on 232 nd Street SW The analysis indicates that west of the 232 nd Street SW access the deve lopment would add approximately 102 daily trips of which only 9 wou ' ld occur during the critical PM peak -hour. The 2012 baseline traffic is estimated to have 123 peak -hour trips (1,230 daily t . rips) west of the site access. Therefore the development would account for less than 8% of the future trips on 232 d West of the access. It should be noted that even if there were no access to 232'd Street the difficulty in turning left from the SR-104 access points have been already factored in therefore there would be little change to this cut - though traffic on 232 nd Street with or without the access to 232 nd Street. East of the access the development would add 17 peak -hour trips. Therefore in the future with volume forecast at 140 peak trips east of the access, the development would account for approximately 12% of the future traffic on 232 nd street east of the access. At the intersection of 232 nd/SR-104 the future projected traffic is a total of 2,165 peak - hour trips of which the development is anticipated to account for 31 of those peak -hour trips or the equivalent of about 1.4%. MITIGATION RECOMMENDATIONS Traffic mitigation payments to the City of Edmonds are based on Edmonds Road Impact Fee Rate Study Table 4 Impact Fee Rates. However, the rate for condominiums has been updated to take into account the new rates in the ITE Trip Generation Report, 7 1h edition 2003. Also the trip length for specialty retail was based on that for shopping center. A reduction in new trips was taken to account for the 13% internal crossover and 25% pass - by for the specialty retail portion of the development. The trip length was kept the same for all of the land uses. The existing single-family houses were credited towards the developments mitigation payment using the same mitigation fee methodology. The total required mitigation for the development would be $32,210.56. The mitigation calculations have been summarized in Table 6. The development will also construct frontage improvements to 232 nd Street SW to widen the eastbound approach of the intersection of SR-104 and 232'd Street SW to provide a 20 foot that can be striped for left or right turn chanalaization on the eastbound approach. This added channelization will allow the intersection to operate at an acceptable LOS. aRAFFI'C (OMOUL 7 INTO Mr. Don Sims, P.E. January 5, 2007 Page 7 We trust that this letter and attachments adequately address the traffic impacts of the proposed mixed use development. If you -have any questions please don't hesitate to contact us at (425) 339-8266. Thanks. Sincerely, GIBSON TRAFFIC CONSULTANTS, INC. Matthew J. Palmer, P.E. Traffic Engineer Attachments XC: Tony Shapiro, A.D. Shapiro Architects HXPIRtS L .......... RANOF('10 TRAFFIC IMPACT STUDY GIBSON TRAFFIC CONSULTANTS I 232ND MIXED USE UPDATE CITY OF EDMONDS PROJECT SITE STUDY INTERSECTION FIGURE 1 SITE VICINITY MAP TRAFFIC IMPACT STUDY GIBSON TRAFFIC CONSULTANTS 232ND MIXED USE UPDATE CITY OF EDMONDS LEGEND 305- PM PEAK HOUR TURNING MOVEMENT VOLUMES FIGURE 2 EXISTING PM PEAK INTERSECTION VOLUMES GIBSON TRAFFIC CONSULTANTS TRAFFIC IMPACT STUDY 232ND MIXED USE UPDATE CITY OF EDMONDS LEGEND PM PEAK HOUR 345- TURNING MOVEMENT VOLUMES FIGURE 3 FUTURE 2012 PM PEAK WITHOUT DEVELOPMENT INTERSECTION VOLUMES GIBSON TRAFFIC CONSULTANTS TRAFFIC IMPACT STUDY I 232ND MIXED USE UPDATE LEGEND AWDT NEWDAILYTRAFFIC PM PEAK NEW PIVI PEAK HOUR TRIPS 1 (4 TRIP DISTRIBUTION % CITY OF EDMONDS I FIGURE 4A TOWNHOME/RETAIL TRIP DISTRIBUTION (PM PEAK & DAILY) I GIBSON TRAFFIC CONSULTANTS TRAFFIC IMPACT STUDY 232ND MIXED USE UPDATE CITY OF EDMONDS LEGEND AWDT NEWDAJLYTRAFFIC Pm < )o PEAK NEW PM PEAK HOUR TRIPS TRIP DISTRIBUTION % FIGURE 413 APARTMENT TRIP DISTRIBUTION (PM PEAK & DAILY) GIBSON TRAFFIC CONSULTANTS TRAFFIC IMPACT STUDY 232ND MIXED USE UPDATE LEGEND AWDT NEWDALYTRAFFIC Pm < )o PEAK NEW PIVI PEAK HOUR TRIPS I TRIP DISTRIBUTION % CITY OF EDMONDS I FIGURE 4C COMBINED TRIP DISTRIBUTION (PM PEAK & DAILY) GIBSON TRAFFIC CONSULTANTS TRAFFIC IMPACT STUDY LEGEND 232ND MIXED USE FIGURE 5 PM PEAK HOUR UPDATE 367- TURNING MOVEMENT VOLUMES FUTURE 2012 PM PEAK WITH DEVELOPMENT CITY OF EDMONDS INTERSECTION VOLUMES 232 nd Street Mixed Use Update GTC #04-243 TABLE 1 INTERSECTION LEVEL OF SERVICE (LOS) CRITERIA Level of Service Expected Delay Control Delay (Seconds r Vehicle) Unsignaliz . ed Intersections Signalized Intersections A LittleNo Delay :!�10 :!�10 B Short Delays >10 and:!�15 >10 and:!�20 C Average Delays >15 and:!�25 >20 and:535 D Long Delays >25 and:!05 >35 and:�55 E Very Long Delays >35 and:!�50 >55 and:580 F I >50 >80 When demand volume exceeds the capacity of the lane, extreme delays will be encountered with queuing which may cause severe congestion affecting other traffic movements in the intersection. Source: Highway Capacity Manual 2000. LOS A: free -flow traffic conditions, with minimal delay to stopped vehicles (no vehicle is delayed longer than one cycle at signalized intersection). LOS B: generally stable traffic flow conditions. LOS C: occasional back-ups may develop, but delay to vehicles is short term and still tolerable. LOS D: during short periods of the peak hour, delays to approaching vehicles may be substantial but are tolerable during times of less demand (i.e. vehicles delayed one cycle or less at signal). LOS E: intersections operate at or near capacity, with long queues developing on all approaches and long delays. LOS F: jammed conditions on all approaches with excessively long delays and vehicles unable to move at times. E 00H IRAFFIC COMMUH70 232nd Street Mixed Use Update GTC #04-243 TABLE2 EXISTING LEVEL OF SERVICE Weekday PM Peak Hour EXISTING INTERSECTION CONDITIONS LK� Delay 1. SR-104 @ C 23.1 see 232nd Street SW (EB Approach) 2. 1 00th Avenue W @ D 39.7 see SR- 104 G- mam CRAFFIC !0HOULTIM70 232nd Street Mixed Use Update GTC #04-243 TABLE3 3-Year Accident Summary and Rates I Tvpe I Intersectio . n Rearend At Angle Approach Side Swipe/ Ped I Other 3-year I Yearly ADT Rate Turn Lane Change Total Avg 232nd Street SW @ -SR-104 5 8 0 16 5.33 18590 0.79 I Used the existing intersection volumes and a K Factor of 0. 10 to determine the ADT. aRANOF 010 232nd Street Mixed Use Update GTC #04-243 TABLE4 FUTURE LEVEL OF SERVICE Weekday PM Peak Hour EXISTING FUTURE 2012 CONDITIONS' Without Project With Project INTERSECTION CONDITIONS LOS Delay LOS Delay LOS Delay 1. SR-� 104 @ C 23.1 sec D 29.8'sec D 32.4 sec 232nd Street SW (EB Approach) With Channelization D 27.8 sec EB Shared Through -Left & Right I 00th Avenue W @ D 39.7 sec D I 44.9 sec D 45.1 sec SR-104 L I Includes 2% annually compounded growth rate. Gwnpm ,2 CRAFFIC !001-3-UMA HTO 232nd Street Mixed Use Update GTC #04-243 TABLE5 TRIP GENERATION SUMMARY Proposed Land Use SIZE Average Daily Trips PM Peak -Hour Total Inbound Outbound General Office - Commercial 3,000 SF 33 4 2 2 Specialty Retail - Commercial 7,800 SF 346 21 9 12 Condominiums - Residential 22 Units 129 11 7 4 Apartment - Residential 40 Units 269 25 16 9 Single -Family - Residential -5 Units -48 -5 -3 -2 GROSS TOTAL 729 56 31 25 PASS -BY Reduction .................. -75 -5 -2 -3 Internal Crossover -101 -8 -4 -4 NETTOTAL 553 43 25 18 Gr CRAFFIC OMMUH710 232nd Street Mixed Use Update GTC #04-243 TABLE6 MITIGATION SUMMARY ITE Code ITE Land Use Category Trip Rate Trip Length Factor % New Trips 1 Net New Trips per Unit Impact Fee per Unit Unit Total 710 General Office 1.49 1.59 87% 2.06 $ 99 3 $ 4,721.98 814 Specialty Retail 2.71 0.4 62% 0.67 $ 513.24 7.8 $ 4,003.28 230 Condominiums 0.52 1.15 87% 0.52 $ 397.30 22 $ 8,740.64 220 Apartment 0.62 1.15 87% 0.62 $ 473.71 40 $18,948.24 210 , Single-Farnily House 1.01 1.09 100% 1.10 $_ 840.71 -5 -$4,203. tal $32,210.56 1 Excl uldes calculated internal crossover and pass -by trips per the Trip Generation Handbook. a ROW RAFFIC (CO(IMOULT'IHM 232nd Street Mixed Use Update GTC #04-243 Townhomes & Retail off of SR-104 PM Version New ADT New AM Peak Hour Trips % In I Out 11 T t I 1 OOOYjo 319' ill 1011 27 1% 3.19 0.11 0.10 0.21 2% 6.38 0.22 0.20 0.42 3% 9.57 0.33 0.30 0.63 4% 12.76 0.44 0.40 0.84 5% 15.95 0.55 0.50 1.05 6% 19.141 0.66 0.60 - 1.26 7% 22.331 0.77 0.70 1.47 8% 25.521 0.88 0.80 1.68 9% 28.711 0.99 0.90 1.89 10% 31.901 1.10 1.00 2.10 11% 35.091 1.21 1.10 2.31 12% 38.281 1.32 1.20 2.52 13% 41.471 1.43 1.30 2.73 14% 44.661 1.54 1.40 2.94 15% 47.851 1.65 1.50 3.15 16% 51.041 1.76 1.60 3.36 17% 54.231 1.87 1.70 3.57 18% 57.421 1.98 1.80 3.78 19% 60.611 2.09 1.90 3.99 20% 63.80 2.20 2.00 4.20 21% 66.99 2.31 2.10 4.41 22% 70.18 2.42 2.20 4.62 23% 73.37 2.53 2.30 4.83 24% 76.56 2.64 2.40 5.04 25% 79.751 2.75 2.50 5.25 26% 82.941 2.86 2.60 5.46 27% 86.131 2.97 2.70 5.67 28% 89.32 3.08 2.80 5.88 29% 92.51 3.19 2.90 6.09 30% 95.70 3.30 3.00 6.30 31% 98.89 3.41 3.10 6.51 32% 102.08 3.52 3.20 6.72 33%1 105.27 3.63 3.30 6.93 34% 108.46 3.74 3.40 7.14 35% 111.65 3.85 3.50 7.35 36% 114.84 3.96 3.60 7.56 37% 118.03 4.07 3.70 7.77 38% 121.221 4.18 3.80 7.98 39% 124.41 4.29 3.90 8.19 40% 127.60 4.40 4.00 i. 4-0 41% 130.79 4.51 4.10 8.61 42% 133.98 4.62 4.20 8.82 43% 137.17 4.73 4.30 9.03 44% 140.36 4.84 4.40 9.24 45% 143.55 4.95 4.50 9.45 46% 146.74 5.06 4.60 9.66 47% 149.93 5.17 4.70 9.87 48% 153.12 5.28 4.8 0.08 491 a 156.31 5.39 4.90 10.29 A 509/4 159.501 5.50 5.00 ADT New AM Peak Hour Trips RdNew In Out T- Total 100% 3191 ill 1011 21 51% 162.69 5.61 5.10 10.71 52% 165.88 5.72 5.20 10.92 53% 169.07 5.83 5.30 11.13 54% 172.26 5.94 5.40 11.34 55% 175.45 6.05 5.50 11.55 56%1 178.64 6.161 5.60 11.76 57% 181.83 6.27 5.70 11.97 58% 185.02 6.38 5.80 12.18 59% 188.21 6.49 5.90 12.39 60% 191.40 6.60 6.00 12.60 61% 194.59 6.71 6.10 12.81 62%1 197.78 6.821 6.20 13.02 63% 200.97 6.93 6.30 13.23 64% 204.16 7.04 6.40 13.44 65% 207.35 7.15 6.50 13.65 66% 210.54 7.26 6.60 13.86 67% 213.73 7.37 6.70 14.07 68% 216.92 7.481 6.80 14.28 69% 220.11 7.59 6.90 14.49 70% 223.30 7.70 7.00 14.70 71% 226.49 7.81 7.10 14.91 72% 229.68 7.92 7.20 15.12 73% 232.87 8.03 7.30 15.33 74% 236.06 8.141 7.40 15.54 75% 239.25 8.251 7.50 15.75 76% 242.44 8.36 7.60 15.96 77% 245.63 8.47 7.70 16.17 78% 248.82 8.58 7.80 16.38 79% 252.01 8.69 7.90 16.59 80% 255.20 8.80 8.00 16.80 81% 258.39 8.911 8.10 17.01 82% 261.58 9.021 8.20 17.22 83% 264.77 9.131 8.30 17.43 84% 267.96 9.24 8.40 17.64 85% 271.15 9.35 8.50 17.85 86% 274.34 9.46 8.60 18.06 87% 277.53 9.57 8.70 18.27 88% 280.72 9.68 8.80 18.48 89% 283.91 9.79 8.90 18.69 90% 287.10 9.90 9.00 18.90 91% 290.29 10.01 9.10 19.11 92% 293.48 10.12 9.20 19.32 93%1 296.67 10.23 9.30 19.53 94% 299.86 10.341 9.40 19.74 95% 303.05 10.45 9.50 19.95 96% 306.24 10.56 9.60 20.16 97% 309.43 10.67 9. 0 20.37 98% 312.62 10.78 9.80 99%1 31581 1089 9.90 100-14 319 F 10.-2 232nd Street Mixed Use Update GTC #04-243 Apartments off of 232nd Street PM Version New ADT New PM Peak Hour Trips % In I Out 11 Total 10 0 OY1. 2341 141 811 22 1% 2.34 0.14 0.08 0.22 2% 4.68 0.28 0.16 0.44 3% 7.02 0.42 0.24 0.66 4% 9.36 0.56 0.32 0.88 5% 11.70 0.70 0.40 1.10 6% 14.041 0.84 0.48 1.32 7% 16.381 0.98 0.56 1.54 8% 18.721 1.12 0.64 1.76 9% 21.06 1.26 0.72 1.98 10% 23.40 1.40 0.80 2.20 11% 25.74 1.54 0.88 2.42 12% 28.08 1.68 0.96 2.64 13% 30.42 1.82 1.04 2.86 14% 32.76 1.96 1.12 3.08 15% 35.10 2.10 1.20 3.30 16% 37.44 2.24 1.28 3.52 17% 39.78 2.38 1.36 3.74 18% 42.12 2.52 1.44 3.96 19% 44.46 2.66 1.52 4.18 20% 46.80 2.80 1.60 4.40 21% 49.14 2.94 1.68 4.62 22% 51.48 3.08 1.76 T.84 23% 53.82 3.22 1.84 5.06 24%1 56.16 3.36 1.92 5.28 25% 58.50 3.50 2.00 5.50 26% 60.84 3.64 2.08 5.72 27% 63.18 3.78 2.16 5.94 28% 65.52 3.92 2.24 6.16 29% 0 67.861 4.06 2.32 6.38 300 70.20 4.20 2.40 6.60 31% 72.54 4.341 2.48 6.82 32% 74.88 4.48 2.56 7.04 33% 77.22 4.62 2.64 7.26 34% 79.56 4.76 2.72 7.48 35% 81.90 4.90 2.80 7.70 36%1 84.24 5.04 2.88 7.92 37%1 86.58 5.181 2.96 8.14 38% 88.92 5.32 3.04 8.36 39% 91.26 5.46 3.12 8.58 40% 93.60 5.60 3.20 8.80 41% 95.94 5.74 3.28 9.02 42% 98.28 5.88 3.36 9.24 43%1 100.62 6.02 3.44 9.46 44%1 102.96 6.16 3.52 9.68 45% 105.30 6.30 3.60 9.90 46% 107.64 6.44 3.68 10.12 47% 109.98 6.58 3.76 10.34 48% 112.32 6.721 3.84 56 49% 114.66 6.861 3.E .78 LA 5011/4 117.001 7.001 4.00 11.00 New ADT New PM Peak Hour Trips % In Out Total 100%1 2341 141 811 22 51% 119.34 7.14 4.08 11.22 52% 121.68 7.28 4.16 11.44 53% 124.02 7.42 4.24 11.66 54% 126.36 7.56 4.32 11.88 55% 128.70 7.70 4.40 12.10 56%1 131.04 7.841 4.48 12.32 57% 133.38 7.98 4.56 12.54 58% 135.72 8.12 4.64 12.76 59% 138.06 8.26 4.72 12.98 60% 140.40 8.40 4.80 13.20 61% 142.74 8.54 4.88 13.42 62% 145.08 8.681 4.96 13.64 63% 147.42 8.82 5.04 13.86 64% 149.76 8.96 5.12 14.08 65% 152.10 9.10 5.20 14.30 66% 154.44 9.24 5.28 14.52 67% 156.78 9.38 5.36 14.74 68% 159.12 9.52 5.44 14.96 69% 161.46 9.66 5.52 15A 8 70% 163.80 9.80 5.60 15.40 71% 166.14 9.94 5.68 15.62 72% 168.48 10.08 5.76 15.84 73% 170.82 10.22 5.84 16.06 74% 173.16 10.36 5.92 16.28 75% 175.50 10.50 6.00 16.50 76% 177.84 10.64 6.08 16.72 77%1 180.18 10.78 6.16 16.94 78%1 182.52 10.92, 6.24 17.16 79% 184.86 11.06 6.32 17.38 80% 187.20 11.20 6.40 17.60 81% 189.54 11.34 6.48 17.82 82% 191.88 11.48 6.56 18.04 83% 194.22 11.62 6.64 18.26 84% 196.56 11.761 6.72 18.48 85% 198.90 11.90 6.80 18.70 86% 201.24 12.04 6.88 18.92 87% 203.58 12.18 6.96 19.14 88% 205.92 12.32 7.04 19.36 89% 208.26 12.46 7.12 19.58 90% 210.60 12.601 7.20 19.80 91% 212.94 12.741 -7.28 20.02 92% 215.28 12.88 7.36 20.24 93% 217.62 13.02 7.44 20.46 94% 219.96 13.16 7.52 20.68 95% 222.30 13.30 7.60 , 20.90 96% 224.64 13.44 7.68 21.12 97% 226.98 13.581 7.7 1.34 98% 229.32 13.72 7.84 21.56 99%1 231. 6 13.86 7.92 21.78 100-14 234.00 14.00 8.00 22.00 232nd Street Mixed Use Update GTC #04-243 Trip Generation for: Weekday (a.k.a.): Average Weekday Daily Trips (AWDT) NET EXTERNAL TRIPS BY TYPE IN BOTH DIRECTIONS DIRECTIONAL ASSIGNMENTS TOTAL PASS -BY DIVERTED NEW PASS -BY DIVERTED NEW Gross Trips Internal Crossover LINK LINK LAND USES VARIABLE ITE LU Trip % % In+Out % of Gross Trips In+Out In+Out %o Ext. In+Out % of Ext. I In+Out In+Out code. Rate IN OUT (Total) . Trips (Total) (Total) Trips (Total) Trips (Total) (Total) In Out In I Out In Out General Office 3.000 ksqft 710 11.01 50% 50% 33.03 13% 4 29 00 0 0% 0 29 1 0 0 0 0 14 15 Specialty Retail 7.800 ksqft 814 44.32 50% 50% 345.70 13% 45 301 25% 75 0% 0 226 38 38 0 0 113 113 Townhome/Condo 22 units 230 5.8 6 _� _72 5 0 0%/; 0 50% 0 128.92 13% 17 112 0% 0 0% 0 112 0 0 0 0 56 56 Apartment 40 units 220 0 50% 01 50% 13% 35 234 0% 0 0% 0 234 0 0 0 117 117 Single -Family -==M= -5 units 210 9.57 50% 50% L268.80 -47.85 0% 0 -48 0% 0 0% 0 -48 0 0 0 0 -24 -24 Totals 7286 0 101 628 = 75 0 ', 0 0 276 276 232nd Street Mixed Use Update GTC #04-243 Trip Generation for: Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 7 and 9 AM (a.k.a.): Weekday AM Peak Hour NET EXTERNAL TRIPS BY TYPE IN BOTH DIRECTIONS DIRECTIONAL ASSIGNMENTS TOTAL P A'-- PASS -BY DIVERTED NEW PASS -BY DIVERTED NEW Gross Trips Internal Crossover LINK LINK LAND USES VARIABLE ITE LU Trip % I % In+O ut % of Gross Trips In+Out ln+Out 0 f % of I Ext Ext. In+Out. % of Ext. ln+Out ln+Out code Rate IN OUT (Total) Trips (Total) (Total) ri ps Trips (Total) Trips (Total) (Tota 1) In Out In Out In Out General Office 3.000 ksqft 710 1.55 88%1 12% 5 13% 1 4 0 0% 0 0% 0 4 0 0 0 0 4 0 Specialty Retail 7.800 ksqft 814 0.74 61% 39% 6 13% 1 5125% 1 0% 0 4 1 0 0 0 2 2 Townhome/Condo 22 units 230 0.44 17% 83% '80% 10 13% 1 9 0. 0% 0 % 0 9 0 0 0 0 2 7 Apartment 40 units 220 0.51 20% 20 13% 3 17 0% 0 0 17 J30 0 0 0 0 3 14 Single -Family -5 units 210 0.75 25% 75% -4 0% 0 -4 0% 0 _0% 0% 0 4 0 0 0 0 -1 -3 -Totals 37 7//7M 6 31 1 -UM 0 0 1 0 0 0 r 10 20 Specialty Retail Trip Rate was calculated from Shopping Center ratio of PM peak -hour trips multiplied by the Shopping Center AM Trip Rate. 232nd Street Mixed Use Update GTC #04-243 Trip Generation for: Weekday, Peak Hour of Adjacent Street Traffic, One Hour between 4 and 6 PM (a.k.a.): Weekday PM Peak Hour NET EXTERNAL TRIPS BY TYPE IN BOTH DIRECTIONS DIRECTIONAL ASSIGNMENTS TOTAL PASS -BY DIVERTED NEW PASS -BY DIVERTED NEW Gross Trips Internal Crossover LINK LINK LAND USES VARIABLE ITE LU Trip % % In+Out % of Gross Trips In+Out In+Out % of Ext. In+Out % of Ext. In+Out In+Out 1 code Rate IN OUT (Total) Trips (Total) (Total) Trips (Total) Trips (Total) (Total) In Out In Out I In Out General Office 3.000 ksqft 710 1.49 17% 83% 4 13% 1 3 0% 0 0% 0 3 0 _0 0 0 1 I 2 Specialty Retail 7.800 ksqft 814 2.71 44%. 56% 21 13% 3 18 25% 5 0% 0 13 2 3 0 0 7 Townhome/Condo 22 units 230 0.52 67% 33% 11 13% 1 10 0% 0 0 0% 0 10 0 1 0 0 0 —6 7 3 Apartment 40 units 220 0.62 65% 35% 25 13% 3 22 0% 0% 0 0 1 22_JF_0__F _0 0 o Single -Family -5 units 210 1.01 63% 37% -5 0% 0 -5 0% 0 0 1 0% L 0 _T___T -5 0 0 0 0 -Totals 56 8 48 5 _0 1 43 1 2 1-3 0 0 MULTI -USE -DEVELOPMENT TRIP GENERATION AND INTERNAL CAPTURE SUMMARY Analyst: MJP Time Period: PM Peak Hour of Adj St Date: 9/7/2006 Project: 232nd Mixed Use Update Land Use A ITE LU Code Size Exit to Ext Total Retail 814 7,800 SF Internal External Land Use B ITE LU Code Size Demand Balanced Demand Total Office 710 3,000 SF Internal External EntfromExt F_ 10 Enter 9 2 — 7 2%1 01 01 11 23% Enter 1 0 —_ 1 1 11 Ent from Ext Exit 12 2 10 3%1 01 01 01 31% Exit 3 0 3 Exit to Ext 7 Total _r 21 _100% 4 17 Demand Balanced Demand Total 4 0 4 3 P�� % 19% 1 81% % 100% 1 0% 100% Demand Demand 1 12%1 1 Balanced Balanced 01 I I Demand Demand 1 0 1 12%1 1 31%1 51 01 2%1 1 2%1 01 01 Demand Demand Demand Demand 01 01 Balanced Balanced Balanced Balanced 1 31%1 21 21 0%1 01 11 9% 1 2%1 01 01_____ 0% Demand Demand 0 Demand Demand I I Demand Demand 0 Balanced Balancedl 5 Demand Demand Land Use C ITE LU Code Size Exit to Ext Total Residential 230 22 Units Internal External Land Use D ITE LU Code Size Demand Balanced Demand Total Residential 220 40 Units Internal External Ent from Ext 3 Enter 7 1 6 0%1 01 01 01 0% Enter 16 1 --- 15 15 Ent from Ext Exit 4 1 3 0%1 01 01 01 0% Exit 9 1 8 Exit to Ext 61 Total 11 _0% 2 - 9 Demand Balanced Demand Total 25 2 23 —81 % 10 18% 82% % 100% 8% 92% Net External Trips fo Multi -Use evelopment r_ Land Use A Land Use B Land Use C Land Use D Total Enter 7 1 6 15 29 Exit 10 3 3 8 24 Total 17 4 9 23 Single -Use Trip Gen. Est. 211 41 ill 25j 611 Internal Capture 13% MULTI -USE DEVELOPMENT TRIP GENERATION AND INTERNAL CAPTURE SUMMARY Analyst: MJP Time Period: Daily Date: 9/7/2006 Project: 232nd Mixed Use Update Exit to Ext Land Use A ITE LU Code Size Total Retail 814 7,800 SF Internal External Land Use B ITE LU Code Size Demand Balanced Demand Total Office 710 3,000 SF Internal External Ent from Ext 133 Enter 173 36 137 1 4%1 71 4 41 22% Enter 16 2 14 1J Ent from Ext Exit 173 40 133 3%1 51 21 21 15% Exit 16 4 12 Exit to Ext 137 Total 1 346 76 270 Demand Balanced Demand Total 32 6 26 % 1 100% 22% 78% % 100% , 19% 1 81% Demand 1 11%1 19 Balanced 15 11%1 191 161 337 Demand Demand 1 191 Balanced Balanced 33%L_ 211 251 0% Demand Demand 3 07�- 01 Balanced Demand Demand BalancedF--o Demand Demand 1 451 21 01 1611 9% Demand Demand 1 16 Balanced 2% 2%1 01 01 0%1 Demand Demand Balanced Balanced 1 3%1 41 01 Demand Demand 511 Demand Land Use C ITE LU Code Size Exit to Ext Total Residential 230 22 Units Internal External Land Use D ITE LU Code Size Demand Balanced Demand Total Residential 220 40 Units Internal External— Ent from Ext F_ 49 Enter 65 19 46 1 0%1 01 01 01 0% Enter 135 T9_ — 116 1 116 Ent from Ext Exit 65 16 49 0%1 01 01 01 0% Exit 135 16 119 Exit to Ext 46 Total 1 130 35 95 Demand Balanced Demand 1 Total 270 35 235 1191 % 100% 27% 73% % 1 100% 13% 87% Net Exte al Trips for Multi -Use I Land Use A Land Use B evelopment Land Use C Land Use D Total Enter 137 14 46 116 313 Exit 133 12 49 119 313 Total 270 26 95 235 6261 Single -Use Trip Gen. Est. 3461 32, 1301 2701 7781 Internal Capture 20% 1 SR-1 04 @ 232nd St SW Page 1 of 1 Synchro ID: 1 Existing 695 1,7221 1,027 Average Weekday 9 1 651 1 35 PM Peak Hour 0 1�3 Year: 2/22/05 Data Source: TDG PHF 0.81 57 108 232nd St SW SR-104 7 g5 45 0 1 3 Fl-78579 232nd St SW 123 North 78 SR-104 1� 0 43 1 990 F-697 11,7651 1,068 Future without Project 798 11,9771 1,179 Average Weekday 10 1 748 1 40 PM Peak Hour Izi Year: 2012 65 Growth Rate = 2.0% Years of Growth = 7 1 231 232nd St SW Total Growth = 1 1487 11 58 9 38 <�3 R> la F49 11,137 1 4 F-01 12,0271 1,226 SR-104 1 ff6 52 0 1 5 F-2,134 232nd St SW 141 North 89 SR-1 04 ti It Total Project Trips 9 17 8 Average Weekday 2 1 6 1 PM Peak Hour 0 lb 17 232nd St SW SR-104 1 IZ> El 2 4D 0 0 232nd St SW 4 North 2 SR-104 F8 1 6 1 0 F-1 0 24 1 14 Future with Project 807 1,9941 1,187 Average Weekday 12 1 754 1 41 PM,F.1'eak Hour t? 13 Ib 17�123 76 iV%CVr,,(,5 140 232nd St SW 04 Ace 0 2-3 -73% SR-104 R> 32 ,�:) g7 54 0 15 232nd St SW 145 North 91 SR-104 ro F5 :7 11,1431 40 12,0511 1,240 1 F 2 SR-1 04 @ 1 00th Ave W Page 1 of 1 Synchro ID: 2 Existing Average Weekday PM Peak Hour Year: 9/21/06 839 Data Source: TDG 1,779 PHF = 0.91 35 <P 940 720 185 Future without Project Average Weekday PM Peak Hour Year: 2012 944 Growth Rate = 2.0% Years of Growth = 6 2,002 Total Growth = 1.1262 39 L1O 5 81 811 ] 208 --7 Total Project Trips Average Weekday PM Peak Hour 547 1 1,2301 683 67 1 307 1 173 0 �D <�J 1 00th Ave W SR-104 F3-71772 SR-104 1 00th Ave W la 162 1 393 1 1 F-61 0 11,3121 702 616 11,3851 769 75 1 346 1 195 0 <�, 100th Ave W SR-104 E�fl SR-104 1 00th Ave W Q) 1D r 182 1 443 1 166 F-7 11,4781 791 68 _ 2 4 2 0 1 1 1 1 lb 1 00th Ave W SR-104 SR-104 1 00th Ave W 1� 1 1 1 1 0 F 5 1 2 Future with Project 618 11,3891 771 Average Weekday 75 1 347 1 196 PM Peak Hour 0 l) 10 I 255 610 983 118 2,023 North 1,040 F- 287 687 1,107 t2 133 2,279 North 1,172 ffl 2 & 0 6 North 4 1 00th Ave W Q� 288 946 :3 688 1,109 t2 133 2,009 SR-104 F3 583� SR-104 2,285 North I 1LO63t 814 1,176 S39d 210 100th Ave W V�- f) 0 183 444 1 166 F-690 11,4831 793 H:\2004\04-243\U pd ate 090806\Synchro\Existing.sy7 1: 232nd St SW & SR 104 232nd Mixed Use Updated (04-243) --* --1' ---t 4�- *-- 4\ t 1* 1'0 41 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4� 4� 0 tT+ Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 10 8 33 13 5 27 43 990 35 35 651 9 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 11 9 3�6 14 5 29 47 1076 38 38 708 10 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 0 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1452 1996 359 1659 1982 557 717 1114 vC1, stage 1 conf vol 789 789 1189 1189 vC2, stage 2 conf vol 664 1208 470 793 vCu, unblocked vol 1452 1996 359 1659 1982 557 717 1114 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 pO queue free % 92 92 94 90 96 94 95 94 cM capacity (veh/h) 137 106 638 139 152 474 879 623 Direction, Lane # EB 1 WB 1 NB 1 NB2 NB3 SB 1 SB2 SB3 Volume Total 55 49 47 717 397 38 472 246 Volume Left 11 14 47 0 0 38 0 0 Volume Right 36 29 0 0 38 0 0 10 cSH 254 245 879 1700 1700 623 1700 1700 Volume to Capacity 0.22 0.20 0.05 0.42 0.23 0.06 0.28 0.14 Queue Length 95th (ft) 20 18 4 0 0 5 0 0 Control Delay (s) 23.1 23.3 9.3 0.0 0.0 11.2 0.0 0.0 Lane LOS C C A B Approach Delay (s) 23.1 23.3 0.4 0.6 Approach LOS C C Intersection Summary Average Delay 1.6 Intersection Capacity Utilization 45.9% ICU Level of Service A Analysis Period (min) 15 GTC (MJP) Existing Gibson Traffic Consultants, Inc. Page 1 H:\2 004\04-243\U pd ate 090806\Synchro\Existing.sy7 2: SR 104 & 100th Ave W 232nd Mixed Use Updated (04-243) '# -0, --,* f- I- 4\ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 0 t T4 tl+ 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 150 0 150 0 100 0 Storage Lanes 1 0 1 0 1 0 1 0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.969 0.956 0.959 0.973 Fit Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3429 0 1770 3383 0 1770 3394 0 1770 3444 0 Fit Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 3429 0 1770 3383 0 1770 3394 0 1770 3444 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 29 66 42 20 Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 35 25 25 Link Distance (ft) 318 416 483 453 Travel Time (s) 7.2 8.1 13.2 1.2.4 Volume (vph) 35 720 185 118 610 255 162 393 147 173 307 67 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 38 791 203 130 670 280 178 432 162 190 337 74 Lane Group Flow (vph) 38 994 0 130 950 0 178 594 0 190 411 0 Turn Type Prot Prot Prot Prot Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phases 7 4 3 8 5 2 1 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 8.0 20.0 8.0 20.0 8.0 20.0 8.0 20.0 Total Split (s) 10.0 46.0 0.0 19.0 55.0 0.0 24.0 32.0 0.0 23.0 31.0 0.0 Total Split (%) 8.3% 38.3% 0.0% 15.8% 45.8% 0.0% 20.0% 26.7% 0.0% 19.2% 25.8% 0.0% Maximum Green (s) 6.0 42.0 15.0 51.0 20.0 28.0 19.0 27.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All -Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 5.9 34.9 12.0 45.6 15.2 28.6 15.3 28.7 Actuated g/C Ratio 0.05 0.33 0.11 0.43 0.14 0.27 0.14 0.27 v/c Ratio 0.40 0.87 0.66 0.64 0.71 0.64 0.75 0.44 Control Delay 66.9 42.9 64.0 25.6 61.5 38.1 64.6 35.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 66.9 42.9 64.0 25.6 61.5 38.1 64.6 35.4 LOS E D E C E D E D GTC (MJP) Existing Gibson Traffic Consultants, Inc. Page 1 H:\2004\04-243\U pd ate 090806\Synchro\Existing.sy7 2: SR 104 & I 00th Ave W 232nd Mixed Use Updated (04-243) -A --,, --* ,(- *-- ,- 4\ t \10. 4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBIL SBT SBR Approach Delay 43.8 30.2 43.5 44.6 Approach LOS D C D D Queue Length 50th (ft) 27 342 91 274 125 193 133 126 Queue Length 95th (ft) 67 443 164 353 206 275 #225 193 Internal Link Dist (ft) 238 336 403 373 Turn Bay Length (ft) 150 150 150 100 Base Capacity (vph) 97 1288 244 1577 320 935 307 938 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.39 0.77 0.53 0.60 0.56 0.64 0.62 0.44 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 107.2 Natural Cycle: 75 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 39.7 Intersection LOS: D Intersection Capacity Utilization 70.8% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Rnfitcz nnd Ph;;qpq- 9- RR 104 & 100th Ave W 01 t o2 o3 o4 MWW=1AN2r1s1WA2KMWW &9TWRMILdIA65010 . . . 19016AWSAS W I;Z'�i 05 o6 o7 o8 1 n&J 1! 1: 15 GTC (MJP) Existing Gibson Traffic Consultants, Inc. Page 2 HA2 004\04-243\U pd ate 090806\Synchro\Base1ine.sy7 1: 232nd St SW & SR 104 232nd Mixed Use Updated (04-243) --* --o' --* 'r 4--- 4- 4\ Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4+ 4� +I* tl+ Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 11 9 38 15 6 31 49 1137 40 40 748 10 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 12 10 41 16 7 34 53 1236 43 43 813 11 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 0 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1667 2291 412' 1904 2275 640 824 1279 vC1, stage I conf vol 905 905 1364 1364 vC2, stage 2 conf vol 761 1386 540 911 vCu, unblocked vol 1667 2291 412 1904 2275 640 824 1279 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 pO queue free % 89 88 93 85 95 92 93 92 cM capacity (veh/h) 107 80 589 106 120 418 802 538 Direction, Lane # EB 1 WB 1 NB I N132 N133 SB 1 SB 2 S133 Volume Total 63 57 53 824 455 43 542 282 Volume Left 12 16 53 0 0 43 0 0 Volume Right 41 34 0 0 43 0 0 11 cSH 207 195 802 1700 1700 538 1700 1700 Volume to Capacity 0.30 0.29 0.07 0.48 0.27 0.08 0.32 0.17 Queue Length 95th (ft) 31 29 5 0 0 7 0 0 Control Delay (s) 29.8 30.8 9.8 0.0 0.0 12.3 0.0 0.0 Lane LOS D D A B Approach Delay (s) 29.8 30.8 0.4 0.6 Approach LOS D D Intersection Summary Average Delay 2.0 Intersection Capacity Utilization 50.9% ICU Level of Service A Analysis Period (min) 15 GTC (MJP) Baseline 2012 Gibson Traffic Consultants, Inc. Page 1 H:\2004\04-243\Update 090806\Synchro\Base1ine.sy7 2: SR 104 & 100th Ave W 232nd Mixed Use Updated (04-243) �-* --* -,;v f- *-- ',- 4\ t /,P. \40. *1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations till tT+ tT+ tT* Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 150 0 150 0 100 0 Storage Lanes 1 0 1 0 1 0 1 0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.969 0.956 0.959 0.973 Flt Protected 0.950 0.950 0.950 0.950 Satcl. Flow (prot) 1770 3429 0 1770 3383 0 1770 3394 0 1770 3444 0 Flt Permitted 0.950 0.950 0.950 0.950 Satcl. Flow (perm) 1770 3429 0 1770 3383 0 1770 3394 0 1770 3444 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 29 66 42 20 Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 35 25 25 Link Distance (ft) 318 416 483 453 Travel Time (s) 7.2 8.1 13.2 12.4 Volume (vph) 39 811 208 133 687 287 182 443 166 195 346 75 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 43 891 229 146 755 315 200 487 182 214 380 82 Lane Group Flow (vph) 43 1120 0 146 1070 0 200 669 0 214 462 0 Turn Type Prot Prot Prot Prot Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phases 7 4 3 8 5 2 1 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 8.0 20.0 8.0 20.0 8.0 20.0 8.0 20.0 Total Split (s) 10.0 46.0 0.0 19.0 55.0 0.0 24.0 32.0 0.0 23.0 31.0 0.0 Total Split(%) 8.3% 38.3% 0.0% 15.8% 45.8% 0.0% 20.0% 26.7% 0.0% 19.2% 25.8% 0.0% Maximum Green (s) 6.0 42.0 15.0 51.0 20.0 28.0 19.0 27.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All -Red Time (s) 0.5 0.5 0.5 0.5 -0.5 0.5 0.5 0.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 5.9 39.6 13.0 49.0 16.7 28.2 16.9 28.4 Actuated g/C Ratio 0.05 0.35 0.11 0.43 0.15 0.25 0.15 0.25 v/c Ratio 0.47 0.92 0.72 0.72 0.77 0.77 0.82 0.53 Control Delay 72.7 48.6 70.3 28.8 67.7 45.3 72.3 39.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 72.7 48.6 70.3 28.8 67.7 45.3 72.3 39.5 LOS E D E C E D E D GTC (MJP) Baseline 2012 Gibson Traffic Consultants, Inc. Page 1 H:\2004\04-243\U pd ate 090806\Synchro\Base1ine.sy7 2: SR 104 & 100th Ave W 232nd Mixed Use Updated (04-243) --* --I. -';� *— ,- 4\ t /,0. \D. -4/ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach Delay 49.5 33.8 50.4 49.9 Approach LOS D C D D Queue Length 50th (ft) 33 425 109 336 149 244 161 159 Queue Length 95th (ft) #77 #561 #192 418 230 316 #275 218 Internal Link Dist (ft) 238 336 403 373 Turn Bay Length (ft) 150 150 150 100 Base Capacity (vph) 92 1261 230 1530 304 873 291 875 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.89 0.63 0.70 0.66 0.77 0.74 0.53 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 113.9 Natural Cycle: 80 Control Type: Actuated- Uncoord i nated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 44.9 Intersection LOS: D Intersection Capacity Utilization 78.1 % ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Sn1its and Phases- 2: SR 104 & 1 00th Ave W 01 t o2 o3 o4 253M306M, �1413W-40WWVMWWWF�! il'97i 11111460001M '\ 05 06 o7 o8 GTC (MJP) Baseline 2012 Gibson Traffic Consultants, Inc. Page 2 H:\2004\04-243\U pd ate 090806\Synchro\FutureW.sy7 1: 232nd St SW & SR 104 232nd Mixed Use Updated (04-243) --* --1' -,* *.- 4\ t /0� \w . 41 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 41, *T+ 0 0 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 12 10 42 15 7 32 57 1143 40 41 754 12 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 13 .11 46 16 8 35 62 1242 43 45 820 13 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type TWLTL TWLTL Median storage veh) 0 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1699 2325 416 1938 2310 643 833 1286 vC1, stage 1 conf vol 915 915 1388 1388 vC2, stage 2 conf vol 784 1410 550 922 vCu, unblocked vol 1699 2325 416 1938 2310 643 833 1286 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF'(s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 pO queue free % 87 86 92 84 93 92 92 92 cM capacity (veh/h) 102 76 585 100 114 416 796 535 Direction, Lane # EB 1 WB 1 NB 1 NB2 NB 3 SB 1 SB 2 SB 3 Volume Total 70 59 62 828 458 45 546 286 Volume Left 13 16 62 0 0 45 0 0 Volume Right 46 35 0 0 43 0 0 13 cSH 199 187 796 1700 1700 535 1700 1700 Volume to Capacity 0.35 0.31 0.08 0.49 0.27 0.08 0.32 0.17 Queue Length 95th (ft) 37 32 6 0 0 7 0 0 Control Delay (s) 32.4 32.7 9.9 0.0 0.0 12.3 0.0 0.0 Lane LOS D D A B Approach Delay (s) 32.4 32.7 0.5 0.6 Approach LOS D D Intersection Summary Average Delay 2.3 Intersection Capacity Utilization 51.2% ICU Level of Service A Analysis Period (min) 15 GTC (MJP) Future With 2012 Gibson Traffic Consultants, Inc. Page 1 HA2004\04-243\Update 090806\Synchro\FutureW.sy7 2: SR 104 & 100th Ave W 232nd Mixed Use Updated (04-243) --* --,, -,* or- *-- 'I- 4\ Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SIBIL SBT SBR Lane Configurations 0 0 tT+ tT+ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 150 0 150 0 150 0 100 0 Storage Lanes 1 0 1 0 1 0 1 0 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Leading Detector (ft) 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Turning Speed (mph) 15 9 15 9 15 9 15 9 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 Frt 0.969 0.956 0.959 0.973 FIt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1770 3429 0 1770 3383 0 1770 3394 0 1770 3444 0 FIt Permitted 0.950 0.950 0.950 0.950 Satd. Flow (perm) 1770 3429 0 1770 3383 0 1770 3394 0 1770 3444 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 29 66 42 20 Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Link Speed (mph) 30 35 25 25 Link Distance (ft) 318 416 483 453 Travel Time (s) 7.2 8.1 13.2 1,2.4 Volume (vph) 39 814 210 133 688 288 183 444 166 196 347 75 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 43 895 231 146 756 316 201 488 182 215 381 82 Lane Group Flow (vph) 43 1126 0 146 1072 0 201 670 0 215 463 0 Turn Type Prot Prot Prot Prot Protected Phases 7 4 3 8 5 2 1 6 Permitted Phases Detector Phases 7 4 3 8 5 2 1 6 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 8.0 20.0 8.0 20.0 8.0 20.0 8.0 20.0 Total Split (s) 10.0 46.0 0.0 19.0 55.0 0.0 24.0 32.0 0.0 23.0 31.0 * 0.0 Total Split (%) 8.3% 38.3% 0.0% 15.8% 45.8% 0.0% 20.0% 26.7% 0.0% 19.2% 25.8% 0.0% Maximum Green (s) 6.0 42.0 15.0 51.0 20.0 28.0 19.0 27.0 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All -Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None Max None Max Walk Time (s) 5.0 5.0 5.0 5.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 Act Effct Green (s) 5.9 39.7 13.1 49.2 16.7 28.2 16.9 28.4 Actuated g/C Ratio 0.05 0.35 0.11 0.43 0.15 0.25 0.15 0.25 v/c Ratio 0.48 0.93 0.72 0.72 0.77 0.77 0.82 0.53 Control Delay 72.8 49.1 70.2 28.9 67.8 45.4 72.5 39.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 72.8 49.1 70.2 28.9 67.8 45.4 72.5 39.6 LOS E D E C E D E D GTC (MJP) Future With 2012 Gibson Traffic Consultants, Inc. Page 1 H:\2004\04-243\U pd ate 090806\Synchro\FutureW.sy7 2: SR 104 & 1 00th Ave W 232nd Mixed Use Updated (04-243) --* --I. --v or- '4-- ,- .4\ t 1* \D. *1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Approach Delay 50.0 33.8 50.6 50.0 Approach LOS D C D D Queue Length 50th (ft) 33 428 109 337 150 244 161 160 Queue Length 95th (ft) #77 #565 #192 418 #233 317 #277 218 Internal Link Dist (ft) 238 336 403 373 Turn Bay Length (ft) 150 150 150 100 Base Capacity (vph) 92 1260 230 1529 303 871 291 873 Starvation Cap Reductn 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.47 0.89 0.63 0.70 0.66 0.77 0.74 0.53 Intersection Summary Area Type: Other Cycle Length: 120 Actuated Cycle Length: 114.1 Natural Cycle: 80 Control Type: Actuated -Uncoordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 45.1 Intersection LOS: D Intersection Capacity Utilization 78.3% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 2: SIR 104 & 100th Ave W \o. 01 1 t o2 o3 o4 "03--WHENVI-M-0 05 4 o6 o7 08 GTC (MJP) Future With 2012 Gibson Traffic Consultants, Inc. Page 2 H:\2004\04-243\U pd ate 090806\Synchro\FutureW+Chan.sy7 1: 232nd St SW & SR 104 232nd Mixed Use Updated (04-243) --* --I. or *-- 4-- 4� Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations *T r 41, tT+ 0 Sign Control Stop Stop Free Free Grade 0% 0% 0% 0% Volume (veh/h) 12 10 42 15 7 32 57 1143 40 41 754 12 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 13 11 46 16 8 35 62 1242 43 45 820 13 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) 1 Median type TWLTL TWLTL Median storage veh) 0 1 Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1699 2325 416 1915 2310 643 833 1286 vC1, stage I conf vol 915 915 1388 1388 vC2, stage 2 conf vol 784 1410 527 922 vCu, unblocked vol 1699 2325 416 1915 2310 643 833 1286 tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1 tC, 2 stage (s) 6.5 5.5 6.5 5.5 tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2 pO queue free % 87 86 92 84 93 92 92 92 cM capacity (veh/h) 102 76 585 101 114 416 796 535 Direction, Lane # EB 1 WB 1 NB I NB2 NB3 SB 1 SB 2 SB 3 Volume Total 70 59 62 828 458 45 546 286 Volume Left 13 16 62 0 0 45 0 0 Volume Right 46 35 0 0 43 0 0 13 cSH 262 189 796 1700 1700 535 1700 1700 Volume to Capacity 0.27 0.31 0.08 0.49 0.27 0.08 0.32 0.17 Queue Length 95th (ft) 26 31 6 0 0 7 0 0 Control Delay (s) 27.8 32.5 9.9 0.0 0.0 12.3 0.0 0.0 Lane LOS D D A B Approach Delay (s) 27.8 32.5 0.5 0.6 Approach LOS D D Intersection Summary Average Delay 2.1 Intersection Capacity Utilization 56.0% ICU Level of Service B Analysis Period (min) 15 GTC (MJP) Future With 2012 + Channelization Gibson Traffic Consultants, Inc. Page 1 Allb, Washington State Depar . tment of Transportation Douglas s. macDonald Secretary of Transportation September 13, 2006 Mr. Matthew J. Palmer Gibson Traffic Consultants 1712 Pacific Ave #100 Everett, WA 98201 Re: Collision.Data Dear Mr. Palmer: Transportation Building 310 Maple Park Avenue S.E. P.O. Box 47300 Olympia, WA 98SD4-7300 360-705-7000 TTY: 1-800-833-6388 www.wsdot.wa.gov In response to your September I I request, we have prepared a history/summary of reported collisions on State Route 104 (milepost 26.89 to 27.22) for the period of January 1, 2003 through December 31. 2005. HALs none reported HACs none reported Federal law 23 United States Code Section 4.09 govems use of -the d,ata you requested. Under this law, data maintained for purposes of evaluating potential highway safety enhancements: 44 * , . shall not be subject to discovery or admitted into evidence in a federal. or state court -proceeding or consideredfor otherpurposes in any actionfor damages arising from any occurrence at a location mentioned or addressed in such reports, surveys, schedules, lists, or data." [Emphasis added.] The Washington State Department of Transportation (WSDOT) is releasing this data to you with the understanding that you will not use this data contrary to the restrictions in Section 409, which means you will not use this data in discovery or as evidence at trial in any action for damages against the WSDOT, the State of Washington, or any other jurisdiction involved in the locations mentioned. in the data. If you should attempt to use this data in an action for damages against WSDOT, the State of Washington, or any other jurisdiction involved in the locations mentioned in the data, these entities expressly reserve the right,under Section 409, to object to the use of the data, including any opinions drawn from the data. Mr. Matthew J. Palmer September 12, 2006 Page 2 If we may be of any further assistance, please contact Mr. Dan Davis, Collision Data and Analysis Business Supervisor, Collision Data and Analysis Branch at (360) 570-245 1, or e-mail address davisd@wsdot.wa.gov. Sincerely, Brian Limotti Collision Data and Analysis Assistant Branch Manager Transportation Data Office Strategic Planning & Programming Office BL/DMD:dwg Cc: Nafisa, Peshtaz, WSDOT Northwest Region Margo Hemphill, WSDOT Northwest Region DOT-BRIODETAIL STATE OF WASHINGTON - DEPARTMENT OF TRANSPORTATION DATE TIME Page I of 2 STANDARD ACCIDENT HISTORY DETAIL REPORT 09/13/06 03:29 PM SR/RRT/RRQ: 104 CURRENT ACCIDENT LOCATION SRMP: 26.89 to 27.22 SORTED BY SR/RRT/RRQ/SRMP/DATE *UNDER 23 UNITED STATES CODE - SECTION 409, THIS *DATA CANNOT BE USED IN DISCOVERY OR AS EVIDENCE Date Range: 01/01/03 to 12J31105 TOTAL NUMBER OF COLLISIONS: 24 *AT TRIAL IN ANY ACTION FOR DAMAGES AGAINST THE *WSDOT OR THE STATE OF WASHINGTON A P U ACCDNT DIAGRAM R M J S L STATE ROUTE SRMP / R / E REPORT DATE MM/DD/YY TIME ANALYSIS A S M V # INJ # FAT # VEH VEH1 TYPE VEH2 TYPE U N U I R T FIRST COLLISION TYPE / OBJECT STRUCK B R 1 NUMBER DATA P i C F E 104 27.03 U 1767617 04/13/05 06:58 2CCO24AAA2 1 0 0 2 1 2 3 2 1 Entering at angle 104 27.04 U C651713 06/23/05 10:00 2CH738EAB1 6 1 0 1 0 3 1 1 Bicycle 104 27.06 U 1767343 12/08/03 16:50 8BR048BAD1 1 0 0 2 2 1 4 1 4 From same direction - both going straight - both moving - sideswipe 104 27.09 U 0708069 04/10/04 09:05 4AA064AAAl 6 1 0 2 2 2 2 1 1 From same direction - both going straight - both moving - rear -end /104 27.12 U 1402122 01/28/03 19:16 6DZ134AXA2 1 0 0 2 2 2 1 1 4 Entering at angle 104 27.12 U 1418704 04/17/03 10:22 6DA128BAD1 6 1 0 2 1 2 1 2 1 Entering at angle 104 27.12 U 1418588 07/22/03 11:40 6DC038BAD1 1 0 0 2 2 2 1 1 1 Entering at angle 104 104 27.12 27.12 U U 1418573 C621893 08/17/03 02/12/04 10:25 18:31 6DC038BAD1 6DB7180AE1 6 7 1 1 0 0 2 1 1 1 2 6 1 1 1 One car leaving driveway access 1 5 Vehicle turning right hits pedestrian 104 27.12 U 1767202 03/13/04 14:40 8BA068BQD2 1 0 0 2 1 1 1 1 1 From same direction - both going straight - one stopped - rear -end 104 104 27.12 27.12 U U 1767647 1767539 03/18/04 04/07/04 16:41 15:27 4AA064AAA2 2CC124AAAl 7 7 1 5 0 0 2 2 1 1 1 1 1 1 1 1 From same direction - both going straight - both moving - rear -end 1 1 Entering at angle 104 27.12 U C629186 05/31/04 13:30 8BA062CCD1 1 0 0 2 2 1 1 1 1 Entering at angle 104 27.12 U 1767273 10/18/04 16:10 3AA063AAAl 7 1 0 2 1 1 4 2 1 From same direction - both going straight - both moving - rear -end 104 27.12 U 1711381 02/25/05 15:47 6DC128BAD1 6 1 0 2 2 2 1 1 1 Entering at angle 104 27.12 U 0632066 08/09/05 19:29 8BA068BQD2 1 0 0 2 2 1 1 1 1 From same direction - both going straight - one stopped - rear -end 104 27.12 U 1768245 09/14/05 15:48 6DCO22CAD2 7 1 0 2 1 1 1 1 1 From opposite direction - one left turn - one straight 104 27.12 U 1767801 12/21/05 11:14 4AA036DCAl 1 0 0 2 2 2 1 2 1 Entering at angle 104 27.12 U 1711414 12/21/05 12:48 8BA068BQD2 1 0 0 2 1 1 1 2 1 From same direction - both going straight - one stopped - rear -end 104 27.12 U 1767012 12/25/05 14:25 6DA128BAD1 1 0 0 2 2 1 1 2 1 Entering at angle 104 27.16 U 1418756 02/08/05 10:00 4AA064AQA2 6 3 0 3 2 1 1 1 1 From same direction - both going straight - one stopped - rear -end 104 27.19 U 1767663 01/23/04 16:25 6DC128BAD1 7 1 0 2 2 1 3 2 3 One car leaving driveway access 104 27.19 U C654861 08/18/05 21:15 8BA136DCD1 1 0 0 2 2 2 3 1 4 One car leaving driveway access 104 27.20 U 1402275 05/19/05 11:35 2AA062AQA1 7 1 0 2 2 1 3 2 1 One car entering driveway access DOT-BRIODETAIL SR/RRT/RRQ: 104 SRMP: 26.89 to 27.22 DateRange: 01/01/03 to 12/31105 STATE OF WASHINGTON - DEPARTMENT OF TRANSPORTATION DATE TIME Page 2 of 2 STANDARD ACCIDENT HISTORY DETAIL REPORT 09/13/06 03:29 PM CURRENT ACCIDENT LOCATION SORTED BY SR/RRT/RRQ/SRMP/DATE *UNDER 23 UNITED STATES CODE - SECTION 409, THIS *DATA CANNOT BE USED IN DISCOVERY OR AS EVIDENCE TOTAL NUMBER OF COLLISIONS: 24 *AT TRIAL IN ANY ACTION FOR DAMAGES AGAINST THE *WSDOT OR THE STATE OF WASHINGTON 2003 5 i 3 1 0 -2 -------- -- ---i- , '� -. 0 10 2004 8 2 5 0 6 i 0 10 0 15 2005 11 6 2 3 0 5 0 0 22 24 7 6 0 13 0 19 0 47 I Q FAI PEDL AT, TURN CYC PIEDES L c OLS-' �O C ILS" COLS 0 0 0 3 0 0 0 0 0- 4 0 2 0 0 0 3 4 0 0 0 7 9 0 TTRAFFIC DATA GATHERING TURNING MOVEMENTS DIAGRAM 4:00 - 6:00 PM PEAK HOUR: 4:15 PM TO 5:15 PM 1,22 0 F695] E '0 Lu 'IT - 1 9 1 651 F-3511 -A 1 -.4 00 10 8 33 co INTERSECTION 0 E PEAK HOUR VOLUME IN 1,859 .OUT 1,859 U) COUNTED BY: CN REDUCED BY: CN DATE: Wed. 2/23/05 43 1 990 1 35 y - 6977 EE 1 1,765 1 SR-104 @ 232nd Street SW Edmonds, WA 27 5 13 CI), C\1 --1HV I PHF SB 2% 0.62 NB 2% 0.86 W13 2% 0.56 EB 2% 0.71 1 INTRS.1 2% 1 0.81 HV Heavy Vehicles PHF Peak Hour Factor DATE OF COUNT: Tue. 2122/05 TIME OF COUNT: 4:00 - 6:00 PM WEATHER: Sunny TTRA FFIC DATA GATHERING INTERSECTION TURNING MOVEMENTS REDUCTION SHEET LOCATION: SR-104 @ 232nd Street SW DATE OF COUNT: Tue. 2/22/05 COUNTED BY: Edmonds, WA TIME OF COUNT: 4:00 - 6:00 PM —WEATHER: CN Sunny TIME INTERVAL ENDING AT FROM NORTH ON SR-104 (Edmonds Way) FROM SOUTH ON SR-104 (Edmonds Way) FROM EAST ON 232nd Street SW FROM WEST ON 232nd Street SW INTERVAL TOTALS HV Left Thru Right HV Left Thru Right HV Left Thru Right HV Left Thru Right 02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:00 PM 0 0 0 1 0 0 0 0 0 0 0 1 0 0 1 0 0 1 0 0 0 03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 6 4 147 1 3 8 225 10 2 6 1 2 1 0 1 3 408 04:30 PM 3 11 153 1 9 4 222 11 0 8 2 10 0 2 1 2 5 431 04:45 PM 3 12 103 2 4 9 231 8 0 2 1 6 1 2 2 9 387 05:00 PM 1 5 124 4 4 16 287 8 1 3 1 10 0 3 2 6 469 05:15 PM 9 7 271 2 1 14 250 8 0 0 1 1 0 3 2 13 572 05:30 PM 0 9 105 2 3 14 209 13 0 1 2 12 0 3 3 3 376 05:45 PM 1 9 163 2 2 9 234 6 0 2 3 3 0 1 1 4 437 06:00 PM 5 5 120 1 2 6 206 10 0 6 0 3 0 1 6 364 PEAK HOUR TOTALS 16 35 65T19 18 43 990 35 1 1 13 5 27 1 10 8 33 INTERSECTION ALL MOVEMENTS 695 1068 45 51 1859 %HV 2% 2% 2% 2% 1 2% PEAK HOUR FACTOR 0.62 0.86 0.56 0.71 -1 0.81 HV =Heavy Vehicles PHF = Peak Hour Factor 4:00 - 6:00 PM PEAK HOUR: 1 4:15 PM TO 5:15 PM I REDUCED BY: CN DATE OF REDUCTION: 2/23/2005 TTRAFFIC DATA GATHERING TURNING MOVEMENTS DIAGRAM 4:00 - 6:00 PM PEAK HOUR: 4:00 PM TO 5:00 PM 2 30 :3:0::1- (D 547] F68 31 CD F �6! 1 67 1 307F173]1 -QK 0) 35 720 185 0 (D =3 INTERSE&ION C: PEAK HOUR VOLUME :S IN 3,172 CD PUT 3,172 COUNTED BY: KH REDUCED BY: CN DATE: Thu. 9/21/06 255 610 118 CV C� C14 162 1 393 1 147 HV PHF S13 1% 0.97 F61 0] F7O2] N13 1 % 0.89 WB , 1 % 0* 88 EB 4% 0.85 INTRS. 2% 0.91 HV Heavy Vehicles PHF Peak Hour Factor 1 00th Avenue W @ SR-1 04 Edmonds, WA DATE OF COUNT: Thu. 9/21/06 TIME OF COUNT: 4:00 - 6:00 PM WEATHER: Sunny TTRAFFIC DATA GATHERING INTERSECTION TURNING MOVEMENTS REDUCTION SHEET LOCATION: 1 00th Avenue W (p SR-1 04 DATE OF COUNT: Thu. 9/21/06 —COUNTED BY: KH Edmonds, WA TIME OF COUNT: 4:00 - 6:00 PM —WEATHER: Sunny TIME INTERVAL ENDING AT FROM NORTH ON 100th Avenue W FROM SOUTH ON 1 00th Avenue W FROM EAST ON SR-104 FROM WEST ON SR-104 INTERVAL TOTALS HV Left Thru Right HV Left Thru Right HV Left Thru Right HV Left Thru Right 02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 — 0 0 0 0 02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 04:15 PM 2 51 77 13 0 54 105 39 1 21 1 159 70 12 11 185 51 836 04:30 PM 2 48 80 13 1 33 104 45 3 18 153 40 6 5 143 46 728 04:45 PM 1 35 78 18 1 50 98 33 1 56 148 76 10 9 221 45 867 05:00 PM 2 39 72 23 2 25 86 30 2 23 150 69 5 10 171 43 741 05:15 PM 0 31 45 19 0 43 99 35 1 1 21 162 64 4 15 194 53 781 05:30 PM 3 30 76 16 1 35 94 40 0 19 152 65 15 12 161 46__ 746 05:45 PM 2 30 58 17 1 53 95 31 1 16 158 62 8 8 191 42 761 06:00 PM 1 19 0 37 92 30 2 22 9 15 163 41 720 PEAK HOUR TOTALS 7 67 4 162 393 147 7 118 33 35 720 185 INTERSECTION ALL MOVEMENTS 547 702 983 940 3172 % HV 1% 1 1% 1% 1 4% 1 2% PEAK HOUR FACTOR 0.97 0.89 0.88 0.85 0.91 HV =Heavy Vehicies PHF = Peak Hour Factor 4:00 - 6:00 PM PEAK HOUR: 1 4:00 PIM TO 5:00 PM I REDUCED BY: CN DATE OF REDUCTION: 9/21/2006 a OBSON RAFFIC cocimsuMm"T's PROJECT e,.,L DW SUBJECT ---------- ty I t-0 ..... .. ... ... ..... ....... ...... SHEET OF BY. DATE CHECKED DATE JOB NO. -2,q-7 it Efl o 'A I I i 4-- -4 i _J 4- r i Z I k I h i jr i ..... ........... 1712 PACIFIC AVENUE SUITE 100 EVERETT, WA 98201 PH: (425) 339-8266 FAX: (425) 258-2922 a OBSON RAFFIC CONSULTANTS PROJECT SUBJECT ed M,; < L J-4-4. � � I ......... ..... SHEET- OF BY. DATE CHECKED DATE JOB NO. e- ,>If 1712 PACIFIC AVENUE -SUITE 100 -EVERETT, WA 98201 -PH: (425)339-8266- FAX: (425)258-2922 Parking Calculations Townhomes Building Use # of Units Stall / �Unit or Area Required Stalls Std. Comp �cc Total Provided Stalls Std lComp Acc Total 1 Bdrm. Townhouse 9 1.5 14 0 14 21 0 0 21 2 Bdrm. Townhouse 13 1.8 .0 23 0 0 23 32 0 0 32 Total P2 - 23 0 0 37 32 0 0 Parking Calculations Mixed Use 08/23/06 Building Use 1 Bedroom 2 Bedroom Retail/Office 1 Office 11 #of Units -- �Stall/ or Area 11.5 1.8 11400 sf. 1/400 sf. Std. 32 32 29 10 Market Stalls (Office - 1/250 Comp. Acc. 1 0 2 3 2 sf) Total 33 32 31 112 Std. 32 32 18 —0 6 Required Comp 0 0 0 Stalls �cc 11 10 2 2 Total 33 32 -312 20 18 Provided Std 33 2 0 Stalls lComp 0 0 0 0 Acc 1 1 2 11 Total 34 33 Area -]Unit 22 18 7,800 3,000 24 1 Total Office 10,800 sf. - 1109 25 Total F 104 10 5 87 0 5 87 0 15 92 DIFFERENCE -17 p q Ll (0"-� Jed 4— z �-�) � s k, s 7-1) DIFFERENCE 0 -;f 3 7) 4rt -=- 13 --4 qinhf tqic+!nnr,= - Not to exceed 18 ft from the edge of traveled way. teled way walk ioulder Posted Speed 25 30 35 40 50 60 70 Limit (mph) AWQVTE 155 200 230 295 395 525 625 100 or less AWQVTE 155 200 250 305 425 570 645 100 to 1500 Road Approach Sight Distance (ft) These distances require an approaching vehicle to reduce speed or stop to prevent a collision. Design road approach sight distance for road apRroaches with AWDVTE over 1500 as an intersection. see Chapter 910. Provide decision siaht distance (ChaDter 650) for throuqh traffic at all utility and special use road approaches on facilities with full access control, For road approaches where left turns are not allowed, a sight triangle need only be provided to the left, as shown. For road approaches where left turns are allowed, provide a sight triangle to the right in addition to the one to the left. The sight distance to the right is measured along the center line of the roadway. For additional information on calculating the sight triangle, see Chapter 910. Road Approach Sight Distance Figure 920-6 RoadApproaches Design Manual Page 920-8 December 2003 �O � to 2) C4 CX 00 CD CD 0 CD � CD Class Noncon- forming Variance Conforming Access Point Limitations Spacing Class 1 Yes* 0 0 1320' 1 access connection only to contiguous parcels Mobility is the primary function under same ownership Private access connection is not allowed unless no other reasonable access exists. (Must use public road/street system if possible.) Yes* Class 2 Yes* 660' 1 access connection only to contiguous parcels Mobility favored over access under same ownership unless frontage >1 320' Private access connection is not allowed unless no other reasonable access exists. (Must use public road/street system if possible.) Class 3 Yes Yes Yes 330' 1 access connection only to contiguous parcels Balance between mobility and under same ownership. access in areas with less than Joint access connection for subdivisions maximum build out preferred, but private access connection allowed with acceptable justification. Class 4 Yes Yes Yes 250' 1 access connection only to contiguous parcels Balance between mobility and under same ownership except with acceptable access in areas with less than justification. maximum build out Class 5 Yes Yes Yes 125' More than 1 access connection per ownership Access needs may have priority allowed with acceptable justification. over through mobility needs * The access connection continues only until such time when other reasonable access to a highway with a less restrictive class or acceptable access to the public road/street system becomes available and is allowed. ** Minimum, on the same side of the highway. Managed Access Highway Class Description Figure 1435-3 The minimum distance to another (public or private) access point is three hundred thirty feet (330') on the same side of the highway. Nonconforming access connection permits may be issued to provide access to parcels whose highway frontage, topography, or location precludes issuance of a conforming access connection permit. Variance permits may be allowed if there are special conditions and the exception can be justified to the satisfaction of the department by a traffic analysis in the access connection permit application that is signed and scaled by a qualified professional engineer who is registered in accordance with RCW 18.43. (4) Class 4 (a) Functional Characteristics Class 4 highways provide for moderate travel speeds and moderate traffic volumes for medium and short travel distances for intercity, intracity and intercommunity travel needs. There is a reasonable balance between direct access and mobility needs for highways in this class. This class is to be used primarily where the existing level of development of the adjoining land is more intensive and where the probability of major land use changes is less probable than on Class 3 highways segments. Highways in Class 4 are typically distinguished by existing or planned nonrestrictive medians. Restrictive medians may be used to mitigate unfavorable operational conditions such as turning, weaving, and crossing conflicts. Minimum access connection spacing requirements apply if adjoining properties are redeveloped. (b) Legal Requirements It is the intent that Class 4 highways be designed to have a posted speed limit of 30 to 35 mph in urbanized areas and 35 to 45 mph in rural areas. In rural areas, spacing of intersecting streets, roads, and highways is planned with a minimum spacing of one-half Design Manual December 2003 mile (1/2 mi). Less than one-half mile (1/2 mi) intersection spacing may be 0 allowed, but only when no reasonable alternative access exists. In urban areas and developing areas where higher volumes are present or growth that will require signalization is expected in the foreseeable future, it is imperative that the location of any public access point be planned carefully to ensure adequate signal progression. Where feasible, major intersecting roadways that might ultimately require signalization are planned with a minimum of one-half mile (1/2 mi) spacing. Addition of all new access points, public or private, that may require signalization will require an engineering analysis that is signed and sealed by a qualified professional engineer who is registered in accordance with RCW 18.43. 2. Private Access Connections: No more than one access connection may be provided to an individual parcel or to contiguous parcels under the same ownership unless it can be shown that additional access connections will not adversely affect the desired function of the state highway in accordance with the assigned managed access Class 4, and will not adversely affect the safety or operation of the state highway. The minimum distance to another (public or private) access point is two hundred fifty feet (250') on the same side of the highway. Nonconforming access connection permits may be issued to provide access connections to parcels whose highway frontage, topography, or location precludes issuance of a conforming access connection permit. Variance permits may be allowed if there are special conditions and the exception can bejustified to the satisfaction of the department by a traffic analysis in the connection permit application that is signed and sealed by a qualified professional engineer who is registered in accordance with RCW 18.43. ManagedAccess; Page 1435-5 -Sims; Don From: Sims, Don litt f Sent: Thursday, March 08, 2007 9:40 AM FILE To: McConnell, Jeanie Cc: Chave, Rob; Gebert, David; Chrisman, Lyle Subject: FW: 232nd Mixed Use Traffic Review Jeannie, I reviewed the updated traffic analysis for the subject project (dated January 5, 2007) and I concur with the findings and recommendations in the report. Namely, there are two mitigation measures proposed: 1) Pay the City a traffic mitigation fee of $32,210.56. 2) Widen the eastbound approach lane of 232nd @ Edmonds Way (SR104) to accommodate an additional turn lane. The proposed (and recommended) channelization would be a shared left/through lane and a separate right turn lane. This additional lane should be a minimum of 75'in length (in order to store of minimum of 3 vehicles queuing). The channelization (striping plan) still needs to be submitted to engineering and approved by the city. The channelization plan should show such things vehicle storage length (turn pocket lengths), lane widths, taper rates, right turn curb radii, pavement markings, etc. This mitigation will improve the delay for that leg from a future no build (LOS D, 29.8 seconds) to project added trips future build (LOS D, 27.8 seconds). Please let me know if you have any questions. Also, they submitted a site plan and parking lot plan in conjunction with the traffic study (for informational purposes only). Please remind them that only the traffic study has been approved and that those site plans (along with a intersection channelization plan) will need to go through the city's normal plan review process. pwvw), Don Sims, AE City Traffic Engineer City of Edmonds 425-771-0220 ext. 1328 sims9ci,edmonds. wa.us ----- Original Message ----- From: Tony Shapiro rmai1to:Tony5aADShai)1ro.com Sent: Tuesday, February 27, 2007 12:28 PM To: - Sims, Don Cc: Chave, Rob; Jim Abbott; Kevin Grossman; HP Lammersdorf; Tim Nygard; Edward Koltonowski Subject: 232nd Mixed Use Traffic Review Hi Don: We are brining by additional copies of the traffic report for your use. In addition, will be two copies of the parking plan(s) for the Edmonds Way parking area(s) and the upper parking area with access from 232nd. Rob Chave may need a copy of this as well. If you need any additional copies or information to evaluate the traffic impacts, please let me know. Thanks for your assistance in reviewing this project. Tony Shapiro, AIA, NCARB 624 Edmonds Way Edmonds, WA 98020 V: 425.778.5400, F: 425.778.3032 0 TonyS@ADShapiro.com E No virus found in this outgoing message. Checked by AVG Free Edition. Version: 7.1.412 / Virus Database: 268.18.4/705 - Release Date: 2/27/2007 M KLE1 N FELDER 2405 140"'Avenue NE Suite A 10 1 Bellevue, WA 98005 (425) 562-4200 (425) 562-4201 fax January 29, 2008 Kleinfelder Project Number: 88601 Valhalla LLC c/o SGA Corporation 1501 North 200t' Street Shoreline, Washington 98133-3301 Attention: Mr. James Abbott Subject: Geotechnical Review of Construction Drawings Proposed Mixed Use Building 23004 Edmonds Way Edmonds, Washington Dear Mr. Abbott, FEB - 5 2008 BUILDING DEPAR'MENT 01 1Y OF 01%1=3 As required by the City of Edmonds Building Division, Kleinfelder, Inc. (Kleinfelder) is writing this letter to summarize our review of the geotechnical aspects of the construction drawings prepared for the above -referenced project. Kleinfelder previously prepared a Geotechnical Report (dated July 10, 2006) and. a Geotechnical Supplement No. I (dated November 21, 2007) for this project. We have also provided a previous plan review letter for the Townhouse portion of the same project site. We reviewed the following construction documents related to our current plan review: • 232nd Mixed -Use Building Foundation Permit — Architectural Plan Set (AO.O through A7.2), dated January 9, 2008, prepared by A.D. Shapiro PS; • 232nd Mixed -Use & Town Homes — Civil Drawing Set (CO.0 through C7.2), dated October 5, 2007, prepared by W & H Pacific; 232nd Street Townhomes Mixed Use — Shoring Plan Set (SH1.1 through SH4.1), dated January 9, 2008, prepared by Pyrgos Engineering; 232nd Street Townhomes Mixed Use — Structural Plan Set (S1.1 through S5.2), dated December 3, 2007, prepared by Pyrgos Engineering. PROJECT DESCRIPTION The -proposed construction will consist of the construction of a 4-story mixed use building with daylighting below grade parking levels in the southeast portion of the 88601/SEA8LO20.doc Page 1 of 3 January 29, 2008 Copyright 2008 Kleinfelder a" I NEET FILE subject site. Temporary shoring of the below grade excavation for the building along the slope areas on the southwest side of the property and along 232 Id Street SW will be provided by a combination of temporary excavation sloping and soldier pile and lagging walls (both cantilever and tieback). REVIEW COMMENTS Based on our review of the above -referenced construction documents, we offer the following comments regarding the geotechnical considerations of the proposed project: 1. Detail 2 on Sheet C5.0 shows the schematic of an interceptor/subsurface drainage trench, with a perforated drain pipe enveloped in drain rock and filter fabric, as recommended in our report. However, we generally also recommend that the drain rock be "capped" at the ground surface with 12-inches of silty site soils, in order to prevent surface runoff water from entering the subsurface drainage system, which could lead to future clogging from excessive. silt build-up. 2. Note No. 1 under the "Footing Schedule" table on Sheet S4.1 states that "all footings shall bear on firm, undisturbed native soil, or compacted structural fill." For typical bearing pressures on the order of 2,500 psf, it is normally acceptable to place footing elements on standard, compacted structural fill. However, for the higher footing loads (4,000 psf) used on this project, we typically recommend that highly angular rock fill (such as crushed rock base course or ballast), or Control Density Fill (CDF) be used in fill areas, in order to limit risk of future foundation settlements. 3. Our Geotechnical Supplement No. 1 included an assumption under the Temporary Shoring Walls section ("Applied Loads — Hydrostatic Pressures" subsection, page 7) that "...an underslab drainage system will be installed to provide a permanent dewatering system for the structure." Given the very low groundwater levels observed in our recent borings (not observed within the maximum explored depth of 51 feet bgs), it is our opinion that this general underslab drainage recommendation is not required at this site. In summary, the geotechnical aspects of the referenced construction plans adequately conform to the design recommendations given in our Geotechnical Engineering Report and subsequent supplemental recommendations, provided that the above review comments are incorporated into the final construction documents. If the requirements of 88601/SEA8LO20.doc Page 2 of 3 January 29, 2008 Copyright 2008 Kleinfelder our geotechnical report and the plans are satisfied during construction, it is our opinion that the proposed development will not increase the potential for soil movement, and that the risk of damage to the proposed development or to the adjacent properties will be minimal. CLOSURE It should be realized that our scope of work for this letter was limited to a review of the geotechnical items shown on the documents supplied to us. Our scope did not include a check of structural calculations and other non-geotechnical items, nor does our review purport to verify the accuracy of the documents. We appreciate the opportunity to provide geotechnical engineering services on this project. Should you have any questions conceming this letter, or if we can assist you further, please contact us at 425-562-4200. Respectfully submitted, KLEINFELDER WEST, INC. 09-1= I Rolf B. Hyllseth, P.E., L.G. Senior Geotechnical Engineer (20-QAJ ' David M. Cotton, P.E. Principal Geotechnical Engineer Distribution: Valhalla, LLC c/o SGA Corporation (1) Attn: Mr. James W. Abbott A.D. Shapiro Architects, PS (3) Attn: Mr. Tony Shapiro, AIA January 29, 2008 88601/SEA8L020.doc Copyhght 2008 Kleinfelder Page 3 of 3 KLEINFELDER 2405 140th Avenue NE, Suite A101, Bellevue, WA 98005 (425) 562-4200 (425) 562-4201 fax 4 a' +M'nn D ?I bi OJAI.- At S a 0 K- PLANNING DATA STREET.FILE 61 o(A J:' = qf"� Commercial * Multi -Family TWIU 0 Name: VaiVWiA'Towv1V1omesP LAVI&'5 Date: Site Address: (An jj�-:p 7 File Number: lkoo-+ - 0 (V +0 Project Description: EAMMC(6 wax Use(s) Proposed /Allowed: MtAJ-t;(--f74Vv1 CUP File Number: Reduced Site Plan Provided: (YES / NO) ADB File Number: A Legal Nonconforming Land Use Determination Issued: (YES / @) Map Page: Og Lf Zoning Designation: ew Flag Lot: (YES NO Comp Plan Designation: E;VV C,,()Vr1'C(0V- Corner Lot: (YES /9 Lot Area: 1.14 ac, 4,+j -+81 Plans Match ADB Approved: (YES / NO) NO) Shoreline Required: (YES �n Critical Areas Determination #: & PA - 1,, 0 0 4 1.?- 40 1 2_�+ I �Lg / .241 / -3 0 El Study Required 0 Waiver SEPA Determination: COmple-ftd -Fvr 4t Lkv1Jt6 t �yadfvl entire El Exempt 9000 C'y ep CLA'I Sit�e_ W Needed .0-t & v2'.19.0+ . 81 k4700 COY f2 -H1 e Setbacks Street: e4my kmi ide: 101 Side of Rea (WS Actual Setbacks Street� Side: to A 57 ? �P� TR%ear- CW) -.-2269 C Lot Coverage Required: 415-1- moo( Lot Coverage Provided: IoI456 A -F Lot Coverage Calculations: Building 1��t Datum Point: Datum Elevation: Maximum.Heig�t: + Actual He,ight: Subdivision/ Legal Description: LL- ,koo:+ e15 lot ��1001 Lot Aggre ..gation k`6qqirdd:: Ye. Notes: e ai inn Walic a F �4_etmeihed_ Ski-ra-At"r-P& 46 Rockeries Trellises Arbors FenRs Bayyyindows 9 Projecting Modulation Stairs CoveredDeck CoveredPorch * Eaves c m.00Chimney e Elevator Penthouse e Uncovered Unenclosed<30" Deck Porc atio Tr -a ZaclQsur-e o Mechanical Equipment L96. 90 &.6 A;;�41�e >(1 V Plan Review By: (max * Am. PrvPoiK4) CC OLCCtcp�p pgj_'A�'� PLANNING DATA STREETFILE Wd ffCVKiVA Loj�t pe �Ffj M4fC, Commercial* Multi -Family Landscaping Notes Landscaping Matches ADB Approved: Landsc I aping Bid Piro�id�ed: Bond -Amount:! 10-2,4-32, - P14AAi Commercial Parklhg A naiysis Business Name Type/Use Parking Ratio Tenant Area Required Parking Total Parking Require Total Parking Provided.- -F Ana Multf amily Parking is # Bedrooms per Dwellin6 Unit Pa��i n1gk`atio # Unit-s'- Required Parking Studio 1 Bedroom 1.5/D.U. 11;. 57 2 Bedrooms 1.8/D.U. 3 + Bedrooms 2.0/D.U. Total Parking Required. Total Parking Provided. Other iycc,5 lot., rd -4 I'nzc( exc (s. 0 30 autp m aft t r alloph, 1-4 trc C 10 .5 et &f tret re.,f-airl cd - -v4f'L4 1*rl I'Vil re'ar,&tfIgac�k- arZ46 14:4 oil' I'll O"a C� ror n Ph,, A.dl 1,11"i K�d I X ""j. 1101. 11 �M� i, m.1 lo 0 C . ............. .. SITAONSk-0 I-' , 19r2W7. Oan'Review ay�, i. , . 141 PLANNING DATA Commerciale Multi -Family STREE T Name: VaMakt *Tow"�iomesp -. 2,1 LAVI&I5 Date: Site Address: 1/ LA n M-51 : 4 49 File Number: NO 1+1 Project Description: & rCdMMCt6 Wax Use(s) Proposed/ Allowed: MLAItl-f7AM CUPFileNumber: Reduced Site Plan Provided: (YES / NO) ADB File Number: 14 Legal Nonconforming Land Use Determination.lssued: (YES / @) Map Page: C)g If Zoning Designation: P_M_E:W Flag Lot: (YES NO Comp Plan Designation: E;W (,0Vjrl'C(0V- Corner Lot (YES / 0 Lot Area: JAL� ac, (4-9) (o5S Plans Match ADB Approved: (YES / NO) Shoreline Required: (YES ONO) Critical Areas Determination #: &P-A -'�,004 - 1,-912_(V12J 19-61"130 Study Required Waiver SEPA Determination: C,0MpJeJtCJ -For 41� LAVit-5 t- errti re, El Exempt 9000 Cycte) CkA Needed 11,.19.0-+ 91 'P1000 clyckep +.M ...... . acks Seth Street '(s) is, e0my.. Fs-ide: 101 I (W) Side- I o I Rea� (W Actual Setbacks Street?. Side: (N) 10 (V �d e5 Rear: (W) Lot Coverage Required: 45 moq( Lot Coverage Provided: 162-7- IoIA�6 .4-f Lot Coverage Calculations: 5e 00 r5 51 Of C.74C, Building Heigh t Datum Point: Datum Elevation: .Maximum. Height: 1,5+!5+,5(,3 5) oZ,3 161. Actual Height: Subdivision / Legal Description: LL - '1,,,00:+ — a 16 (PW bD Lot Aggregation Required: YC,5 Notes: Beteeked 8tFk18tWfe& 9 Rockeries e Retainin V�1_11_ C�--- Trellises Arbors BayWindows 9 Projecting Modulation *� A�airs CoveredDeck Cove red-Eomb-t-Eaves Chimney * Elevator Penthouse o Uncovered Unenclosed<30" Deck gr > Trash Paclocure o Mechanical Equipment Vonov fe =. P CA Plan Review By: 9P �, Jpafios , . Vt of zi-a A CtCeor;, pt4�M eiu. - ?�-� —+ -7,1 prvpv'�P<A) 4— eih i t vi e- ed r e v i -,�rc 1-1 sl L2_ *PLANNING DATA WA (_tCVKiUALOf_/t er��M4fC, Commercial - Multi -Family Landscaping Notes Landscaping, Matches ADB Approved: Landscaping Bid Oi-o'vided: Bond Amount: STREE Commercial EqLkhtg Analysis Business Name Type/Use Parking Ratio Tenant Area Required Parking Total Parking Required. - Total Parking Pro vided Mulfi-Family P.#*Og An S # Bedrooms pe elling Unit Paikintg"katio # Unit� Required Parking ttudio 1.2/D.V. 0 1 Bedroom 1.5/D.U. 2 Bedrooms 1.8/D.U. 3 + Bedrooms 7 2.0/D.U. Total Parking Required. - Total Parking Provided Other 47fri-fl"t fycc,5 be" retm,ngd -(euoc 0 30. rewf*<.., tre Plan Review, By: PLANNING DATA Commercial* Multi -Family STREEt Name: VaMakl -Towv1V1ome,,5 1,1 LAVJ&'5 1 Date: Site Address:* un &-�, ` # -4, � 9, k 0 File Number: 1kJ)0-+ - C) (0 + 7- Project Description: 15WAM3 4- IV �) 0 D 2; E;4V^AMCt6 W0,X Use(s) Proposed /Allowed: MjAJ-h--f7AVv1 CUPFileNumber: Reduced Site Plan Provided: (YES / NO) ADB File Number: Legal Nonconforming Land Use Determination Issued: (YES / @) Map Page: ()g Zoning Designation: E:W Flag Lot: (YES NO Comp Plan Designation: Corner Lot: (YES 19 LotArea: J.14 aC, Plans Match ADB Approved: (YES / NO) Shoreline Required: (YES eo) Critical Areas Determination #: & P-A - i.- o o 4 - (V 12-�+ 1 '�-g / 2-1 / -3 0 El Study Required N Waiver SEPA Determination: CoMpleitCJ +or 4� LkVite) I- c3y'adir1l r(tire El Exempt IN Needed 9.1 .0-t 9000 cyctep CLA 11 site- 2�000 C;YCAf2 -NI e Setbacks d Street: f e4my kmi Side: Side* 0 1 (ez,) ReaS W A ctoal Setbacks, Street� =R�e:a r: C (W) Lot Coverage Required: 4E5 ma)( Lot Coverage Provided: +Df 7A I Lot Cov erage Calculations- f �00r_) V51 L+ IP (P./ - Buddif)g Heig ht Datum Point: Datum Elevation: .Maximum. Height: (:!05) ?,.5 +!5 + Actual Height: Subdivision Legal Description: LL-- 7.,00:f — 1316 lot. cpwbol Lot Aggregation Required: Ye5 y�, pr'Xe�,!�APS__. Notes: 9etaeh@d8tFW6tWFe9 e Rockeries e Retaining Walls, � =Fences Trellises Arbors BayWindows 9 Projecting Modulation C2!2Lirs_ v Covered Deck o Covered Porch 9 Eaves Chimney * Elevator Penthouse o Uncovered Unenclosed <30" Deck (-:�Porch �-Patiq, T-r-a Mechanical Equipment Plan Review By: ( max 4 am. prvpo,6P<4) *tA M4 I faft 6 = P4 rl- 13-r- 4664.J>16, PATh erh i t vi c exi r e v i -,r;,c ei � 0 0 i- t S/ L2� PLANNING DATA n"d (+GMil" L04�pt eg�fIMAfC, Commercial * Multi -Family Landscaping Notes' Landscaping Matches ADB Approved: Landscaping Bid Provided: J Bond Amount: STREETFILE] Anal *si Commercial EqEkif) s.: Business Name Type/Use Parking Ratio Tenant Area Required Parking Total Parking Required. - Total Parking Provided Multi -Family Parking Ana is,,; # Bedrooms� pe r Dwelling Unit Park . i . ng , R , atio Required Parking 8tudio 1.2/D.U. I Bedroom 1.5/D.U. G7 2 Bedrooms 1.8/ D U. Ilk 3 + Bedrooms 2.0/ . D.U.' Total Parking Required.- S05 rotalParkin Provided.- 9 4-0 Other 47(5�1i-HgalvIt tycc,5 OAAtP M 447 & I r ri'6 4flOi� c;tYtet tree -- 10t, retz11'n9c( -(C-CCC ti 4, Plan Review By: PLANNING DATA If Commercial 9 Multi -Family - =FILE Name: VaMak1'T0WV1�10MeSP 1A (AVAW5 Date: Site Address: i U Y1 0-1.5, . i I ) I 151 1 Lf File Number: 1/()o-+ (,04 3 Project Description: 160AM3 4- 7/-5010 edmayict6 Wax Use(s) Proposed/ Allowed: MLAJ-h-fTAM CUPFileNumber: Z Reduced Site Plan Provided: (YES / NO) ADB File Number: A Legal Nonconforming Land Use Determination.lssued: (YES / @) Map Page: 06 Lf Zoning Designation: R-M-E:w Flag Lot: (YES NO Comp Plan Designation: E;W COry-fdot- Corner Lot: (YES /0 Lot Area: a c, ( 4-9 Plans Match ADB Approved: (YES / NO) Shoreline Required: (YES eo) Critical Areas Determination #: & PA - 1, 0 0 L+ - 16 to 2� 7 19-9 -3 0 0 Study Required N Waiver SEPA Determination: COM elPitd +01r 4� 11 Exempt 1. 9000 cycte, CL41� Site - .0-t st Li..19.0+ Needed St 20 0 41YA f2 +1 Rewl—red Setbacks Street e4m ,: (6) Side: lot (W) _T_ Side- lot (c;,) R Zea (W ctual Setbacks Street-.. (.0 -.' I G % __]t (ic Side: (N) 'J 7"B 5 t �d e -5 to Rear: Lot Coverage Required: ma)( Lot Coverage Provided: 7- 2H9 q 141 iok A &A rrA ( 117, KA ODY6 Lot Cov e rage Calculations: (P Df gqMV.Heigh Datum Point: Datum Elevation: .Maximum. Height: 7,54.!5 +15 '1,A,ctual He.ight: Subdivision/ Legal Description: LL_ - 7,,00::� — J316 tot �,bol Lot Aggregation Required: Yee, vv�, Notes: 9ete84G"tFW64WFe9 e Rockeiries Retaining Walls ences *Trellises e Arbors �Stairs- Bay Windows * Projecting Modulation Covered Deck * Covered Porch 9 Eaves Chimney Elevator Penthouse * Uncovered Unenclosed <30" Deck � Porch *1 Pati6) T-r-as" Puclocure e Mechanical Equipment ow. 10 � Plan Review By: zilm (Max * Am. - ?)�� -+7,1 prvPv4,<4) 4*_ 1�em ip6l PaTT0.6 'r- PA Irt of- PLANNING DATA WA (+CVKiUA Log�t e,��M,4f( Commercial *Multi -Family LandscapifigNotes Landscaping Matches ADB Approved: Landscaping Bid Provided: Bond Amount: STREETLFILE Comnierciai ParkbIgAnawls Business Name Type/Use Parking Ratio Tenant Area Required Parking Total Parking Required. - Total Parking Provided.- Muld-Family Parking An is� # Bedrooms� per Dwe'lling Unit Parking Ratio # Unit� Required Parking Studio 1 Bedroom 1.5/D.U. G7 2 Bedrooms 1.8/D.U. 3 + Bedrooms 2:0/D.U. Total Parking Required-, Total Parking Provided., Other e7(5�jj-f�jalot 1-YCC,5 onet tree. - -[D 66, 2 t4 is Plan Review By: PLANNING DATA Commercial * Multi -Family Name: Vattiatia'TowviVioyne,�5 1,J VVJj�15 Date: Site Address: + LAVIN-1;P '- 16 1 1 1 +1 J g File Number: lkou+ Project Description: 16WAIM3 #- 9�30i,7- Ec4mmd6 wa� Use(s) Proposed /Allowed: MtAJ-t;J-f74VA CUPFileNumber: Z Reduced Site Plan Provided: (YES / NO) ADB File Number: A Legal Nonconforming Land Use Determination.issued: (YES I @) Map Page: C)6 If Zoning Designation: E: W Flag Lot: (YES NO Comp Plan Designation: G0VV-1'C(0J- Corner Lot- (YES / 0 Lot Area: t. % L� a c, (4-9) (o 15 is tP Plans Match ADB Approved: (YES / NO) Shoreline Required: (YES eo) Critical Areas Determination #: CP-A -;-004 - 1912_(012-719-91 2-91-30 11 Study Required N Waiver SEPA Determination: (J +0 V, 4t LAVI(I_e� _t (3yAdiV19 errtj re, 11 Exempt 9000 C."),clep CLA Needed o-19-0+ S/ 4,000 GYM2 e Setbacks Street- Side: W ) Side- 01 I (e;,) Rear: I ( W ActualSetbacks Street-._ (e) 7FM 11-() t* I ;de5 Rear: I CW) 41. Lot Coverage Required: 4t3/- moo( Lot Coverage Provided: C�F I-D" I c rl Lot Coverage Calculations: (V Df 610-C, Building Height Datum Point: Datum Elevation: .Maximum Height: 5 + 15 + Actual Height: Subdivision Legal Description: LL_ - 7,,00:+ 13 16 WM 10:0 Lot Aggregation Required: %/f,5 11)4 Notes: 9et88hQd8tFW8tWFe9 e Rockeries e RetainingWalls Fences Trellises Arbors BayWindows * Projecting Modullatio CQvemd2=k_*_,Covered Porch Eaves Chimney 9 Elevator Penthouse Uncovered Unenclosed <30" Deck Porch nt T+9_- h Mechanical Equipme ! Plan Review By: pr'DPD,�<A) 41 max p4f�o FW3(_C,f-V6n 4— it 17hit victzi rev1*47"i 0 0 i- I S/ L2_ PLANNING DATA n"d i+CVKiAd Lot,+ eqhM4fC' Commercial * Multi -Family Landscap�ing Matches ADB Approved: Landscaping Bid Provided: Bond Amount: STREET =FILE CominercialParkitt4r,4natlysls�- - Business Name Type/Use Parking Ratio Tenant Area Required Parking Total Parking Required. - Total Parking Provided. Mulfi-Family Piirkin�F A"I. i. # Bedrooms per D%ivelling Unit Parking Ratio # Unit� Required Parking Studio 1.211D.V. I B�droom 1.5/D.U. Bedrooms 1.8/1) U. 3 + Bedrooms 2.0/D.U. Total Parkin_4 Required. - Total Parking Provided.-, Other 4�Ff5vilf-Hgamt tycc,5 a4A-f-D m aft & I r il'g aflOi�) revl'*<,, r;tYta tree --- w., ret-a i'nac( ':ap 0. 0 30 - Plan Review By: PLANNING DATA MEET Commercial * Multi -Family Name: Vat VW161 'T ow"Viome.,5 PJ LAVA &'5 Date: Site Address: 12 LAVI 0_1�p 1 t ok 1 2- 1 2_1 File Number: lkoo-+ - ow+5 Project Description: 160AM3 #- '?,-!� 0 1'+ Ec4mmd6 Use(s) Proposed/ Allowed: MJAJ-t7(--FTAM CUPFileNumber: Reduced Site Plan Provided: (YES NO) ADB File Number: Legal Nonconforming Land Use Determination Issued: (YES / @) Map Page: 05Lf Zoning Designation: E:w Flag Lot: (YES NO Comp Plan Designation: (.,oyV-1'd0V- Corner Lot: (YES /0 Lot Area: iA4 ac, (4-91) Plans Match ADB Approved: (YES I NO) Shoreline Required: (YES eo) Critical Areas Determination #: &P-A "kOO'+ - 12-719-91-S91-30 0 Study Required N Waiver SEPA Determination: CoMpleir ,4 -fVr Exempt 9000 C,YC(ep C.LA Needed st kP00 GYM2 .......... Setbacks Street- Side: IN) Side- 0 1 I (e Rea (W5 ActualSetbacks Street?. �d e� 07 t0' �ear: A 64A (W) Lot Coverage Required: 45 m a)( Lot Coverage Provided: -3 7, fDf 741 A Lot Cov erage Calculations: 0 7, 1P gy" Height Datum Point: Datum Elevation: .Maximum. Height: 7,5+5.t,5 (35) Height: Subdivision/ Legal Description: a 16 clov" 0 Lot Aggregation Required: YC15 1)4 vVil Notes: wfe& e Rockeries 9 Retaining Walls Fences Trellises Arbors BayWindows * Projecting Modulation 9 �jtairs 9 Covered-Q-eck o CoveredPorch * Eaves Chimney e Elevator Penthouse *�J_ncovered Unenclosed <30" Deck Porch 9 Patio ec anical Equipme O.Ar. .3 1 VYI A)( Y03 I- c;h OV-) Plan Review By: (M&X * A.LA. prop v A,-<,4 F7111111111 &JM 'V mxX pvojc&t� &I (W) erh I t V1 C tzi r e V I A 0 i- I S/ L2_ PLANNING DATA Wd (_tCVKiUA Log�t eC;ffjnj4fC, Commercial* Multi -Family Landsc, p Notes Lands6aping Matches ADB Approved: Landscaping Bid Provided: Bond Amount: STREETFILE Commercial EKkiq lysis Business Name ___gAna Type/Use Parking Ratio Tenant Area Required Parking Total Parking Required. - Total Parking Provided.- Nulti-Family Parking A S_ # Bedrooms� per D%�ielling Unit Parking Ratio # ij�it�,-,, Required Parking Studio 1.21D.U. I Bedroom 1.5/D.U. G7 2 Bedrooms 1.8/D.U. 3 + Bedrooms 2.0/D.U. Total Parking Required.- TotalParkingProwded Other c7(5vji-Hj"t tycc,5 -fz io& ret-ainecr .(ec�oc auf P m a-tr r ri,.q afjo�-), rewf*t.- c;tYt&t trez-- 31 -4 Plan Revie�w B�:, iAm STREETf!LE PLANNING DATA New Commercial I Multi -Family Projects Name: VA,11 kad IA" Date: 1;�/l -7 Site Address: Plan Check #: BLD - 2-007_17 Project Description: Q xe,4 14 V, Use(s) Proposed:We_eA�_+V-L,( Allowed Use: �9 NO) CUP File Number: To Allow What Uses: Legal Nonconforming Land Use Determination Issued: (YES ern) Reduced Site Plan Provided: (YES / NO) Zoning: �� —F—K/ _S e- e, 00 Map Page: Comp Plan Designation: Corner Lo��_(�YES NO) Flag Lot: (YE S �O) ADB File Number (date waived): ;;�00 -7 - Z203& Lot Area: Plans Match ADB Approved: (YES / NO) Shoreline Required: (YES tgo)) Critical Areas Determination #: / El Study Required 003 1 ,��iver SEPA Determination: El Exempt Needed 1 i_Jh/510� yards of crrading or within 200 feet of Puget Sound or Lake Ballinger. Requires: (1) Fee, (2) Environmental Checklist, and (3) APO List with notarized form). Setbacks Street* Side- 11 Sid 6d Street.- Side: u I t4em- ZI Lot Coverage/FAR Required: --co—tCUverag-61 R ovided: Lot Coverage/FAR Calculations: J� Height Datum Point: Datum Elevation: Maximum Height: q0 Actual Height: 12 z:- Subdivision: Lot Aggregation Required: Laqdsc4pjng,' Landscaping Matches ADB Approved: Landscaping Bid Provided: (YES / NO) Bond Amount (100% Bid): Plan Review By: PLANNING DATA 11 STREET:F:Z�fl New Commercial / Multi -Family Projects -P _ksis IGO mmercIaL aiking, pal Business Name Type/Use Parking Ratio Tenant Area Required Parking f � Total Parking Required. Total Parking Pro vided: k,Park OR # Bedrooms per Dwelling Unit Parking Ratio # Units Required Parking Studio 1.2/D.U. I Bedroom 1.5/D.U. 2 Bedrooms 1.8/D.U. 3 + Bedrooms 2.0/D.U. Total Parking Required: Total Parking Provided Plan Review BY: k'g KLEINFELDER Prepared for: a.d. Shapiro Architects ps 624 Edmonds Way Edmonds, WA 980020-4641 Prepared by: Steven Flowers, E.I.T. Staff Geotechnical Engineer Bob Plum, P.E. Principal Geotechnical Engineer KLEINFELDER, INC. 2405 140th Ave NE, Suite A101 Bellevue, Washington 98005 (425) 562-4200 FAX: (425) 562-4201 July 10, 2006 Kleinfelder Job No. 71716 Copyright 2006 All Rights Reserved Geotechnical Report Edmonds Mixed -Use Development 23012-23110 Edmonds Way and 9133 232nd Street SW Edmonds, Washington _W RECEIVED JUN 1 8 2007 BUILDING DEV-1, UNAUTHORIZED USE OR COPYING OF THIS DOCUMENT IS STRICTLY PROHIBITED BY ANYONE OTHER THAN THE CLIENT FOR THE SPECIFIC PROJECT. STn"EET FILE M KLEINFELDER TABLE OF CONTENTS CHAPTER PAGE 1.0 INTRODUCTION ................................................................................................... I 2.0 SUBSURFACE INFORMATION ........................................................................... 3 2.1 RECENT EXPLORATIONS ........................................................................ 3 2.2 LABORATORY TESTING ........................................................................... 3 3.0 SUBSURFACE CONDITIONS .............................................................................. 4 3.1 SOIL CONDITIONS .................................................................................... 4 3.2 GROUNDWATER CONDITIONS ................................................................ 5 4.0 DESIGN RECOMMENDATIONS .......................................................................... 6 4.1 GEOLOGIC HAZARDS .............................................................................. 6 4.2 SEISMIC CONCIDERATIONS ................................................................... 6 4.3 FOUNDATION RECOMMENDATIONS ..................................................... 6 4.4 SLAB RECOMMENDATIONS .................................................................... 7 4.5 RETAINING WALL DESIGN VALUES ....................................................... 7 4.6 PERMANENT SOIL SLOPES .................................................................... 8 4.7 DRAINAGE RECOMMENDATIONS .......................................................... 8 4.8 PAVEMENT SUBGRADE RECOMMENDATIONS ..................................... 8 4.9 EXPECTED SOIL INFILTRATION PROPERTIES ..................................... 9 5.0 CONSTRUCTION CONSIDERATIONS .............................................................. 10 5.1 SITE PREPARATION AND SUBGRADE PROTECTION ........................ 10 5.2 FILL MATERIALS AND COMPACTION ................................................... 10 5.3 CONSTRUCTION DRAINAGE AND DEWATERING ............................... 11 5.4 TEMPORARY CUT SLOPES ............................................................. I ...... 11 5.5 CONSTRUCTION MONITORING ............................................................ 11 6.0 ADDITIONAL SERVICES ................................................................................... 12 7.0 LIMITATIONS .................................................... ................................................. 13 FIGURES Figure 1 Vicinity Map Figure 2 Site Plan APPENDIX Appendix A Field Exploration Appendix B Laboratory Testing 71716/SEA6R147.doC Page i of I July 10, 2006 Copyright 2006 Mainfelder, Inc. kn KLEINFELDER 1.0 INTRODUCTION This report presents the results of Kleinfelder, Inc.'s (Kleinfelder's) geotechnical engineering study conducted for the proposed Edmonds Mixed -Use Development. The purpose of our investigation was to evaluate the subsurface conditions and develop geotechnical conclusions and recommendations. Our work consisted of a review of available information, a limited subsurface exploration program, engineering analysis and preparation of this report. A separate report issued by Kleinfelder and dated June 8, 2006 presents a Phase I Environmental Site Assessment. The project site is located at the southwest corner of Edmonds Way and 232nd Street SW in Edmonds, Washington, as shown in Figure 1, and consists of Parcels A through F, as shown in Figure 2. In general, the site slopes from about elevation 200 feet on the southeast side to a low of about elevation 186 feet on the northwest side. The western side of the site is near the toe of a slope that slopes uphill to the west and has a peak on -site elevation of about 216 feet. There are currently five houses with paved driveways, three out buildings, three retaining walls, one rockery, and six concrete pads located on the proposed project site. The vegetation encountered on -site consisted of grass and trees. Our site plan, shown in Figure 2, is based on a site survey provided to us by a.d, Shapiro Architects on May 9, 2006. The topography of the site is shown in Figure 2. We understand that the project will include: • One 7,000 square foot mixed -use building. The building loads were not known at the time of this report. It is our. understanding that the mixed -use building will be a four-story post tension concrete structure. • A total of five three-story structures containing multiple town homes. These structures will have a concrete first floor and wood frame second and third floors. • A stormwater infiltration pond in Parcel A. • Associated paved driveways, parking areas and utilities. • Grading will be required to develop the site and may include cuts up to about 15 feet along the slope in Parcel F. At the time of this report, the grading plan and floor slab elevations had not been determined. 717161SEMR147.doc Page I of 14 July 10, 2006 CopyrIght 2006 11einfelder, Inc. k'q KLEINFELDER Based on the results of our work, the site is suitable for the proposed construction using conventional spread footings with a concrete slab -on -grade. The subsurface conditions are suitable for stormwater infiltration. 717161SEA6R147.doc Page 2 of 14 Copyright 2006 KJainfelder, Inc. July 10, 2006 kq KLEINFELDER 2.0 SUBSURFACE INFORMATION 2.1 RECENT EXPLORATIONS As part of this study, we excavated eight test pits at the locations shown in Figure 2. All of the test pits were completed under the full-time observation of a Kleinfelder engineer. Samples were taken from the test pits at various depths as determined by the field engineer. The logs of the test pits plus a description of the classification system are presented in Appendix A. 2.2 LABORATORY TESTING A grain size distribution test was performed on a bulk sample obtained from test pit TP-5 at a depth of 9 feet bgs. The test was perform ed in accordance with the applicable ASTIVI standard. The results of the lab testing performed by Kleinfelder are included in Appendix B. 717116/SEMR147.doc Page 3 of 14 July 110, 2006 Copyright 2006 Kleinfelder, inc. kn KLEINFELDER 3.0 SUBSURFACE CONDITIONS 3.1 SOIL CONDITIONS Based on our review of the US Geologic Survey's 1:24,000 Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles, Washington, Minard� 1983, and our experience in the area, the proposed project site is located in an area covered by Recessional Outwash, Glacial Till, and Advance Outwash. These materials typically consist of sand and gravel with varying amounts of silt. Based on our explorations, the soil conditions include a topsoil layer underlain by fill, recessional outwash, glacial till, and advance outwash. Recessional outwash underlain by glacial till was encountered at the south end of the site in Parcels E and F. The glacial till layer is underlain by advance outwash and generally gets thinner to the north. Glacial till may also be encountered on the slope at the west edge of the site for its entire length. In Parcels A, B, C, and D advance outwash was encountered independently of the glacial till layer. The soil types encountered are as follows: Topsoil: A layer of topsoil was encountered in all explorations and ranged from about 1 to 6 inches thick. A layer of topsoil up to approximately 18 inches in thickness exists in the vicinity of test pit TP-10 due to a refuse pile. The topsoil was composed of a loose mixture of roots, decomposed vegetation and sandy silt. 0 Fill: Fill was encountered in test pits TP-3, TP-8, and TP-10 directly underlying the topsoil. The fill is approximately 1 foot thick in TP-3 and TP-1 0, and 4.5 feet thick in TP-8. It consists of loose to medium dense silty sand with varying amounts of gravel. The fill in TP-3 contains brick and asphalt debris and is likely associated with a house that was demolished at this site. The fill in TP-8 is part of the yard in Parcel D. The fill encountered at TP-10 is associated with a refuse pile adjacent to the test pit. Although our other test pits did not encounter fill, some areas of fill may exist through out the site. 0 Recessional Outwash: Recessional Outwash was encountered in test pits TP-3 and TPA located in Parcel F, at depths of 3 and 5 feet, respectfully. The outwash consisted of medium dense gravel with sand and trace amounts of silt. The thickness of the recessional outwash layer generally decreased to the north from 7 feet in TP-4 to 3 feet in TP-3. 71716/SEABRI47.doc Page 4 of 14 July 10, 2D06 Copy0gh( 2006 Kleinfelder, Inc. M KLEINFELDER • Glacial Till: Glacial Till was encountered in TP-3, TP-4, TP-9, and TP-10 at 6, 11.5, 1.5, and 2 feet, respectfully. The thickness of the glacial till generally decreased to the north from at least 10 feet in TP-10 to 2 feet in TP-3. The glacial till consists of gray, very dense silty sand with varying amounts of gravel. • Advance Outwash: Advance Outwash was encountered in TP-1 through TP-3, TP-7, and TP-8. This material was encountered at depths ranging from 1 foot bgs in Parcel A to 8 feet bgs in Parcel F. Where encountered, this layer extended to the maximum extent of the explorations. The Advance Outwash consists of very dense gray -brown sand with varying amounts of gravel and silt. Weathered outwash was encountered in test pits TP-1, TP-2, TP-5, and TP-6 directly underlying the topsoil. This layer consisted of red -brown loose to medium dense silty sand with varying amounts of grave 1, rootlets, and organic seams. The weathered outwash extends to a depth of 1 foot bgs. 3.2 GROUNDWATER CONDITIONS Groundwater seepage was not observed in any of the test pits performed during this exploration. Based on our review of well logs near the proposed project site, we anticipate a depth to groundwater of greater than 100 feet bgs. Groundwater levels fluctuate seasonally and may vary across the project site. The current annual variability in groundwater depth at this site has not been measured. 71716/SEA6RI47.doc Page 5 of 14 July 10, 2006 Copydght 2006 Meinfelder, Inc. KILEINIFFILIDER 4.0 DESIGN RECOMMENDATIONS 4.1 GEOLOGIC HAZARDS Geologically hazardous areas in the City of Edmonds are described in the Edmonds Community Development Code (ECDC) Title 23, Chapter 23.80. Based on our review of this code and our field observations, it is our opinion that the proposed project site does not lie within a geologic hazard area. 4.2 SEISMIC CONCIDERATIONS In accordance with section 1615 of the IBC 2003 and based on our exploration of the proposed project site and our experience with sites in the vicinity of this one, we recommend Site Class D. Because the deep native soils are glacially overridden, we expect dense soil conditions below the groundwater table. Therefore, we consider the site to have a low risk of liquefaction. 4.3 FOUNDATION RECOMMENDATIONS We recommend that building loads be supported on spread footings bearing on firm and unyielding native soil or compacted structural fill over a firm native subgrade. All existing fills and foundation footings should be excavated and removed prior to grading operations. The foundation design should be based on the following design recommendations: 0 ALLOWABLE BEARING: A nominal bearing value of 4 ksf may be used. Bearing values can be increased by 1/3 for seismic loading. For ultimate design, an ultimate value of 12 ksf may be used. Given specific design information we may be able to recommend higher bearing values. 0 MINIMUM DEPTH: Exterior footings should be at least 18 inches below adjacent exterior grades. 0 MINIMUM DIMENSIONS: Minimum column footings dimension should be at least 24 inches with 18 inches for continuous footings. 0 ESTIMATED SETTLEMENTS: We estimate that the maximum settlements will be on the order of 1-inch with a differential settlement of V2-inch between adjacent columns. 71716/SEA6R147.doc Page 6 of 14 July 10, 2006 Copydght 2006 Kleinfelder, Inc. KIL 1: 1 N F 0 E R ALLOWABLE BASE FRICTION: An allowable static base friction value of 0.47 should be used. A factor of safety of 1.5 was used to develop the static base friction value. BASEMENT WALL EARTH PRESSURE: 50 pcf EFW should be used for the design of basement walls with a level exterior grade. For exterior grades with upward slopes, the following basement wall earth pressures should be used: * 10% 52.5 pcf EFW * 20% 56.0 pcf EFW 9 30% 60.0 pcf EFW 0 40% 65.5 pcf EFW 50% (2H:lV) 72.5 pcf EFW For slopes between those listed above, an interpolated value may be used. 4.4 SLAB RECOMMENDATIONS The slab can be designed as a conventional slab -on -grade. We also recommend a capillary break consisting of at least 6-inches of 1/4-inch-minus, well -graded base material containing no more than 5 percent passing the Number 200 U.S. standard sieve size. The capillary break layer should be compacted using the same procedures used to compact the slab subgrade to at least 95 percent compaction based on the modified Proctor (ASTM D 1557). The need for a moisture barrier such as visqueen depends on the type of floor covering and the use of the floor space. Moisture barriers are generally recommended if tile, carpets of other floor covering will be used; or if the building usage does not permit intrusion of moisture. A 2-inch layer of sand should be placed over the moisture barrier if required by the structural engineer or recommended by the contractor. 4.6 RETAINING WALL DESIGN VALUES We understand that a cantilever soldier pile retaining wall is to be constructed on the southwest corner of Parcel F. The wall should be designed for the foflowing allowable earth pressure equivalent fluid weights (EFW): • An Active Earth Pressure of 44 pcf EFW should be used. This value considers an inclined slope behind the proposed wall of 18 degrees. • A Passive Earth Pressure of 350 pcf EFW should be used. Passive earth pressures should be applied to twice the pile diameter or the pile spacing, whichever is less. If all of the area at the base of the wall is to be paved, then 717161SEMR147.doc Page 7 of 14 July 10, 2006 Copyright 2006 Kleinfelder, Inc. KILEINIFFLIDER the full length of the soldier pile may be used. If the ground at the base of the wall is not paved, then the upper 1.5 feet of soil should be disregarded when calculating the passive earth pressure. A factor of safety of 2 was used to develop the allowable passive earth pressure. Wall design should account for surcharge loads and adequate factors of safety for both internal and global wall stability under static and seismic conditions. We recommend that Kleinfelder be retained to review any wall design. 4.6 PERMANENT SOIL SLOPES For preliminary design, permanent cut and fill slopes can be designed for 3H:1V or flatter. If required, steeper cut slopes may be feasible with addiltional drainage and erosion control provisions. 4.7 DRAINAGE RECOMMENDATIONS - Building perimeter drains are only required for footings in areas where the slab will be below the adjacent exterior ground surface. These should consist of 4-inch diameter heavy walled perforated PVC pipe surrounded with drain gravel. Drain gravel should be placed from the top of the footing to within 1 foot of the ground surface and should extend for a horizontal distance of 2 feet from the exterior of the foundation wall. An impermeable layer such as fine-grained soil or a plastic barrier should be placed at the top of the drain gravel layer. The drain gravel should be free draining. The pipe should drain by gravity to a positive permanent discharge point. This drain will require cut outs in the foundations to allow water under the slab to drain into the perimeter drain. 4.8 PAVEMENT SUBGRADE RECOMMENDATIONS We recommend that the native soils at either the subgrade elevation or prior to placing any new structural fill, is proof -rolled with a fully loaded 10-wheel dump truck and compacted to 95 percent of the Modified Proctor dry density (ASTM D1557). Any soft or otherwise unsuitable soils should be over excavated and replaced with structural fill. Once proof -rolled and compacted, the native soils will meet the criteria for a gravel subbase. Based' on the current information, a minimum pavement section should be adequate due to the suitability of the native soils. 71716/SEA6RI47.doc Page 8 of 14 July 10, 2006 Copy6ght 2006 Kleinfelder, Inc. k" KILEINIFEMER 4.9 EXPECTED SOIL INFILTRATION PROPERTIES I According to the City of Edmonds Code, the Washington State Department of Ecology Stormwater Design Manual for Western Washington, hereafter referred to as the design manual, should be used to develop design infiltration rates. Based on the design manual and our laboratory testing a design value of 3.5 in/hour should be used. We recommend performing an infiltration test at the actual pond location after the location and depth of the infiltration pond is known. It may be necessary to drill a boring and complete a groundwater mounding analysis in conjunction with the infiltration test. 717161SEMR147.doc Page 9 of 14 July 10, 2006 Copydght 2006 Kleinfelder, Inc. k'q KLUINrr-LDER 5.0 CONSTRUCTION CONSIDERATIONS 5.1 SITE PREPARATION AND SUBGRADE PROTECTION The site preparation will consist of removal of five single -story homes, three outbuildings, six concrete pads, driveways, and existing on -site refuse followed by topsoil stripping and grading operations. All existing fill and building foundations should be removed under the building area and within 2 feet of the pavement surface. The on - site sand and gravel underlying the topsoil meets the criteria for reuse as structural fill. The glacial till is suitable as structural fill during dry periods but is moisture sensitive and, therefore, will be difficult to compact during wet weather. Any material over 12 inches in diameter that is encountered at final grade should be removed and backfilled with structural fill. At the foundation, pavement and/or structural fill subgrade elevations, the native soils should generally be compacted using a heavy vibratory drum roller. We expect that this compaction method will provide reasonable compaction to a depth of 2 to 3 feet in undisturbed native soils. Any soft or otherwise unsuitable foundation subgrade areas will need to be over -excavated and backfilled with structural fill. Soffareas under the building slabs should also be excavated and replaced with structural fill but likely need not exceed about 12-inches in depth. During wet weather, native subgrade with high fines content, such as glacial till, will become easy to disturb and difficult to compact. Therefore, compacted glacial till, either native or placed, should not be proof rolled during wet weather. As an alternative, hand probing may be used instead of proof rolling during wet weather. If glacial till is disturbed by construction traffic while it is wet, loss of compaction will occur and it will have to be dried before it can be re -compacted. 5.2 FILL MATERIALS AND COMPACTION Fill placed in pavement areas and below the building footprint should be clean sand and gravel fill, placed in maximum 12-inch loose lifts. During wet weather, the fill should have less than 5 percent fines. Within the building footprint and within 2 feet of the final pavement surface, the fill should be compacted to at least 95 percent of Modified Proctor Dry Density according to'ASTM D1557. Greater than 2 feet below the final pavement grade, the required fill compaction can be reduced to 90 percent according to ASTM 1557D. Drain gravel for building subdrains should meet the Washington State 717i6/SEA6R147.doc Page 10 of 14 July 10, 2006 Copydght 2006 Klainfelder, Inc. KLEINFEMER Department of Transportation (WSDOT) standard specification 9-03.12(4) for Gravel Backfill for Drains. We expect both the soils encountered on the project site, with the exception of topsoil, fill, and weathered outwash, to be suitable as structural fill. Some native soils do contain greater than 5 percent fines. These soils include glacial till, as well as advance and recessional outwash soils within 1 to 6 feet of the ground surface. While these soils are suitable for use as structural fill during dry weather, they will be easily disturbed and difficult to compact during wet weather conditions. Any material greater than 6 inches in diameter should be removed from native soils before use as structural fill. 5.3 CONSTRUCTION DRAINAGE AND DEWATERING The contractor should be made responsible for controlling both surface and ground water seepage such that all construction can proceed "in the dry". Although it is not anticipated that any heavy, continuous groundwater seepage will be encountered, the contractor will need to control any seepage that may occur in utility or footing excavations. If earthwork proceeds during wet weather, especially during the rainy season, additional erosion control and drainage measures should be implemented. 5.4 TEMPORARY CUT SLOPES Safe temporary cuts are the responsibility of the contractor and depend on the specific site conditions at the time the cuts are made and remain open. On -site soils containing little fines will have minimal stand up time and will tend to ravel, parficularly when wet or d ry. 6.5 CONSTRUCTION MONITORING A qualified geotechnical engineer should observe, probe, and approve all foundation and floor slab subgrades. All structural fill should be tested to confirm that it meets material and compaction requirements. 71716/SEA6R147.doc Page 11 of 14 July 10, 2005 Copydght 2006 Kleinfelder, Inc. 112" KLEINFFLDER MIL M 6.0 ADDITIONAL SERVICES The recommendations made in this report are based on the assumption that an adequate program of tests and observations will be made during construction to verify compliance with these recommendations. Testing and observations performed during construction should include, but not necessarily be limited to, the following: • Observations and testing during site preparation, earthwork, structural fill, and pavement section placement; • Infiltration testing once the location and depth of the infiltration facilities are known. This should be performed at the depth and location of the infiltration facility. The minimum requirements of infiltration testing should be confirmed with. the appropriate local authority. Performance of a test boring and a groundwater mounding analysis may also be required in conjunction with the infiltration test; • Stormwater Pollution Prevention Plan preparation and inspection including turbidity and conformance with required Best Management Practices (BMPs); and, • Consultation as may be required during construction. We further recommend that project plans and specifications be reviewed by us to verify compatibility with our conclusions and recommendations. 71716/SEA6RI47.doc Page 12 of 14 July 10, 2006 Copytight 2006 Kleinfelder, Inc. In KLEINFELDER 7.0 LIMITATIONS Recommendations contained in this report are based on the field explorations and our understanding of the proposed project. The investigation was performed using a mutually agreed upon scope of services. It is our opinion that this study was a cost- effective method to explore the subject site and evaluate the potential geotechnical concerns. The soil data used in the preparation of this report were obtained from exploratory borings and test pits completed for this study as well as borings and test pits completed by a.d. Shapiro Architects, LLC for their study dated April 1997. If the conditions encountered in these locations are different than what was previously encountered at the site, we will make any necessary revisions to our recommendations. It is possible that variations in soil and groundwater conditions exist between the points explored. The nature and extent of these variations may not be evident until construction occurs. If soil or groundwater conditions are encountered at this site that are different from those described in this report, our firm, and the design team, should be immediately notified so that we may make any necessary revisions to our recommendations. In addition, if the scope of the proposed project, locations of facilities, or design loads change from the descriptions given in this report, our firm, and the design team, should be notified. The scope of our services does not include services related to construction safety precautions and our recommendations are not intended to direct the contractors methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. This report has been prepared for use in design and construction of the subject property for a.d. Shapiro Architects, LLC in accordance with the generally accepted standards of practice at the time the report was written. No warranty, express or implied, is made. This report may be used only by a.d. Shapiro Architects, LLC and their design consultants and only for the purposes stated within a reasonable time from its issuance, but in no event later than one year from the date of the report. Land or facility use, on and off -site conditions, regulations, or other factors may change over time, and additional work may be required with the passage of time. Any party other than 717161SEMR147.doc Page 13 of 14 July 10, 2006 Copyright 2006 Kleinfelder, Inc. In KILEINFELDER a I A. Shapiro Architects, LLC who wishes to use this report shall notify Kleinfelder of such intended use. Based on the intended use of the report, Kleinfelder may require that additional work be performed and that an updated report be issued. Non- compliance with any of these requirements by the client or anyone else will release Kleinfelder from any liability resulting from the use of this report by any unauthorized party and client agrees to defend, indemnify, and hold harmless Kleinfelder from any claim or liability associated with such unauthorized use or non-compliance. It is the responsibility of a.d. Shapiro Architects, LLC to see that all parties to the project including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. 717161SEA61R147.doc Page 114 of 14 July 10, 2006 Copyright 20D6 Kleinfelder, Inc. '226th St Sw 220(h M.St� 220th St. AW. '4d 224th-�t SW� Z24 4%'SW -:224th St' 14W 224th St SW Ih -A '665 St Sw patN �Vsw 2idth I% SW' 42ft: St SW 104 Edmondi. :,230t4,8t. SW - Project::.: 2318f. St Sw-' - $tite '232fid St.SW. PI ew., .232nd > 233rd PI-* SW.... (p; '234thi. -St -Sw- '23ft- PI aw 99 36 St-M.; n8th. & SW 2 -1 pf. $w fUdele �w- 236(h St.: SVV '7 '16 -6th'St-AW �38th t 23 238th a w 1 04 2401h �t"S' 240th �St SW .z 99 240th PI S' a ca ywd 1 2001hN mlrw ando Rew Is& Wft on Id he ild avoLamme ON cc yvd. y eagehi ObTahwan . Wft me *& MAM %WW Ta bw agW. Wft an Coy Vd 20DO y Cara usu h M, ama aft eW wd yzMm K Not td Scale Site Vicinily Figure KLEINFELDER Edmonds Mixed Use 23012 Edmonds Way PROJECT NO, 71716 June 2006 Edmonds, Washington Legend TP-i Test Pit Number and Approximate Location A Chnnirn A ry-hihorhe nn MAv -0 ?OnR- worm Wrg KLEINFELDER 0 a i 9 _4 mo V14 V FIELD EXPLORATION SOIL CLASSIFICATION CHART SYMBOLS TYPICAL MAJOR DIVISIONS GRAPH I LETTER DESCRIPTIONS �mo- IL' * - 9, WELL -GRADED GRAVELS, GRAVEL - SAND MIXTURES, OR NO CLEAN %ft, b lio GW Lrr-ri-E GRAVEL GRAVELS FINES AND %.J 010 GRAVELLY (LITTLE OR NO FINES) 00 '30 <Z� & GP POORLY -GRADED GRAVELS, GRAVEL SAND MIXTURES. LITTLE SOILS 0 U 0 0 -0 'C - OR NO FINES COARSE GRAVELS WITH GM SILTY GRAVELS. GRAVEL - SAND - GRAINED MORE THAN S131/6 FINES a SILT MIXTURES SOILS OF COARSE FRACTION RETAINED ON NO. (APPRECIABLE AMOUN -GC CLAYEY GRAVELS, GRAVEL - SAND - 4 SIEVE OF FINES) CLAY MIXTURES sw WELL -GRADED SANDS. GRAVELLY CLEAN SANDS SANDS. LrTTLE OR NO FINES SAND MORE THAN 50% AND (LITTLE OR NO FINES) OF MATERIAL IS LARGER THAN NO. SANDY S P POORLY -GRADED SANDS. GRAVELLY SAND, LITTLE OR NO 200 SIEVE SIZE SOILS FINES MORE THAN 50% SANDS WITH k" SM SILTY SANDS, SAND - SILT OF COARSE FINES MIXTURES FRACTION PASSING ON NO. 4 SIEVE (APPRECIABLE AMOUNT sc CLAYEY SANDS, SAND - CLAY OF FINES) MIXTURES INORGANIC SILTS AND VERY FINE M L SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO SILTS LIMIT C L MEDIUM PLASTICITY, GRAVELLY FINE LIQUID AND LESS THAN 50 CLAYS. SANDY CLAYS. SILTY GRAINED CLAYS CLAYS, LEAN CLAYS SOILS OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR MH DLATOMACEOUS FINE SAND OR MORE THAN 50% SILTY SOILS OF MATERIAL IS CH INORGANIC CLAYS OF HIGH SMALLER THAN NO. 200 SIEVE SIZE SILTS LIQUID LIMIT AND GREATER THAN 50 PLASTICITY CLAYS OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY. ORGANIC SILTS HIGHLY ORGANIC SOILS PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS kKLEINFELDER 14 copwam m SOIL CLASSIFICATION LEGEND Project # 71716 F.Al v 9 a 0 101 8 .4 SO OA 0 5— 10- 12 SOIL DESCRIPTION 0 t Z 1 Surfacc: Grass Z 00 OTIEIERTESTS* cn W W �,2 i cbes; of TOPSOIL. Sm SDLTY SAND (SM): brovim-red, moist, medium dense, fine to medium sand, some fine to coarse gravel, some rootlets and organic scams approximately I inch thick- &EATBERED OUTWASU) % - — — — — — — - — — — — — — — — — — — — — SILTY SAND (SK: brown, moist, very dense, fine to medium sand, some fine to coarse gravel. (ADVANCE OLTI-WASH) SP SAND (SP): brown, moist, very dense, f Ine to coarse 1 sand, trace Ime to coarse gravel, trace silt. (ADVANCE OLnVASH) Grades to some fine to coarse gravel. 2 Testpit terminated at 12 feet bgg. Groundwater seepage was not observed at the time of excavation. The testpit was backfilled with excavated material. DATE EXCAVATED:5/24/2006 APPROXMATE ELEVATION1 87 LOGGED BY: S. Flowers REVIEWED BYBob Plum EQUIMENT: Cat 416C backhoe + SAMPLE TYPE: Bulk Grab 0 Shelby Tube TESTS: M=Uoislure ConlentrA), D—Dry Denfit),64, Tv— Torvane, 0 1 PP=Pockef Penetrometer, G—Grain Size, R%NlaEINFELDER GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING Edmonds Mixed Use 23012 Edmonds Way, Edmonds WA 98020 Appendix A-2 PROJECT NO. 71716 0 5- 10— CA� C'L' .n C', il Ci SOIL DESCRIPTION 0 Surface: Grass, & ow At V , E -< >4 gravel with sand silt 00 OTHER TESTS* z Ca rn Z Sm ,2 inches of TOPSOIL. SILTY SAND (SK: brown, moist, loose to medium dense, fine to medium sand, trace fine to coarse gravel, seams of sand and organics, some rootlets. J.. ' . . . . (WEATHERED OUTWASW — — — — — SILTY SAND (SM): brown, moist very dense, fine to medium sand, trace fine to coarse gravel. (ADVANCE OUTWASH) SP SAND (SP): brown, moist, very dense, fine to coarse sand, trace fine to coarse gravel, trace silt. (ADVANCE OUTWASH) Observed rootlets to approximately 7 feet bgs. Grades to some fine to coarse gravel. Testpit terminated at 12 feet bgs. Groundwater seepage was not observed at the time of excavation. The tcstpit was backfilledAith excavated material. DATE EXCAVATED:5/24/2006 APPR03aMATE ELEVATI REVIEWED BYBob Plum + SAMPLE TYPE: 0 Bulk M Grab U Shelby Tube IMAKLEMELDER GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING PROJECT NO. 71716 N:191 LOGGED BY: S. Flowers EQUIPNffi-NT: Cat 416C backhoe *TESTS: Ar=moisritre Confent(016), D=Diy Density64. Tv=Torvane, Pp =Pocket Penetrometer, G=Grain Size, G2=%PassihvNo.200Sieve.A=.4t ergLimfts Edmonds Mixed Use Appendix 23012 Edmonds Way, Edmonds WA 98020 A-3 TEST PIT LOG TP-2 0 :2� N 10- Ci 12 6 SOIL DESCRIPTION Sudace: Grass z >1 (A rnz 00 U OTHER TESTS* SM �.A \1 inch of TOPSOIL. SILTY SAND WITH GRAVEL (Slvo: brown, moist, loose to medium dense, fine to coarse sand, fine to coarse gravel witli asplialt and brick debris. SP - - ------ ------------------- SAND WITH GRAVEL (SP): red, moist m dense, fine to coarse sand, fine to coarse gravcl, some silt. (RECESSIONAL OUTWASH) Grades to brown, loose to medium dense, fine to trace medium sand, silt. SM --- — — — — — — — — — — — — — — — — — — — — — — -- SILTY SAND WITH GRAVEL (SM): gray, moist, dense to very dense, fine to medium sand, fine to come gravel. (GLACIAL TILL) SP — — — — — — — — — — — — — — — — — — — — — — -- SAND (SP): gray -brown, moist, very dense, fine to 2 coarse sand, some fine to coarse gravel, trace silt. (ADVANCE OUTWASH) Becom. a SAND WIT G A L (SP) e 14 F VE Testpit terminated at 12 feet bgs. Groundwater seepage was not observed at the time of excavation. The testpit was backfilled with excavated material. DATE EXCAVATED:5t24/2006 APPROXIMATE ELEVATION: 196 LOGGED BY: S. Flowers REVIEWED BYBob Plum EQUIPMENT: Cat 416C backhoe + SANTLE TYPE: Bulk M Grab H Shelby Tube *TESTS:,w =moisture Conlenl(91.), D=Dry Denjity04, Tv—Tormne, Pp=Pocket Penetrometer, G=Grain Size, G2=% F-usinkr No. 200 Sieve, A —Atterbere Limits k'4KLEEWELDER Edmonds Mixed Use Appendix GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS 23012 Edmonds Way, Edmonds WA SOILS AND MATERIALS TESTING 98020 A-4 rPROJECT NO. 71716 1 TEST PIT LOG TF-3 Q f4 Zi 8 0 Sli SOEL DESCRIPTION Surface: Grass Z 4 0 Z 00 OTHERTESTS* W z 9 �,,l to 2 inches of TOPSOIL, rootlets to 3 inches bgs. Sm SAND WIT11 SILT (SP-SM): brown, moist, loose to mediurn dense, fine to medium sand, some fine to coarse trace coarse sand. (RECESSIONAL OUTWASH) 41 CA� LIA SP SAND (SP): brown, moisL medium dense, fine to coarse sand, some fine to coarse gravel, some cobbles to 12 inches, trace silt. (RECESSIONAL OUTWASH) 2 10— Grades to dense. 3 — — — — — — — — -- Q) Sm SAND L (SM): gray, moist, very r1pnge fine tn coarsegand fine tn nnarge, gravel to 3 4 12- ches. (GLACIAL TILL) Testpit terminated at 12 feet bgs. Groundwater seepage was not observed at the time of excavation. Ile testpit E4 was backfilled with excavated material. '114 DATE EXCAVATED:5/24/2006 AppRoxDAATE ELEVATION: 198 LOGGED BY: S. Flowers REVIEWED BYBob Plum EQUIPhffiNT: Cat 416C backhoe + SAMPLE TYPE: P Bulk Grab a Shelby Tube *TESTS: m=uoisture Conlenl(%), D—Dry Densio;(peo. TO—Torvane, . VN Pp=Pocket Penelrometer, G=Grain Size, G2=% PassinzNo. 200 Sieve, beriLhnits k4KLEMELDER Edmonds Mixed Use Appendix 23012 Edmonds Way, Edmonds WA GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS 98020 A-5 SOILS AND MATERIALS TESTING PROJECT NO. 71716 TEST PIT LOG TP-4 I I N L .4 Lr, P� R SO 0.0— 5- 9.5 SOIL DESCRIPTION W 0 Surface: Grass wag JW Z- Ca rn Z OTHER TESTS* -,2 i ches of TOPSOIL SILTY SAND (SM): red -brown, moist, medium dense, flue to medium sand, trace fine gravel. (WEATTM�ED OUTWASM — — — — — — — — — — — — — — — — — — — — — — — -- SAND (SP): olive brown. moist, veAy dense, medium to coarse sand, some fine and coarse gravel. (ADVANCE OUrWASH) 2 3 4.5 Testpit terminated at 9.5 feet bgs. Groundwater seepage was not observed at the time of excavation. The tcstpit was backrilled with excavated material. DATE EXCAVATED:6n/2006 APPROXIMATE ELEVATION: 186 LOGGED BY: S. Andrews REVIEWED BYBob Plum EQUIPMENT: Trackbot +SAAICPLETYPE: M Bulk I Grabo Shelby Tube *TESTS: m=moisture Conlent(vlo), D=Diy Dens1WM:0, Tv-Torywoe. B PP=Pockel Penetrometer, G =Grain Size, IMSKLEINFELDER GEOTECHNI[CAL AND ENVIRONMENTAL ENGINEERS CQ SOILS AND MATERIALS TESTING Edmonds Mixed Use 23012 Edmonds Way, Edmonds WA 98020 Appendix A-6 PROJECT NO. 71716 T PIT C4 A Cn 6 Z' 41 0 5- Y z W SOIL DESCRIPTION Surface: Exposed Sod, Dirt bike track R OX 00 OTHER TESTS* Sm SAND (SP): brown -red, moist, medium dense, fine to coarse sand, trace fine to coarse gravel, trace organics. (WEATBERED OUTWASH) SP - - - - - - - - - - - - - - - - - - - - - - - - SAND (SP): olive brown, moist, very dense, fine to course sand, trace silt. (ADVANCE OUTWASM 2 A 3 Testpit terminated at 9 feet bgs. Groundwater seepage was not observed at the time of excavation. The testpit was backfilled with excavated material. DATE EXCAVATED:617/2006 APPROX[lViATE ELEVATION: 191 LOGGED BY: S. Andrews WED BYBob Plum EQUIPMENT: TrackhGe + SAMPLE TYPE: Bulk I Grab n Shelby Tube *TESTS: Aimmoisture Contein(*A), D=Diy Densio,(pqj), Tv-Torvane, P Pocket Penetrometer, G=Grain Ske, &P 27' =V6 Passinz No. 200 Sieve, .4 -.411erberz Linfits k4KLEINFELDER Edmonds Mixed Use . Appendix GEOTECHNICAL AND ENVIRONMENTAL ENGMERS 23012 Edmonds Way, Edmonds WA A-7 SO1U AND MATERIAM TESTING 98020 PROJECT NO. 71716 TEST PIT LOG TP-6 Q IN Q Q C13 r Q Ln IL Q 'V A." 0 5- 10- 12 SOH, DESCRIPTION Surface: Vegitation and Duff 1 bn Z 0 OTHERTESTS* Z rA —2 to 3 inches o TOPSOIL. - f SM �Y KK- 5 §YT N SWjja�7 13i C' coarse sand, some fine to coarse gravel, rootlets to 4 feet bgs. (ADVANCE OUIVASH) SP SAND (SP): gray, moist, very dense, fine to coarse sand, some fine to coarse gravel, trace silt (ADVANCEOUT -WASH) 2 Testpit terminated at 12 feet bgs. Groundwater seepage was not observed at the time of excavation. The testpit was backfilled with excavated material. DATE EXCAVATED:5/24/2006 APPROXDAATE ELEVATION:192 LOGGED BY: S. Flowers REVIEWED BYBob Plum EQTAPholENT: Cat 416C backhoe + SAMTLE TYPE: Bulk I Grab 0 Shelby Tube *TESTS: M-Molstw-e Content(016). D—Dry Densfty(mfi, 7�--Torvane, E Pp -Por-ket Penefrometer, G=Grain S=, IMSYMEINFELDER GEOTECHMCAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING Edmonds Mixed Use 23012 Edmonds Way, Edmonds WA 98020 Appendix A-8 6 PROJECT NO. 71716 04 E4 EL 0- 5- 10- 12 SOIL DESCRIPTION 0 0 Surface: Grass 50 (n Q0 coz X 0 OTHER TESTS* 6 inches of TOPSOIL. SILTY SAND (SK: red -brown, moist, loose, fine to SM medium sand, some jr me to coarse gravel, some roots and roodets. SP - - - - - - - - - - - - - - - - - - - - - - - -- SAND (SP): brown, moist, very dense, fine to coarse sand, some fine to coarse gravel, trace silt. (ADVANCE OUTWASH) Grades to with gravel. Testpit terminated at 12 feet bgs. Groundwater seepage was not observed at the time of excavation. Ile testpit was backfilled with excavated material. DATE-EXCAVATED:5)24/2006 APPROXR%4ATEELEVATION:194 LOGGED BY: S. Flowers KEVIEWED BYBob Plum EQUIPNEW17: Cat 416C backhoe + SAAVLE TYPE: Bulk Grab U Shelby Tube *TESTS: Ad=Moistr(re Contenq'A), D=Dry Density(pqj), Tv=7orvane. ffP Pocket Penetrometer, G-Grain Ske, 2;1% Passine No. 200 Sieve, A =A erg Lindis k4KLEINFELDER Edmonds NMed Use Appendix GEOTECHMCAL AND ENVIRONMENTAL ENGINEERS 23012 Edmonds Way, Edmonds WA 04 SOILS AND MATERIALS TESTING 98020 A-9 PROJECT NO. 71716 TEST PIT LOG TP-8 :Z� 4z� 94' gz 0 6 0- 5- 10- 12 SO11L DESCRIPTION 0 Surface: English Ivy 9 9z z 0 OTHERTESTS* 6 inches of TOPSOIL. SILTY SAND (SK: brown, moist, loose, fine to medium Sm sand, trace fine to coarse gravel. (RECESSIONAL OUTWASH) Sm — — — — — — — — — — — — — — — — — — — — — -- SILTY SAND WITH GRAVE -L (SM): gray, moist, very A: dense, fine to medium sand, fine to coarse gravel. (TILL) sp —S—A—ND—(—SP—):-�—m—oist, v—cr—y dense—, fi—ne—to—m—ed—iu—m—, sand, some coarse gravel, some silt lenses. (ADVANCE OUTWASH) 2 Testpit terminated at 12 feet bgs. Groundwater seepa�e' was not observed at the time of excavation. The testpit was backfilled with excavated material. DATE EXCAVATED:5/24/2006 APPROXIMATE ELEVATION:2 10 LOGGED BY: S. Flowers REVIEWED BYBob Plum EQUIPMENT: Cat 416C backhoe +SAMPLE TYPE: P1 Bulk G-ab U Shelb)'Tube *TESTS: M=Moisfure Conrent(%), D—Dry Denxio(po, Tv=Tbrvane, IN I PP=Pocket Penetrometer, G=Grain Size, AWAKLEINFELDER GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING Edmonds Mixed Use 23012 Edmonds Way, Edmonds WA 98020 Appendix A-10 .W PROJECT NO. 71716 TP-9 �E C) � -4 8 0 0 5- 8 0 SOIL DESCRIPTION 0 FSurface: Grass 00 z OTHER TESTS* SM -PSOU ---------------- SILTY SAND (SK: brown with red mottling, moist� loose, fine to medium sand, trace organics, some rootlets, (FELL) SP - - - - - - - - - - - - - - - - - - - - - - - -- SAND (SP): gray, moist, medium dense, fine to coarse sand, some fine to coarse gravel, trace sk (RECESSIONAL OUTWASII) SM - - - - - - - - - - - - - - - - - - - - - - - -- SILTY SAND WITH GRAVEL (SK: gray, moist� very dense, fine to medium sand, fine to coarse gravel. (TILL) Testpit terminated at 8 feet bgs. Groundwater seepage was not observed at the time of excavation. The teApit was backfilled with excavated material. DATE EXCAVATED:5/24/2006 APPROXIMATE ELEVATION:214 LOGGED BY: S. Flowers REVIEWED BYBob Plum - EQUIPMENT: Cat 416C backhoe + SAMPLE TYPE: Bulk M Grab H Shelb)'r-be *TESTS: M=M.iytw-e Content(OA), D=Dry DensiWpqfl, TV=Torvane, Pp=Pocket Penetrometer, G=Grain Si:e, --G2-%PassinzNo.200Sieve.A Iterber-aLind k4]KLEINFELDER Edmonds NMed Use Appendix GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS 23012 Edmonds Way, Edmonds WA A-11 SOILS AND MATERIALS TESTING 98020 PROJECT NO. 71716 TEST PIT LOG TP-10 in KLEINFELDER APPENDIX B LABORATORY TESTING 100 90 80 70 60 5C 4C 3C 2C 1 C C Particle Size Distribution Report liimiiiiiiilmiiiiiiiimilliliki,imiI MINE 40 GRAIN SIZE - mm. %+3" % Gravel . I % Sand % Fines coarse Fine I co2rse Medium Fine Silt 0.0 5.1 12.1 1 11.4 33.6 36.0 1.8 SIEVE SIZE PERCENT FINER SPEC! PERCENT PASS? (X--NO) 1.5" 100.0 1.1 95.7 314" 94.9 1/2" 93.4 318-1 90.5 #4 82.8 #8 73.8 #10 71.4 #16 64.0 #30 48.6 #40 37.8 #50 22.4 #100 4.1 #200 1.8 Soil Descripilon Poorly graded sand with gravel Afterbera I-Iml PL= LL= PI= Coefficients 1115= 10:73757514 1 D,O: 0 94581 050= 0.6317 D30= " 0:2 66 D1 O= 0.2075 CU= 4.62 Cc= 0.64 Classification USCS= SP AASHTO= Remarks Moisture Content: 4.5% (no speffication provided) Sample No.: 7261 Source of Sample: TP-5 Date: 6/26/06 Location: Elev./Depth: 9' Kleintelder, Inc. Client: a.d. Shapiro Architects Project: Edmonds Mixed Use 23012 Edmonds Way Bellevue, WA Project No: 71716 Figure 13- 1 Tested By: J. Revard, CET Checked By: J. Revard, CET k'9 KLEINFELDER Prepared For: Valhalla, LLC 1501 North 200th Street Shoreline, Washington 98133 Geotechnical Supplement No. I Excavation Shore Considerations Edmonds Mixed -Use Development 232 ind Street SW & Edmonds Way Edmonds, Washington 98122 Prepared By: Steven Flowers, EIT Staff Geotechnical Engineer Rolf Hyllseth, PE, LG Senior Geotechnical Engineer I EXPIRES 6/05/CFY__"'J KLEINFELDER WEST, INC. 2405 140th Ave NE, Suite 101 Bellevue, Washington 98005 (425) 562-4200 November 21, 2007 Kleinfelder Project No: 88601 Copyright 2007 Kleinfelder All Rights Reserved FEB - 5 KM This document was prepared for use only by the client only for the purposes stated, and within a reasonable the from issuance. Non-commercial, educational and scientific use of this report by regulatory agencies is regarded as a "fair use" and not a violation of copyright. Regulatory agencies may make additional copies of this document for intemal use. Copies may also be made available to the public as required by law. The reprint must acknowledge the copydght and indicate that permission to reprint has been received. STREET FILE KLE1 N FELDER 2405 140' Avenue NE Suite A101 Bellevue, WA 98005 (425) 562-4200 (425) 562-4201 fax November 21, 2007 Kleinfelder Project No. 88601 Valhalla, LLC c/o SGA Corporation 1501 North 2001h Street Shoreline, Washington 98133 Attention: Mr. James Abbott Subject: Geotechnical Supplement No. 1: Excavation Shoring Considerations Edmonds Mixed -Use Development 232nd Street SW & Edmonds Way (SR 104) Edmonds, Washington 98122 Dear Mr. Abbott: Kleinfelder, Inc. (Kleinfelder). is pleased to present this letter summarizing our limited geotechnical engineering review for the construction excavation and shoring requirements at the subject site. Kleinfelder previously provided general geotechnical design recommendations for this project in our Geotechnical Investigation Report (Job No. 71716, dated July 7, 2006). The conclusions and recommendations of this supplementary engineering evaluation should only be used in conjunction with our original geotechnical evaluation for the project. The scope of work for this supplementary evaluation included a site reconnaissance visit and subsequent supplementary engineering analyses. Authorization to proceed was given by Mr. James Abbott of Valhalla, LLC (Valhalla) on October 10, 2007. SITE AND PROJECT DESCRIPTION The project site is located at the southwest corner of Edmonds Way and 232 nd Street SW in Edmonds, Washington, as shown in Figure 1, and consists of Parcels A through F, as shown in Figure 2. In general, the site is relatively level and accessible from Edmonds Way, sloping gradually from about elevation 200 feet at the southeast end to a low of about elevation 186 feet at the northwest end. However, the western perimeter of the project site runs along an east facing steep slope area. The western property line zig-zags across the slope face, following a north -south property alignment, with surface elevations ranging from about 196 near the toe to 216 feet near the upper end of the 88601/SEA7L242.doc Page I of 13 November 21, 2007 Copyright 2607 Kleinfelder steep slopes. The previous structures at the site have been demolished, leaving a few relic retaining walls against the hill side along the northwest portion of the site. The vegetation encountered on -site consisted of grass, brush, and trees. The general layout of the project site is shown on the attached Figure 2A. We understand that a mixed use retail building with below grade parking is planned in the south end of the site, while a series of town homes are planned within the northern portion of the site. The mixed use building is to be constructed up against the west property line. The construction excavations required for this structure will require temporary cut sloping or cantilever/tieback soldier pile shoring walls, or a combination thereof. Temporary sloping or tieback shoring wall systems will require a temporary easement from the neighboring properties to be feasible. It should be noted that two adjacent structures (a small building and garage) are located very near the property lines west of the planned mixed use building in the south end of the site. Given the close proximity of these structures, their age and susceptibility to settlement induced cracking, we recommend that a shoring wall be used to provide construction excavation support in lieu of temporary sloping, to reduce potential settlement risks. The town homes in the northern portion of the site will be setback from the property lines, with a planned level access drive area between the structures and the slopes to the west. EXPLORATORY METHODS The surface and subsurface conditions at the project site were explored on a previous site visit for our original geotechnical evaluation, and during a recent site reconnaissance visit on October 25 and 29, 2007. The previous subsurface exploration consisted of excavating 10 test pits to a maximum depth of approximately 12-feet below the existing ground surface (bgs) at the approximate locations shown in Figure 2A. Our current supplementary study included a recent site reconnaissance visit and additional borings advanced along the proposed temporary shoring wall location along the steep slopes on the western property boundary. Along with boring logs for these current explorations, we have also included copies of the exploration logs for the previous test pits with this letter, for convenience. The following paragraphs describe the procedures associated with the field explorations and field tests that were conducted for this supplementary investigation. Auger Boring Procedures The exploratory borings were advanced with a hollow -stem auger on October 25 and 29, 2007, using a limited access, track -mounted drill rig and portable acker drill rig 88601/SEA7L242.doc Page 2 of 13 November 21, 2007 Copyright 2007 Kleinfelder operated by an independent drilling firm working under subcontract to Kleinfelder. A geotechnical engineer from our firm continuously observed the borings, logged the su bsurface conditions, and collected representative soil samples. All samples were stored in sealed plastic jars- and later transported to our laboratory for further visual examination and testing. After each boring was completed, the borehole was backfilled with a mixture of bentonite chips and soil cuttings. Throughout the drilling operation, soil samples were obtained at 21/2- or 5-foot depth intervals by means of the Standard Penetration Test (SPT) per ASTUD-1586. This testing and sampling procedure consists of driving a standard 2-Inch outside diameter steel split -spoon sampler 18 inches into the soil with a 140-pound hammer free -failing 30 inches. The number of blows required to drive the sampler through each 6-inch interval is counted, and the total number of blows struck during the final 12 inches is recorded as the Standard Penetration Resistance, or "SPT blow count." If a total of 50 blows are struck within any 6-inch interval, the driving is stopped and the blow count is recorded as 50 blows for the actual penetration distance. The resulting Standard Penetration Resistance values indicate the relative density of granular soils and the relative consistency of cohesive soils. The boring logs attached to this letter describe the vertical sequence of soils and materials encountered in each boring, based primarily on our field classifications and supported by our subsequent laboratory examination and testing. Where a soil contact was observed to be gradational, our logs indicate the average contact depth. Where a soil type changed between sample intervals, we inferred the contact depth. Our logs also graphically indicate the blow count, sample type, sample number, and approximate depth of each soil sample obtained from the borings, as well as any laboratory tests performed on these soil samples. If any groundwater was encountered in a borehole, the approximate groundwater depth is depicted on the boring log. Groundwater depth estimates are typically based on the moisture content of soil samples, the wetted height on the drilling rods, and the water level measured in the borehole after the auger has been extracted. Laboratory Testing As a part of our geotechnical evaluation, we performed a series of Grain Size Analyses, and Moisture Content Determinations. The results of these laboratory tests are presented in the enclosed laboratory test reports and on the exploration logs. A general grain size analysis indicates the range of soil particle diameters included in a particular 88601/SEA7L242.doc Page 3 of 13 November 21, 2007 Copyright 2007 Kleinfelder sample, while a 200 wash indicates how much fines (silt and clay sized particles) that is contained in a sample. These grain size laboratory tests were performed in general accordance with ASTM:D-422 and ASTM:C-1 17. Moisture content determinations were completed in general accordance with ASTM:D-2216. The results of these laboratory tests were used to develop the soil classifications shown on the exploration logs and determine whether specific on -site soils will be suitable for re -use as structural fill. SUBSURFACE CONDITIONS Based on our previous site investigations, the site soils were generally disclosed in our test pit explorations to consist of medium dense sand and gravel with trace amounts of silt (Recessional Outwash), overlying dense to very dense, silty sand with varying amounts of gravel (Glacial Till) on the slope areas, and very dense sand with varying amounts of gravel and silt (Advance Outwash) within the low-lying areas of the site. No groundwater was revealed n our previous explorations. Throughout the year, groundwater levels would likely fluctuate in response to changing precipitation patterns, off -site construction activities, and changes in site utilization. The deeper borings advanced as a part of our current supplementary study generally confirmed * these subsurface conditions. It should be noted that our exploration along 232"d Street also confirmed the presence of very dense Glacial Till soils in this area of the site, where temporary sloping of excavation cuts are planned. CONCLUSIONS AND RECOMMENDATIONS Based on our findings and the results of our supplemental analyses, the project is considered feasible from a geotechnical standpoint, provided that the recommendations of this supplementary letter are implemented. For the planned cuts within the southwestern portion of the site (west side of mixed use building), we anticipate that temporary sloping may be used, provided that easements can be obtained and the sections adjacent to the existing neighboring structures are supported by a soldier pile and lagging shoring wall system, to limit the risk of undermining the adjacent structures. We anticipate that soldier pile and lagging shoring walls will be required to shore the vertical cuts (up to about 18 feet high) adjacent to the existing neighboring structures west of the planned mixed use building. The following text sections of this report present our specific geotechnical conclusions and recommendations concerning temporary shoring walls, spread footings, permanent walls, and drainage systems. 88601/SEA7L242.doc Page 4 of 13 November 21, 2007 Copyright 2007 Kleinfelder Temporaty Excavation Slope Cuts Temporary excavations should be performed in accordance with current federal, state and/or local regulations. Temporary excavations in excess of 4 feet vertical height must be sloped or supported in accordance with Part N of Washington Administrative Code (WAC) 296-155. For planning purposes, recommend the following maximum cut slope inclinations, based on the soil layers encountered within our explorations and the corresponding OSHA Soil Type classifications: Maximum Soil Type Inclination Medium Dense to Dense Sand with Gravel (Type B Soils) 1H:1V Dense to Very Dense Glacial Till (Type A Soils) %H:1V It should be noted that appropriate inclinations will ultimately depend on the actual soil and groundwater seepage conditions exposed in the cuts at the time of construction. It is the sole responsibility of the contractor to ensure that the excavation is properly sloped or braced for worker protection. Furthermore, it should be noted that the cut slope inclination of any overlying soil layer should not be steeper than the underlying soil layer, according to OSHA guidelines. In addition to proper sloping, the excavation cuts should be draped with plastic sheeting for the duration of the excavation to minimize surface erosion and raveling. Excavations made below the water table will likely require dewatering and/or shoring. Temporary'Shoring Walls Temporary shoring walls up to roughly 18-feet high will be required to support the planned perimeter cuts along the sloping ground areas along the western property. In our opinion, a conventional, cantilever or tieback soldier pile and lagging wall would be well -suited for this purpose. A cantilever, soldier pile shoring wall typically consists of wood lagging placed between soldier piles installed in pre-augered holes backfilled with lean mix or structural concrete to a typical depth below the excavation base of about 1.5 times the wall height above grade. The practical and economical vertical height limit for a cantilevered (unsupported by soil anchors) soldier pile wall is typically on the order of 15 feet. Where the wall exceeds this practical cantilever height limit, soil tieback anchors are typically installed through the soldier piles to provide the necessary lateral support and limit lateral deflections of the wall system; such tiebacks may be installed in a single row or in a multiple row configuration. A slightly different lateral soil pressure analysis is required for each of these different wall configurations, as outlined 88601/SEA7L242.doc Page 5 of 13 November 21, 2007 Copyright 2007 Kleinfelder subsequently. It should be noted that special design considerations will be required to limit wall deflection and potential ground settlement where the existing adjacent buildings are located directly on or close to the planned basement cuts. To minimize the risk of building damage, we recommend that these portions of the shoring wall be designed for the horizontal surcharge resulting from such nearby footing loads, or that the existing footing elements on these buildings be directly underpinned by the soldier pile wall system. The following recommendations are provided for design of soldier pile and lagging shoring walls. Pile Embedment: All soldier piles should have sufficient embedment below the final excavation level to provide adequate "kick -out" resistance to horizontal loads. We recommend a minimum embedment of 10 feet below the excavation base. However, deeper embedment might be needed to develop adequate vertical capacity or passive resistance at specific locations, based on a structural analysis. Drilling Conditions: Based on our explorations, we predict that the soldier pile and grout tieback holes will encounter dense to very dense silty gravelly sand (glacial till) or dense to very dense sand with gravel/silt (Advance Outwash). Loose to medium dense overburden soils can likely be drilled without difficulties, using a conventional auger, whereas the underlying very dense glacial till or advance outwash soils may yield slower drilling rates. Although none of our explorations encountered cobbles or boulders, it should be realized that such obstructions can exist at random locations within the native deposits. Rubble could also be present within the upper fill soils. Applied Loads: Soldier piles should be designed to resist various applied loads, which can be classified as static pressures, surcharge pressures, seismic pressures, and hydrostatic pressures. Our recommended design pressures are presented graphically on the enclosed Cantilever and Tieback Shoring Wall Diagrams (Figure 3) and are discussed in the following paragraphs. Static Pressures: For tieback shoring walls having two or more rows of tiebacks, we generally recommend using an apparent lateral earth pressure with a trapezoidal distribution, as shown on Figure 3. Based on the site soils, we recommend using a peak earth pressure of 25H pounds per square foot (psf), where H is equal to the height of excavation in feet, for the uniform portion of this trapezoidal distribution. This static earth pressure should be applied over the soldier pile spacing width from the top of the pile downward to the base of 88601/SEA7L242.doc Page 6 of 13 November 21, 2007 Copyright 2007 Kleinfelder excavation. Below this level, an active earth pressure of 35 pounds per cubic foot (pcf), modeled as a fluid unit weight, should be applied over the diameter of the pile only, as shown on Figure 3. Cantilever soldier pile shoring walls (without tiebacks) are designed for the triangular active earth pressure diagram both above and below the base of excavation level, in lieu of apparent lateral earth pressures, as noted on Figure 3. Surcharge Pressures: Lateral earth pressures acting on the soldier piles should be increased to account for any surcharge loadings from traffic, construction equipment, material stockpiles, or structures that are located within a horizontal distance equal to the wall height. For simplicity, a traffic surcharge can be modeled as a uniform lateral pressure of 75 psf acting over the upper 6 feet of wall, as shown on Figure 3. Seismic Pressures: Temporary shoring walls need not be designed for seismic loads, given the relatively short duration of construction excavation and the additional load capacity "built into" the static safety factor for the wall. However, if the shoring wall is designed in combination with a permanent wall, we recommend that the lateral earth pressures be increased to account for seismic loads. These seismic pressures act over the entire back of the wall and vary with the backslope inclination, the seismic acceleration, and the wall height. For permanent walls designed for yielding conditions (allowing a wall rotation of 0.001 to 0.002 times the wall height), we recommend using a uniform horizontal seismic loading of 4H psf, based on the active state lateral earth pressure. Conversely, a non -yielding (restrained) permanent wall should be designed to withstand a uniform horizontal seismic loading of 12H psf, based on the at -rest state lateral earth pressure. The recommended seismic surcharge pressure distribution is presented graphically on Figure 3. 0 Hydrostatic Pressures: If groundwater is allowed to saturate the soils behind the below -grade perimeter walls, hydrostatic pressures will act against the walls. At this site, however, we are assuming that the shoring walls will be provided with a geocomposite drainage mat system and that an under -slab drainage system will be installed to provide a permanent dewatering system for the structure. We therefore do not expect that hydrostatic pressures will develop. 88601/SEA7L242.doc Page 7 of 13 November 21, 2007 Copyright 2007 Kleinfelder j I ; Resistinq Forces: Lateral resistance can be computed by using an appropriate allowable passive earth pressure acting over the embedded portion of each soldier pile, neglecting the upper 2 feet. The trapezoidal distribution of this allowable passive pressure can be modeled as shown on Figure 3. This passive pressure should be applied over a lateral distance equal to the pile spacing or twice the pile diameter, whichever is less. For a level excavation base, we recommend using an allowable passive earth pressure of 375 pcf for the very dense advance outwash sand with gravel, modeled as a fluid unit weight, in the static design case; in the seismic case we recommend using an allowable passive fluid pressure of 500 pcf, as shown on Figure 3. These allowable passive earth pressures incorporate a safety factor of 1.5 and 1.1 for the static and seismic case, respectively. Pile Capacities and Deflections: Appropriate side -friction and end -bearing capacities can be used to determine total vertical capacities of the soldier piles that may be required to resist underpinning loads or the vertical component of the tieback loads. To estimate lateral deflections of the soldier piles, we recommend using appropriate subgrade reaction muduli. For the embedded portion of a soldier pile bearing within the native, very dense glacial till soils or advance outwash sands, our recommended allowable design values are shown on the enclosed Figure 3 and are summarized below. The allowable values for side friction and end bearing incorporate safety factors of 1.5 and 2.0 for temporary and permanent conditions, respectively. Design Parameter Allowable Design Values Temporary Permanent Case Case Side Friction Capacity (very dense sands) 1,500 psf 1,200 psf End Bearing Capacity (very dense sands) 20 ksf 15 ksf Our recommendations regarding lagging design and installation are presented below. Wood Lagging Materials: Wood lagging is typically installed in between all soldier piles to reduce the potential for soil failure, loss of ground, and hazardous working conditions. In our opinion, either conventional wooden timbers or reinforced shotcrete could be 88601/SEA7L242.doc Page 8 of 13 November 21, 2007 Copyright 2007 Kleinfelder utilized as lagging at the site. For permanent applications, we recommend that all wooden timber lagging be pressure -treated. Lateral Pressures on Wood Lagging: Due to soil arching effects, temporary lagging that spans 8 feet or less need be designed for only 25 percent of the lateral earth pressure previously recommended for soldier pile design. Permanent lagging, on the other hand, should be designed for 50 percent of this same lateral earth pressure. Wood Lagging Backfill: We recommend that any voids greater than 1-inch behind the lagging be backfilled, but the backfill material should not be allowed to prevent groundwater flow. If inadequate drainage is provided behind the lagging, hydrostatic pressure will develop on the wall. Pea gravel would provide an effective lagging backfill material to promote adequate drainage, whereas concrete, cdf, or other impermeable materials are not recommended. The void spaces should be backfilled progressively as the excavation proceeds. Tieback Conflicts and Easements: Because tiebacks typically extend about 30 to 60 feet behind the excavation face, conflicts with underground utilities, as well as with adjacent structures and foundations, often arise. The project structural engineer should carefully consider the locations of such obstructions when laying out all tiebacks. Easements might be required for any tiebacks that extend onto private properties and right-of-way areas beyond the site property boundaries. It should also be realized that the City of Seattle does not typically allow permanent tiebacks to encroach on their roadway right- of-way limits. Tieback No -Load Zone: The anchor portion of all tiebacks must be located a sufficient distance behind the retained excavation face to develop resistance within a stable soil mass. We recommend that the anchorage be obtained behind a "no-load zone" defined by a plane projected upward at a 60-degree angle from the base of the excavation and set back from the excavation face a horizontal distance equal to 25 percent of the face height, as shown on Figure 3. Tieback Anchor Length and Spacing: The anchor portion of the tieback (that portion behind the no-load zone) should have a minimum length of 10 feet and should be located at least 10 feet below the ground surface, as shown on Figure 3. To avoid interactions between adjacent tiebacks, we recommend that a clear spacing of at least 5 feet be maintained along the anchor zones. 88601/SEA7L242.doc Page 9 of 13 November 21, 2007 Copyright 2007 Kleinfelder I Estimated Tieback Adhesion: If properly grouted, we tentatively estimate that allowable concrete/soil adhesion values listed in the table below (and shown on Figure 3) for the various site soil layers may be used for the anchor portion of a tieback. These allowable adhesion values incorporate a safety factor of 1.1 and 1.5 for the temporary and permanent conditions, respectively. It should be noted, however, that the actual design values will depend on the installation method and should be confirmed by load - testing all tiebacks in the field. Allowable Tieback Adhesion Values Temporary Permanent Soil Type Case Case Dense to Very Dense, Silty Gravelly 1,500 psf 1,200 psf Sand (Glacial Till) or Sand with gravel (Advance Outwash) Tieback Load Testing: We recommend that all tiebacks be subjected to a comprehensive testing program that will verify the integrity of individual tiebacks and provide information regarding their long-term creep characteristics. Two separate types of tests are appropriate for temporary tiebacks: 200-percent performance tests on a limited number of tiebacks (within each different soil unit), and 133-percent proof tests' on each remaining tieback anchor. For permanent tiebacks, we also recommend that 300-percent verification tests be performed. Kleinfelder can supply details for conducting these tests, upon request. Wall Deflection and Settlement Monitoring: We recommend that the top -of -wall horizontal deflection and potential vertical settlement of the ground surface behind the wall be monitored by means of standard surveying techniques, in order to assess the performance of the shoring wall during construction. Settlement monitoring should include establishing settlement bench marks on the existing ground surface behind the wall. Top -of -wall horizontal deflections should be monitored along the wall at both ends, at the mid -point, and every 20 feet in between. These survey points should be monitored immediately after soldier pile installation, regularly during excavation, and on 88601/SEA7L242.doc Page 10 of 13 November 21, 2007 Copyright 2007 Kleinfelder a weekly basis following complete excavation. We recommend that Kleinfelder be allowed to review this survey monitoring data as soon as it becomes available. Construction Monitoring: Because shoring walls require specialized installation and earthwork techniques to maintain stable conditions during and after construction, we strongly recommend that an Kleinfelder representative be retained to continuously monitor the installation of all soldier piles, wood lagging, and tiebacks. This monitoring would include observation and documentation of installation procedures, construction materials, drilling conditions, soil conditions, pile plumbness, as well as tieback load testing and confirmation of lock -off loads. LIMITATIONS This report has been prepared to aid Valhalla LLC in the evaluation of the site and to assist the architect and engineer in the design of the facilities, in accordance with currently accepted geotechnical engineering practice. No warranty based on the contents of this report is intended, and none shall be inferred from the statements or opinions expressed herein. Our description of the project represents our understanding of the significant aspects of the project relevant to the design and construction of earthwork, foundations and related issues. In the event that any changes in the basic design or location of the structures as outlined in this report are planned, we should be given the opportunity to review the changes and to modify or reaffirm in writing the conclusions and recommendations of this report. The scope of our services did not include any environmental assessment or investigation for the presence or absence of wetlands or hazardous or toxic materials in the soil, surface water, groundwater or air, on or below or around this site. The analyses and recommendations represented in this report are based on the data obtained from the borings made at the locations indicated on the Site and Exploration Plan and from other information discussed herein. This report is based on the assumption that the subsurface conditions everywhere are not significantly different from those disclosed by the borings. However, variations in soil conditions may exist between the boring locations; also, general groundwater levels may fluctuate from time to time. The nature and extent of the variations may not become evident until construction. If subsurface conditions different from those encountered in the explorations are observed or encountered during construction or appear to be present 88601/SEA7L242.doc Page 11 of 13 November 21, 2007 Copyright 2007 Kleinfelder I I T beneath or beyond excavations, we should be advised at once so that we can observe and review these conditions and reconsider our recommendations where necessary. The scope of our services does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. This report may be used only by Valhalla LLC and their design consultants and only for the purposes stated within a reasonable time from its issuance, but in no event later than one year from the date of the report. Land or facility use, on and off -site conditions, regulations, or other factors may change over time, and additional work may be required with the passage of time. Any party other than Valhalla LLC who wishes to use this report shall notify Kleinfelder of such intended use. Based on the intended use of the report, Kleinfelder may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the client or anyone else will release Kleinfelder from any liability resulting from the use of this report by any unauthorized party and client agrees to defend, indemnify, and hold harmless Kleinfelder from any claim or liability associated with such unauthorized use or non-compliance. Valhalla LLC is responsible to see that all parties to the project, including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. Further guidelines and information on this geotechnical report can be found in the ASFE publication entitled Important Information About Your Geotechnical Engineering Report, which is included for your reference in Appendix D of this report. CLOSURE The conclusions and recommendations provided in this supplemental letter are based, in part, on the current project conditions provided to us, our review of available geotechnical documents for the project site, our site reconnaissance, and our interpretations and assumptions regarding subsurface conditions. If variations in subsurface conditions are discovered during earthwork, we may need to modify this report. The future performance and integrity of the temporary shoring systems and building foundations will depend largely on proper initial site preparation, drainage, and 88601/SEA7L242.doc Page 12 of 13 November 21, 2007 Copyright 2007 Kleinfelder ! -1 . '. construction procedures. Monitoring by experienced geotechnical personnel should be considered an integral part of the construction process. Kleinfelder is available to provide geotechnical inspection and testing services during the earthwork and foundation construction phases of the project. If variations in the subgrade conditions are observed at that time, we would be able to provide additional geotechnical engineering recommendations, thus minimizing delays as the project develops. We are also available to review preliminary plans and specifications before construction begins. We appreciate the opportunity to be of continued.service to you. Should you have any questions concerning this letter, or if we can assist you further, please contact us at 208-654-7045. Respectfully submitted, KLEINFELDER WEST, INC. Steven Flowers, E.I.T. Staff Geotechnical Engineer Rolf B. /yyllseth, P.E., L.G. Senior Geotechnical Engineer Attachments: Figure 1 — Location/Topographic Map Figure 2A — Site & Exploration Plan Figure 3 — Cantilever and Tieback Sharing Wall Diagrams Previous Test Pit Logs TP-1 through TP-10 (Kleinfelder, July 7, 2006) Boring Logs B-1 through B-8 Grain Size Distribution Reports (10) Distribution: Valhalla, LLC c/o SGA Corporation Shapiro Architects (3) Attn: Mr. James W. Abbott Attn: Mr. Tony Shapiro 88601/SEA7L242.doc Page 13 of 13 Copyright 2007 Kleinfelder KLEINFELDER 2405 140th Avenue NE, Suite Al 01, Bellevue, WA 98005 November 21, 2007 (425) 562-4200 (425) 562-4201 fax V- 0 p U. 6 LL. X 0 It MR-2M MW" Corw w4W.lb mxft&,W ftft mswvm& ftftAmm I M111C -14 I'M WIPPOInt 2= by TedrAloW lrkl� An d" MOW44dL 0 2= ftvtWbn UdnWb&L A� d" i 0CWjftt4 2= by --- am WA Sysbm U& 5V N:t *toScale K L E I N F E L D E R 2405 140th Avenue NE, Suite A101 Bellevue, WA 98005-1877 PH: (425) 562-4200 FAX: (425) 562-4201 www.kioinfelder.com I DRAWN: Nov. 2007 1 APPROVED BY.L- I PROJECT NO. Site Vicinity Edmonds Mixed Use 23012 Edmonds Way Edmonds, Washingtoi 8860ITFILE NAME: DRAWN BY: J.S. REVISED BY: CHECKED BY: FIGURE @ by laoinfelder West Inc, 2007 EDMONDS WAY (S.R. 104) TV P Legend *TP-1 Previous Test Pit Number & Approximate Location +B-4 Boring Number & Approximate Location (Current Study) rV NVU( DRAWN BY: J.S. Site and Exploration Plan K L E V N � WNULt: Lt:Vr-L LEVEL TIEBACK TIEBACK WALL SEISMIC TRAFFIC SOLDIER PILE WALL MULTIPLE LEVEL WOOD LAGGING TIEBACK ANCHORS 0.2 H 2/3 H, "NO LOAD 6.0 FT 1� - PERMANENT CONCRETE ZONE" A 75 PSF WALL (SCHEMATIC, NTS) GEOCOMPOSITE DRAIN MAT (244N WIDE VERTICAL 25 H H (FT) STRIPS, CENTERED PSF 4 H PSF PRESSURE ACTS OVER BETWEEN PILES 25H (ACTIVE) PILE SPACING (WALL PSF - FACE AREA) a=15-30* FOOTING/ UNDERSLAB WEEP 12 H PSF HOLE (AT -REST) DRAINAGE 2J3 (114-y SYSTEM 0.2 H — — — — — — — - —H/4 D=10'MIN. NOTES: D (�T) 1. SOLDIER PILE EA PRESSURE ACTS L__j TO PROVIDE RE( OVER ONE PILE CAPACITY (SEE 35 (H+D) PSF (BELOW CUT ONLY) ACTIVE EARTH PRESSURE LL (NO TIEBACKS), USE ACTIVE EARTH PRESSURE (TRIANGULAR PRESSURE DIAGRAM) BOTH BELOW ON CUT (NO APPARENT EARTH PRESSURE). 8 FEET OR LESS, LAGGING SHOULD BE DESIGNED TO WITHSTAND 25% OF ACTIVE PRESSURE nVE PRESSURE (PERMANENT). 'APPLIED TO PERMANENT WALLS; THEY NEED NOT BE APPLIED ON TEMPORARY WALLS. USE"ACTIVE" RESSURE FOR YIELDING WALL CONDITION, AND -AT-REST- LATERAL SURCHARGE PRESSURE FOR 1. OF CONCRETE ENCASED PILE (ASSUMING STRUCTURAL CONCRETE); IF LEAN -MIX FILL USED BELOW (IDTH OF SOLDIER PILE. E FULLY DRAINED BY A TEMPORARY OR PERMANENT DEWATERING SYSTEM; NO HYDROSTATIC ON THE WALL. )S ON WALLS WITH BACKSLOPE, SEE GEOTECHNICAL REPORT. LEVEL GROUND CONDITIONS MAY BE ITHIN A DISTANCE EQUAL TO WALL HEIGHT (H) BEHIND THE WALL FACE. C. SOLDIER PILEVERTICAL CAPACITY PILE -TI-DIAMETER (FT) BASE OF EXCAVATION _AwR4iF`_ NEGLECT 2 FT FRI TI N i ALLOWABLE SKIN FRICTION: ri 1,500 PSF (TEMPORARY) 2 FT 1,200 PSF (PERMANENT) D. TIEBA SOIL DENSE TO % GLACIAL T11 WITH GRAVE _OUTV NOTES: 1 . VERIF'f TESTS, ALLOWABLE END BEARING: 20ksf (TEMPORARY) 15ksf (PERMANENT) NOTES: 1. SKIN FRICTION AND END BEARING APPLIED TO CONCRETE ENCASED PILE DIAMETER (ASSUMING STRUCTURAL CONCRETE BELOW EXCAVATION LEVEL) DRAWN BY: i.s. Cantilever and Tieback K L E I N 0%6- — --a_ __ Sao— me �s — ___ — SOIL CLASSIFICATION CHART SYMBOLS TYPICAL MAJOR DIVISIONS GRAPH I LETTER DESCRIPTIONS WELL -GRADED GRAVELS, GRAVEL - CLEAN - GW SAND MIXTURES, LITTLE OR NO GRAVEL GRAVELS ;b 6b '4 a A. . FINES AND GRAVELLY (LITTLE OR NO FINES) 'J U 0 "J U a & * - (Y POORLY -GRADED GRAVELS, 0 r)`� GP GRAVEL - SAND MIXTURES, LITTLE SOILS '00 cc) 1. 2 r\. OR NO FINES COARSE GRAVELS WITH 43 0 GM SILTY GRAVELS, GRAVEL - SAND - GRAINED MORE THAN 50% FINES SILT MIXTURES SOILS OF COARSE FRACTION RETAINED ON NO. (APPRECIABLE AMOUN GC CLAYEY GRAVELS, GRAVEL - SAND - 4 SIEVE OF FINES) CLAY MIXTURES ......... Sw WELL -GRADED SANDS, GRAVELLY CLEAN SANDS .......... ......... SANDS, LITTLE OR NO FINES SAND MORE THAN 50% AND (LITTLE OR NO FINES) OF MATERIAL IS sp POORLY -GRADED SANDS. LARGER THAN NO. SANDY GRAVELLY SAND. LITTLE OR NO 200 SIEVE SIZE SOILS FINES MORE THAN 50% SANDS WITH SM SILTY SANDS, SAND - SILT OF COARSE FINES MIXTURES FRACTION PASSING ON NO. 4 SIEVE (APPRECIABLE AMOUNT sc CLAYEY SANDS, SAND - CLAY OF FINES) MIXTURES INORGANIC SILTS AND VERY FINE M L SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO SILTS C L MEDIUM PLASTICITY, GRAVELLY FINE LIQUID LIMIT AND CLAYS, SANDY CLAYS, SILTY LESS THAN 50 CLAYS CLAYS, LEAN CLAYS — — — GRAINED SOILS — — — OL ORGANIC SILTS AND ORGANIC — — — SILTY CLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS OR MH DIATOMACEOUS FINE SAND OR MORE THAN 50% SILTY SOILS OF MATERIAL IS CH INORGANIC CLAYS OF HIGH SMALLER THAN NO. 200 SIEVE SIZE SILTS LIQUID LIMIT AND GREATER THAN 50 PLASTICITY CLAYS OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS L PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS KLEINFELDER CopVdght 2006 SOIL CLASSIFICATION LEGEND Project# 71716 ON FRI MA 8 LIJ (L U, �3 �--4 CA 5- 10- 12 ' SOIL DESCRIPTION Z >- Surface: Grass < z OTHER TESTS* z C'n Z SM inches of TOPSOIL. SILTY SAND (SM): brown -red, moist, medium dense, fine to medium sand, some fine to coarse gravel, some rootlets and organic seams approximately I inch thick. (WEATHERED OUTWASH) SILTY SAN rj;:';�' moist, very dense, fine to medium sand, some fine to coarse gravel. (ADVANCE OUTWASH) SP SAND (SP): brown, moist, very dense, fine to coarse sand, trace fine to coarse gravel, trace silt. (ADVANCE OUTWASH) Grades to some fine to coarse gravel. 2 Testpit terminated at 12 feet bgs. Groundwater seepage was not observed at the time of excavation. The testpit was backfilled with excavated material. DATE EXCAVATED:5/24/2006 APPRO)UMATE ELEVATION: 187 LOGGED BY: S. Flowers REVIEWED BYBob Plum EQUIPMENT: Cat 416C backhoe + SAMPLE TYPE: M Bulk Grab H Shelby Tube *TESTS: m=moisture Content(Olo), D=Dry Density(pqfi, Tv=Torvane, 6 M Pp=Pocket Penetrometer, G=Grain Size, IMEKLEINFELDER GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING PROJECT NO. 71716 Edmonds Mixed Use 23012 Edmonds Way, Edmonds WA 98020 LOG TP-1 Appendix A-2 L C4 U W q U p Q, LU CL FL LLI C) 0 5- 10- 12 SOIL DESCRIPTION W W. ;D Z Surface: Grass, gravel with sand & silt z 0 OTHER TESTS* z W� (A Z SM 1.12 inches of TOPSOIL. SILTY SAND (SM): brown, moist, loose to medium dense, fine to medium sand, trace fine to coarse gravel, seams of sand and organics, some rootlets. OUTWASH) —(W�EATHERED . . . . . SILTY SAND (SM): brown, moist, very dense, fi to medium sand, trace fine to coarse gravel. (ADVANCE OUTWASH) SP SAND (SP): brown, moist, very dense, fine to coarse sand, trace fine to coarse gravel, trace silt. (ADVANCE OUTWASH) Observed rootlets to approximately 7 feet bgs. Grades to some fine to coarse gravel. Testpit terminated at 12 feet bgs. Groundwater seepage was not observed at the time of excavation. The testpit was backfilled with excavated material. DATE EXCAVATED:5/24/2006 APPROXIMATE ELEVATION: 191 LOGGED BY: S. Flowers REVIEWED BYBob Plum EQUIPMENT: Cat 416C backhoe + SAMPLE TYPE: Bulk Grab Shelby Tube *TESTS: m=moisture Content(olo), D=Dry Density(pqj), Tv=Torvane, 9 1 H PP=Pocket Penetrometer, G=Grain Size, ]knKLEINFELDER Edmonds Mixed Use Appendix GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS 23012 Edmonds Way, Edmonds WA A-3 SOILS AND MATERIALS TESTING 98020' PROJECT NO. 71716 TEST PIT LOG TP-2 Uj X C' 0 CL Cn LU 0 5— to- 12 z cn SOIL DESCRIPTION Surface: Grass A Z W e 1% E Z z 0 2C.) OTHER TESTS* SM \1 inch of TOPSOIL. SILTY SAND WITH GRAVEL (SM): brown, moist, loose to medium dense, fine to coarse sand, fine to coarse gravel with asphalt and brick debris. (FILL) SP — — — — — — — — — — — — — — — — — — — — — — — -- SAND WITH GRAVEL (SP): red, moist, m dense, fine to coarse sand, fine to coarse gravel, some silt. E R CESSIONAL OUTWASH) Grades to brown, loose to medium dense, fine to medium sand, trace silt. SM — — — — — — — — — — — — — — — — — — — — — — — -- SILTY SAND WITH GRAVEL (SM): gray, moist, dense to very dense, fine to medium sand, fine to coarse gravel. (GLACIAL TILL) SP ' — — — — — — — — — — — — — — — — — — — — — — — — -- SAND (SP): gray -brown, moist, very dense, fine to 2 coarse sand, some fine to coarse gravel, trace silt. (ADVANCE OUTWASH) Becomes SAND WITH GRAVEL (SP) Testpit terminated at 12 feet bgs. Groundwater seepage was not observed at the time of excavation. The testpit was backfilled with excavated material. DATE EXCAVATED:5/24/2006 APPROMMATE ELEVATION:196 LOGGED BY: S. Flowers REVIEWED BYBob Plum EQUIPMENT: Cat 416C backhoe + SAMPLE TYPE: P Bulk Grab n Shelby Tube *TESTS: m=moisture Content('16), D=Dry Densily(pqfi, Tv=Torvane, n I Pp=Pocket Penetrometer, G=Grain Size, RKEKLEINFELDER GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING PROJECT NO. 71716 Edmonds Mixed Use 23012 Edmonds Way, Edmonds WA 98020 TEST PIT LOG TP Appendix A-4 Ai Q Q p -pz' U C4 L r4 LLI CL r F- U) LU 5— to- 12 z Cn SOIL DESCRIPTION Surface: Grass V) Z ;D Z z OTHER TESTS* Sm .-,I to 2 inches of TOPSOIL, rootlets to 3 inches bgs. SAND WITH SILT (SP-SM): brown, moist, loose to medium dense, fine to medium sand, some fine to coarse gravel, trace coarse sand. (RECESSIONAL OUTWASH) SP SAND (SP): brown, moist, medium dense, fine to coarse sand, some fine to coarse gravel, some cobbles to 12 inches, trace silt. (RECESSIONAL OUTWASH) 2 Grades to dense. 3 Sm ------------------------- SILTY SAND WITH GRAVEL (SM): gray, moist, very denge., fine. tn enarge gand fine. tn ronme. gravel tn I 4 inches. (GLACIAL TILL) Testpit terminated at 12 feet bgs. Groundwater seepage was not observed at the time of excavation. The testpit was backfilled with excavated material. DATE EXCAVATEEi:5/24/2006 APPROMMATE ELEVATION: 198 LOGGED BY: S. Flowers REVIEWED BYBob Plum EQUIPMENT: Cat 416C bacichoe + SAMPLE TYPE: Bulk Grab Shelby Tube *TESTS: M=Moisture Contentr1q), D=Dry Density(pqfi, Tv=Torvane, 0 1 a Pp=Pocket Penetrometer, G=Grain Size, KnKLEINFELDER Edmonds Mixed Use Appendix GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS 23012 Edmonds Way, Edmonds WA A-5 SOILS AND MATERIALS TESTING 98020 PROJECT NO. 71716 TEST PIT LOG TP-4 C 0, 40. 0.0 5- 9.5 SOIL DESCRIPTION W Z Surface: Grass z 0 OTHER TESTS* z Z 2 �j inches of TOPSOIL SILTY SAND (SM): red -brown, moist, medium dense, me to medium sand, trace fine gravel. (WEATHERED OUTWASH) 7 ------------------------------ SAND (SP): olive brown, moist, very dense, medium to coarse sand, some fine and coarse gravel. (ADVANCE OUTWASH) 2 3 4.5 Testpit terminated at 9.5 feet bgs. Groundwater seepage was not observed at the time of excavation. The testpit was backfilled with excavated material. DATE EXCAVATED:6/7/2006 APPROMMATE ELEVATION: 186 LOGGED BY: S. Andrews REVIEWED BYBob Plum EQUIPMENT: Trackhoe +SAMPLE TYPE: P Bulk Grab 0 Shelby Tube *TESTS: M=Moisture Content(Ilo), D=Dry Density(pqfi, Tv=Torvane, IN I Pp=Pocket Penetrometer, G=Grain Ske, KLEINFELDER GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING Edmonds Mixed Use 23012 Edmonds Way, Edmonds WA 98020 Appendix A-6 PROJECT NO. 71716 Lx� 44 64 1'r Lq Cn �"z LU N Uj 0 5- 9 z >- Cn SOIL DESCRIPTION Surface: Exposed Soil, Dirt bike track Un QOZ Z z cc OTHER TESTS* SM SAND (SP): brown -red, moist, medium dense, fine to coarse sand, trace fine to coarse gravel, trace organics. (WEATHERED OUTWASH) SP -- — — — — — — — — — — — — — — — — — — — — — — — -- SAND (SP): olive brown, moist, very dense, fine to coarse sand, trace silt. (ADVANCE OUTWASH) 2 3 Testpit terminated at 9 feet bgs. Groundwater seepage was not observed at the time of excavation. The testpit was backfilled with excavated material. DATE EXCAVATED:6/7/2006 APPROMMATE ELEVATION: 191 LOGGED BY: S. Andrews REVIEWED BYBob Plum EQUIPMENT: Trackhoe + SAMPLE TYPE: V Bulk Grab Shelby Tube *TESTS: m=moisture Content('1q), D=Dry Density(pqfi, Tv=Torvane, n 1 0 Pp=Pocket Penetrometer, G=Grain Size, MUKLEINFELDER Edmonds Mixed Use App I endix GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS 23012.Edmonds Way, Edmonds WA A-7 SOILS AND MATERIALS TESTING 98020 PROJECT NO. 71716 TEST PIT LOG TP-6 C4 U 4 0- 5- 10- 12 ' SOIL DESCRIPTION cd W e 9 &- Surface: Vegitation and Duff OTHER TESTS* z Qn �n Qnz U 2 to 3 inches of TOPSOIL. — — --- — — — — — — — SM §117W D�N gra - - �S- W�— ;7 moist,� medium dense, fine to T. coarse sand, some fine to coarse gravel, rootlets to 4 feet bgs. (ADVANCE OUTWASH) SP SAND (SP): gray, moist� very dense, fine to coarse sand, some fine to coarse gravel, trace silt. (ADVANCE OUTWASH) 2 Testpit terminated at 12 feet bgs. Groundwater seepage was not observed at the time of excavation. The testpit was backfilled with excavated material. DATE EXCAVATED:5/24/2006 APPROMMATE ELEVATION: 192 LOGGED BY: S. Flowers REVIEWED BYBob Plum EQUIPMENT: Cat 416C backhoe + SAMPLE TYPE: Bulk Grab n Shelby Tube *TESTS: m=moisture Content('16), D=Dry Density(pqfi, Tv=Torvane, M I PP=Pocket Penetrometer, G=Grain Size, lk " KLEINFELDER GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING Edmonds Mixed Use 23012 Edmonds Way, Edmonds WA 98020 Appendix A-8 PROJECT NO. 71716 < LZI PZ4 E__� E-4 U "� 44 LU N I IL t: CQ CL F_ V) LU ts 5- 10- 12 SOIL DESCRIPTION W, Surface: Grass z OTHER TESTS* z �n rA z �Ar ' , 6 inches of TOPSOIL. SILTY SAND (SM): red -brown, moist, loose, fine to SM medium sand, some fine to coarse gravel, some roots and rootlets. (FILL) SP — — — — — — — — — — — — — — — — — — — — — — — - SAND (SP): brown, moist, very dense, fine to coarse sand, some fine to coarse gravel, trace silt. (ADVANCE OUTWASH) Grades to with gravel. Testpit terminated at 12 feet bgs. Groundwater seepage was not observed at the time of excavation. The testpit was backfilled with excavated material. DATE EXCAVATED:5/24/2006 APPROXIMATE ELEVATION: 194 LOGGED BY: S. Flowers REVIEWED BYBob Plum EQUIPMENT: Cat 416C bacichoe + SAMPLE TYPE: P1 Bulk Grab Shelby Tube *TESTS: M=Moisture Content('1q), D=Dry Density(pqfi, Tv=Torvane, ILN I H Pp=Pocket Penetrometer, G=Grain Size, AUKLEINFELDER Edmonds Mixed Use Appendix GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS 23012 Edmonds Way, Edmonds WA A-9 SOILS AND MATERIALS TESTING 98020 PROJECT NO. 71716 TEST PIT LOG TP-8 8 LU C11 tz FL U) W ts 0 5- 10- 12 ' SOIL DESCRIPTION ;D Z Surface: English Ivy z OTHER TESTS* z rA C-1 Z '%' ".'.0 6 inches of TOPSOIL. SILTY SAND (SM): brown, moist, loose, fine to medium SM sand, trace fine to coarse gravel. (RECESSIONAL OUTWASH) SM — — — — — — — — — — — — — — — — — — — — — — -- SILTY SAND WITH GRAVEL (SM): gray, moist very dense, fine to medium sand, fine to coarse gravel. (TILL) SP — — — — — — — — — — — — — — — — — — — — — — — -- SAND (SP): brown, moist, very dense, fine to medium sand, some coarse gravel, some silt lenses. (ADVANCE OUTWASH) 2 Testpit terminated at 12 feet bgs. Groundwater seepage was not observed at the time of excavation. The testpit was backfilled with excavated material. DATE EXCAVATED:5/24/2006 APPROXIMATE ELEVATION:210 LOGGED BY: S. Flowers REVIEWED BYBob Plum EQUIPMENT: Cat 416C backhoe + SAMPLE TYPE: Bulk Grab n Shelby Tube *TESTS: M=Moisture Content('16), D=Dry Density(pqfi, Tv=Torvane, N I Pp=Pocket Penetrometer, G=Grain Ske, RKEKLEINFELDER GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING PROJECT NO. 71716 Edmonds Mixed Use 23012 Edmonds Way, Edmonds WA 98020 TP-9 Appendix A - 10 U . :it (J W P1 (Z U) LU 0 0 in 8 ' SOIL DESCRIPTION �w :;) Z >1 Surface: Grass z OTHER TESTS* z ;n �nz —3 inches of TOPSOIL. —ing—, SM §1ITT—Y §TN5 �-Si;ij: brown with red mo—ttl moist, loose, fine to medium sand, trace organics, some rootlets, (FILL) SP — — — — — — — — — — — — — — — — — — — — — — — - SAND (SP): gray, moist, medium dense, fine to coarse sand, some fine to coarse gravel, trace silt. (RECESSIONAL OUTWASH) SM -- — — — — — — — — — — — — — — — — — — — — — — — - SILTY SAND WITH GRAVEL (SM): gray, moist, very dense, fine to medium sand, fine to coarse gravel. (TILL) Testpit terminated at 8 feet bgs. Groundwater seepage was not observed at the time of excavation. The testpit was backfilled with excavated material. DATE EXCAVATED:5/24/2006 APPROXIMATE ELEVATION:214 LOGGED BY: S. Flowers REVIEWED BYBob Plum EQUIPMENT: Cat 416C backhoe +SAMPLE TYPE: Bulk Grab Shelby Tube *TESTS: M=Moisture Content('16), D=Dry Density(pqfi, Tv=Torvane, M I n Pp=Pocket Penetrometer, G=Grain Size, IMEKLEINFELDER GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING PROJECT NO. 71716 Edmonds Mixed Use Appendix 23012 Edmonds Way, Edmonds WA A-11 98020 TESTING PROGRAM U.S.C.S. LABORATORY I FIELD: F WELL/PIE zo r., 'x ir > M CONSTRUCTION 44 E 6 C'n C'� z wiz z zn 7 151 1 1 6.8 35 110 15 18 32 SOIL DESCRIPTION U U%'Ilav" r'1Vy-V1UW111 uly, VVILLL GRAVEL, fine to medium sand, fine gravel, trace silt. (RECESSIONAL OUTWASH) — — — — — — — — — — — — — — — — — — — — sm very dense, grey -brown, dry, SILTY SAN] WITH GRAVEL, fine sand, fine gravel. (GLACIAL TILL) -grades to very dense, grey SI-1 35 NA S1-2 _W _Frjy-_br_ow_n_,d_ry, S—Iff—Y—SAWD. P-Sff .[T,�7e�Tje sj, :1] WITH GRAVEL, fine to medium sand, fint gravel. (GLACIAL TELL) 15- 7.1 17 24 SI-3 26 30 1 J*1' -.1 - - — — — — — — — — — — — — — — — — — -- SP very dense, grey -brown, dry, SAND WITH GRAVEL, medium sand, some silt. (ADVANCE OUTWASH) :)120 L -1 D DATE DRILLED: 10-25-07 SURFACE ELEVATION (feet):213.0 ft DRILLING METHOD:HSA (Track Rig) r LOGGED BY: FDR TOTAL DEPTH (feet): 50.3 DRILLER: Boretech REVIEWED BY: Rolf Hyllseth DIAMETER OF BORING (in)8.5 in CASING SIZE: n/a Edmonds mixed use Appendix 232nd Ave and Edmonds Way r k4KLEINFELDER Edmonds, Washington § A-2a E GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS BOWNG LOG SOILS AND N11ATERL4,LS TESTING PROJECT NUMBER: 88601 1 B-1 PAGE I of 3 TESTING PROGRAM U.S.C.S. LABORATORY I FIELD* WELL/PIEZ 0 > W -. . z rA -.,a t: E 0 CONSTRUCTION 4 W Z�Z UW> Zw 4 0, 00 2 96 09 �;) �.z SO 96 R z az &nz z 5 SOIL DESCRIPTION 10 S14 24 28 25- 24 SI-5 �grades to medium to coarse grained, no sil 30 -grades to moist, medium grained 38 30- 50/511 SI-6 —2 inches wet, coarse grained, over 3 inches moist, medium to coarse grained, trace silt. 35- 25 SI-7 -moist, medium grained, trace silt 38 50/5 Ll > 40-- r SAMPLER Cal. (3"OD) SPT q2" OD) Core Shelby Grab No Recovery TYPE Split Spoon Split poon Samp Tube 300lbs 140lbs "HAMMER WEIGHT (30" Drop) (30" Drc p) ir A A A 1"U" a Uav Appendix 232nd Ave and Edmonds Way k4KLEINFELDER Edmonds, Washington A-2b GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING BORING LOG rECT NUMBER: 88601 B-1 PAGE 2 of 3 z z Z z TESTING PROGRAM U.S.C.S. LABORATORY I FIELD: WELL/PlEZO F SOIL DESCRIPTION CONSTRUCTION UW > C3 Z Qn CZ z 0z <. < ;n 'nz 20 q z 4 20 SI-8 -moist, medium to coarse grained, one inch 37 lens of wet, coarse sand. 50/511 45- 44 S1-9 -grades to medium grained sand. 50/6 50- 0.3. 50/3"W SI-10 rock fragments and coarse grained, moist J" 'u' m""j �H"' "Hu u ... r'�� —""%sand. _Boring completed to 50.3 feet below ground surface. -Groundwater was not encountered during drilling. -Boring backfilled with bentonite chips. Aj SAMPLER TYPE Cal. (3"OD) Split Spoon SPT q2" OD) Split Core Shelby No Sample Grab poon Tube Recovery "HAMMER WEIGHT 300lbs (30" Drop) 140lbs (30" Drc p) Edmonds mixed use Appendix 232nd Ave and Edmonds Way X4KLEINFELDER Edmonds, Washington A-2c z Ic GEO I ECHNICAL AND ENVIRONMENTAL ENGINEERS BORING LOG SOILS AND MATERIALS TESTING PROJECT NUMBER: 88601 1 B-1 PAGE 3 of 3 TESTING PROGRAM U.S.C.S. LABORATORY I FIE WELL/PIEZO > W -5 SOIL DESCRIPTION �X-- P� P� r: 0 CONSTRUCTION w� 9 *�' > �4 0 W � .4w 064 M 5E" et� Z U zz Surface: forest duff, sod and topsoil (1-3 inches) z U 5 Z 0 I& Ito 112 16 V S24 34 36 6.3 : : 24 : 1 31 N /1 S2-2 medium dense, light brown, d , S11, I i SAND WITH GRAVEL, fine to medium el. sand, fine grav (WEATHERED GLACIAL TELL) V, 7 l_ig_htgr_ey_-b_row_n, —dry—, —S[—LT—Y— SAND WITH GRAVEL, fine sand, fine gravel. (GLACIAL TILL) grades to fine to medium sand -Boring terminated at 12 feet below grouni surface due to auger refusal. -Groundwater was not encountered during drilling. -Boring backfilled with bentonite chips. :5 DATE DRILLED: 10-29-07 SURFACE ELEVATION (feet):212.0 ft DRILLING METHOD:HSA (Portable Acker Rig) X LOGGED BY: FDR TOTAL DEPTH (feet): 12.0 DRILLER: Boretech REVIEWED BY: Rolf Hyllseth DIAMETER OF BORING (in):5.5 in CASING SIZE: n/a Edmonds mixed use D Appendix 232nd Ave and Edmonds Way k4KLEINFELDER' Edmonds, Washington A - 3 E GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS 0 SOILS AND MATERIALS TESTING BORING LOG fl PROJECT NUMBER: 88601 B-2 PAGE I of I F, TESTING PROGRA3i WELL/PIEZO CONSTRUCTION > OF- z 0 5 10 15 11.5 20 ' I I DATE DRILLED: 10-25-07 LOGGED BY: FDR REVIEWED BY: Rolf Hyllseth wag 4 W > 12 14 rnz Z U.S.C.S. T�il SOIL DESCRIPTION SP medium dense, grey -brown, moist, SAND WITH GRAVEL, trace silt, medium sand, trace organics (rootlets). (RECESSIONAL OUTWASH) 14 16 S3-1 -medium to coarse grained sand, moist. 18 -grades dense, wet, fine to medium grained sand, some silt. 23 15 S3-2 -grades to very dense, moist, fine to coarse 33 sand, trace silt 38 17 S3-3 -grades to dry to moist 35 42 SURFACE ELEVATION (feet):192.0 ft DRILLING METHOD:HSA (Track Rig) TOTAL DEPTH (feet): 26.4 DRILLER: Boretech DIAMETER OF BORING (in)S.5 in CASING SIZE: n/a k4KLEINFELDER GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING Edmonds mixed use Appendix 232nd Ave and Edmonds Way Edmonds, Washington A-4a BORING LOG . § LI PAGE I of 2 1 TESTING PROGRAM U.S.C.S. LABORATORY I FIELD: WELL/PIEZO 4" SOIL DESCRIPTION CONSTRUCTION > X Zw 09 �nz —6 96 'n �: 8 X <;;;) z (4 < W : 40 = < �nz 0z 0-.e4 = : 20 0 e'i Q 5 z C' 125 -r,1dUVb LU 11WIM 0/3' z z z 31 S3-5 -grades to occasional I inch (I") seams of 0 fine to medium grained wet sand with silt. 46 LT. D/5 -Boring completed to 26.4 feet below 12 ground surface. -Groundwater was not encountered during drilling. t_ -Boring backfilled with bentonite chips. z I �< *SAMPLER Cal. (3"OD) Split Spoon SPT (2" OD) Split Core Shelby Grab Sample Tube No Recovery TYPE Spoon 300lbs "HAMMER WEIGHT (30" Drop) 140lbs (30" Drc p) Edmonds mixed use Appendix 232nd Ave and Edmonds Way k4KLEINFELDER Edmonds, Washington A-4b GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS BORING LOG SOILS AND MATERIALS TESTING PROJECT NUMBER: 88601 B-3 PAGE 2 of 2 F, 12 WELL/PIEZO .j W LABUKAIUKY I HELD r wo e CONSTRUCTION Cgg — 2 > ZW J! t .4 .4 ;;)Z W 6 16 0 z Q a OWN C3 'nz z 5 0 1 96 U.S.C.S. SOIL DESCRIPTION z >N. ;n grass, sod and topsoil (1-3 inches) loose, grey -brown, dry, SILTY SAND WITH GRAVEL, fine to medium grained, trace organics, rootlets, 15" boulder encountered in upper foot. (FILL) z Ems C P . J. 5- 3 S4-1 -grades to light -brown, fine grained 2 2 - - - - - - - - - - - - - - - - - - - P-SNt':.'- T dense, light -brown, dry, SAND WITH T- SILT, fine to medium sand, some gravel. (GLACIAL TELL) 10- 17 S4-2 16 25 - - - - - - - - - - - - - - - - - - - - SP very dense, grey -brown, dry to moist, SAND WITH GRAVEL, fine to coarse. (ADVANCE OUTWASH) 15- 31 S4-3 33 2 34 ' 20 L DATE DRILLED: 10-25-07 SURFACE ELEVATION (feet):200 ft DRILLING METHOD:HSA (Track Rig) LOGGED BY: FDR TOTAL DEPTH (feet): 51.3 DRILLER: Boretech REVIEWED BY: Rolf Hyllseth DIAMETER OF BORING (in):8.5 in CASING SIZE: n/a Edmonds mixed use Appendix 232nd Ave and Edmonds Way KIKLEINFELDER Edmonds, Washington A-5a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING BORING LOG 0 z PAGE I of 3 TESTING PROGRAM U.S.C.S. LABORATORY FIEL5 WELL/PIEZO -5T SOIL DESCRIPTION S CONSTRUCTION > 'S W PZ Z z rol cnz z ow 2 14 S44 25 26 z . Z. 25- 36 S4-5 -grades to moist, some silt, medium -grained 50/4 X z z 30- 35 S4-6 -grey to grey -brown, medium to 50/5 X coarse-grai ned, no silt z 35- 50/411 S4-7 Ll jj > 40— D *SAMPLER Cal. (3"OD) SPT q2" OD) n Core Shelby Grab No TYPE Split Split poon Sample Tube Recovery **RAMMER WEIGHT 300lbs 140lbs (30" Drop) (30" Drc p) Edmonds mixed use Appendix 232nd Ave and Edmonds Way k4KLEINFELDER Edmonds, Washington A-5b GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS BORING LOG SOILS AND MATERIALS TESTING PROJECT NUMBER: 88601 B-4 PAGE 2 of 3 LABORATORY I FIELD* ,_41 WELL/PIEZO �q 1-0 .zz — [-. U� rA P i S -H 0-5 N CONSTRUCTION X 2 zw 5 5 7,7 rA 0z 0"A C,<A 'z z . .. .. 4)--T 40 34 38 41] 31 S4-9 48 24 50- 27 -10 45 5014"X S4 51.3 U.S.C.S. z SOIL DESCRIPTION -medium-grained, trace silt -medium to coarse -grained, no silt -moist, fine to medium -grained, trace silt. -Boring completed to 51.3 feet below ground surface. -Groundwater was not encountered during drilling. -Boring backfilled with bentonite chips. *SAMPLER Cal. (3"OD) SPT9"OD) U Core,, Shelby Grab No TYPE Split - 0 Split poon Samp Tube Recovery "HAMMER WEIGHT 300 lbs 140 lbs . k4KLEINFELDER GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING Edmonds mixed use 232nd Ave and Edmonds Way Edmonds, Washington BORING LOG B-4 Appendix A-5c PAGE 3 of 3 Z 0 TESTING PROGRAM U.S.C.S. LABORATORY I FIEL5 WELL/PIEZO > CA ': — 0 CONSTRUCTION 6 6 Z 'n z cz 06. Gnz Su Z 0 lip 110 115 8.7 11 27 S54 150/3 20 N S5-2 35 38 39 N A S5-3 SOIL DESCRIPTION grass, 111CUIU111 UVilbU, U1 VW11, 111V1.NL, 01-%V4L.P VY L I I GRAVEL, fine to coarse sand, fine to coarse gravel, trace silt. (FULL) SP very dense, grey -brown, moist, SAND AND GRAVEL, medium to coarse sand. (ADVANCE OUTWASH) -grades to dry -Boring completed to 15.8 feet below ground surface. -Groundwater was not encountered during drilling. -Boring backfilled with bentonite chips. DATE DRILLED: 10-29-07 SURFACE ELEVATION (feet):189 ft DRILLING METHOD: HSA (Track Rig) LOGGED BY: FDR TOTAL DEPTH (feet): 15.8 DRILLER: Boretech REVIEWED BY: Rolf Hyllseth DIAMETER OF BORING (in)S.5 in CASING SIZE: n/a D Edmonds mixed use D Appendix 232nd Ave and Edmonds Way k4KLEINFELDER Edmonds, Washington A - 6 GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING BORING LOG PAGE I of I 3,1PROJECT NUMBER: 88601 B-5 JE LABORATORY --- FIELD U.S C.S. WELL/PIEZO 1-1 t rg SOIL DESCRIPTION W CONSTRUCTION 4 X A -Jw P-M ,C M 2 [_z .j r4 rA Z z 0z 0 Surface: grass, sod and topsoil (1-3 inches) z SP medium dense, brown, dry, SAND WITH GRAVEL, fine to coarse sand. (FELL) SP - - - - - - - - - - - - - - - - - - - - - dense, grey to grey -brown, dry, SAND WITH GRAVEL, medium sand, fine gravel. 5- (ADVANCE OUTWASH) 9.4 10 6 S64 13 21 10- 22 S6-2 -grades to very dense, fine to medium sand. 28 27 15- 28 S6-3 35 50 16.51 -Boring completed to 16.5 feet below ground surface. -Groundwater was not encountered during drilling. -Boring backfilled with bentonite chips. z Aj I DATE DRILLED: 10-25-07 SURFACE ELEVATION (feet):188 It DRILLING METHOD:HSA (Track Rig) LOGGED BY: FDR TOTAL DEPTH (feet): 16.5 DRILLER: Boretech REVIEWED BY: Rolf Hyllseth DIAMETER OF BORING (in)S.5 in CASING SIZE: n/a Edmonds mixed use Appendix 232nd Ave and Edmonds Way k4KLEINFELDER Edmonds, Washington A - 7 z GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING BORING LOG PROJECT NUMBER: 88601 1 B-6 PAGE I of I 06. TESTING PROGRAM U.S.C.S. LABORATORY I FIELD .x W 0 WELL/PIEZO SOIL DESCRIPTION CONSTRUCTION Cz > CJ : = Zw 0-5 W .4w ca.= M E-Z 94 -t= 0 -<�; CIO z z >. Afl! C, 0 0-0 .4 Surface: grass, sod and topsoil (1-3 inches) 6"d Z SM medium dense, brown, dry, SILTY SAND WITH GRAVEL, fine to medium sand, fir gravel (FILL) SP - — — — — — — — — — — — — — — — — — — — — very dense, grey to grey -brown, dry, SAM WITH GRAVEL, fine to coarse sand, fine gravel. (ADVANCE OUTWASH) 3.5 6 13 S74 32 28 10— 8.0 18 13 S7-2 -grades to dense, moist, trace silt 18 16 15- 20 S7-3 -grades to moist with occasional wet lense 29 very dense, 2 inch lens of fine to medium grained sand. 26 > 20 j 5 DATE DRILLED: 10-25-07 SURFACE ELEVATION (fect):186 ft DRILLING METHOD:HSA (Track Rig) LOGGED BY: FDR TOTAL DEPTH (feet): 51.5 DRILLER: Boretech REVIEWED BY: Rolf Hyllseth DIAMETER OF BORING (in)S.5 in CASING SIZE: n/a Edmonds mixed use Appendix 232nd Ave and Edmonds Way k4KLEINFELDER Edmonds, Washington A-8a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING BORING LOG PROJECT NUMBER: 88601 B-7 PAGE I of 3 TESTING PROGRAM U.S.C.S. LABORATORY WELL/PIEZO cg wag SOIL DESCRIPTION E CONSTRUCTION U11 > CL X X Zw CL �-z o4 5: 0 �nz z 0z 00 '0' 0 z 2 10 S74 -grades to medium dense. 9 6 z C z z 25— 24 S7-5 -grades to very dense, dry. U C 30 37 z z 30— 25 S7-6 as above, thin 1/4 inch lenses fine to 39 medium grained, light brown SAND. C 35 z C 35- 28 S7-7 > 39 47 2 Aj > 4 r SAMPLER TYPE Cal. (3"OD) SPT Split Split q2 OD) Core Sample Shelb No y Grab poon Tube Recovery "HAMMER WEIGHT 300 lbs 140 (30' Drop) (30" lbs Drc p) Edmonds mixed use Appendix 232nd Ave and Edmonds Way X4KLEINFELDER Edmonds, Washington A-8b z GEOTE HNICAL AND ENVIRONMENTAL ENGINEERS BORING LOG SOILS AND MATERIALS TESTING PROJECT NUMBER: 88601 1 B-7 I PAGE 2 of 3 TESTING PROGRAM 4c U.S.C.S. LABORATORY I FIELD WELL/PIEZO -0 wig SOIL DESCRIPTION Oq P : S W CONSTRUCTION rjW > at W .4w U '< 0 Q <;;;) Z P = 0 a z W5Z Z 40 LT. 20 S7-8 -grades to wet, lenses of fine SAND WITH SHT. 22 38 z TO z 45- 34 S7-9 -grades to medium to coarse grained 50/611 SAND, dry �T. z z 50- 11 S7-10 -grades to medium dense, moist to wet, medium grained sand with gravel. 14 7 7 7 51.5 -Boring completed to 51.5 feet below ground surface. -Groundwater was not encountered during drilling. j z -Boring backfilled with bentonite chips. els *SAMPLER Cal. (3"OD) SPT q2" OD) U Core Shelby Grab No H Recovery Ic TYPE Split Spoon Split poon Samp Tube "HAMMER WEIGHT 300lbs 140lbs (30" Drop) (30" Drc p) Edmonds mixed use Appendix k4KLEINFELDER 232nd Ave and Edmonds Way Edmonds, Washington A-8c GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS BORING LOG SOILS AND MATERIALS TESTING rECT NUMBER: 88601 B-7 PAGE 3 of 3 TESTING PROGRAM U.S.C.S. LABORATORY I FIELD: W WELL/PIEZO A" —5 SOIL DESCRIPTION CONSTRUCTION 24 > Zw Q .4 W Pz 4 Ew- W�z z < cz Surface: grass, sod and topsoil (1-3 inches) z 0 SP dense, grey -brown, dry, SAND WITH GRAVEL, medium to coarse sand, fine to coarse gravel, cobbles to 4 inches in size. (ADVANCE OUTWASH) 5 - 3.2 1 20 S8-1 -grades to very dense. 25 35 10- 5.8 12 21 S8-2 -grades to fine to medium grained. 24 28 15- 20 S8-3 21 34 -Boring completed to 16.5 feet below ground surface. -Groundwater was not encountered during drilling. -Boring backfilled with bentonite chips. r DATE DRILLED: 10-29-07 SURFACE ELEVATION (feet):185 ft DRILLING METHOD:HSA (Track Rig) LOGGED BY: FDR TOTAL DEPTH (feet): 16.5 DRILLER: Boretech REVIEWED BY: Rolf Hyllseth DIAMETER OF BORING (in)S.5 in CASING SIZE: n/a D Edmonds mixed use Appendix 232nd Ave and Edmonds Way k4KLEINFELDER Edmonds, Washington A - 9 n GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS BOPJNG LOG SOILS AND MATERIALS TESTING .4 PROJECT NUMBER: 88601 B-8 PAGE I of 1 C6 Particle Size Distribution Report .9 S! 1� 100 9 A" 80 70--- LU Z LL Z LU LU 40 CL I Y 30 20 0 500 100 10 1 0.1 0.01 0.001 % COBBLES % GRAVEL % SAND % SILT % CLAY 0.0 19.0 46.0 35.0 J SIEVE SIZE PERCENT FINER SPEC PERCENT PASS? (X=NO) 1.5 in. 100.0 I in. 92.0 3/4 in. 89.0 1/2 in. 86.0 3/8 in. 84.0 #4 81.0 #8 78.0 #10 78.0 #16 75.0 #30 71.0 #40 67.0 #50 61.0 #100 46.0 #200 35.0 Soil Description Silty sand with gravel Laboratory No.: 7720 Moisture Content: 6.8% Atterbera Limits PL= LL= Pl= Coefficients D85= 11-1 D60= 0.286 D50= 0. 182 D30= D1 5= D10= ICU= CC= Classification USCS= SM AASHTO= Remarks Tested By: D. Erickson Checked By: J. Schwartz Entered By: B. Kochanski (no specification provided) Sample No.: SI-1 Source of Sample: B-1 Date: 11/19/07 Location: Elev./Depth: 5' Client: Valhalla LLC KLEINFELDER, INC. Project: Edmonds Mixed Use Building _Er �ect No: 88601/1 Figure 100 9 80 70 X UJ 60 Z Z 50 LU LU 40 CL 30 20 10 Particle Size Distribution Report NMI 500 100 10 1 0.1 0.01 0 GRAIN SIZE - mm % COBBLES % GRAVEL % SAND % SILT % CLAY 0.0 7.0 76.0 17.0 1 SIEVE SIZE PERCENT FINER SPEC! PERCENT PASS? (X=NO) 3/4 in. 100.0 1/2 in. 100.0 3/8 in. 97.0 #4 93.0 #8 87.0 #10 86.0 #16 81.0 #30 71.0 #40 61.0 #50 45.0 #100 23.0 #200 17.0 Soil Descriotion Silty sand Laboratory No.: 7720 Moisture Content: 7. 1 % Atterbera Limits PL= LL= Pl= Coefficients D85= 1.75 D60= 0.415 D50= 0.334 D30= 0.201 D1 5= D1 O= Cu= Cc= Classificatio n USCS= SM AASHTO= Remarks Tested By: D. Erickson Checked By: J. Schwartz LEntered By: B. Kochanski (no specification provided) Sample No.: SI-3 Source of Sample: B-1 Date: 11/19/07 Location: Elev./Depth: 15' Client: Valhalla LLC KLEINFELDER, INC. Project: Edmonds Mixed Use Building _E!pject No: 88601/1 Figure Particle Size DiMribution Report 8 100 90-- 80 NN HH. 0 cc I I I I I I I LIJ 60 Z LL F- Z 50 LLJ cr_ 0 LU 40--- 30 20 10 500 100 10 1 0.1 0.01 0.001 % COBBLES % GRAVEL % SAND % SILT % CLAY 0.0 12.0 64.0 24.0 A SIEVE SIZE PERCENT FINER SPEC! PERCENT PASS? (X=NO) I in. 100.0 3/4 in. 97.0 1/2 in. 91.0 3/8 in. 90.0 #4 88.0 #8 85.0 #10 85.0 #16 82.0 #30 75.0 #40 66.0 #50 52.0 #100 32.0 #200 24.0 Soil Description Silty sand Laboratory No.:7720 Moisture Content: 6.3% Atterbera Limits PL= LL= PI= Coefficients D85= 2.00 D60= 0.364 D50= 0.285 D30= 0.133 D1 5= D10= Cu= Cc= Classification USCS= SM AASHTO= Remarks Tested By: D. Erickson Checked By: J. Schwartz Entered By: B. Kochanski (no specification provided) Sample No.: S2-2 Source of Sample: B-2 Date: 11/19/07 Location: Elev./Depth: 10' Client: Valhalla LLC KLEINFELDER, INC, Project: Edmonds Mixed Use Building _E!oiect No: 88601/1 Figure 0 Particle Size Distribution Report GRAIN SIZE - mm % COBBLES % GRAVEL % SAND % SILT I % CLAY 0.0 14.0 72.0 14.0 SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X=NO) 1.5 in. 100.0 I in. 94.0 3/4 in. 94.0 1/2 in. 92.0 3/8 in. 90.0 #4 86.0 #8 81.0 #10 80.0 #16 75.0 #30 66.0 #40 57.0 #50 43.0 #100 20.0 #200 14.0 Soil Description Silty sand Laboratory No.: 7720 Moisture Content: 11.5% Atterbera Limits PL= LL= Coefficients D85= 4.11 D60= 0.467 D30= 0.215 D1 5= 0.0979 cu= CC= Classification USCS= SM AASHTO= Remarks Tested By: B. Kochanski Checked By: J. Schwartz Entered By: B. Kochanski (no specification provided) Sample No.: S3-1 Source of Sample: B-3 Location: lie - Valhalla LLC KLEINFELDER, INC. [Ep"'net" Edmonds Mixed Use Building Pl= D50= 0.354 D10= Date: 11/19/07 Elev./Depth: 5' 11 ILEE21ect NO: 88601/1 Figure 11 Particle Size Distribution Report . d g ..! .9 . ! g d 0 7 100 0 80 0 cc LU Z LL Z LU Cr 0 LU 40 30 20 10. Soo 100 10 1 0.1 0.01 0.001 % COBBLES % GRAVEL % SAND % SILT I % CLAY 0.0 17.0 72.0 11.0 J SIEVE SIZE PERCENT FINER SPEC! PERCENT PASS? (X=NO) 3/4 in. 100.0 1/2 in. 96.0 3/8 in. 94.0 #4 83.0 #8 75.0 #10 73.0 #16 66.0 #30 54.0 #40 46.0 #50 36.0 #100 17.0 #200 11.0 Soil Description Poorly graded sand with silt and gravel Laboratory No.: 7720 Moisture Content: 8.7% Atterberg Limits PL= LL= Pl= Coefficients D85= 5.37 D60= 0.817 D50= 0.500 D30= 0.247 D15= 0.132 D1 O= Cu= CC= Classification USCS= SP-SM AASHTO= Remarks Tested By: D. Erickson Checked By: J. Schwartz L Entered By: B. Kochan.ski (no specification provid Sample No.: S5-1 Source of Sample: B-5 Location: FC11ent. Valhalla LLC KLEINFELDER, INC. I Project: Edmonds Mixed Use Building Date: 11/19/07 Elev./Depth: 5' lift % COBBLES % GRAVEL :T % SAND % SILT I % CLAY 0.0 20.0 1 70.0 10.0 1 SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X=NO) I in. 100.0 3/4 in. 91.0 1/2 in. 88.0 3/8 in. 86.0 #4 80.0 #8 73.0 #10 72.0 #16 65.0 #30 54.0 #40 44.0 #50 30.0 #100 15.0 #200 10.0 Soil Descrig)tion Well -graded sand with silt and gavel Laboratory No.: 7720 Moisture Content: 9.4% Atterberg Limits PL= LL= Pl= Coefficients D85= 8.42 D60= 0.835 D50= 0.511 D30= 0.300 D15= 0.150 D1 O= 0.0750 Cu= 11.13 Cc= 1.44 Classification USCS= SW-SM AASHTO= Remarks Tested By: J. Schwartz Checked By: J. Mason, PE Entered By: B. Kochanski (no specification provided) Sample No.: S6-1 Source of Sample: B-6 Location: Client: Valhalla LLC KLEINFELDER, INC. Project: Edmonds Mixed Use Building Date: 11/19/07 Elev./Depth: 5' 0 ZU- rem Particle Size Distribution Report d GRAIN SIZE - mm % COBBLES % GRAVEL % SAND % SILT % CLAY 0.0 26.0 68.0 6.0 J SIEVE SIZE PERCENT FINER SPEC! PERCENT PASS? (X=NO) I in. 100.0 3/4 in. 97.0 1/2 in. 90.0 3/8 in. 84.0 #4 74.0 #8 66.0 #10 65.0 #16 59.0 #30 46.0 #40 34.0 #50 22.0 #100 10.0 #200 6.0 Soil Description Poorly graded sand with silt and gravel Laboratory No.: 7720 Moisture Content: 3.5% Atterber-q Limits PL= LL= Pl= Coefficients D85= 10-0 D60= 1.27 D50= 0.698 D30= 0.381 D15= 0.222 D10= 0.150 CU= 8.46 CC= 0.76 Classification USCS= SP-SM AASHTO= Remarks Tested By: D. Erickson Checked By: J. Schwartz Entered By: B. Kochanski (no specification provided) Sample No.: S7-1 Source of Sample: B-7 Location: Date: I 1/ 19/07 Elev./Depth: 5' Client: Valhalla LLC KLEINFELDER, INC. Project: Edmonds Mixed Use Building Project No: 88601/1 Figure of off 11121111 % COBBLES % GRAVEL % SAND % SILT I % CLAY 0.0 17.0 65.0 18.0 SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X=NO) I in. 100.0 3/4 in. 98.0 1/2 in. 93.0 3/8 in. 89.0 #4 83.0 #8 78.0 #10 77.0 #16 73.0 #30 63.0 #40 53.0 #50 40.0 #100 23.0 #200 18.0 Soil Description Silty sand with gravel Laboratory No.: 7720 Moisture Content: 8.0% Atterbera Limits PL= LL= Pl= Coefficients D85= 6.27 D60= 0.532 D50= 0.391 D30= 0.215 D1 5= 1310= Cu= Cc= Classification USCS= SM AASHTO= Remarks Tested By: D. Erickson Checked By: J. Schwartz Entered By: B. Kochanski (no specification provided) Sample No.: S7-2 Source of Sample: B-7 Location: Date: 11/19/07 Elev./Depth: 10' Client: Valhalla LLC KLEINFELDER, INC. Project: Edmonds Mixed Use Building ILPro, Ject No: 88601/1 Figure Particle Size Distribution Report d d e d 'S c! 8 q 8 100 90 70 Lu 60 Z Z W cc W CL 30 20 10 0, 500 100 10 1 0.1 0.01 0.001 % COBBLES % GRAVEL % SAND % SILT I % CLAY 0.0 22.0 67.0 11.0 J SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X=NO) 1.5 in. 100.0 I in. 88.0 3/4 in. 88.0 1/2 in. 84.0 3/8 in. 81.0 #4 78.0 #8 73.0 #10 71.0 #16 66.0 #30 53.0 #40 42.0 #50 30.0 #100 16.0 #200 11.0 Soil Description Poorly graded sand with silt and gravel Laboratory No.: 7720 Moisture Content: 3.2% Atterberg Limits PL= LL= P1= Coefficients D85= 14.0 D60= 0.804 D50= 0.542 D30= 0.300 D15= 0.137 D1 O= Cu= CC= Classification USCS= SP-Sm AASHTO= Remarks Tested By: D. Erickson Checked By: J. Schwartz Entered By: B. Kochanski (no specification provided) Sample No.: S8-1 Source of Sample: B-8 Date: 11/19/07 Location: Elev./Depth: 5' Client: Valhalla LLC KLEINFELDER, INC. Project: Edmonds Mixed Use Building _E[2iect No: 88601/1 Figure 100 9 80 LLI 60 Z Z 50 LLI 0 X LLI 40 CL 30 20 10 n Particle Size Distribution Report S S S 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE mm % COBBLES % GRAVEL % SAND % SILT I % CLAY 0.0 18.0 70.0 12.0 SIEVE SIZE PERCENT FINER SPEC! PERCENT PASS? (X=NO) 3/4 in. 100.0 1/2 in. 98.0 3/8 in. 92.0 #4 82.0 #8 75.0 #10 74.0 #16 70.0 #30 58.0 #40 46.0 #50 32.0 #100 17.0 #200 12.0 Soil Descriotion Poorly graded sand with silt and gravel Laboratory No.: 7720 Moisture Content: 5.8% Atterberg Limits PL= LL= P1= Coefficients D85= 6.07 D60= 0.646 D50= 0.471 D30= 0.283 D15= 0.122 D1 O= cu= Cc= Classification USCS= SP-SM AASHTO= Remarks Tested By: D. Erickson Checked By: J. Schwartz Entered By: B. Kochanski (no specification provided) Sample No.: S8-2 Source of Sample: B-8 Location: Client: Valhalla LLC KLEINFELDER, INC. Project: Edmonds Mixed Use Building Date: 11/19/07 Elev./Depth: 10' Fi I k'9 KLEIN FELDER An employee owned company June 16, 2006 Kleinfelder Project No: 71294 Mr. Tony Shapiro a.d. Shapiro Architects ps 624 Edmonds Way Edmonds, WA 98020-4641 Subject: Phase I Environmental Site Assessment 232 "d Mixed -Use Rezone Property Lots A Through G 23012 -23110 &Pmonds Way and 9133 - 232n Street S.W. Edmonds, Washington 98026 Dear Mr. Shapiro: Kleinfelder, Inc. is pleased to present the attached report of findings and conclusions resulting from our Phase I Environmental Site Assessment (ESA) performed for the 232 d Mixed -Use Rezone Property (Lots A through G) located at 23012 - 23110 Edmonds Way and 9133 - 232 nd Street S.W. in Edmonds, Washington. This ESA was performed in accordance with our April 4, 2006 Phase I ESA proposal (No. 67723). This assessment has revealed evidence of a recognized environmental condition (as defined by ASTM in Section 1.1 of this report) in connection with the subject property. In summary, there exists the possibility that the site may have been impacted from potential leaks associated with four underground heating fuel storage tanks discovered at the site during the course of this investigation. Details and recommendations concerning this environmental issue are summarized in the body of the report. I I F ] L.J I We appreciate this opportunity to provide our services to you. Should you require additional information or have any questions regarding this report, please feel free to contact us at (425) 5624200. Sincerely, KLEINFELDER, INC. C:�:O-," - Ted W. Sykes Project Manager 71294/SEA6R134.doc copyright 2006 Kleinfelder, Inc RE:cEIVED JUN 18 2007 BUILDING DEPT. Kevi G. La vy., PE, LHG Environmental Services Manager Page 1 of I June 16, 2006 KLEINFELDER 2405 140th Avenue NE, Suite Al 01, Bellevue, WA 98005 (425) 562-4200 OTREF F I L E k'q KLEINFELDER Prepared for: a.d. Shapiro Architects ps 624 Edmonds Way Edmonds, WA 98020-4641 Phase I Environmental Site Assessment 232nd Mixed -Use Rezone Property Lots A Through G 23012 — 23110 1�omonds Way and 9133 — 232nd Street S.W. Edmonds, Washington 98026 Prepared by: Ted W. Sykes Project Manager Reviewed by: Kevin G. Lake , PE, LHG Environmental Services Manager Kleinfelder, Inc. 2405 - 140th Avenue NE Suite A-101 Bellevue, WA 98005 Phone: (425) 562-4200 Fax: (425) 562-4201 Kleinfelder Project No.: 71294 June 16, 2006 Copyright 2006 Kleinfelder, Inc. All Rights Reserved UNAUTHORIZED USE OR COPYING OF THIS DOCUMENT IS STRICTLY PROHIBITED BY ANYONE OTHER THAN THE CLIENT FOR THE SPECIFIC PROJECT. KLEINFELDER TABLE OF CONTENTS Chapte Paqe 1.0 INTRODUCTION ................................................................................................... I 1.1 PURPOSE .................................................................................................. 1 1.2 SCOPE -OF -SERVICES ............................................................................. 2 1.3 ADDITIONAL SERVICES ........................................................................... 3 1.4 LIMITATIONS AND EXCEPTIONS ............................................................ 3 1.5 USER RELIANCE ...................................................................................... 4 2.0 SITE SETTING ..................................................................................................... 5 2 * 1 LOCATION AND LEGAL DESCRIPTION .................................................. 5 2.2 GENERAL SITE SETTING .......................................................................... 6 2.3 CURRENT/PROPOSED USE OF THE PROPERTY ................................. 8 2.4 DESCRIPTION OF STRUCTURES/IMPROVEMENTS ............................. 8 2.5 CURRENT USES OF ADJOINING PROPERTIES .................................... 9 3.0 RECORDS REVIEW ........................................................................................... 11 3.1 STANDARD ENVIRONMENTAL RECORD SOURCES ..................... * ...... 11 3.1.1 Subject Site ................................................................................ 13 3.1.2 Off -Site Facilities ....................................................................... 13 3.2 ADDITIONAL AGENCY ENVIRONMENTAL RECORDS ......................... 14 3.3 PHYSICAL SETTING SOURCE(S) .......................................................... 16 4.0 HISTORICAL USE OF THE PROPERTY AND ADJOINING PROPERTIES ...... 17 4.1 AERIAL PHOTOGRAPHY ........................................................................ 17 4.1.1 Project Site ................................................................................ 18 4.1.2 Surrounding Areas .................................................................... 19 4.2 SANBORN FIRE INSURANCE MAPS ..................................................... 19 4.3 CITY DIRECTORIES ................................................................................ 19 4.4 HISTORICAL TOPOGRAPHIC MAP REVIEW ........................................ 21 4.5 CHAIN -OF -TITLE REPORT ...................................................................... 21 4.6 INTERVIEW WITH SITE OWNER REPRESENTATIVE .......................... 21 4.7 PREVIOUS ENVIRONMENTAL SITE ASSESSMENT REPORTS .......... 22 5.0 EVALUATION ..................................................................................................... 23 5.1 FINDINGS AND OPINIONS ..................................................................... 23 5.1.1 Background Information ............................................................ 23 5.1.2 Onsite Findings ......................................................................... 23 5.1.3 Off -Site Findings ........................................................................ 25 5.2 CONCLUSION AND RECOMMENDATIONS ........................................... 25 6.0 REFERENCES .................................................................................................... 27 71294/SEA6RI 34.doc: copyright 2006 Kleinfelder, Inc Page I of ii June 16, 2006 r� L k'q KLEINFELDER TABLES I Location and Legal Description ............................................................................. 5 2 Regional Groundwater Information ....................................................................... 8 3 Current/Proposed Uses ......................................................................................... 8 4 Structures/Improvements ...................................... * ................................................ 9 5 Surrounding Properties ......................................................................................... 9 6 Records Review - Search Distance Findings ...................................................... 12 7 Agency Records Summary ................................................................................. 14 8 Physical Setting ................................................................................................... 16 9 Historical Sources ............................................................................................... 17 10 Aerial Photographs Reviewed ............................................................................. 18 FIGURES 1 Site Vicinity Map 2 Site Plan APPENDICES A Regulatory Agency Database Report B Site Photographs C Third Party Reliance Letter Template 71294/SEA6R134.doc Page if of if June 16, 2006 copyright 2006 Kleinfelder, Inc I k'g KLEINFIELDER L� I I I I I I I I I I I I I J I 1.0 INTRODUCTION 1.1 PURPOSE Kleinfelder conducted a Phase I Environmental Site Assessment (ESA) of the 232n" Mixed -Use Rezone Property (Lots A through G) located at 23012 — 23110 Edmonds Way and 9133 — 232'd Street S.W. in Edmonds, Washington (as shown in Figure 1). In this report, this property will be referred to as "the site", "subject site", "subject property", or "the property". Kleinfelder understands the information contained in this report will be used by a.d. Shapiro Architects ps to better understand environmental conditions associated with the site's past and current use. Kleinfelder performed this ESA in general accordance with the sc ope and limitations of the ASTM Standard Practice for Phase / Environmental Site Assessments: Environmental Site Assessment Process E 1527-00. The purpose of this assessment is to assist a.d. Shapiro Architects ps in recognizing "environmental conditions" at the site. A recognized environmental condition is defined by the ASTM standard as "the presence or likely presence of hazardous substances or petroleum products on a property under conditions that indicate an existing release, a past release, or a material threat of a release of hazardous substances or petroleum products into structures on the property or into the ground, groundwater or surface water of the property. The term includes hazardous substances or petroleum products even under conditions in compliance with laws. The term is not intended to include de minimis conditions that generally do not present a material risk of harm to public health or the environment and that generally would not be the subject of an enforcement action if brought to the attention of appropriate governmental agencies. Conditions determined to be de minimis are not recognized environmental conditions." This Phase I Environmental Site Assessment was conducted by Ted W. Sykes of Kleinfelder, a professional experienced with environmental site assessments. A reconnaissance of the subject site and surrounding properties was performed by Kleinfelder on May 18, 2006. Information obtained during the site reconnaissance, as well as information obtained at public agencies reviewed by Kleinfelder, was used to complete the Phase I ESA investigation. 71294/SEA6R134.doc Page 1 of 27 June 16, 2006 Copyright 2006 Kleinfelder, Inc. L'q KLEINFELDER I 1.2 SCOPE -OF -SERVICES The following sections describe Kleinfelder's scope of services: Section 1, Introduction, includes a discussion of the purpose/reason for performing the Phase I ESA; additional services requested by the client (e.g. an evaluation of business environmental risk factors associated with the property); significant assumptions (e.g. property boundaries if not marked in the field); limitations, exceptions, and special terms and conditions (e.g. contractual); and user reliance parameters. Section 2, Site Setting, is a compilation of information concerning the site's location, legal description (if available), current and proposed use of the site, a description of structures and improvements on site at the time of Kleinfelder's assessment, and current uses of adjoining properties. Section 3, Records Review, is a compilation of Kleinfelder's review of several databases available from federal, state, and local regulatory agencies regarding hazardous substance use, storage, or disposal at the site; and for off -site facilities Up to a mile radius from the site. Environmental liens or activity and use limitations are included in this chapter. A copy of the regulatory agency database report is included as Appendix A. Section 4, History of the Site, summarizes the history of the site and adjoining properties. This history is based on various sources which may include a review of: Sanborn fire insurance maps, city or suburban directories, historical topographic maps, previous assessments, and a chain -of -title report (if provided by the client). Section 5, Evaluation, is a presentation of our findings and opinions regarding the information in Sections 2 through 4; and presents our conclusion regarding the presence of environmental conditions of concern at the site. Section 6, References, is a summary of the resources used to compile this report. I 71294/SEA6Rl 34.doc Page 2 of 27 June 16, 2006 Copyright 2006 Kleinfelder, Inc. I I I k'q KLEINFELDER I I I I I I I 1.3 ADDITIONAL SERVICES An evaluation of select business environmental risks (BERs) associated with the site was not included in Kleinfelder's scope of services. This Phase I ESA did not incorporate non -scope considerations, such as radon, asbestos -containing materials, lead -based paints, polychlorinated biphenyls (PCBs), lead in drinking water,.wetiands investigations/delineations, regulatory compliance, cultural and historic resources, industrial hygiene, health and safety, ecological resources, threatened/endangered species, indoor air quality, high voltage powerlines , or any other considerations not mentioned here. 1.4 LIMITATIONS AND EXCEPTIONS This scope of this Phase I ESA did not include inspecting the interiors of the on -site residences and garages since access into the interiors of these structures was not granted by the current property owner. Phase I ESAs are non -comprehensive by nature and are unlikely to identify all environmental problems or eliminate all risk. The attached report is a qualitative assessment. Kleinfelder offers a range of investigative and engineering services to suit the needs of our clients, including. more quantitative investigations. Although risk can never be eliminated, more detailed and extensive investigations yield more information, which may help you understand and better manage your risks. Since such detailed services involve greater expense, we ask our clients to participate in identifying the level of service, which will provide them with an acceptable level of risk. Please contact the signatories of this report if you would like to discuss thi's issue of risk further. Kleinfelder performed this ESA in general accordance with the scope and limitations of the ASTM Standard Practice for Phase .1 Environmental Site Assessments: Environmental Site Assessment Process E 1527-00. /'No warranty, either express or implied is made. Environmental issues not specificall y addressed in the report were beyond the scope of our work and not included in our evaluation. Land use, site conditions (both on -site and off -site) and other factors will change over time. Since site activities and regulations beyond our control could change at any time after the completion of this report, our observations, findings and opinions can be considered valid only as of the date of the site visit. This report should not be relied upon after 180 days from the date of its issuance (ASTM Standard E-1527, Section 4.6). 71294/SEA6R134.doc Page 3 of 27 June. 16, 2DO6 Copyright 2006 Kleinfelder, Inc. k'9 KLEINFELDER 1.5 USER RELIANCE Provided Kleinfelder's report is still reliable (as determined by Kleinfelder), Kleinfelder may issue a third -party reliance letter to a party, other than a.d. Shapiro Architects ps, identifying in writing under the following conditions: that the third party, including a.d. Shapiro Architects ps, their successors and assigns, by such reliance, agree in writing to be bound by Terms and Conditions of the contract between a.d. Shapiro Architects ps and Kleinfelder, Inc. Please see the "Third Party Reliance Letter" form in Appendix C. Based on the intended use of the report, Kleinfelder may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by a.d. Shapiro Architects ps, or anyone else will release Kleinfelder from any liability resulting from the use of this report by any unauthorized party. 71294/SEA6RI34.doc Page 4 of 27 June 16, 2006 Copyright 2006 Kleinfelder, Inc. k'q KLEINFELDER 2.0 SITE SETTING The site setting was evaluated for the 'potential of on- and off -site contaminant migration, if present. The site location is shown on Figure 1. The site plan is presented on Figure 2. Tables 1 through 4 provide the physical characteristics of the site and bordering properties. Selected photographs of the site area are presented in Appendix B. 2.1 LOCATION AND LEGAL DESCRIPTION The information presented in Table 1 describes the physical location and legal description of the site. This information was obtained from observations made during the site reconnaissance and information obtained from maps, public agency records, and interviews. TABLE I LOCATION AND LEGAL DESCRIPTION SITE NAME 232nd Mixed -Use Rezone Property (Lots A through G). 23012, 23014, 23028, 23100, 23110 Edmonds Way and SITE ADDRESSES 9133 — 232nd Street S.W., Edmonds, Washington 98026. Northwest of the intersection between Edmonds Way and LOCATION 232nd Street S.W., in the City of Edmonds, Snohomish County, State of Washington. NUMBER OF SITE PARCELS Seven. 27033600106100 (Lot A — 23012 Edmonds Way). ASSESSOR'S PARCEL NUMBERS 27033600106000 (Lot B — 23014 Edmonds Way). (APNs) 27033600106200 (Lot C — 23028 Edmonds Way). 27033600106300 (Lot D — 23100 Edmonds Way). 27033600105200 (Lot E — 23110 Edmonds Way). 27043100207600 (Lot F — no listed street address). 00555300101100 (Lot G — 9133 232nd Street S.W.). Lots A — E: Township 27 North, Range 3 East, Section 36. TOWNSHIP, RANGE, & SECTION Lots F&G: Township 27 North, Range 4 East, Section 31. ACREAGE Approximately 1.95 acres of land total. ZONING USE Residential. 71294/SEA6R134.doc Copyflght 2006 Kleinfelder, Inc. Page 5 of 27 June 16, 2006 k'9 KLEINFELDER I 2.2 GENERAL SITE SETTING The subject site is located northwest of the intersection between Edmonds Way and 232nd Street S.W. in Edmonds, Washington (Figure 1). The subject site consists of seven contiguous parcels comprising a total of approximately 1.95-acres of land area (Figure 2). The site parcels are identified as Lots A through G and are listed with the following street addresses: 23012, 23014, 23028, 23100, 23110 Edmonds Way and 9133 — 232nd Street S.W. The smallest of the seven parcels (Lot F — 0.03 acres) does not currently have a listed street or mailing address. Lot G (9133 — 232nd Street S.W.) formerly had an address of 23122 Edmonds Way. The site's approximate elevation ranges between 186 to 215 feet above mean sea level. The terrain appeared to be relatively level with a steeply sloped ridge along its western boundary. The site's topography generally appeared to slope towards the north and northeast. Improvements to Lots A through E of the site consist of five one- and two-story, single- family residential homes with detached garages and storage sheds. 'The residences were reportedly constructed between 1954 and 1960 and are currently occupied by renting tenants. Lots F and G are currently undeveloped and vegetated with grass, weeds, and shrubs. Other improvements at the site include fencing that surrounds the existing residences, concrete paved patios and driveways, and areas dedicated for landscaping purposes. Small amounts of household trash, including empty beverage containers, plastic bags, automobile tires and parts, used furniture and appliances, and other miscellaneous items were observed within the front and/or rear yards of some of the on -site residences. Hazardous materials noted at the site included small quantities of gasoline, engine oil, kerosene, and antifreeze which are currently being used by the on -site residents. Small areas of waste oil staining were also observed along the concrete and asphalt paved driveways of most of the residences. The oil staining appeared minor and did not seem to have been severe enough to have penetrated the concrete or asphalt paved driveway surfaces into the underlying soil. Additionally, four underground storage tanks (unknown capacities) were observed in the front yard landscaping areas of the residences located at 23b12, 23014, 23028, and 23100 Edmonds Way. A visual search for signs of underground storage tanks (USTs) also occurred at the 23110 Edmonds Way residence and throughout the two undeveloped 71294/SEA6RI 34.doc; Page 6 of 27 June 16, 2006 Copydght 2006 Kleinfelder, Inc. Ik'9 KLEINFELDER lots at the site (Lots F and G) during the reconnaissance, but no additional USTs were found. The four USTs observed at the site are equipped with fill ports and vent pipes and presumably may have supplied heating fuel to furnaces located within the residences. The words "Fuel Oil" was observed printed on a metal cap covering one of the UST fill ports at the site. It is currently unknown if one or more of the USTs observed at the site are currently active. There were no available records on -file with any of the agencies reviewed indicating the storage capacity of the USTs, or wh en the USTs were installed at the site. Additionally, There were no available *recor ds indicating that one or more of the existing USTs had impacted the subject site due to leakage. No visual indication of aboveground fuel storage tanks, groundwater wells, chemical odors, visually impacted soil areas, or the presence of stressed vegetation was noted during the site reconnaissance. The site is currently not a recorded source of soil and/or groundwater contamination. Historical records and information obtained while interviewing individuals familiar with the property indicate that the site was undeveloped prior to the construction of the present-day residential homes occupying Lots A through E between 1954 and 1960. Lot F apparently has not been developed since at least 1947 (the earliest record available during the course of this assessment). Lot G (9133 232nd Street S.W.) was developed with a single-family residence and a detached garage from at least 1955 until the structures were demolished sometime between 1978 and 1984. Since 1984, Lot G has been an 'undeveloped parcel. ISite area groundwater information is presented in Table 2 (see next page). I �J I I 71294/SEA6RI34.doc Copyright 2006 Kleinfelder, Inc. Page 7 of 27 June 16, 2006 I k'9 KLEINFELDER TABLE 2 REGIONAL GROUNDWATER INFORMATION DEPTH TO REGIONAL Depth to shallow groundwater at the site is more than 12 feet GROUNDWATER AND DIRECTION below the ground surface (bgs). Groundwater depth may be OF ANTICIPATED FLOW influenced by local pumping, rainfall, and irrigation patterns. The (Source: Kleinfelder's Geotechnical estimated shallow groundwater flow direction at the site area is Investigation of the subject site and towards the north and northeast. information obtained from surrounding fuel leak case files at the Washington Department of Ecology) - REGIONAL GROUNDWATER Regional groundwater quality problems were not revealed during QUALITY PROBLEMS Kleinfelder's assessment. (Source: Washington Department of Ecology and City of Edmonds - Records reviewed at the City of Edmonds Development Services Development Services Department) Department indicated that the site is located outside a designated flood plain. 2.3 CURRENTIPROPOSED USE OF THE PROPERTY According to the Snohomish County Assessor's Office, Hans P. Lammersdorf, P.O. Box 520, Edmonds, Washington 98020 is on record as the current owner of all seven site parcels. Reportedly, Mr. Lammersdorf (in conjunction with a.d. Shapiro Architects ps) plans to demolish the existing improvements and re -develop the site. Current and proposed uses are described in Table.3 (see below). TABLE 3 CURRENT/PROPOSED USES ICURRENTUSE I Single-family residences and undeveloped land. I PROPOSED USE I Office buildings and associated parking lots. 2.4 DESCRIPTION OF STRUCTURESIIMPROVEMENTS Structures and/or improvements observed on site at the time of Kleinfelder's site reconnaissance are described in Table 4 (see next page). 71294/SEA6RI34.doc Page 8 of 27 June 16, 2006 Copy6ght 2006 Kleinfelder, Inc. Earn ft-0 KLEINFELDER TABLE 4 STRUCTURES/IMPROVEMENTS STRUCTURES Lots A through E of the subject site are currently developed with five one - and two-story residential homes with detached garages and sheds. Lots F and G at the site are currently undeveloped and vegetated with grass, weeds, and shrubs. The residential homes occupying the subject site appear to be wood - framed structures constructed on raised or slab -on -grade foundations. As noted in Section 1.4 of this report, permission to enter and inspect the interior of the on -site residences was not granted by the current site owner during the course of this assessment. The residential homes were reportedly constructed between 1954 and 1960. Based on the construction age of the on -site residences, asbestos -containing materials (ACMs) are suspected to be present. Other improvements at the site include fencing that surrounds the IMPROVEMENTS residential homes, concrete paved patios and driveways, and areas dedicated for landscaping purposes. Besides the heating fuel USTs observed at four of the on -site residences (refer back to Section 2.2 for details), no other improvements were noted at the site. 2.5 CURRENT USES OF ADJOINING PROPERTIES Kleinfelder conducted a drive -by survey of the parcels adjoining the site on the same day as the site reconnaissance. A summary of the surrounding properties is presented on Table 5 (see below). TABLES SURROUNDING PROPERTIES Notth Woodway Estates Apartment Complex. South Across 232no Street S.W.: Woodhaven Veterinary Clinic, Evergreen Center for Homeopathic Medicine, and residential homes. East Across Edmonds Way: Residential homes, an apartment complex, and a trailer park. West Residential homes. 71294/SEA6RI34.doc Copydght 2006 Kleinfelder, Inc. Page 9 of 27 June 16, 2006 I k'g KLEINFELDER The surrounding land use of the subject property consists primarily of residential and medical office buildings. The Woodway Estates Apartment complex borders the site along its north end. Two medical office buildings and residential homes are located nd south of the site, across 232 Street S.W. Several residential homes bordee the site along its west end. Approximately three to four residential homes, an apartment complex, and a trailer park are located east of the site, across Edmonds Way. Available records reviewed during the course ' of this investigation did not indicate that the neighboring properties surrounding the site had impacted soil and/or groundwater with hazardous materials. 71294/SEA6RI34.doc Page 10 of 27 June 16, 2006 Copydght 2006 Kleinfelder, Inc. k'q KLEINFELDER 1 3.0 RECORDS REVIEW 3.1 STANDARD ENVIRONMENTAL RECORD SOURCES The purpose of the records review is to identify recognized environmental conditions of potential concern in connection with the subject site and surrounding properties. Federal, state, and local regulatory agencies publish databases or "lists" of businesses and properties that handle hazardous materials or hazardous waste, or are the known location of a release of hazardous substances to soil and/or groundwater. These databases are available for review and/or purchase at the regulatory agencies, or the information- may be obtained through a commercial database service. Kleinfelder retained a commercial database service, Environmental Data Resources, Inc. (EDR), to review the regulatory agency lists for references to the subject site and other off -site listings within the appropriate ASTM minimum search distances. The EDR database search results for the subject site and for other nearby facilities are contained in the EDR Radius Map with Geo-Check Report included in Appendix A, Regulatory Agency Database Rep (ort. The federal and state databases reviewed along with the number of sites plotted in each database category are summarized in Table 6 (see next page). The EDR report identified several unmappable sites in the site area that are listed as "orphan sites" and are not plotted on EDR maps. Wherever possible, Kleinfelder attempted to identify locations of orphan sites and include them in the discussion, as appropriate. 712941SEAM 34.doc Copydght 2006 Kleinfelder, Inc. Page 11 of 27 June 16, 2006 k'q KLEINFELDER TABLE6 RECORDS REVIEW -SEARCH DISTANCE -FINDINGS �PtIJERAL';-'- 'Total Nu' ber, Numb6r'of I e,: Sit pp!ties OI36e6di6hi "or., L.i.ste Listed cen Facilities�':,-.".. te s d NPL (National Priority List) Site & I Mile 0 0 No CERCLIS (Comprehensive Site & 0.5 Mile 0 0 No Environmental Response, Compensation, and Liability Act Information System) CEkCLIS NFRAP (No Site & 0.50 Mile 0 0 No Further Remedial Action Planned) RCRA (Resource Site & 1 Mile 0 0 No Conservation and Recovery Act) CORRACTS (Corrective Actions Sites) RCRA non-CORRACTS Site & 0.5 Mile 0 0 No TSD (Transfer Storage and Disposal Sites) RCRA GENERATORS Site & 0.25 Mile 2 0 No ERNS (Emergency Subject Site 0 0 No Response Notification System Listings) STATE FS—CSL (Confirmed and Site & 1 Mile 2 0 No Suspected Contaminated Sites List) SPILLS (Hazardous Subject Site 0 0 No Materials Spills Database) VCP (Voluntary Cleanup Site & 0.5 Mile 0 0 No Program Sites) LUST (Leaking Site & 0.5 Mile 1 0 No Underground Storage Tank Sites) WA ICR (Washington State Site & 0.5 Mile 1 0 No Independent Cleanup Reports) UST (Registered Site & 0.25 Mile 2 0 No Underground Storage Tank Sites) 71294/SEA6R134.doc Page 12 of 27 June 16, 2006 'Copyright 2006 Kleinfelder, Inc. k'9 KLEINFELDER 3.1.1 SubjectSite The site was not recorded on the regulatory databases listed in Table 6 above. 3.1.2 Off -Site Facilities The Washington Department of Ecology (Ecology) Confirmed and Suspected Contaminated Sites List (CSCSQ is the State equivalent to CERCLIS. A total of two CSCSL sites were identified on the EDR database report within the specified search radius. One of the CSCSL sites (NIC L Silver, 22903 — 92 Id Avenue West) appeared to be located approximately 769 feet north of the subject property. Available records reviewed at Ecology indicated that the NIC L Silver site had impacted soil with lead and corrosives from dumping battery fluid on the property during 1990. Reportedly, the Snohomish County Health Department investigated the battery fluid dumping incident on behalf of Ecology and there was no information in Ecology's files indicating that the release had been cleaned up. There were also no available records indicating that groundwater at the NIC L Silver site had been impacted. Given that the NIC L Silver site has not reportedly impacted groundwater and is located -hydraulically downgradient with respect to the subject site, the potential for the NIC L Silver site to have impacted the subject property is considered unlikely. The second CSCSL site (BP Service Station No. 03149, 20409 Aurora Avenue North) is also not expected to impact the subject property since it is located more than 5,200 feet away. According to EDR's database report, one LUST site (Olympic View Water District, 23725 Edmonds Way) was identified on the EDR database report within the specified search radius. The Olympic View Water District site is also recorded on the WA ICR and UST databases and is located approximately 2,385 feet southeast of the subject property. Records reviewed at Ecology indicated that the Olympic View Water District impacted soil with elevated levels of gasoline and diesel range petroleum hydrocarbons from leaks associated with two gasoline and diesel USTs that were removed during November 1993. Reportedly, petroleum impacted soil underneath the USTs was removed and groundwater was not impacted. The Olympic View Water District site's status is currently listed as being "Cleaned Up". Even though the Olympic View Water District may be located upgradient with respect to the subject property, the likelihood that the Olympic View Water District site to have impacted the subject property is considered low, since it is not listed as impacting groundwater. 71294/SEA6R134.doc Page 13 of 27 June 16, 2006 CDpydght 2006 Kleinfelder, Inc. L'q KILEINFELDER Excluding the Olympic View Water District site (previously discussed), one UST site and two RCRA Small Quantity Waste Generator sites were identified on the- EDR database report within the specified search distances. Nevertheless, the potential for these sites to impact the subject property are considered low, since they are located hydraulically cross- to down -gradient with respect to the subject property and/or have not reportedly impacted groundwater. Facilities listed on EDR's Orphan Summary of unplottable facilities were not located within the corresponding ASTM search distances from the subject property. 3.2 ADDITIONAL AGENCY ENVIRONMENTAL RECORDS Local. regulatory agencies were contacted for reasonably ascertainable and practically reviewable documentation regarding recognized environmental conditions present at the site and surrounding properties. Table 7 (see below). summarizes the agencies contacted for documentation: TABLE 7 AGENCY RECORDS SUMMARY J. AGENCY*.!* D E� AT, PHONE ..-,TYPE OF..". NA E': NFORMATION City City of Edmonds May 18, 2006- JoAnne Zulauf (425) 771-0220 Permit and Parcel Development Map Information, Services Department Zoning Codes, Hazardous Materials Records, and Historical Site Use Information. City City of Edmonds Fire May19,2006 JohnWestfall (425) 771-0213 UST and Department Hazardous Materials. Records. County Snohomish County May 19, 2006 Service Desk (425) 486-7300 Building and Parcel Assessor's Office Information, and Recorded Liens. State Washington May 31, 2006 Sally Alexander (425) 649-7239 Groundwater Well Department of Installation and Ecology Closure Records, Hazardous Materials Records, Off -Site Release Records, and Underground Storage Tank Records. _J 71294/SEA6Rl 34.doc Page 14 of 27 June 16, 2006 Copytight 2006 Kleinfelder, Inc. Ikq KLEINFELDER City of Edmonds Development Services Department (EDSD): Records on -file with the EDSD indicated that the subject site consists of seven rectangular and irregular shaped parcels comprising a total of approximately 1.95 acres of land area. The site's parcel numbers are recorded as 27033600106100, 27033600106000, 27033600106200, 27033600106300, 27033600105200, 2�043100207600, and 0055530Q101100. The si te is currently zoned for residential I use. The EDSD did not have historical building permit records concerning the subject property. The EDSD also did not have any records concerning the heating fuel USTs observed at the site nor did the EDSD have any records pertaining to soil and/or groundwater contamination issues, environmental related lie ns, or hazardous materials use/storage records for the subject property. City of Edmonds Fire Department (EFP): The BFP was contacted regarding records pertaining to current/former aboveground and underground fuel storage tanks, hazardous materials, and recorded violations involving the subject site. According to Mr. John Westfall (Fire Marshal with the EFP), the EFD does not have records pertaining to these issues for the subject site. Snohomish County Assessor's Office (SCAO): Records reviewed at the SCAO revealed that the current improvements at.the site were completed between 1954 and 1960. The site's current parcel numbers, legal descriptions, and zoning use was also on -file with the SCAO. Hans P. Lammersdorf, P.O. Box 520, Edmonds, Washington 98020 is on record as the current owner of all seven site parcels. The SCAO did not have records pertaining to the heating fuel USTs currently located at the site. Other records reviewed at the SCAO indicated that there are no known environmental issues, deed restrictions, or nuisances/problems associated with the site. Washin-gton State Department of Ecology (Ecologgy): No records pertaining to underground or aboveground storage tanks currently or formerly existing at the site, on -site hazardous materials use, soil and/or groundwater contamination issues, spills, releases, enforcement actions, or hazardous waste storage records concerning the subject property were on -file with Ecology. 71294/SEA6R134.doc Page 15 of 27 June 16, 2006 Copydght 2006 Kleinfelder, Inc. L'q KLEINFELDER Ecology has several groundwater well installation records for the City of Edmonds, however, none of these records indicate that a domestic well was installed at the subject site. 3.3 PHYSICAL SETTING SOURCE(S) Table 8 (see below) presents information about the physical setting of the site. This information was obtained from published maps and public records. TABLE 8 PHYSICAL SETTING USGS TOPOGRAPHIC : Edmonds East The, site is located at an approximate surface elevation QUADRANGLE Quadrangle, USGS ranging between 186 to 215 feet above mean sea 7.5-minute series, level. The terrain appeared to be relatively level and dated 1953 contains a steeply sloped ridge along its western (photorevised 1981). boundary. The site's topography generally appeared to slope towards the north and northwest. NEAREST SURFACE Edmonds East Chase Lake and Lake Ballinger are located WATER Quadrangle, LISGS approximately 0.75-mile northeast and 1.25-miles 7.5-minute series, southeast of the subject site, respectively. dated 1953 (photorevised 1981). FLOOD ZONE (FEIVIA) EDR Site Overview According to the EDR Site Overview Map report, the Map Report (dated site is located outside the designated 1 00-year and May 10, 2006) and 500-year flood plain areas, as defined by FEMA. Information Obtained from the City of Available records reviewed at the City of Edmonds Edmonds Development Services Department indicated that the Development site is not located within a designated flood zone area. Services Department. REGIONAL GEOLOGY Information obtained The site is underlain by silty sand with varying amounts from Kleinfelder's of gravel (consistent with glacial till) to a.depth of at Geotechnical least 12 feet below the ground surface (bgs). Investigation of the su�ect site. 712941SEA6R1 34.doc Page 16 of 27 June 16, 2006 Copydght 2006 Kleinfelder, Inc. I k'q KLEINFELDER I I I I I I I I I I I I I I 4.0 HISTORICAL USE OF THE PROPERTY AND ADJOINING PROPERTIES The history of the site* was researched to identify obvious uses of the site from the present to first developed use, or back to 1940; whichever is earlier. Kleinfelder, Inc. retrieved the historical information of the subject property from readily available resources. The earliest historical record available covering the site area was an aedal photograph, dated 1947. Other historical records provided site coverage following 1947. Historical records covering the site area prior to 1947 were unavailable. Table 9 (below) summarizes the availability of information reviewed during this assessment. TABLE9 HISTORICAL SOURCES Sk" - W M M AERIAL PHOTOGRAPHS 1947,1955,1965,1969, Snohomish County Public 1974,1978,1984,1991, Works Department 1995, 1998, and 2003. SANBORN FIRE INSURANCE MAPS No coverage available for EDR — Sanborn Map Report site area. CITY DIRECTORIES 1968 tol 973 and 2001 to City of Everett Main Public 2004. LibrarV. TOPOGRAPHIC MAP 1953 (photorevised 1981). Kleinfelder Library. CHAIN -OF -TITLE REPORT Not Provided. INTERVIEW WITH SITE OWNER Mr. Hans Lammersdorf (via REPRESENTATIVE his assistant, Nicole). PREVIOUS ENVIRONMENTAL None Provided. ASSESSMENT REPORTS 4.1 AERIAL PHOTOGRAPHY Historical aerial photographs were reviewed to evaluate past land use at the site and in the surrounding area. Aerial photographs providing coverage from 1947 to 2003 were available for review at the Snohomish County Public Works Department in Everett, Washington. Aerial photographs providing coverage of the site area prior to 1947 were unavailable for review. The aerial photographs reviewed for this assessment are listed in Table 10 (see next page). 71294/SEA6R134.doc Page 17 of 27 June 16, 2006 copyright 2006 Kleinfelder, Inc. I k'q KLEINFELDER TABLE 10 AERIAL PHOTOPRAPHS REVIEWED ..-,Year. Scale Type' Qtja ity 1947 Unknown Black and White Fair 1955 Unknown Black and White Fair 1965 Unknown Black and White Good 1969 Unknown Black and White Good 1974 Unknown Black and White Good 1978 Unknown Black and White Good 1984 Unknown Black and White Good 1991 Unknown Black and White Good 1995 Unknown Black and White Good 1998 Unknown Color Good 2003 Unknown Color Good A summary of the aerial photograph review is presented, as follows: 4.1.1 ProjectSite • An aerial. photograph reviewed from 1947 depicted. the site as being undeveloped and covered with deciduous trees. No building structures or signs of organized use were noted at the site. • An aerial photograph reviewed from 1955 depicted Lots A, C, D, and G at the site as being developed with residential homes. Lots B, E, and F were depicted as being undeveloped. • Aerial photographs reviewed from 1965 to 1978 depicted Lots A through E and Lot G as being developed with residential homes. Lot F was depicted as being undeveloped. No other site usage was observed. 71294/SEA6Rl 34.doc Page 18 of 27 June 16, 2006 Copyright 2DO6 Keinfelder, Inc. Ik'q KLEINFELDER Aerial photographs reviewed from 1984 to 2003 depicted the site as it currently appears. The residential home observed occupying Lot G in previous aedal photographs appeared to have been removed from the site between 1978 and 1984. No changes to the site, except for landscape modifications, were noted in the aerial photographs reviewed from 1984 to 2003. 4.1.2 Surrounding Areas Aerial photographs reviewed from 1947 and 1955 depicted . the neighboring properties north, south, and west of the site as being developed with residential homes. The adjacent property east of the site (across Edmonds Way) appeared undeveloped. An aerial photograph reviewed from 1965 depicted the adjacent properties north, south, east, and west of the site as being developed with residential homes. Gradual conversion of the surrounding properties south, east, and north of the site into commercial offices, apartment buildings, and a trailer park appeared to have started after 1965 and were observed in their current configurations in aerial photographs reviewed between 1991 and 2003. Note: Aerial photographs only provide information on indications of land use and no conclusions can be drawn from photographs alone. However, Kleinfelder's review of available aerial photographs did not reveal obvious signs of dumping, spilling, leaking, storage or disposal of hazardous materials or wastes on -site. 4.2 SANBORN FIRE INSURANCE MAPS Sanborn fire insurance maps provide historical land use information for some metropolitan and small, established towns. Kleinfelder, Inc. retained EDR-Sanborn, Inc. to perform a search of the nation's largest and most complete collection of Sanborn maps. According to EDR, there were no Sanborn maps identified that included the site area (see Appendix A). 4.3 CITY DIRECTORIES City directories from 1968 to 1973 and 2001 to 2004 covering the site area were available at the City of Everett Main Public Library. City directories from 1974 t o 1978 and 1985 covering the site area were available at the City of Lynnwood Main Public Library. Historic city directories prior to 1968 and between 1985 and 2001 were not 71294/SEA6Rl 34.doc Page 19 of 27 June 16, 2006 Copydght 2006 ftinfelder, Inc. k'q KLEINFELDER available. There were no available city directories covering the site area at the City of Edmonds Main Public Library. Following is a list of the former site occupants observed in the available city directories and the years they occupied the site. The current address for Lot G (9133 — 232nd Street S.W.) was not listed in any of the city directories. However, the former street address for Lot G (23122 Edmonds Way) was listed in city directories reviewed from 1974 to 1978. 23012 Edmonds Way: 23014 Edmonds Way: 23028 Edmonds Way: 23100 Edmonds Way: 23110 Edmonds Way: 231.22 Edmonds Way: Hans Lammersdorf (2003 to 2004) Duane Duncan (1974 to 1985) Robert Brown (1985) Eug Brown (1974 to 1978) Dave McAlvey (2001) Sally Murphy (1977 to 1985) Verne Bensuns (1974 to 1976) Rex and Vicki Lammersdorf (2004) Michelle Stevens (2001) "Vacant" (1977 to 1985) Richard Moran (1976) Stephanie Duncan (2004) Hans Lammersdorf (2003) Audrey Miller (2002) Eric Moore (2001) "No Return" (1985) Louis Le Mounier (1974 to 1978) "No Return" (1978) "Vacant" (1977) T.L. Schultz (1976) "No Return" (1974 to 1975) 712941SEMR134.doc Page 20 of 27 June 16, 2006 Copy6ght 2006 Kleinfelder, Inc. KLEINFEL D ER Based upon information obtained from reviewing historical city directories, the site has been used for single-family residential purposes. None of the available city directories reviewed by Kleinfelder indicated that a commercial business had occupied the site. 4.4 HISTORICAL TOPOGRAPHIC MAP REVIEW A historical topographic map from Kleinfelder's in-house collection was available for review. The map was published in 1953 and contains a 1981 photorevision. The topographic. map depicted the subject site and adjacent properties as being shaded in a light purple color. Individual structures (other than landmark buildings) were not displayed as occupying the site. The light purple shading on the topographic map generally indicates a city center area congested with buildings, but individual structures,. like the 'residential homes and detached garages/sheds currently occupying the site, were not plotted on the map. No site usage was depicted on the topographic map. 4.5 CHAIN -OF -TITLE REPORT A Chain -of -Title report was not provided to Kleinfelder for review prior to production of this report. These documents may provide information about land use, including ownership and other interests in the site, easements, and liens. Not all liens, defects, and encumbrances affecting title to the site may be included on the title report. 4.6 INTERVIEW WITH SITE OWNER REPRESENTATIVE As part of the site assessment process, Kleinfelder interviewed Mr. Hans Lammersdorf (through his assistant, Nicole) in order to obtain further information about the site's current and historical use. Mr. Lammersdorf was in Europe during the course of this assessment and was not be available for a telephone interview. Information obtained from interviewing Mr. Lammersdorf (via his assistant, Nicole) is summarized below: Mr. Lammersdorf reportedly purchased the site parcels between December 1995 and October 1998. Renting tenants currently occupy the existing houses. • Mr. Lammersdorf stated that he was aware of the heating fuel USTs currently existing at the site. • Excluding the heating fuel USTs, Mr. Lammersdorf is unaware of any other environmental related issues associated with the site. 71294/SEA6Rl 34.doc Page 21 of 27 June 16, 2006 copyright 20D6 I<Jeinfalder, Inc. k'q KLEINFELDER 4.7 PREVIOUS ENVIRONMENTAL SITE ASSESSMENT REPORTS Previous environmental assessment reports for the subject site were not available for review. 71294/SEA6R134.doc Page 22 of 27 June16,2006 Copyright 2006 Kleinfelder, Inc. I k'q KLEINFELDER I I I I I I I 5.0 EVALUATION Kleinfelder performed this Phase I ESA in accordance with our April 4, 2006 Phase I ESA proposal (No. 67723), and in general accordance with the scope and limitations of the ASTM Practice E 1527-00. In summary, Kleinfelder's assessment revealed the following information about the site. 5.1 FINDINGS AND OPINIONS The following sections describe Kleinfelder's findings and provide a general background information about the site. Findings include recognized environmental conditions and historically recognized environmental conditions, as applicable to the site. 5.1.1 Background Information Kleinfelder's historical review and information obtained from interviewing individuals familiar with the property, has provided information on site usage back to 1947. According to historic sources, the site was undeveloped prior to the construction of the present-day residential homes occupying Lots A through E between 1954 and 1960. Lot F apparently has not been developed since at least 1947 (the earliest record available during the course of this assessment). Lot G (9133 232nd Street S.W.) was developed with a single-family residence and a detached garage from at least 1955 until the structures were demolished sometime between 1978 and 1984. Since 1984, Lot G has been an undeveloped parcel. 5.1.2 Onsite Findings The. subject site is located northwest of the intersection between Edmonds Way and 232nd Street S.W. in Edmonds, Washington (Figure 1). The subject site consists of seven contiguous parcels comprising a total of approximately 1.95-acres of land area (Figure 2). The site parcels are identified as Lots A through G and are listed with'the following street addresses: 23012, 23014, 23028, 23100, 23110 Edmonds Way and 9133-232 Id Street S.W. The smallest of the seven parcels (Lot F — 0.03 acres) does not currently have a listed street or mailing address. Lot G (9133 — 232nd Street S.W.) formerly had an address of 23122 Edmonds Way. 71294/SEA6Rl 34.doc Page 23 of 27 June 16, 2006 Copyright 2006 Kleinfelder, Inc. KLEINFELDER The site's approximate elevation ranges between 186 to 215 feet above mean sea level. The terrain appeared to be relatively level with a steeply sloped ridge along its western boundary. The site's topography generally appeared to slope towards the north and northeast. Improvements to Lots A through E of the site consist of five one- and two-story, single- family residential homes with detached garages and storage sheds. The residences were reportedly constructed between 1954 and 1960 and are currently occupied by renting tenants. Lots F and G are currently undeveloped and vegetated with grass, weeds, and shrubs. Other improvements at the site include fencing that surrounds the existing residences, concrete paved patios and driveways, and areas dedicated for landscaping purposes. Based on the construction age of the residences, asbestos - containing materials (ACMs) are suspected to be present. Small amounts of household trash, including empty beverage containers, plastic bags, automobile tires and parts, used furniture and appliances, and other miscellaneous items were observed within the front and/or rear yards of some of the on -site residences, Hazardous materials noted at the site included small quantities of gasoline, engine oil, kerosene, and antifreeze which are currently being used by the on -site residents. Small areas of waste oil staining were also observed along the concrete and asphalt paved driveways of most of the residences. The oil staining appeared minor and did not seem to have been severe enough to have penetrated the concrete or asphalt paved driveway surfaces into the underlying soil. Additionally, four underground storage tanks (unknown capacities). were observed in the front yard landscaping areas of the residences located at 23012, 23014, 23028, and 23100 Edmonds Way. A visual search for signs of underground storage tanks (USTs) also occurred at the 23110 Edmonds Way residence and throughout the two undeveloped lots at the site (Lots F and G) during the reconnaissance, but no additional USTs were found. The four USTs observed at the site are equipped with fill ports and vent pipes and presumably may have supplied heating fuel to furnaces located within the residences. The words "Fuel Oil" was observed printed on a metal cap covering one of the UST fill ports at the site. It is currently unknown if one or more of the USTs observed at the site are currently active. j 71294/SEA6R134.doc Page 24 of 27 June 16, 2006 Copyright 2006 Kleinfelder, Inc. Ik9l KLEINFELDER There were no available records on -file with any of the agencies reviewed indicating the storage capacity of the USTs, or when the USTs were installed at the site. Additionally, There were no available records indicating that one or more of the existing USTs had impacted the subject site due to leakage. No visual indication of aboveground fuel storage tanks, groundwater wells, chemical odors, visually impacted soil areas, or the presence of stressed vegetation was noted during the site reconnaissance. The site is currently not a recorded source of soil and/or groundwater contamination. 5.1.3 Off -Site Findings The surrounding land use of the subject property consists primarily of residential and medical office buildings. The Woodway Estates Apartment complex borders the site along its north end. Two medical office buildings and residential homes are located south of the site, across 232nd Stre et S.W. Several residential homes border the site along its west end. Approximately three to four residential homes, an apartment complex, and a trailer park are located east of the site, across Edmonds Way. Available records reviewed during the course of this investigation did not indicate that the neighboring properties surrounding the site had impacted soil and/or groundwater with hazardous materials. In addition, the regulated facilities and release incidents identified by Environmental Data Resources, Inc. in their database report (see Section 3.1.2) have a low probability to impact the subject site, since they are located hydraulically cross- to down -gradient with respect to the subject property, or are relatively distant from the subject property, or have not reportedly impacted groundwater. 5.2 CONCLUSION AND RECOMMENDATIONS This assessment has revealed evidence of a recognized environmental condition (as defined by ASTIVI in.Section 1.1 of this report) in connection with the subject property. In summary, there exists the possibility that the site may have been impacted from potential leaks associated with four underground heating fuel storage tanks discovered at the site during the course of this investigation. 71294/SEA6R134.doc Page 25 of 27 June 16, 2006 Copyright 2DO6 KJeinfelder, Inc. KLEINFELDER Based on the results of this investigation, Kleinfelder makes the following recommendations concerning the site prior to re -development: 1. A geophysical investigation should be performed to scan for potentially abandoned heating fuel USTs at the residence located at 23110 Edmonds Way, as well as throughout Lot G (9133 — 232 d Street S.W.) where a residential home existed prior to 1984. 2. The heating fuel USTs currently associated with the residential homes located at 23012, 23014, 23028, and 23100 Edmonds Way (as well as any other potential USTs that may be discovered at the 23110 Edmonds Way residence and Lot G following the geophysical - investigation) should be- decommissioned in accordance with Ecology's regulations., All petroleum impacted soil associated with the USTs (if present) should also be excavated and transported to an appropriate treatment facility. 3. Household trash items (i.e. used furniture and appliances) observed in the yards of the on -site residential homes and all containers storing gasoline, engine oil, kerosene, antifreeze, etc. should be removed and properly disposed of by.the current site tenants prior to redeveloping the property. 4. An asbestos -containing materials (ACM) survey of the on -site residential homes should be performed prior to their intended demolition. All ACMs identified within the residences should be removed by a State licensed and registered asbestos abatement contractor. 5. Should any other undocumented underground storage tanks and/or groundwater wells be encountered on the property during site development, they should be decommissioned in accordance with Federal, State, and local requirements. Additionally, if any buried hazardous materials and/or visibly impacted soil areas are encountered at the site during development activities, they should be removed and properly disposed of. 71294/SEA6R134.doc Page 26 of 27 June 16, 2006 CopyNght 2006 Kleinfelder, Inc. Ik'q KLEINFELDER 6.0 REFERENCES 1 American Society for Testing and Materials, 2000, Standard practice for environmental site assessments: Phase I Environmental Site Assessment Process. 2. EDR Radius Map with GeoCheck, Environmental Data Resources, 232nd Mixed - Use Rezone Site, 23012 Edmonds Way, Edmonds, Washington. Report ID: 1672461.1s, dated May 10, 2006. 3. Sanborn Map Report, Environmental Data Resources, 232 nd Mixed -Use Rezone Site, 23012 Edmonds Way, Edmonds, Washington. Report ID: 1672461.2., dated May 10, 2006. Additional sources are referenced separately in the report text. 71294/SEA6RI34.doc Page 27 of 27 June 16, 2006 Copyright 2006 Kleinfelder, Inc. C ft t 2 4 A t LjC 2 E th-St �O4 !_:P P PP onds Sit, :7*1" r n P. _fi�p_ S 232 233ir-prs F , CS 9 r t VVI Firdale st f. [10V 997 77, Copyright 0 1OM2001 MIcrosoft Corp. and/or Its suppliant. AJI rght@ reserved. hffp:lhvv'r micranoill carnfrnappoint Copyright 2000 by Geographic Date Tachnology. Inc, All rights razarved. 0 2000 Navigation Twitnologin, AJI rIghla reserved. CopyrIght 200D by Cornpusearch Micrornarkating Date and Straterns Ltd. Site Vicinity Figure k'q KLEINFELDER 232nd Mixed -Use Rezone Property (Lots A through G) 23012-23110 Edmonds Way & 9133-232nd Street SW PROJECT NO. 71294 May 2006, Edmonds, Washington I I Apartment Complex (Woodway Estates) Residential Homes Shed� (P LotA--� \ Hou '0 -;:7U�S Lot 8--\\�Ous'�]L .F S� T Lot C---� Hous ST I Lot Site Boundary Westgate Chapel Residential Homes & Apartment Complex & Trailer Park d —UST Hous r - F — T Es �—Lot F L ot ot E— us Vacant Lot Lot G�—' 232nd Street S. W Residential Homes Not to Scale a 2006 Kleinfelder, Inc., All tights reserved. Woodhaven Veterinary Clinic Evergreen Center for Homeopathic Medicine Boundary Prudential Printing Services Commercial & Residential Homes E 232nd Mixed -Use Rezone Property (Lots A through G) IGUR 2301 23110 Edmonds Way& 9133-232nd Street SW Site Plan Edmonds, Washington 2 KLEINFELDER Project: 71294 May 2006 j �. .0 �' EDR* Environmental Data Resources Inc "Linking Technology with Tradition"@ SanbornOws-1 Map Report S,hip To: Ted W. Sykes Order Date: 5/10/2006 Completion Date: 5/10/2006 Kleinfelder, Inc. Inquiry M 1672461.2 2405 140th Ave. NE P.O.ft: NA Bellevue, WA 98005 Site Name: 232nd.Nfixed-Use Rezone Site Address: 23012 Edmonds Way Customer Project: 232nd Mixed -Use City/State: Edmonds, WA 98020 1053791BRU 425-562-4200 Cross Streets: �This document reports that the largest and most complete collection of Sanborn fire insurance maps has been reviewed based on client supplied information, and fire insurance maps depicting the target property at the specified address were not identified. NO COVERAGE 'nation obtained from a variety of public and other sources reasonably available for the taroet and suffoundino orODerties; does not exist from other sources. NO LIMITATION, MERCHANTABILITY OR FITNESS FOR A PARTICULAR USE OR PURPOSE. ALL RISK IS ASSUMED BY THE USER. IN NO EVENT SHALL ENVIRONMENTAL DATA RESOURCES, INC. BE LIABLE TO ANYONE, WHETHER ARISING OUT OF ERRORS OR OMISSIONS, NEGLIGENCE, ACCIDENT OR ANY OTHER CAUSE, FOR ANY LOSS OF DAMAGE, INCLUDING, WITHOUT LIMITATION, SPECIAL, INCIDENTAL, CONSEQUENTIAL, OR EXEMPLARY DAMAGES. ANY LIABILITY ON THE PART OF ENVIRONMENTAL DATA RESOURCES, INC. IS STRICTLY LIMITED TO A REFUND OF THE AMOUNT PAID FOR THIS REPORT. Purchaser accepts this Report AS IS. Any analyses, estimates, ratings, environmental risk levels or risk codes provided in this Report are provided for illustrative purposes only, and are not intended to provide, nor should they be interpreted as providing any facts regarding, or prediction or forecast of, any environmental risk for any property. Only a Phase I Environmental Site Assessment performed by an environmental professional can provide information regarding the environmental risk for any property. Additionally, the information provided in this Report Is not to be construed as legal advice. Copyright 2006 by Environmental Data Resources, Inc. All rights reserved. Reproduction in any media or format. in whole or In part, of any report or map of Environmental Data Resources, Inc., or its affiliates, is prohibited without prior written permission. EDR and its logos (including Sanborn and Sanborn Map) are trademarks of Environmental Data Resources, Inc. or its affiliates. All other trademarks used herein are the property of their respective owners. The EDR Radius Map with. GeoCheekO 232nd Mixed -Use Rezone Site 23012 Edmonds Way Edmonds, WA 98020 Inquiry Number: 1672461.1s May 10, 2006 R" Environmental Data Resources Inc The Standard in Environmental Risk Management Information 440 Wheelers Farms Road Milford, Connecticut 06461 Nationwide Customer Service Telephone: 1-800-352-0050 Fax: 1-800-231-6802 Internet: www.edrnet.com POR"'&U-M TABLE. OF. CONTENTS SECTION PAGE Executive Summary ------------------------------------------------------- ES1 Overview Map ----------------------------------------------------------- 2 DetailMap -------------------------------------------------------------- 3 Map Findings Summary ---------------------------------------------------- 4 6 Map Findings---- 7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Orphan Summary -------------------------------------------------------- 13 Government Records Searched/Data Currency Tracking -------------------------- GR-1 GEOCHECK ADDENDUM Physical Setting Source Addendum ------------------------------------------ A-1 Physical Setting Source Summary ------------------------------------------- A-2 Physical Setting SSURGO Soll Map ------------------------------------------- A-5 Physical Setting Source Map ------------------------------------------------ A-1 2 Physical Setting Source Map Findings ---------------------------------------- A-1 3 Physical Setting Source Records Searched ------------------------------------ A-27 Thank you for your business. Please contact EDR at 1-800-352-0050 with any questions or comments. Disclaimer - Copyright and Trademark Notice This Report contains certain inform ation obtained from a variety of public and other sources reasonably available to Environmental Data Resources, Inc. It cannot be concluded from this Report that coverage Information for the target and surrounding p ies does not exist from other sources. NO WARRANTY EXPRESSED OR IMPLIED, IS MADE WHATSOEVER IN CONNECTION WITH THIS REPOMEWIRONMENTAL DATA RESOURCES, INC. SPECIFICALLY DISCLAIMS THE MAKING OF ANY SUCH WARRANTIES, INCLUDING WITHOUT LIMITATION, MERCHANTABILITY OR FITNESS FOR A PARTICULAR USE OR PURPOSE. ALL RISK IS ASSUMED BY THE USER. IN NO EVENT SHALL ENVIRONMENTAL DATA RESOURCES, INC. BE LIABLE TO ANYONE, WHETHER ARISING OUT OF ERRORS OR OMISSIONS, NEGLIGENCE, ACCIDENT OR ANY OTHER CAUSE, FOR ANY LOSS OF DAMAGE, INCLUDING, WITHOUT LIMITATION, SPECIAL, INCIDENTAL, CONSEQUENTIAL, OR EXEMPLARY DAMAGES. ANY LIABILITY ON THE PART OF ENVIRONMENTAL DATA RESOURCES, INC. IS STRICTLY LIMITED TO A REFUND OF THE AMOUNT PAID FOR THIS REPORT. Purchaser accepts this Report "AS IS". Any analyses, estimates, ratings, environmental dsk levels or risk codes provided In this Report are provided for illustrative purposes only, and -are not intended to pmvide, nor should they be interp Tlesdsas providlng any facts regarding, or prediction or forecast of, any environmental risk for any property. Only a Phase I Environmental Site A s ment p rf nned by an environmental professional can provide Information regarding the environmental risk for any property. Additionally, the information provided in this Report is not to be construed as legal advice. Copyright 2006 by Environmental Data Resources, Inc. All rights reserved. Reproduction In any media or forrnaL in whole or in part, of any report or map of Environmental Data Resources, Inc., or its affiliates, is prohibited without prior written permission. EDR and its logos (including Sanborn and Sanborn Map) are trademarks of Environmental Data Resources, Inc. or its affiliates. All other tmdamnrLm ticad hamin nra tho nmnprtv mf thpir rAQnPrfivP nwnRr.q TC1672461.1s Page 1 I I I I I I I I I I I 11 I I I I 7 L EXECUTIVE SUMMARY A search of available environmental records was conducted by Environmental Data Resources, Inc (EDR). The report was designed to assist parties seeking to meet the search requirements of EPA's Standards and Practices for All Appropriate Inquiries (40 CFR Part 312), the ASTM Standard Practice for Environmental Site Assessments (E 1527-05) or custom requirements developed for the evaluation of environmental risk associated with a parcel of real estate. TARGET PROPERTY INFORMATION ADDRESS 23012 EDMONDS WAY EDMONDS, WA 98020 COORDINATES Latitude (North): 47.789700 - 47' 47' 22.9" Longitude (West): 122.356400 - 122'21'23.0" Universal Tranverse Mercator Zone 10 UTM X (Meters): 548205.9 UTM Y (Meters): 5292908.5 Elevation: 370 ft. above sea level USGS TOPOGRAPHIC MAP ASSOCIATED WITH TARGET PROPERTY Target Property Map: Most Recent Revision: West Map: Most Recent Revision: TARGET PROPERTY SEARCH RESULTS 47122-G3 EDMONDS EAST, WA 1981 47122-G4 EDMONDS WEST, WA 1981 The target property was not listed in any of the databases searched by EDR. DATABASES WITH NO MAPPED SITES No mapped sites -were found in EDR's- search of available ("reasonably ascertainable ") government records either on the- target property or within the search radius. around the target property for the following databases: FEDERAL RECORDS NPL ------------------------- National Priority List Proposed NPL -------------- Proposed National Priority List Sites Delisted NPL ---------------- National Priority List Deletions NPL RECOVERY ------------- Federal Superfund Liens CERCLIS --------------------- Comprehensive Environmental Response, Compensation, and Liability Information System CERC-NFRAP ---------------- CERCLIS No Further Remedial Acton Planned TC1672461.1s EXECUTIVE SUMMARY I I EXECUTIVE SUM" MA;RY CORRACTS ------------------ Corrective Action Report RCRA-TSDF ----------------- Resource Conservation and Recovery Act Information RCRA-LQG ------------------ Resource Conservation and Recovery Act Information ERNS ------------------------ Emergency Response Notification System HMIRS ------------------------ Hazardous Materials Information Reporting System US ENG CONTROLS --------- Engineering Controls Sites List US INST CONTROL --------- Sites with Institutional Controls DOD ------------------------- Department of Defense Sites FUDS ------------------------ Formerly Used Defense Sites US BROWNFIELDS ---------- A Listing of Brownfields Sites CONSENT ------------------- Superfund (CERCLA) Consent Decrees ROD -------------------------- Records Of Decision UMTRA ---------------------- Uranium Mill Tailings Sites ODL -------------------------- Open Dump Inventory TRIS --_--------------------- Toxic Chemical Release Inventory System TSCA ------------------------ Toxic Substances Control Act FTTS -------------------------- FIFRA/ TSCA Tracking System - FIFRA (Federal Insecticide, Fungicide, & Rodenticide Act)/TSCA (Toxic Substances Control Act) SSTS ------------------------- Section 7 Tracking Systems PADS ------------------------ PCB Activity Database System MLTS ------------------------ Material Licensing Tracking System MINES ----------------------- Mines Master Index File FINDS ------------------------ Facility Index System/Facllity Registry System RAATS ----------------------- RCRA Administrative Action Tracking System STATE AND LOCAL RECORDS HSL ------------------------- Hazardous Sites List CSCSLNFA ------------------ Confirmed & Contaminated Sites - No Further Action SWF/LF ---------------------- Solid Waste Facility Database SWTIRE_ --------------------- Solid Waste Tire Facilities AST -------------------------- Aboveground Storage Tank Locations SPILLS ----------------------- Reported Spills INST CONTROL -------------- Institutional Control Site List VCP -------------------------- Voluntary Cleanup Program Sites DRYCLEANERS ------------- Drycleaner List CDL ------------------------- Clandestine Drug Lab Contaminated Site List EML ------------------------- Washington Emissions Data System INACTIVE DRYCLEANERS__ Inactive Drycleaners TRIBAL RECORDS INDIAN RESERV ------------- Indian Reservations INDIAN LUST ---------------- Leaking Underground Storage Tanks on Indian Land INDIAN UST ------------------ Underground Storage Tanks on Indian Land EDR PROPRIETARY RECORDS Manufactured Gas Plants-_ EDR Proprietary Manufactured Gas Plants SURROUNDING SITES: SEARCH RESULTS Surrounding sites were identified. TC1672461.1s EXECUTIVE SUMMARY 2 I I I I I I -1 I I I EXECUTIVE SUMMARY Elevations have been determined from the USGS Digital Elevation Model and should be evaluated on a relative (not an absolute) basis. Relative elevation information between sites of close proximity should be field verified. Sites with an elevation equal to* or higher than the target property have been differentiated below from sites with an elevation lower than the target property. Page numbers and map identification numbers refer to the EDR Radius Map report where detailed data on individual sites can be reviewed. Sites listed in bold Italics are in multiple databases. Unmappable (orphan) sites are not considered in the foregoing analysis. FEDERAL RECORDS RCRAInfo: RCRAInfo is EPA's comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act ( RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. RCRAInfo, replaces the data recording and reporting abilities of the Resource Conservation and Recovery Information System(RCRIS). The database includes selective information on sites which generate, transport, store , treat and/or dispose of hazardous waste as defined by the Resource Conservation and Recovery Act (RCRA). Conditionally exempt small quantity generators (CESQGs) generate less than 100 kg of hazardous waste, or less than 1 kg of acutely hazardous waste per month. Small quantity generators (SQGs) generate between 100 kg and 1,000 kg of hazardous waste per month Large quantity generators generate over 1,000 kilograms (kg) of hazardous waste, or over 1 kg of acutely hazardous waste per month. Transporters are individuals or entities that move hazardous waste from the generator offsite to a facility that can recycle, treat, store, or dispose of the waste. TSDFs treat store, or dispose of the waste. A review of the RCRA-SQG list as provided by EDR, and dated 02/24/2006 has revealed that there are 2 RCRA-SQG sites within approximately 0.25 miles of the target property. Equal/Higher Elevation Address Dist I Dir Map ID Page TEXACO STA77ON 632321402 10119 EDMONDS WAY 0 - 118 NNW A2 7 SNOHOMISH CNTY FIRE DIST I 88T 2300988THAVEW 118 - 114 ENE B4 9 STATE AND LOCAL RECORDS CSCSL: The State Hazardous Waste Sites records are the states' equivalent to CERCLIS. These sites may or may not already be listed on the federal CERCLIS list. Priority sites planned for cleanup using state funds (state equivalent of Superfund) are identified along with sites where cleanup will be paid for by potentially responsible parties. The data come from the Department of Ecology'sConfirmed & Suspected Contaminated Sites List. A review of the CSCSL list, as provided by EDR, and dated 03/08/2006 has revealed that there are 2 CSCSL sites within approximately I mile of the target property. Equalli-ligher Elevation Address Dist I Dir Map ID Page NIC L SILVER 22903 92ND AV W 1/8 - 1/4N 3 7 BP SERVICE STATION 03149 20409 AURORA AVE N 1/2 -1 SSE 7 11 TC1672461.1s EXECUTWE SUMMARY 3 I EXECUTIVE SUMMARY'. LUST: The Leaking Underground Storage Tank Incident Reports contain an inventory of reported leaking underground storage tank incidents. The data come from the Department of Ecology's Leaking Underground Storage Tanks Site List. A review of the LUST list, as provided by EDR, and dated 03/08/2006 has revealed that there is I LUST site within approximately 0.5 miles of the target property. Equal/Higher Elevation Address Dist I Dir Map ID Page OL YMPIC VIEW WA TER DIS TRIC T 23725 EDMONDS WAY 114 - 112 SSE 6 10 UST: The ' Underground Storage Tank database contains registered USTs. USTs are regulated under Subtitle I of the Resource Conservation and Recovery Act (RCRA). The data come from the Department of Ecology's Statewide UST Site/Tank Report. A review of the UST list, as provided by EDR, and dated 01/03/2006 has revealed that there are 2 UST sites within approximately 0.25 miles of the tbrget property. Equal/Higher Elevation Address Dist I Dir Map ID Page TEXACO STATION - CO. OP. 10 119 EDMONDS WAY 0 - 1/8 NNW Al 6 CITY OF EDMONDS 23009 88TH AVE W 1/8-1/4ENE B5 9 ICR: These are remedial action reports Ecology has received from either the owner or operator of the site. These actions have been conducted without department oversight or approval and are not under an order or decree. -A review of the ICR list, as provided by EDR, and dated 12/01/2002 has revealed that there is I ICR site within approximately 0.5 miles of the target property. Equal/Higher Elevation Address Dist / Dir Map ID Page OLYMPIC VIEW WATER DIS TRIC T 23725 EDMONDS WAY 114 - 112 SSE 6 10 TC1672461.1s EXECUTIVE SUMMARY 4 j j EXECUTIVE SUMMARY Due to poor or inadequate address information, the following sites were not mapped: .qifo Nam= CROSS PROPERTY FORMER UNOCAL EDMONDS FUEL TERMINAL CSCSL SPILLS, ICR ADZAM INC DBA DOUGS LYNNWOOD MAZDA RCRA-SQG, FINDS AURORA NATIONAL AUTO PARTS RCRA-SQG, FINDS GW AUTO REBUILD INC * RCRA-SQG, FINDS SPRAY KING INC EDMONDS RCRA-SQG, FINDS KRUGER CLINIC FINDS, VCR EDMONDS USAVE MINI MART FINDS, VCP B 11 M CONTRACTORS FINDS, VCP STEVENS HEALTHCARE ICR 99 EDMONDS CENTER ICR I I I I ITC1672461.1S EXECUTIVE SUMMARY 5 I OVERVIEW MAP - 1672461.1 s I- I Ct19t;t r I UPWILY A, Sites at elevations higher than or equal to the target prop" Sites at elevations lower than the target property A Manufactured Gas Plants El National Priority List Sites Landfill Sites Dept. Defense Sites F71- Indian Reservations BIA N County Boundary Power transmission lines Oil & Gas pipelines loo-year flood zone soo-year flood zone National Wetland Inventory SITE NAME: 232nd MIxed-Use Rezone Sfte CLIENT: Kleinfelder, Inc. :ADDRESS: 23012 Edmonds Way CONTACT: Ted W. Sykes Edmonds WA 98020 INQUIRY #: 1672461.1s LAT1LONG: 47.7897/122.3564 DATE: May 10, 2006 ropyright * 2OD6 EDR, Inc. * 2006 Tole Atlas Rol. 0712005. DETAIL MAP - 1672461.1 s A 228TH ST SWZ/—. 2UT11 STS� 22IITH ST SIN i28TH ST SW 228TH sT �sW 22rrH $7 SW 229TH ST SW 291H SW 2 2291H SW \_5 230TH ST SW -9 3: 231 ST ST SW Ib 231 ST PIL ON ,NDSTSW 232?M ST SW M� IiT SW M14D ST SW 232ND ST SIN i3ZND ST 232ND PL SIN 2 0 ST sw TH ST sw 234TH ST 23 . 4TH ST $V1 p 234TH ST SIN 234TH ST SW 235T SW F�' * A, Target Property Sites at elevations higher than or equal to the target property Sites at elevations lower than AL the target property Manufactured Gas Plants Sensitive Receptors E] N ational Priority Ust Sites Landfill Sites 10 ED Dept Defense Sites [7] Indian Reservations BIA Oil & Gas pipelines loo-year flood zone soo-year flood zone 1/16 I/B 1/4 Miles SITE NAME: 232nd Mixed -Use Rezone Site CLIENT: [Qelnfelder, Inc. ADDRESS: 23012 Edmonds Way CONTACT: Ted W. Sykes Edmonds WA 98020 INQUIRY #: 1672461.1s LAT/LONG: 47.7897/122.3564 DATE: May 10, 2006 Copyright -0 2006 EDR, Inc. * 2M6 Tole Atlas Ael. 07rM. 'MAP FINDINGS SUMMARY Search Target Distance Total Database Property (Miles) < 118 1/8-1/4 1/4-1/2 1/2-1 > I Plotted FEDERAL RECORDS NPIL 1.000 0 0 0 0 NR 0 Proposed NPL 1.000 0 0 0 0 NR 0 Delisted NPL 1.000 0 0 0 0 NR 0 NPLRECOVERY TP NR NR NR NR NR 0 CERCLIS 0.500 0 0 0 NR NR 0 CERC-NFRAP 0.500 0 0 0 NR NR 0 PORRACTS 1.000 0 0 0 0 NR 0 RCRATSD 0.500 0 0 0 NR NR 0 RCRA Lg. Quan. Gen. 0.250 0 0 NR NR NR 0 RCRA Sm. Quan. Gen. 0.250 1 1 NR NR NR 2 ERNS TP NR NR NR NR NR 0 HMIRS TP NR NR NR NR NR 0 US ENG CONTROLS 0.500 0 0 0 NR NR 0 US INST CONTROL 0.500 0 0 0 NR NR 0 DOD 1.000 0 0 0 0 NR- 0 FUDS 1.000 0 0 0 0 NR 0 US BROWNFIELDS 0.500 0 0 0 NR NR 0 CONSENT 1.000 0 0 0 0 NR 0 ROD 1.000 0 0 0 0 NR 0 UMTRA 0.500 0 0 0 NR NR 0 ODI 0.500 0 0 0 NR NR 0 TRIS TP NR NR NR NR NR 0 TSCA TP NR NR NR NR NR 0 FTTS TP, NR NR NR NR NR 0 SSTS TP NR NR NR NR NR 0 PADS TP NR NR NR NR NR 0 MLTS TP NR NR NR NR NR 0 MINES 0.250 0 0 NR NR NR 0 FINDS TP NR NR NR NR NR 0 RAATS; TP NR NR NR NR NR 0 STATE AND LOCAL RECORDS CSCSL 1.000 0 1 0 1 NR 2 HSL 1.000 0 0 0 0 NR 0 CSCSLNFA 0.500 0 0 0 NR NR 0 State Landfill 0.500 0 0 0 NR NR 0 SWTIRE 0.500 0 0 0 NR NR 0 LUST 0.500 0 0 1 NR NR 1 LIST 0.250 1 1 NR NR NR 2 AST 0.250 0 0 NR NR NR 0 SPILLS TP NR NR NR NR NR 0 INST CONTROL 0.500 0 0 0 NR NR* 0 VCP 0.500 0 0 0 NR NR 0 ICR 0.500 0 0 1 NR NR 1 DRYCLEANERS 0.250 0 0 NR NR NR 0 CDL TP NR NR NR NR NR 0 WA Emissions TP NR NR NR NR NR 0 TC1672461.1s Page4 MAP FINDINGS SUMMARY Search Target. Distance Total Database Property (Miles) < 1/8 1/8-1/4 1/4-1/2 1/2-1 > 1 Plotted INACTIVE DRYCLEANERS 0.250 0 0 NR NR NR 0 TRIBAL RECORDS INDIAN RESERV 1.000 0 0 0 0 NR 0 INDIAN LUST 0.500 0 0 0 NR NR 0 INDIAN UST 0.250 0 0 NR NR NR 0 EDR PROPRIETARY RECORDS Manufactured Gas Plants 1.000 0 0 0 0 NR 0 NOTES: TP = Target Property NR = Not Requested at this Search Distance Sites may be listed in more than one database TC1672461.1s Page5 Map ID MAP FINDINGS Direction Distance Distance (ft.) EDR ID Number Elevation Site Database(s) EPA ID Number Al TEXACO STATION - CO. OP. LIST U001125099 NNW 10119 EDMONDS WAY N/A < 118 EDMONDS, WA 98020 261 ft. Site 1 of 2 In cluster A Relative: Higher LIST: Facility ID: 58939872 Actual: Site ID: 7711 375 ft. Install Date: 1964-12-3100:00:00 Capacity: Not reported Status: ' Removed Tank Name: 5 Substance: Not reported Compartment #: 1 Ecology Region: North Western Facility ID: 58939872 Site ID: 7711 Install Date: 1988-01-0100:00:00 Capacity: Not reported Status: Removed Tank Name: 2 Substance: UNLEADED GASOLINE Compartment #: 1 Ecology Region: North Western Facility ID: 58939872 Site ID: 7711 Install Date: 1988-01-0100:00:00 Capacity: Not reported Status: Removed Tank Name: 1 Substance: LEADED GASOLINE Compartment #: 1 Ecology Region: North Western Facility ID: 58939872 Site ID: 7711 Install Date: 1988-6-0100:00:00 Capacity: Not reported Status: Removed Tank Name: 3 Substance: UNLEADED GASOLINE Compartment #: I Ecology Region: North Western Facility ID: 58939872 Site ID: 7711 Install Date: 19M01-01 00:00:00 Capacity: Not reported Status: Removed Tank Name: 4 Substance: Not reported Compartment #: I Ecology Region: North Western TC1672461.1s Pag96 I Me, ID MAP FINDINGS. Direction Distance Distance (ft.) EDR ID Number Elevation Site Database(s) EPA ID Number A2 TEXACO STATION 632321402 RCRA-SQG 1001490810 NNW 10119 EDMONDS WAY FINDS WAD988503959 < 1/8 EDMONDS, WA 98020 261 fL Site 2 of 2 In cluster A Relative: Higher RCRAIn1b: Owner EQUILION ENTERPRISES LLC DBA SHELL OIL P Actual: (426) 827-0761 375 ft. EPA ID: WAD988503959 Contact Not reported Classification: Conditionally Exempt Small Quantity Generator TSDF Activities: Not reported Violation Status! No violations found FINDS: Other Pertinent Environmental Activity Identified at Site: RESOURCE CONSERVATION AND RECOVERY ACT INFORMATION SYSTEM WASHINGTON-DEPARTMENT OF ECOLOGY FACILITY/SITE IDENTIFICATION SYSTEM 3 NIC L SILVER CSCSL S100080113 North 22903 92ND AV W 'N/A 1/8-1/4 EDMONDS, WA 98020 769 fL Relative: SHWS: Higher Facility ID: 2737 MTBE Code: Not reported Actual: Prog plan code: Not reported 377 ft* UXO Code: Not reported LattLong 47.805280000000003 -122.14318 Responsible Unit Northwest Region Ecology Site Status relative to the MTCA cleanup process: Ranked, Awaiting Remedial Action (RA) Independent Site Status - those sites undergoing an independent cleanup: Not reported WARM Bin Number indicates the outcome of the Washington Ranking Model (WARM): Affected Media Status: C (Confirmed) - The presence of hazardous substances above MTCA cleanup levels has been confirmed by laboratory analysis (or field determination in the case of petroleum contamination) Affected Media: Soil Arsenic Code: Not reported Base/Neutral/Acid Organics: Not reported Halogenated Organic Compounds: Not reported EPA Priority Pollutants - Metals and Cyanide: Confirmed above MTCA cleanup levels Metals - Other non -priority pollutant medals: Not reported Polychlorinated biPhenyls (PCBs): Not reported Pesticides: Not reported Petroleum Products: Not reported Phenolic Compounds: Not reported Non -Halogenated Solvents: Not reported Dioxin: Not reported Polynuclear Aromatic Hydrocarbons (PAH): Not reported Reactive Wastes: Not reported Corrosive Wastes: Suspected to be present Radioactive Wastes: Not reported Asbestos: Not reported Conventional Contaminants, Organic: Not reported Conventional Contaminants, Inorganic: Not reported TC1672461.1s Page7 Map ID Direction Distance Distance (ft.) Elevation Site MAP FINDINGS. EDR ID Number Database(s) EPA ID Number NIC L SILVER (Continued) SIOOOBO113 Lat/Long : 47'48' 19'/ 122* 8'35- Media Id: 4292 Media Type Description Sofl Media Status Description Confirmed Tibutyl Tin Contaminant Group: Not reported Bioassay/benthic Failures Contarn group: Not reported Wood Debris Contaminant Group: Not reported Other Deleterious Substance Group: Not reported Facility ID: 2737 MTBE Code: Not reported Prog plan code : Not reported UXO Code: Not reported Lat/Long : 47.805280000000003 / -122.14318 Responsible Unit Northwest Region Ecology Site Status relative to the MTCA cleanup process: Ranked, Awaiting Remedial Action (RA) Independent Site Status - those sites undergoing an independent cleanup: Not reported WARM Bin Number indicates the outcome of the Washington Ranking Model (WARM): Affected Media Status: S (Suspected) - Due to preliminary investigations or the nature of business operations or manufacturing processes, certain contaminants are suspected to be present at the site Affected Media: Surface Water Arsenic Code: Not reported Base/Neutral/Acld Organics: Not reported Halogenated Organic Compounds: Not reported EPA Priority Pollutants - Metals and Cyanide: Suspected to be present Metals - Other non -priority pollutant medals: Not reported Polychlorinated blPhenyls (PCBs): Not reported Pesticides: Not reported Petroleum Products: Not reported Phenolic Compounds: Not reported Non -Halogenated Solvents: Not reported Dioxin: Not reported Polynuclear Aromatic Hydrocarbons (PAH): Not reported Reactive Wastes: Not reported Corrosive Wastes: Suspected to be present Radioactive Wastes: Not reported Asbestos: Not reported Conventional Contaminants, Organic: Not reported Conventional Contaminants, Inorganic: Not reported LattLong: 47* 48' 19"/ 122' 8' 35* Media ld : 4293 Media Type Description Surface Water Media Status Description Suspected Tibutyl Tin Contaminant Group: Not reported Bioassay/benthic Failures Contam group: Not reported Wood Debris Contaminant Group: Not reported Other Deleterious Substance Group Not reported TC1672461.1s Page8 I Map ID MAP FINDINGS Direction Distance Distance (ft.) Elevation Site 134 SNOHOMISH CNTY FIRE DIST I 88TH ENE 23009 88TH AVE W 1/8-114 EDMONDS, WA 98026 1189 ft. Site I of 2 In cluster B Relafive: Higher RCRAInlb: Owner SNOHOMISH CNTY Actual: EPA ID: WAD988505178 443 ft. Contact: JOHN DOLAN (425) 743-1116 Classification: Small Quantity Generator TSDF Activities: Not reported Violation Status: No violations found EDR ID Number Database(s) EPA ID Number RCRA-SQG 1000885336 FINDS WAD988505178 FINDS: Other Pertinent Environmental Activity Identified at Site: RESOURCE CONSERVATION AND RECOVERY ACT INFORMATION SYSTEM WASHINGTON-DEPARTMENT OF ECOLOGY FACILITY/SITE IDENTIFICATION SYSTEM B5 dITY OF EDMONDS UST U001121930 ENE 23009 88TH AVE W N/A 1/8-1/4 EDMONDS, WA 98026 1189 ft. Site 2 of 2 In cluster B Relative: Higher LIST: Facility ID: 4684387 Actual: Site ID: 291 443 ft. Install Date: 1964-12-3100:00:00 Capacity: 111 to 1, 100 Gallons Status: Removed Tank Name: 2 Substance: Not reported Compartment #: I Ecology Region: North Western Facility ID: 4684387 Site ID: 291 Install Daie: 1964-12-31 00:00:00 Capacity: 111 to 1, 100 Gallons Status: Removed Tank Name: 1 Substance: UNLEADED GASOLINE Compartment #: 1 Ecology Region: North Western Facility ID: 4684387 Site ID: 291 Install Date: 1992-07-04 00:00:00 Capacity: 111 to 1, 100 Gallons Status: Operational Tank Name: 3 Substance: DIESEL Compartment #: 1 Ecology Region: North Western TC1672461.1s Page 9 Map ID ..MAP FINDINGS Direction Distance Distance (ft.) EDR ID Number Elevaflon Site Database(s) EPA ID Number 6 OLYMPIC VIEW WATER DISTRICT LUST U001126482 SSE 23725 EDMONDS WAY UST NiA 1/4-1/2 EDMONDS, WA 98026 ICR 2385 ft. Relative: LUST: Higher Facility I D: 10746 Facility Status: Cleanup Started Actual: R61ease ID: 5051 399 ft. Release Notification Date: 12/9/1993 00:00:00 Release Status Date: 12/9/1993 00:00:00 Alternate Name: OLYMPIC VIEW WATER DISTRICT Lat/Lon: 47.782159 / -122.351391 Affected Media: Sol[ FS ID: 3874225 Site Response Code Unit: NW Facility ID: 10746 Facility Status: Reported Cleaned Up Release ID: 5051 Release Notification Date: 12/9/1993 00:00:00 Release Status Date: 1/31/1994 00:00:00 Alternate Name: OLYMPIC VIEW WATER DISTRICT Lat/Lon: 47.782159 -122.351391 Affected Media: Soil FS ID: 3874225 Site Response Code Unit: NW WA ICR: Date Ecology Received Report: 10/09/1996 Contaminants Found at Site: Petroleum products Media Contaminated: soil Cause of Contamination: Tank Region: North Western Type of Report Ecology Received: Final cleanup report Site Register Issue: 94-38 County Code: 31.00000 Contact: Not reported Report I itle: Not reported UST: Facility ID: 3874225 Site ID: 10746 Install Date: 1976-01-0100:00:00 Capacity: 1. 101 TO 2,000 GALLONS Status: Removed Tank Name: 1 Substance: UNLEADED GASOLINE Compartment #: 1 Ecology Region: North Western TC1672461.1s Page 10 I I 11 ap ID MAP FINDINGS Direction Distance M Distance (ft.) Elevation Site OLYMPIC VIEW WATER DISTRICT (Continued) Facility ID: 3874225 Site ID: 10746 Install Date: 1976-01-0100:00:00 Capacity: 111 to 1. 100 Gallons Status: Removed Tank Name: 2 Substance: DIESEL Compartment #: 1 Ecology Region: North Western 7 - BP SERVICE STATION 03149 SSE 20409 AURORA AVE N 1/2-1 SEATTLE, WA 98133 5220 ft. EDR ID Number Database(s) EPA ID Number U001126482 CSCSL S105465662 N/A Relative: SHWS: Higher Facility ID: 36559851 MTBE Code: Not reported Actual: Prog plan code : Not reported 420 ft. LIX0 Code: Not reported LattLong : 47.776809 / -122.347421 Responsible Unit Northwest Region Ecology Site Status relative to the MTCA cleanup process: Awaiting Site Hazard Assessment (SHA) Independent Site Status - those sites undergoing an independent cleanup: Not reported WARM Bin Number indicates the outcome of the Washington Ranking Model (WARM): Affected Media Status: S (Suspected) - Due to preliminary Investigations or the nature of business operations or manufacturing processes, certain contaminants are suspected to be present at the site Affected Media: Ground Water Arsenic Code: Not reported Base/Neutral/Acld Organics: Not reported Halogenated Organic Compounds: Not reported EPA Priority Pollutants - Metals and Cyanide: Not reported Metals - Other non -priority pollutant medals: Not reported Polychlorinated biPhenyls (PCBs): Not reported Pesticides: Not reported Petroleum Products: Suspected to be present Phenolic Compounds: Not reported Non -Halogenated Solvents: Not reported DIo)dn: Not reported Polynuclear Aromatic Hydrocarbons (PAH): Not reported Reactive Wastes: Not reported Corrosive Wastes: Not reported Radioactive Wastes: Not reported Asbestos: ' Not reported Conventional Contaminants, Organic: Not reported Conventional Contaminants, Inorganic: Not reported Lat/Long: 47' 46' 36.509999999999998" 1122' 20' 50.710000000000001 Media Id: 10642 Media Type Description Groundwater Media Status Description: Suspected Tibutyl Tin Contaminant Group: Not reported Bioassay/benthic Failures Contam group: Not reported Wood Debris Contaminant Group: Not reported Other Deleterious Substance Group: Not reported TC1672461.1s Pagell Map ID Direction Distance Distance (ft.) Elevation Site BP SERVICE STATION 03149 (Continued) MAP FINDINGS* EDR ID Number Database(s) EPA ID Number Facility ID: 36559851 MTBE Code: Not reported Prog plan code: Not reported UXO Code: Not reported Lat/Long: 47.776809 / -122.347421 Responsible Unit: Northwest Region Ecology Site Status relative to the MTCA cleanup process: Awaiting Site Hazard Assessment (SHA) Independent Site Status - those sites -undergoing an independent cleanup: Not reported WARM Bin Number indicates the outcome of the Washington Ranking Model (WARM): Affected Media Status: S (Suspected) - Due to preliminary Investigations or the nature of business operations or manufacturing processes, certain contaminants are suspected to be present at the site Affected Media: Soil Arsenic Code: Not reported Base/Neutral/Acid Organics: Not reported Halogenated Organic Compounds: Not reported EPA Priority Pollutants - Metals and Cyanide: Not reported Metals - Other non -priority pollutant medals: Not reported Polychlorinated biPhenyls (PCBs): Not reported Pesticides: Not reported Petroleum Products: Suspected to be present Phenolic Compounds: Not reported Non -Halogenated Solvents: Not reported Dioxin: Not reported Polynuclear Aromatic Hydrocarbons (PAH): Not reported Reactive Wastes: Not reported Corrosive Wastes: Not reported Radioactive Wastes: Not reported Asbestos: Not reported Conventional Contaminants, Organic: Not reported Conventional Contaminants, Inorganic: Not reported Lat/Long : 47'46' 36.509999999999998'/ 122'20' 50.710000000000001" Media Id: 10643 Media Type Description Soil Media Status Description Suspected Tibutyl Tin Contaminant Group: Not reported Bloassayibenthic Failures Contam group Not reported Wood Debris Contaminant Group: , Not reported Other Deleterious Substance Group: Not reported S105465662 TC1672461.1s Page 12 1 ORPHAN SUMMARY Cily EDR ID Sue Name Ske Addrom Zip Database(s) EDMONDS 1004794038 ADZAM INC 08A DOUGS LYNNWOOD MAZDA EDMONDS 1004794066 AURORA NATIONAL AUTO PARTS EDMONDS 1007080211 KRUGER CLINIC EDMONDS S10"85671 STEVENS HEALTHCARE EDMONDS S106831696 CROSS PROPERTY FORMER EDMONDS 10047935M GW AUTO REBUILD INC EDMONDS 1007067165 EDMONDS USAVE MINI MART EDL40NDS l0D70rMT 8 & M CONTRACTORS EDMONDS S105249= 99 EDMONDS CENTER EDMONDS 100180"8 SPRAY KING INC EDMONDS EDMONDS S103510890 UNOCAL EDMONDS FUEL TERMINAL 22130 HWY 99 98028 RCRA-SOG. FINDS 22912 HWY 99 98026 RCRA-SOG. FINDS 219DO HWY 99 98= FINDS. VCP 21700 HWY 99 98028 ICR 21700 HWY 99 98026 CSCSL 23510 HWY 99 98020 RCRA-SOG. FINDS 22825 HWY 99 98M FINDS, VCP 21400 HWY 99 98020 FINDS. VCP 223M 22311 HWY 99 98026 ICR 7906 230TH SIN 98020 RCRA-SOG. FINDS 11720 UNOCO ROAD 9B020 SPILLS. ICR TC1672461.1s Page 13 GOVERN M ENT RECORDS SEARCHED/ DATA'CURRENCY, TRACKING' To maintain currency of the following federal and state databases, EDR contacts the appropriate governmental agency on a monthly or quarterly basis, as required. Number of Days to Update: Provides confirmation that EDR is reporting records that have been updated within 90 days from the date the government agency made the information available to the public. FEDERAL RECORDS NPL: National Priority List National Priorities List (Superfund). The NPL is a subset of CERCLIS and identifies over 1,200 sites for priority cleanup under the Superfund Program. NPL sites may encompass relaUvely large areas. As such, EDR provides polygon coverage for over 1,000 NPL site boundaries produced by EPA's Environmental Photographic Interpretation Center (EPIC) and regional EPA offices. Date of Government Version: 02/24/2006 Source: EPA Date Data ArTlved at EDR: 03/01/2006 Telephone: N/A Date Made Active in Reports: 03/31/2006 Last EDR Contact: 05/05/2006 Number of Days to Update: 30 Next Scheduled EDR Contact: 07/31/2006 Data Release Frequency: Quarterly NPIL Site Boundaries Sources: EPA's Environmental Photographic Interpretation Center (EPIC) Telephone: 202-564-7333 EPA Region 1 EPA Region 6 Telephone 617m918-1143 Telephone: 214-655-6659 EPA Region 3 EPA Region 8 Telephone 215-814-5418 Telephone: 303-312-6774 EPA Region 4 Telephone 404-562-8033 Proposed NPL: Proposed National Priority List Sites Date of Government Version: 02/24/2006 Date Data Arrived at EDR: 03/01/2006 Date Made Active in Reports: 03/31/2006 Number of Days to. Update: 30 Source: EPA Telephone: N/A Last EDR Contact: 05/05/2006 Next Scheduled EDR Contact: 07/31/2006 Data Release Frequency: Quarterly DELISTED NPL: National Priority List Deletions The National Oil and Hazardous Substances Pollution Contingency Plan (NCP) establishes the criteria that the EPA uses to delete sites from the NPL. In accordance with 40 CFR 300.425.(e), sites may be deleted from the NPL where no further response is appropriate. Date of Government Version: 02/24/2006 Source: EPA Date Data Arrived at EDR: 03/01/2006 Telephone: N/A Date Made Active in Reports: 03/31/2006 Last EDR Contact: 05/05/2006 Number of Days to Update: 30 Next Scheduled EDR Contact: 07/31/2006 Data Release Frequency: Quarterly NPL RECOVERY: Federal Superfund Liens Federal Superfund Liens. Under the authority granted the USEPA by CERCLA of 1980, the USEPA has the authority to file liens against real property In order to recover remedial action expenditures or when the property owner received nobfication of potential liability. USEPA compiles a listing of filed notices of Superfund Liens. Date of Government Version: 10/15/1991 Source: EPA Date Data Anived at EDR: 02/02/1994 Telephone: 202-564-4267 Date Made Active in Reports: 03/30/1994 Last EDR Contact7 03/06/2006 Number of Days to Update: 56 Next Scheduled EDR Contact. 05/22/2006 Data Release Frequency: No Update Planned TC1672461.1s PageGR-1 GOVERNMENT RECORDS SEARCHED DATA CURRENCY.TRACKING. I I I I CERCLIS: Comprehensive Environmental Response, Compensation, and Liability Information System CERCLIS contains data on potentially hazardous waste sites that have been reported to the USEPA by states, municipalities, private companies and private persons, pursuant to Section 103 of the Comprehensive Environmental Response, Compensation, and Liability Act (CERCLA). CERCLIS contains sites which are either proposed to or on the National Priorities List (NPL) and sites which are in the screening and assessment phase for possible inclusion on the NPL. Date of Government Version: 02/01/2006 Date Data Arrived at EDR: 03/21/2006 Date Made Active in Reports: 04/13/2006 Number of Days to Update: 23 Source: EPA Telephone: 703-413-0223 Last EDR Contact: 03/21/2006 Next Scheduled EDR Contact: 06/19/2006 Data Release Frequency: Quarterly CERCLIS-NFRAP: CERCLIS No Further Remedial Action Planned Archived sites are sites that have been removed and archived from the inventory of CERCLIS sites. Archived status indicates that, to the best of EPA's knowledge, assessment at a site has been completed and that EPA has determined no further steps will be taken to list this site on the National Priorities List (NPL), unless information indicates this decision was not appropriate or other considerations require a recommendation for listing at a later time. This decision does not necessarily mean that there is no hazard associated with a given site; it only means that, based upon available information, the location is not judged to be a potential NPL site. Date of Government Version: 02/01/2006 Date Data Arrived at EDR: 03/21/2006 Date Made Active in Reports: 04/13/2006 Number of Days to Update: 23 Source: EPA Telephone: 703-413-0223 Last EDR Contact: 03/21/2006 Next Scheduled EljR Contact: 06/19/2006 Data Release Frequency: Quarterly CORRACTS: Corrective Action Report CORRACTS identifies hazardous waste handlers with RCRA corrective action activity. Date of Government Version: 03/15/2006 Date Data Arrived at EDR: 03/17/2006 Data Made Active In Reports: 04/13/2006 Number of Days to Update: 27 Source: EPA Telephone: 800-424-9346 Last EDR Contact: 03/06/2006 Next Scheduled EDR Contact: 06/05/2006 Data Release Frequency: Quarterly RCRA: Resource Conservation and Recovery Act Information RCRAInfo is EPA's comprehensive information system, providing access to data supporting the Resource Conservation and Recovery Act (RCRA) of 1976 and the Hazardous and Solid Waste Amendments (HSWA) of 1984. RCRAInfo replaces the data recording and reporting abilities of the Resource Conservation and Recovery Information System (RCRIS). The database Includes selective Information on sites which generate, transport, store, treat and/or dispose of hazardous waste as defined by the Resource Conservation and Recovery Act (RCRA). Conditionally exempt small quantity generators (CESQGs) generate less than 100 kg of hazardous waste, or less than 1 kg of acutely hazardous waste per month. Small quantity generators (SQGs) generate between 100 kg and 1,000 kg of hazardous waste per month. Large quantity generators (LQGs) generate over 1,000 kilograms (kg) of hazardous waste, or over I kg of acutely hazardous waste per month. Transporters are Individuals or entities that move hazardous waste from the generator off -site to a facility that can recycle, treat, store, or dispose of the waste. TSDFs treat store, or dispose of the waste. Date of Government Version: 02/21/2006 Date Data Arrived at EDR: 03/01/2006 Date Made Active In Reports: 03/31/2006 Number of Days to Update: 30 Source: EPA Telephone: 800424-9346 Last EDR Contact: 04/27/2006 Next Scheduled EDR Contact 06/26/2006 Data Release Frequency: Quarterly ERNS: Emergency Response Notification System Emergency Response Noflfic�tion System. ERNS records and stores information on reported releases of oil and.hazardous substances. Date of Government Version: 12/31/2005 Source: National Response Center, United States Coast Guard Date Data Arrived at EDR: 01/12t2006 Telephone: 202-260-2342 Date Made Active in Reports: 02/21/2006 Last EDR Contact 04/26/2006 Number of Days to Update: 40 Next Scheduled EDR Contact 07/24/2006 Data Release Frequency: Annually ITC1672461.1s PageGR-2 GOVERNMENT., RECORDS SEARCHED DATA CURRENCY TRACKING HMIRS: Hazardous Materials Information Reporting System Hazardous Materials Incident Report System. HMIRS contains hazardous material spill Incidents reported to DOT. Date of Government Version: 12/31/2005 Source: U.S. Department of Transportation Date Data Arrived at EDR: 0 1/16/2006 Telephone: 202-366-4555 Date Made Active In Reports: 02/21/2006 Last EDR Contact: 04/14/2006 Number of Days to Update: 36 Next Scheduled EDR Contact: 07/17/2006 Data Release Frequency: Annually US ENG CONTROLS: Engineering Controls Sites List A listing of sites with engineering controls in place. Engineering controls include various forms of caps, building foundations, liners, and treatment methods to create pathway elimination for regulated substances to enter environmental media or effect human health. Date of Government Version: 08/02/2005 Source: Environmental Protection Agency Date Data Arrived at EDR: 08/1212005 Telephone: 703-603-8905 Date Made Active in Reports: 10/06/2005 Last EDR Contact: 03/03/2006 Number of Days to Update: 55 Next Scheduled EDR Contact: 07/03/2006 Data Release Frequency: Varies US INST CONTROL: -Sites with Institutional Controls A listing of sites with institutional controls in place. Institutional controls include administrative measures, such as groundwater use restrictions, construction restrictions, property use restrictions, and post remedlation care requirements intended to prevent exposure to contaminants remaining on site. Deed restrictions are generally required as part of the institutional controls. Date of Government Version: 01/10/2005 Source: Environmental Protection Agency Date Data Arrived at EDR: 02/11/2005 Telephone: 703-603-8905 Date Made Active in Reports: 04/06/2005 Last EDR Contact: 03/03/2006 Number of Days to Update: 54 Next Scheduled EDR Contact: 07/03/2006 Data Release Frequency: Varies DOD: Department of Defense Sites This data set consists of federally owned or administered lands, administered by the Department of Defense, that have any area equal to or greater than 640 acres of the United States, Puerto Rico, and the U.S. Virgin Islands. Date of Government Version: 12�31/2004 Date Data Arrived at EDR: 02108/2005 Date Made Active in Reports: 08/0412005 Number of Days to Update: 177 Source: USGS Telephone: 703-692-8801 Last EDR Contact: 02/06/2006 Next Scheduled EDR Contact: 05/08/2006 Data Release Frequency: Semi -Annually FUDS: Formerly Used Defense Sites The listing Includes locations of Formerly Used Defense Sites properties where the US Army Corps of Engineers is actively working or will take necessary cleanup actions. Date of Government Version: 12/05/2005 Source: U.S. Army Corps of Engineers Date Data Arrived at EDR: 01 /19/2006 Telephone: 202-528-4285 Date Made Active in Reports: 02/21/2006 Last EDR Contact: 04/03/2006 Number of Days to Update: 33 Next Scheduled EDR Contact 07/03/2006 Data Release Frequency: Varies US BROWNFIELDS: A Listing of Brownfields Sites TC1672461.1s PageGR-3 I pi GOVERNMENT RECORDS SEARCHED DATA CURRENCY TRACKING I I I I I I I I I I I Included in the listing are brownfields properties addresses by Cooperative Agreement Recipients and brownfields properties addressed by Targeted Brownfields Assessments. Targeted Brownfields Assessments-EPA's Targeted Brow.nfields Assessments (TBA) program is designed to help states, tribes, and municipalitles—especially those without EPA Brownfields Assessment Demonstration Pilots —minimize the uncertainties of contamination often associated with brownfields. Under the TBA program, EPA provides funding and/or technical assistance for environmental assessments at brownfields sites throughout the country. Targeted Brownfields Assessments supplement and work with other efforts under EPA's Brownfields Initiative to promote cleanup and redevelopment of brownfields. Cooperative Agreement Recipients -States, political subdivisions, territories, and Indian tribes become Brownfields Cleanup Revolving Loan Fund (BCRLF) cooperative agreement recipients when they enter Into BCRLF cooperative agreements with the U.S. EPA. EPA selects BCRLF cooperative agreement recipients based on a proposal and application process. BCRLF cooperative agreement recipients must use EPA funds provided through BCRLF cooperative agreement for specified brownfields-related cleanup activities. Date of Government Version: 11/29/2005 Source: Environmental Protection Agency Date Data Arrived at EDR: 12/05/2005 Telephone: 202-566-2777 Date Made Active in Reports: 01/30/2006 Last EDR Contact: 03/13/2006 Number of Days to Update: 56 Next Scheduled EDR Contact: 06/12/2006 Data Release Frequency: Semi -Annually CONSENT: Superflund (CERCLA) Consent Decrees Major legal settlements that establish responsibility and standards for cleanup at NPL (Superfund) sites. Released periodically by United States District Courts after settlement by parties to litigation matters. Date of Government Version: 12/14/2004 Source: Department of Justice, Consent Decree Library Date Data Arrived at EDR: 02/15/2005 Telephone: Varies Date Made Active in Reports: 04/25/2005 Last EDR Contact 03/13/2006 Number of Days to Update: 69 Next Scheduled EDR Contact: 07/24/2006 Data Release Frequency: Varies ROD: Records Of Decision Record of Decision. ROD documents mandate a permanent remedy at an NPL (Superfund) site containing technical and health information to aid in the cleanup. Date of Government Version: 12/07/2005 Date Data Arrived at EDR: 01/06/2006 Date Made Active in Reports: 02/21/2006 Number of Days to Update: 46 Source: EPA Telephone: 703-416-0223 Last EDR Contact: 04/05/2006 Next Scheduled EDR Contact, 07/03/2006 Data Release Frequency: Annually UMTRA: Uranium Mill Tailings Sites Uranium ore was mined by private companies for federal government use in nallonal defense programs. When the mills shut down, large piles of the sand -like material (mill tailings) remain after uranium has been extracted from the ore. Levels of human exposure to radioactive materials from the piles are low; however, in some cases tailings were used as construction materials before the potential health hazards of the tailings were recognized. Date of Government Version: 11/04/2005 Date Data Arrived at EDR: 11/28/2005 Date Made Active in Reports: 01130/2006 Number of Days to Update: 63 Source: Department of Energy Telephone: 505-845-0011 Last EDR Contact: 03/20/2006 Next Scheduled EDR Contact: 06/19/2006 Data Release Frequency: Varies ODI: Open Dump Inventory An open dump Is defined as a disposal facility that does not comply with one or more of the Part 257 or Part 258 Subtitle D Criteria. Date of Government Version: 06/30/1985 Date Data Arrived at EDR: 08/09/2004 Date Made Acflve In Reports: 09/17/2004 Number of Days to Update: 39 Source: Environmental Protection Agency Telephone: 800-424-9346 Last EDR Contact 06/09/2004 Next Scheduled EDR Contact N/A Data Release Frequency: No Update Planned ITC1672461.1s PageGR-4 GOVERNMENT RECORDS: SEARCHED /.DATA CURRENCY TRACKING.... TRIS: Toxic Chemical Release Inventory System Toxic Release Inventory System. TRIS identifies facilities which release toxic chemicals to the air, water and land in reportable quantities under SARA Title III Section 313. Date of Govemment Version: 12/31/2003 Date Data Arrived at EDR: 07/13/2005 Date Made Active in Reports: 08/17/2005 Number of Days to Update: 35 Source: EPA Telephone: 202-566-02 50 Last EDR Contact: 03/21/2006 Next Scheduled EDR Contact: 06/19/2006 Data Release Frequency: Annually TSCA: Toxic Substances Control Act Toxic Substances Control Act TSCA identifies manufacturers and importers of chemical substances included on the TSCA Chemical Substance Inventory list. It Includes data on the production volume of these substances by plant site. Date of Govemment Version: 12/31/2002 Date Data Arrived at EDR: 04/27/2004 Date Made Active in Reports: 05/21/2004 Number of Days to Update: 24 Source: EPA Telephone: 202-260-5521 Last EDR Contact 04/12/2006 Next Scheduled EDR Contact: 07/17/2006 Data Release Frequency: Every 4 Years FTTS: FIFRA/ TSCA Tracking System - FIFRA (Federal Insecticide, Fungicide, & Rodenticide Act)/TSCA (Toxic Substances Control Act) FTTS tracks administrative cases and pesticide enforcement actions and compliance activities related to FIFRA, TSCA and EPCRA (Emergency Planning and Community Right -to -Know Act). To maintain currency, EDR contacts the Agency on a quartedy basis. Date of Govemment Version: 01/17/2006 Source: EPA/Office of Prevention, Pesticides and Toxic Substances Date Data Ardved at EDR: 01/24/2006 Telephone: 202-566-1667 Date Made Active In Reports: 02/27/2006 Last EDR Contact 03/20/2006 Number of Days to Update: 34 Next Scheduled EDR Contact: 06/1912006 Data Release Frequency: Quarterly FTTS INSP: FIFRA/ TSCA Tracking System - FIFRA (Federal Insecticide, Fungicide, & Rodenticide ActyTSCA (Toxic Substances Control Act) Date of Govemment Version: 01/17/2006 Date Data AnIved at EDR: 01/24/2006 Date Made Active in Reports: 02/27/2006 Number of Days to Update: 34 Source: EPA Telephone: 202-566-1667 Last EDR Contact: 03/20/2006 Next Scheduled EDR Contact: 06/19/2006 Data Release Frequency: Quarterly SSTS: Section 7 Tracking Systems Section 7 of the Federal Insecticide, Fungicide and Rodenficide Act, as amended (92 Stat. 829) requires all registered pesUcide-producing establishments to submit a report to the Environmental Protection Agency by March 1st each year. Each establishment must report the types and amounts of pesticides, active Ingredients and devices being produced, and those having been produced and sold or distributed in the past year. Date of Govemment Version: 12/31/2003 Date Data Arrived at EDR: 01/03/2005 Date Made Active In Reports: 01125/2005 Number of Days to Update: 22 Source: EPA Telephone: 202-564-4203 Last EDR Contact: 03106/2006 Next Scheduled EDR Contact: 07/17/2006 Data Release Frequency: Annually PADS: PCB Activity Database System PCB Activity Database. PADS Identifies generators, transporters, commercial storers and/or brokers and disposers of PCB's who are required to notify the EPA of such activities. Date of Govemment Version: 12/27/2005 Date Data Arrived at EDR: 02/0812006 Date Made Active in Reports: 02127/2006 Number of Days to Update: 19 Source: EPA Telephone: 202-566-0500 Last EDR Contact: 05/08/2006 Next Scheduled EDR Contact: 08/07/2006 Data Release Frequency: Annually TC1672461.1s PageGR-5 I I GOVERNMENT RECORDS, SEARCHED I DATA CLI RRENCY-TRAC KING I I 11 I 11 MLTS: Material Ucensin, Tracking System MILTS is maintained by the Nuclear Regulatory Commission and contains a list of approximately 8,100 sites which possess or use radioactive materials and which are subject to NRC licensing requirements. To maintain currency, EDR contacts the Agency on a quarterly basis. Date of Government Version: 02/1012006 Source: Nuclear Regulatory Commission Date Data Arrived at EDR: 02/16/2006 Telephone: 301-415-7169 Date Made Active in Reports: 03/31/2006 Last EDR Contact 0.4/03/2006 Number of Days to Update: 43 Next Scheduled EDR Contact: 07/03/2006 Data Release Frequency: Quarterly MINES., Mines Master Index File Contains all mine identification numbers Issued for mines active or opened since 1971. The data also includes violation information. Date of Government Version: 11 /08/2005 Source: Department of Labor, Mine Safety and Health Administration Date Data Arrived at EDR: 12/27/2005 Telephone: 303-231-5959 Date Made Active in Reports: 01/30/2006 Last EDR Contact: 03/29/2006 Number of Days to Update: 34 Next Scheduled EDR Contact: 06/26/2006 Data Release Frequency: Semi -Annually FINDS: Facility Index System/Facility Registry System Facility Index System. FINDS contains both facility information and 'pointers' to other sources that contain more detail. EDR includes the following FINDS databases In this report PCS (Permit Compliance System), AIRS (Aeromebic Information Retrieval System), DOCKET (Enforcement Docket used to manage and track information on civil judicial enforcement cases for all environmental statutes), FURS (Federal Underground Injection Control), C-DOCKET (Criminal Docket System used to track criminal enforcement actions for all environmental statutes). FFIS (Federal Facilities Information System), STATE (State Environmental Laws and Statutes), and PADS (PCB Activity Data System). Date of Government Version: 0 1 /09/2006 Date Data Arrived at EDR: 01/16/2006 Date Made Active In Reports: 02/21/2006 Number of Days to Update: 36 Source: EPA Telephone: N/A Last EDR Contact: D4/03/2006 Next Scheduled EDR Contact: 07/03/2006 Data Release Frequency: Quarterly RAATS: RCRA Administrative Action Tracking System RCRA Administration Action Tracking System. RAATS contains records based on enforcement actions issued under RCRA pertaining to major violators and includes administrative and civil actions brought by the EPA. For administration actions after September 30, 1995, data entry in the RAATS database was discontinued. EPA will retain a copy of the database for historical records. It was necessary to terminate RAATS because a decrease in agency resources made it impossible to continue to update the Information contained in the database. Date of Government Version: 04/1711995 Date Data Arrived at EDR: 07/03/1995 Date Made Active in Reports: 08/07/1995 Number of Days to Update: 35 Source: EPA Telephone: 202-564-4104 Last EDR Contact 03/06/2006 Next Scheduled EDR Contact- 06/05/2006 Data Release Frequency: No Update Planned BIRS: Biennial Reporting System The Biennial Reporting System is a national system administered by the EPA that collects data on the generation and management of hazardous waste. BIRS captures detailed data from two groups: Large Quantity Generators (LQG) and Treatment, Storage, and Disposal Facilities. Date of Government Version: 12/31/2003 Date Data Arrived at EDR: 06/17/2005 Date Made Active in Reports: 08/04/2005 Number of Days to Update: 48 Source: EPA/NTIS Telephone: 800-424-9346 Last EDR Contact 03/17/2006 Next Scheduled EDR Contact 06112/2006 Data Release Frequency: Biennially ITC1672461.11s PageGR-6 :.GOVERNMENT RECORDS.. SEARCHED/ DATA CURRENCY TRACKING_-.. STATE AND LOCAL RECORDS CSCSL: Confirmed & Suspected Contaminated Sites List ... State Hazardous Waste Sites. State hazardous waste site records are the states' equivalent to CERCLIS. These sites may or may not already be listed on the federal CERCLIS IisL Priority sites planned for cleanup using state funds (state equivalent of Superfund) are identified along with sites where cleanup will be paid for by potentially responsible parties. Available information varies by state. Date of Government Version: 03/08/2006 Date Data Arrived at EDR: 03/08/2006 Date Made Active in Reports: 04/13/2006 Number of Days to Update: 36 Source: Department of Ecology Telephone: 360-407-7200 Last EDR Contact: 03/08/2006 Next Scheduled EDR Contact 05/15/2006 Data Release Frequency: Semi -Annually HSL: Hazardous Sites List The Hazardous Sites List is a subset of the CSCSL Report. It includes sites which have been assessed and ranked using the Washington Ranking Method (WARM). Date of Government Version: 02/22/2006 Date Data Arrived at EDR: 03/27/2006 Date Made Active In Reports: 04/13/2006 Number of Days to Update: 17 Source: Department of Ecology Telephone: 360-407-7200 Last EDR Contact: 03/07/2006 Next Scheduled EDR Contact- 06/05/2006 Data Release Frequency: Semi -Annually CSCSIL NFA: Confirmed & Contaminated Sites - No Further Action The data set contains information about sites previously on the Confirmed and Suspected Contaminated Sites list that have received a No Further Action (NFA) determination. Because it is necessary to maintain historical records of sites that have been investigated and cleaned up, sites are not deleted from the database when cleanup activities are completed. Instead, a No Further Action code is entered based upon the type of NFA determination the site received. Date of Government Version: 02/09/2006 Date Data Arrived at EDR: 02114/2006 Date Made Active in Reports: 03/15/2006 Number of Days to Update: 29 Source: Department of Ecology Telephone: 360-407-7170 Last EDR Contact: 02/14/2006 Next Scheduled EDR Contact: 05/15/2006 Data Release Frequency: Semi -Annually SWF/LF: Solid Waste Facility Database Solid Waste Facilifles/Landfill Sites. SWF/LF type records typically contain an Inventory of solid waste disposal facilities or landfills in a particular state. Depending on the state, these may be active or Inactive facilities or open dumps that failed to meet RCRA Subtitle D Section 4004 criteria for solid waste landfills or disposal sites. Date of Government Version: 10/01/2004 Source: Department of Ecology Date Data Arrived at EDR: 01/06/2005 Telephone: 360-407-6132 Date Made Active In Reports: 02102/2005 Last EDR Contact: 04/05/2006 Number of Days to Update: 27 Next Scheduled EDR Contact: 07/03/2006 Data Release Frequency: Annually SWTIRE: Solid Waste Tire Facilities . This study Identified sites statewide with unauthorized accumulations of scrap tires. Date of Government Version: 11/01/2005 Date Data Arrived at EDR: 03/16/2006 Date Made Active in Reports: 04113/2006 Number of Days to Update: 28 Source: Department of Ecology Telephone: NIA Last EDR Contact: 04/05/2006 Next Scheduled EDR Contact: 07/03/2006 Data Release Frequency: Varies LUST: Leaking Underground Storage Tanks Site List Leaking Underground Storage Tank Incident Reports. LUST records contain an inventory of reported leaking underground storage tank incidents. Not all states maintain these records, and the information stored varies by state. TC1672461.1s PageGR-7 RECORDS SEARCHED DATA CURRENCY TRACKING I I Date of Government Version: 03/08/2006 Date Data Arrived at EDR: 03/16/2006 Date Made Active In Reports: 04/1312006 Number of Days to Update: 28 Source: Department of Ecology Telephone: 360-407-7200 Last EDR Contact 03/16/2006 Next Scheduled EDR Contact: 06/12/2006 Data Release Frequency: Quarterly LIST: Underground Storage Tank Database Registered Underground Storage Tanks. UST's are regulated under Subtitle I of the Resource Conservation and Recovery Act (RCRA) and must be registered with the state department responsible for administering the UST program. Available Information varies by state program. Date of Government Version: 01/03/2006 Date Data Arrived at EDR: 01/10/2006 Date Made Active In Reports: 01/31/2006 Number of Days to Update: 21 Source: Department of Ecology Telephone: 360-407-7170 Last EDR Contact: 04/28/2006 Next Scheduled EDR Contact 06/12/2006 Data Release Frequency: Quarterly AST: Aboveground Storage Tank Locations A listing of aboveground storage tank locations regulated by the Department of Ecology's Spill Prevention, Preparedness and Response Program. Date of Government Version: 12/13/2005 Date Data Arrived at EDR: 12/1412005 Date Made Active In Reports: 01/16/2006 Number of Days to Update: 3� Source: Department of Ecology Telephone: 360-407-7562 Last EDR Contact: 02/27/2006 Next Scheduled EDR Contact: 05/29/2006 Data Release Frequency: Varies SPILLS: Reported Spills Spills reported to the Spill Prevention, Preparedness and Response Division. Date of Government Version: 12/3112005 Date Data Arrived at EDR: 01/1112006 Date Made Achve In Reports: 02101/2006 Number of Days to Update: 21 INST CONTROL: Institutional Control Site List Sites that have institutional controls. Date. of Government Version: 03/07/2006 Date Data Arrived at EDR: 03/08/2006 Date Made Active in Reports: 04/13/2006 Number of Days to Update: 36 Source: Department of Ecology Telephone: 360-407-7450 Last EDR Contact: 04/12/2006 Next Scheduled EDR Contact 07/03/2006 Data Release Frequency: Semi -Annually Source: Department of Ecology Telephone: 360-407-7170 Last EDR Contact: 03/06/2006 Next Scheduled EDR Contact: 06/05/2006 Data Release Frequency: Varies VCP: Voluntary Cleanup Program Sites Sites that hove entered either the Voluntary Cleanup Program or its predecessor Independent Remedial Action Program. Date of Government Version: 03/08/2006 Date Data Arrived at EDR: 03108/2006 Date Made Active in Reports: 04/13/2006 Number of Days to Update: 36 Source: Department of Ecology Telephone: 360-407-7200 Last EDR Contact: 03/08/2006 Next Scheduled EDR Contact: 05/15/2006 Data Release Frequency: Varies ICR: Independent Cleanup Reports These are remedial action reports Ecology has received from either the owner or operator of the sites. These actions have been conducted without department oversight or approval and are not under an order or decree. This database is no longer updated by the Department of Ecology. TC1672461.1s PageGR-8 .....--GOVERNM ENT RECORDS SEARCHED DATA CURRENCY TRACKING Date of Government Version: 12/01/2002 Date Data Arrived at EDR: 01/03/2003 Date Made Active in Reports: 01/22/2003 Number of Days to Update: 19 Source: Department of Ecology Telephone: 360-407-7�00 Last EDR Contact: 02/13/2006 Next Scheduled EDR Contact: 05/15/2006 Data Release Frequency: No Update Planned DRYCLEANERS: Drycleaner List A listing of registered drycleaners who registered with the Department of Ecology (using the SIC code of 7215 and 7216) as hazardous waste generators. Date of Government Version: 01/12/2006 Date Data Arrived at EDR: 03/23/2006 Date Made Active in Reports: 04/13/2006 Number of Days to Update: 21 Source: Department of Ecology Telephone: 360-407-6732 Last EDR Contact: 03/13/2006 Next Scheduled EDR Contact: 05/15/2006 Data Release Frequency: Varies CDL: Clandestine Drug Lab Contaminated Site List Illegal methamphetamine labs use hazardous chemicals that create public health hazards. Chemicals and residues can cause bums, respiratory and neurological damage, and death. Biological hazards associated with Intravenous needles, faces, and blood also pose health risks. Date of Government Version: 02/16/2006 Date Data Arrived at EDR: 03/07/2006 Date Made Active in Reports: 04/13/2006 Number of Days to Update: 37 EMI: Washington Emissions Data System . Date of Government Version: 12/31/2004 Date Data Arrived at EDR: 03/16/2006 Date Made Active in Reports: 04/13/2006 Number of Days to Update: 28 INACTIVE DRYCLEANERS: Inactive Drycleaners A listing of inactive drycleaner facility locations. Date of Government Version: 01/12/2006 Date Data Arrived at EDR: 03/23/2006 Date Made Active In Reports: 04/13/2006 Number of Days to Update: 21 TRIBAL RECORDS Source: Department of Health Telephone: 360-236-3380 Last EDR Contact: 03/07/2006 Next Scheduled EDR Contact: 06/05/2006 Data Release Frequency: Varies Source: Department of Ecology Telephone: 360-407-6040 Last EDR Contact: 04/11/2006 Next Scheduled EDR Contact: 07/17/2006 Data Release Frequency: Annually Source: Department of Ecology Telephone: 360-407-6732 Last EDR Contact: 03/23/0206 Next Scheduled EDR Contact: 05/15/2006 Data Release Frequency: Annually INDIAN RESERV: Indian Reservations This map layer portrays Indian administered lands of the United States that have any area equal to or greater than 640 acres. Date of Government Version: 12/31/2004 Date Data Arrived at EDR: 02/08/2005 Date Made Active In Reports: 08/04/2005 Number of Days to Update: 177 Source: USGS Telephone: 202-208-3710 Last EDR Contact 02/06/2006 Next Scheduled EDR Contact 05/08/2006 Data Release Frequency: Semi -Annually INDIAN LUST: Leaking Underground Storage Tanks on Indian Land LUSTs on Indian land in Alaska, Idaho, Oregon and Washington. Date of Government Version: 03/14/2006 Date Data Arrived at EDR: 03/21/2006 Date Made Active in Reports: 04/13/2006 Number of Days to Update: 23 Source: EPA Region 10 Telephone: 206-553-2857 Last EDR Contact: 02/20/2006 Next Scheduled EDR Contact: 05/22/2006 Data Release Frequency: Varies TC1672461.1s Page GR-9 I I GOVERNMENT RECORDS SEARCHED DATA: CURRENCY. TRAdKING I INDIAN UST: Underground Storage Tanls on Indian land Date of Government Version: 04/05/2006 Source: EPA Region 10 Date Data Arrived at EDR: 04/05/2D06 Telephone: 206-553-2857 Date Made Active in Reports: 04113/2006 Last EDR Contact: 04/05/2006 Number of Days to Update: 8 Next Scheduled EDR Contact: 05122/2006 Data Release Frequency: Varies EDR PROPRIETARY RECORDS Manufactured Gas Plants: EDR Proprietary Manufactured Gas Plants The EDR Proprietary Manufactured Gas Plant Database includes records of coal gas plants (manufactured gas plants) compiled by EDR's researchers. Manufactured gas sites were used in the United States from the 1800's to 1950's to produce a gas that could be distributed and used as fuel. These plants used whale oil, rosin, coal, or a mixture of coal, oil, and water that also produced a significant amount of waste. Many of the byproducts of the gas production, such as coal tar (oily waste containing volatile and non-volatile chemicals), sludges, oils and other compounds are potentially hazardous to human health and the environment. The byproduct from this process was frequently disposed of directly at the plant site and can remain or spread slowly, serving as a continuous source of soil and groundwater contamination. Date of Government Version: N/A Source: EDR, Inc. Date Data Arrived at EDR: N/A Telephone: N/A Date Made Active in Reports: N/A Last EDR Contact N/A Number of Days to Update: N/A Next Scheduled EDR Contact: N/A Data Release Frequency: No Update Planned COUNTYRECORDS. KING COUNTY: Abandoned Landfill Study in King County The King County Abandoned Landfill Survey was conducted from October through December 1984 by the Health Department's Environmental Health Division at the request of the King County Council. The primary objective of the survey was to determine if any public health problems existed at the predetermined 24 sites. Date of Government Version: 04/30/1985 Source: Seattle -King County Department of Public Health Date Data Arrived at EDR: 11/07/1994 Telephone: 206-296-4785 Date Made Active In Reports: N/A Last EDR Contact: 10/21/1994 Number of Days to Update: 0 Next Scheduled EDR Contact: N/A Data Release Frequency: No Update Planned ISEATTLE COUNTY: Abandoned Landfill Study In the City of Seattle The Seattle Abandoned Landfill Survey was conducted in June and July of 1984 by the Health Department's Environmental Health Division at the request of the Mayor's Office. The primary objective of the survey was to determine If any public health problems existed at the predetermined 1.2 sites. Date of Government Version: 07/30/1984 Source: Seattle - King County Department of Public Health Date Data Arrived at EDR: 11/07/1994 Telephone: 206-296-4785 Date Made Active in Reports: N/A Last EDR Contact: 10/2111994 Number of Days to Update: 0 Next Scheduled EDR Contact: N/A Data Release Frequency: No Update Planned SEATTLEIKING COUNTY: Seattle - King County Abandoned Landfill Toxicity I Hazard Assessment Project This report presents the Seattle -King County Health Department's follow-up investigation of two city owned and 0 four county owned abandoned landfills which was conducted from February to December 1986. I I ITC167246i.Is PageGR-10 GOVERNMENT RECORDS- SEARCHED /DATA. CURRENCY TRACKINIG, I Date of Government Version: 12/31/1986 Source: Department of Public Health Date Data Arrived at EDR: 08/18/1995 Telephone: 206-296-4785 Date Made AcUve in Reports: 09/20/1995 . Last EDR Contact 08114/1995 Number of Days to Update: 33 Next Scheduled EDR Contact: N/A Data Release Frequency: No Update Planned SNOHOMISH COUNTY: Solid Waste Sites of Record at Snohomish Health District Date of Government Version: 02/28/2005 Source: Snohomish Health District Date Data Arrived at EDR: 04/28/2005 Telephone: 206-339-5250 Date Made Acbve in Reports: 05/26/2005 Last EDR Contact. 04/12/2006 Number of Days to Update: 28 Next Scheduled EDR Contact: 07/17/2006 Data Release Frequency: Semi -Annually TACOMA/PIERCE COUNTY: Closed Landfill Survey Following numerous requests for information about closed dumpsites and landfills in Pierce County, the Tacoma -Pierce County Health Department decided to conduct a study on the matter. The aim of the study was to evaluate public health risks associated with the closed dumpsites and landfills, and to determine the need, if any, for further investigations of a more detailed nature. The sites represent all of the known dumpsites and landfills closed after 1950. Date of Government Version: 09/01/2002 Source: Tacoma -Pierce County Health Department Date Data Arrived at EDR: 03124/2003 Telephone: 206-591-6500 Date Made Active in Reports: 05/14/2003 Last EDR Contact: 03/19/2003 Number of Days to Update: 51 Next Scheduled EDR Contact: NIA Data Release Frequency: No Update Planned OTHER DATABASE(S) Depending on the geographic area covered by this report, the data provided in these specialty databases may or may not be complete. For example, the existence of wetlands Information data in a specific report does not mean that all wetlands in the area covered by the report are Included. Moreover, the absence of any reported wetlands Information does not necessarily mean that wetlands do not exist In the area covered by the report. CT MANIFEST: Hazardous Waste Manifest Data Facility and manifest data. Manifest is a document that lists and tracks hazardous waste from the generator through transporters to a tsd facility. Date of Government Version: 12/31/2004 Source: Department of Environmental Protection Date Data Arrived at EDR: 02117/2006 Telephone: 860-424-3375 Date Made Active in Reports: 04/07/2006 Last EDR Contact: 03/13/2006 Number of Days to Update: 49 Next Scheduled EDR Contact: 06/12/2006 Data Release Frequency: Annually NY MANIFEST: Facility and Manifest Data Manifest is a document that lists and tracks hazardous waste from the generator through transporters to a TSD facility. Date of Government Version: 12/31/2005 Source: Department of Environmental Conservation Date Data Arrived at EDR: 03/01/2006 Telephone: 518-402-8651 Date Made Active in Reports: 04/20/2006 Last EDR Contact 03/01/2006 Number of Days to Update: 50 Next Scheduled EDR Contact: 05/29/2006 Data Release Frequency* Annually TC1672461.1s PageGR-11 -,GOVERNMENT RECORDS SEARCHED DATA -CURRENCY TRACKING WI MANIFEST: Manifest Information Hazardous Waste manifest information. Date of Government Version: 12/31/2005 Date Data Arrived at EDR: 03/17/2006 Date Made Active In Reports: 05/02/2006 Number of Days to Update: 46 Source: Department of Natural Resources Telephone: N/A Last EDR Contact: 03/17/2006 Next Scheduled EDR Contact: 07/10/2006 Data Release Frequency- Annually Cill/Gas Pipelines: This data was obtained by EDR from the USGS In 1994. It is referred to by USGS as GeoData Digital Line Graphs from 1:100,000-Scale Maps. It was extracted from the transportation category including some oil, but primarily gas pipelines. Electric Power Transmission Line Data Source: PennWell Corporation Telephone: (800) 823-6277 This map includes information copyrighted by PennWell Corporation. This information is provided on a best effort basis and PennWell Corporation does not guarantee its accuracy nor warrant Its fitness for any particular purpose. Such information has been reprinted with the permission of PennWell. Sensitive Receptors: There are individuals deemed sensitive receptors due to their fragile Immune systems and special sensitivity to environmental discharges. These sensitive receptors typically include the elderly, the sick, and children. While the location of all sensitive receptors cannot be determined, EDR Indicates those buildings and facilities - schools, daycares, hospitals, medical centers, and nursing homes - where Individuals who are sensitive receptors are likely to be located. AHA Hospitals: Source: American Hospital Association, Inc. Telephone* 312-280-5991 The database includes a listing of hospitals based on the American Hospital Association's annual survey of hospitals. Medical Centers: Provider of Services Listing Source: Centers for Medicare & Medicaid Services Telephone: 410-786-3000 A listing of hospitals with Medicare provider number. produced by Centers of Medicare & Medicaid Services, a federal agency Within the U.S. Department of Health and Human Services. Nursing Homes Source: National Institutes of Health Telephone: 301-594-6248 Information on Medicare and Medicaid certified nursing homes In the United States. Public Schools Source: National Center for Education Statistics Telephone: 202-502-7300 The National Center for Education Statistics' primary database on elementary and secondary public education in the United States. It Is a comprehensive, annual, national statistical database of all public elementary and secondary schools and school districts, which contains data that are comparable across all states. Private Schools Source: National Center for Education Statistics Telephone: 202-502-7300 The National Center for Education Statistics' primary database on private school locations In the United States. Daycare Centers: Daycare Center Listing Source: Department of Social & Health Services Telephone: 253-383-1735 Flood Zone Data: This data, available In select counties across the country, was obtained by EDR in 1999 from the Federal Emergency Management Agency (FEMA). Data depicts 1 00-year and 500-year flood zones as defined by FEMA. NWI: National Wetlands Inventory. This data, available in select counties across the country, was obtained by EDR in 2002 from the U.S. Fish and Wildlife Service. TC1672461.1s PageGR-12 . . ..... ... GOVERNMENT RECORDS SEARCHEDT DATA CURRENCY TRACKING. STREET AND ADDRESS INFORMATION 0 2006 Tale Atlas North America, Inc. All rights reserved. This material is proprietary and the subject of copyright protection and other intellectual property rights owned by or licensed to Tele Atlas North America, Inc. The use of this material is subject to the terms of a license agreement. You will be held liable for any unauthorized copying or disclosure of this material. TC1672461.1s PageGR-13 I I GEOCHEQK @-'PHYSICAL SETTING SOURCE ADDENPUM TARGET PROPERTY ADDRESS 232ND MIXED -USE REZONE SITE 23012 EDMONDS WAY EDMONDS, WA 98020 TARGET PROPERTY COORDINATES Latitude (North): 47.78970 - 47' 47' 22.9" Longitude (West): 122.3564 - 122* 21'23.0" Universal Tranverse Mercator: Zone 10 UTM X (Meters): 548205.9 UTM Y (Meters): 5292908.5 Elevation: 370 ft. above sea level USGS TOPOGRAPHIC MAP Target Property Map: 47122-G3 EDMONDS EAST, WA Most Recent Revision: 1981 West Map: 47122-G4 EDMONDS WEST, WA Most Recent Revision: 1981 EDR's GeoCheck Physical Setting Source Addendum is provided to assist the environmental professional in forming an opinion about the impact of potential contaminant migration. Assessment of the impact of contaminant migration generally has two principle investigative components: 1. Groundwater flow direction, and 2. Groundwater flow velocity. Groundwater low direction may be impacted by surface topography, hydrology, hydrogeology, characteristics of the soil, and nearby wells. Groundwater flow velocity is generally impacted by the nature of the geologic strata. TC1672461.1s PageA-1 GEOCHECW - PHYSICAL.SETTING. SOURCE SUMMARY GROUNDWATER FLOW DIRECTION INFORMATION Groundwater flow direction for a particular site is best determined by a qualified environmental professional using site -specific well data. If such data is not reasonably ascertainable, it may be necessary to rely on other sources of information, such as surface topographic information, hydrologic information, hydrogeologic data collected on nearby properties, and regional groundwater flow information (from deep aquifers). TOPOGRAPHIC INFORMATION Surface topography may be indicative of the direction of surficial groundwater flow. This information can be used to assist the environmental professional in forming an opinion about the impact of nearby contaminated properties or, should contamination exist on the target property, what downgradient sites might be impacted. TARGET PROPERTY TOPOGRAPHY General Topographic Gradient: General NW SURROUNDING TOPOGRAPHY: ELEVATION PROFILES G, & C 6 ............ _ �t r_ 0 M W North Target Property Elevation: 370 ft. TP TIP 0 1/2 South 1 Miles Source: Topography has been determined from the USGS 7.5' Digital Elevation Model and should be evaluated on a relative (not an absolute) basis. Relative elevation information between sites of close proximity should be field verified. TC1672461.1s PageA-2 GEOCHECK -'PHYSICAL SETTING SOURCE SUMMARY HYDROLOGIC INFORMATION Surface water can act as a hydrologic barrier to groundwater flow. Such hydrologic information can be used to assist the environmental professional in forming,an opinion about the impact of nearby contaminated properties or, should contamination exist on the target property, what downgradient sites might be impacted. Refer to the Physical Setting Source Map following this summary for hydrologic information (major waterways and bodies of water). FEMA FLOOD ZONE Tar.get Property County SNOHOMISH, WA Flood Plain Panel at Target Property: Additional Panels in search area: NATIONAL WETLAND INVENTORY NWI Quad at Target Property EDMONDS EAST FEMA Flood Electronic Data YES - refer to the Overview Map and Detail Map 5355340470C 5301630005D 5303080001A 5355340465B 53033CO04OF NWI Electronic Data Coverage YES - refer to the Overview Map and Detail Map HYDROGEOLOGIC INFORMATION Hydrogeologic information obtained by installation of wells on a specific site can often be an indicator of groundwater flow direction in the immediate area. Such hydrogeologic information can be used to assist the environmental professional in forming an opinion about the impact of nearby contaminated properties or, should contamination exist on the target property, what downgradient sites might be impacted. Site-Specfflc Hydrogeological Data*�* Search Radius: 1.25 miles Status: Not found AQUIFLOWO Search Radius: 1.000 Mile. EDR has developed the AQUIFLOW Information System to provide data on the general direction of groundwater flow at specific points. EDR has reviewed reports submitted by environmental professionals to regulatory authorities at select sites and has extracted the date of the report, groundwater flow direction as determined hydrogeologically, and the depth to water table. LOCATION GENERAL DIRECTION MAP ID FROM TP GROUNDWATER FLOW 9 1/2 - 1 Mile East S For additional site information, refer to Physical Setting Source Map Findings. Sb-.$ " C ig!" al date galhered by CERCUS Alone. Inc., Bainbridge Island. INX Ali ftft reserved. AD of the Warmatton and opinions presented we those of ft cited EPA report(s), which were completed Under 01 glLpreh=t geolognet'sl Response Compensation and Liability b'dormalion System (CERCLIS) Investigation. TC1672461.1s PageA-3 GEOCHECW - P*HYSICAL SETTING SOURCE SUMMARY:', 1 7 GROUNDWATER FLOW VELOCITY INFORMATION Groundwater flow velocity information for a particular site is best determined by a qualified environmental professional using site specific geologic and soil strata data. If such data are not reasonably ascertainable, it may be necessary to rely on other sources of information, including geologic age identification, rock stratigraphic unit and soil characteristics data collected on nearby properties and regional soil information. In general, contaminant plumes move more quickly through sandy -gravelly types of soils than silty -clayey types of soils. N GEOLOGIC INFORMATION IN GENERAL AREA OF TARGET PROPERTY Geologic information can be used by the environmental professional in forming an opinion about the relative speed at which contaminant migrabon may be occurring. ROCK STRATIGRAPHIC UNIT GEOLOGIC AGE IDENTIFICATION �ra: Cenozoic Category: Stratifed Sequence System: Quaternary Series: Quaternary Code: Q (decoded above as Era, System & Series) Geologic Age and Rock Stratigraphic Unit Source: P.G. Schruben, R.E. Arndt and W.J. Bawlec, Geology of the Conterminous U.S. at 1:2,500,000 Scale - a digital representation of the 1974 P.B. King and H.M. Beikman Map, USGS Digital Data Series DDS - 11 (1994). TC1672461.1s PageA-4 I SSURGO SOIL MAP - 1672461.1 s Target P,o,erl, SSURGO Soil water 2 2 0 1/16 118 114 Milo SITE NAME: 232nd Mtked-Use Rezone She CLIENT: lqelnfelder, Inc. ADDRESS: 23012 Edmonds Way CONTACT: Ted W. Sykes * Edmonds WA 98020 INQUIRY #: 1672461.1s LAT/LONG: 47.7897/122.3564 DATE: May 10, 2006 Capyrighl * 2005 EDR, Inc. * 20M Tole Al Rol. 07rM. GEOCHECKS PHYSICAL SETTING SOURCE SUMMARY DOMINANT SOIL COMPOSITION IN GENERAL AREA OF TARGET PROPERTY The U.S. Department of Agriculture's (USDA) Soil Conservation Service (SCS) leads the National Cooperative Soil Survey (NCSS) and is responsible for collecting, storing, maintaining and distributing soil survey information for privately owned lands in the United States. A soil map in a soil survey is a representation of soil patterns in a landscape. The following information is based on Soil Conservation Service SSURGO data. Soil Map ID: 1 Soil Component Name: ALDERWOOD Soil Surface Texture: gravelly - sandy loam Hydrologic Group: Class C - Slow infiltration rates. Soils with layers impeding downward movement of water, or soils with moderately fine or fine textures. Soil Drainage Class: Moderately well drained. Soils have a layer of low hydraulic conductivity, wet state high in the profile. Depth to water table is 3 to 6 feet. Hydric Status: Soil does not meet the requirements for a hydric soil. Corrosion Potential - Uncoated Steel: MODERATE Depth to Bedrock Min: > 0 inches Depth to Bedrock Max: > 0 inches Soil Layer Information Boundary Classification Layer Upper Lower Soil Texture Class AASHTO Group Unified Soil Permeabill oi eaction Rate (in/hr) (pH) 1 0 inches 7 Inches gravelly - Granula� COARSE -GRAINED Max: 6.00 Max: 6.50 sandy loam materials (35 SOILS, Gravels, Min: 2.00 Min: 5.10 pcL or less Gravels With passing No. fines, Silty 200), Stone Gravel Fragments, Gravel and Sand. 2 7 inches 35inches very gravelly - Granular COARSE -GRAINED Max: 6.00 Max: 6.50 loam materials (35 SOILS, Gravels, Min: 2.00 Min: 5.60 pct or less Gravels with passing No. fines, Silty 200), Stone Gravel Fragments, Gravel and Sand. 3 35inches 60-inches 1 cemented 1 Not reported Not reported Max: 0.00 Max: 0.00 1 1 Min: 0.00 Min: 0.00 TC1672461.1s PageA-6 GEOCHECe- - PHYSICALSETTING'SOURCE SUMMARY' Soil Map ID: 2 Soil Component Name: ALDERWOOD Soil Surface Texture: gravelly - sandy loam Hydrologic Group: Class C - Slow infiltration rates. Soils with layers impeding downward movement of water, or soils with moderately fine or fine textures. Soil Drainage Class: Moderately well drained. Soils have a layer of low hydraulic conductivity, wet state high in the profile. Depth to water table is 3 to 6 feet. Hydric Status: Soil does not meet the requirements for a hydric soil. Corrosion Potential - Uncoated Steel: MODERATE Depth to Bedrock Min: > 0 inches Depth to Bedrock Max: > 0 inches Soil Layer Information Boundary Classification Layer Upper Lower Soil Texture Class AASHTO Group Unified Soil Permeability Soil Reaction Rate (in/hr) (pH) 1 0 inches 7 inches gravelly - Granular COARSE -GRAINED Max: 6.00 Max: 6.50 sandy loam materials (35 SOILS, Gravels, Min: 2.00 Min: 5.10 pcL or less Gravels with passing No. fines,'Silty 200), Stone Gravel Fragments, Gravel and Sand. 2 7 inches 351nches very gravelly - Granular COARSE -GRAINED Max: 6.00 Max: 6.50 loam materials (35 SOILS, Gravels, Min: 2.00 Min: 5.60 pcL or less Gravels with passing No. fines, Silty 200), Stone Gravel Fragments, Gravel and I Sand. I 3 35inches Winches cemented Not reported Not reported Max: 0.00 Max: 0.00 I I I I Min: 0.00 Min: 0.00 Soil Map ID: 3 Soil Component Name: Soil Surface Texture: Hydrologic Group: Soil Drainage Class EVERETT gravelly - sandy loam Class A - High infiltration rates. Soils are deep, well drained to excessively drained sands and gravels. Somewhat excessive. Soils have high hydraulic conductivity and low water holding capacity. Depth to water table is more than 6 feet. TC1672461.1s PageA-7 GEOCHECKO PHYSICAL'stTTING SOURCE SUMMARY Hydric Status: Soil does not meet the requirements for a hydric soil. Corrosion Potential - Uncoated Steel: MODERATE Depth to Bedrock Min: > 0 inches Depth to Bedrock Max: > 0 inches Soil Layer Information Boundary Classification Layer Upper Lower Soil Texture Class AASHTO Group Unified Soil Permeability Soil Reaction Rate (in/hr) (pH) 1 0 inches 6 inches gravelly - Granular COARSE -GRAINED Max: 6.00 Max: 6.50 sandy loam materials (35 SOILS, Sands, Min: 2.00 Min: 5.60 pct or less Sands with fines, passing No. Silty Sand. 200), Stone Fragments, Graveland Sand. 2 6inches 18inches very gravelly - Granular COARSE -GRAINED Max: 20.00 Max: 6.50 sandy loam materials (35 SOILS, Gravels, Min: 6.00 Min: 5.60 pct or less Gravels with passing No. fines, Silty 200), Stone Gravel Fragments, Graveland Sand. 3 18inches Winches very gravelly - Granular COARSE -GRAINED Max: 20.00 Max: 6.50 coarse sand materials (35 SOILS, Gravels, Min: 20.00 Min: 5.60 pct or less Clean gravels, passing No. Poorly Graded 200), Stone Gravel. Fragments. Graveland Sand. Soil Map ID: 4 Soil Component Name: Soil Surface Texture: Hydrologic Group: Soil Drainage Class PITS variable Class A - High infiltration rates. Soils are deep, well drained to excessively drained sands and gravels. Somewhat excessive. Soils have high hydraulic conductivity and low water holding capacity. Depth to water table is more than 6 feet. TC1672461.1s PageA-8 11 I ] GEOCHECO.. r,P'HY*'SIC* AL SETTING SOURCE SUMMARY Hydric Status: Soil does not meet the requirements for a hydric soil. Corrosion Potential - Uncoated Steel: Not Reported Depth to Bedrock Min: > 0 inches Depth to Bedrock Max: > 0 inches Sol[ Layer Information Boundary Classification Layer Upper Lower Soil Texture Class AASHTO Group Unified Soil Permeability Rate (In/hr) Soil Reaction (pH) 1 0 inches .60inches variable Not reported Not reported Max: 0.00 Min: 0.00 Max: 0.00 Min: 0.00 Soil Map ID: 5 Soil Component Name: ALDERWOOD Soil Surface Texture: gravelly - sandy loam Hydrologic Group: Class C - Slow infiltration rates. Soils with layers impeding downward movement of water, or soils with moderately fine or fine textures. Soil Drainage Class: Moderately well drained. Soils have a layer of low hydraulic conductivity, wet state high in the profile. Depth to water table is 3 to 6 feet. Hydric Status: Soil does not meet the requirements for a hydric soil. Corrosion Potential - Uncoated Steel: MODERATE Depth to Bedrock Min: > 0 inches Depth to Bedrock Max: > 0 Inches Soil Layer Information Boundary Classification Layer Upper Lower Soil Texture Class AASHTO Group Unified Soil Permeabili Soil Reaction Rate (In/hr) (pH) 1 0 inches 7 inches gravelly - Granular COARSE -GRAINED Max: 6.00 Max: 6.50 sandy loam materials (35 SOILS, Gravels, Min: 2.00 Min: 5.10 pct or less Gravels with passing No. fines, Silty 200), Stone Gravel Fragments, Gravelland I Sand. I I TC1672461.1s PageA-9 GEOCHECKO, PHYSICAL SETTING SOURCE SUMMARY Soil Layer Information Boundary Classification Layer Upper Lower Soil Texture Class AASHTO Group Unified Soil Permeability Soil Reaction Rate (In/hr) (pH) 2 7 inches 35inches very gravelly - Granular COARSE -GRAINED Max: 6.00 Max: 6.50 loam materials (35 SOILS, Gravels, Min: 2.00 Min: 5.60 pct orless Gravels with passing No. fines, Silty 200), Stone Gravel Fragments, Graveland Sand. 3 35inches Winches cemented Not reported Not reported Max: 0.00 Max: 0.00 I I Min: 0.00 Min: 0.00 Soil Map ID: 6 Soil Component Name: MCKENNA Soil Surface Texture: gravelly - silt loam Hydrologic Group: Class D - Very slow infiltration rates. Soils are clayey, have a high water table, or are shallow to an impervious layer. Soil Drainage Class: Poorly. Soils may have a saturated zone, a layer of low hydraulic conductivity, or seepage. Depth to water table is less than 1 foot. Hydric Status: Soil meets the requirements for a hydHc soil. Corrosion Potential - Uncoated Steel: HIGH Depth to Bedrock Min: > 0 inches Depth to Bedrock Max: > 0 inches Soil Layer Information Boundary Classification Layer Upper Lower Soil Texture Class AASHTO Group Unified Soil Permeability Soil Reaction Rate (In/hr) (pH) 1 0 inches 8 inches gravelly - silt Silt -Clay COARSE -GRAINED Max: 2.00 Max: 6.00 loam Materials (more SOILS, Gravels, Min: 0.60 Min: 4.50 than 35 pct. Gravels with passing No. fines, Silty 200), Silty Gravel Soils. TC1672461.1s PageA-10 GEOCHECKS - PHYSICAL SETTING SOURCE SUMMARY Soil Layer Information Boundary Classification Layer Upper Lower Soil Texture Class AASHTO Group Unified Soil Permeability Soil Reaction Rate (In/hr) (pH) 2 8 inches 33inches gravelly - silt Silt -Clay FINE-GRAINED Max: 0.10 Max: 6.00 loam Materials (more SOILS, Silts and Min: 0.00 Min: 5.10 than 35 pct. Clays (liquid passing No. limit less than 200), Silty 50%), Lean Clay Soils. 3 331nches 60inches I cemented Not reported I Not reported Max: 0.00 1 Max: 0.00 I I Min: 0.00 Min: 0.00 LOCAL I REGIONAL WATER AGENCY RECORDS EDR Local/Regional Water Agency records provide water well information to assist the environmental professional in assessing sources that may impact ground water flow direction, and in forming an opinion about the impact of contaminant migration on nearby drinking water wells. WELL SEARCH DISTA14CE INFORMATION DATABASE SEARCH DISTANCE (miles) Federal LISGS 1.000 Federal FRDS PWS Nearest PWS within 1 mile State Database 1.000 FEDERAL USGS WELL INFORMATION LOCATION MAP ID WELL ID FROM TP 1 USGS3280745 1/4 - 1/2 Mile North 2 USGS3280740 1/2 - 1 Mile NE 3 USGS3280232 1/2 - 1 Mile SW 4 USGS3280759 112 - 1 Mile NW A5 USGS3280689 1/2 - I Mile ENE A6 USGS3280692 1/2 - 1 Mile ENE 7 USGS3280748 1/2 - 1 Mile ENE 8 USGS3280233 1/2 - I Mile SW B10 USGS3280744 1/2 - 1 Mile ENE Bil LISGS32.80739 1/2 - 1 Mile ENE 12 USGS3280787 112 -1 Mile NE 13 USGS3280851 1/2 - 1 Mile NNE 14 USGS3280544 1/2 - 1 Mile South 15 USGS3280545 1/2 - I Mile SSW 16 USGS3280677 1/2 - I Mile West TC1672461.1s PageA-11 GEOCHECK8 - PHYSICAL'SETTING SOURCE SUMMARY, FEDERAL USGS WELL INFORMATION LOCATION MAP ID WELL ID FROM TP 17 USGS3280794 1/2 - 1 Mile NE 19 USGS3280588 1/2 - I Mile SW 20 USGS3280836 1/2 - 1 Mile NW FEDERAL FRDS PUBLIC WATER SUPPLY SYSTEM INFORMATION LOCATION MAP ID WELL ID FROM TP No PWS System Found Note: PWS System location Is not always the same as well location. STATE DATABASE WELL INFORMATION LOCATION MAP ID WELL ID FROM TP 18 WAGRP0000000806 112 - 1 Mile SE TC1672461.1s PageA-12 PHYSICAL SETTING SOURCE MAP - 1672461.1s HE WAN ........ ..... ME oil county Boundary 0 1/4 ip— 1 Mats Major Roads contour Unes; Groundwater Flow Direction Airports (:ED Indeterminate Groundwater Flow at Location Earthquake epicenter, Richter 5 or greater M Groundwater Flow Varies at Location Water Wells GM Closest Hydrogeological Data @ Public Water Supply Wells 0 Cluster of Multiple Icons SITE NAME: 232nd Mixed -Use Rezone Site CLIENT: Kleinfelder, Inc. ADDRESS: 23012 Edmonds Way CONTACT: Ted W. Sykes Edmonds WA 98020 INQUIRY #: 1672461.1s 1 LAVLONG: 47.7897 /122.3564 DATE: May 10, 2006 Copyright 0 2006 EDP, Inc. 0 2006 Tate AIW Rai. 07/2005. -------------- GEOCHECKS-. PHYSICAL SETTING SOURCE MAP FINDINGS Map ID Direction Distance Elevation Database EDR ID Number North FED USGS USGS3280745 1/4 -1/2 Mile Higher Agency cd: USGS Site no: 474742122211401 Site name: 27N/04E-19JOI Latitude: 474742 Longitude: 1222114 Dec let: 47.79481913 Dec [on: -122.35513138 Coor meth: M Coor accr: S Latlong datum: NAD27 Dec lationg datum: NAD83 District: 53 State: 53 County: 061 Country: us Land net: NESES19T27N R04E W Location map: EDMONDS EAST Map scale: 24000 Altitude: 440 Altitude method: M Altitude accuracy: 10 Altitude datum: NGVD29 Hydrologic: Puget Sound. Washington. Area = 2550 sq.mi. Topographic: Not Reported Site type: Ground -water other than Spring Date construction: 19280101 Date Inventoried: Not Reported Mean greenwich time offset PST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: Not Reported Well depth: 210 Hole depth: Not Reported Source of depth data: driller Project number Not Reported Real time data flag:. 0 Daily flow data begin date: 0000-00-00 Daily flow data end date: 0000-00-00 Daily flow data count 0 Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00 Peak flow data count: 0 Water quality data begin date: 0000-00-00 Water quality data end date:0000-00-00 Water quality data count 0 Ground water data begin date: 1928-01 -01 Ground water data end date: 1928-01-01 Ground water data count I Ground -water levels, Number of Measurements: 1 Feet below Feet to Date Surface Sealevell 1928-01-01 150. 2 NE FED USGS USGS3280740 1/2 .1 Mile Higher Agency cd: USGS Site no: 474741122204801 Site name: 27N/04E-34A01 Latitude: 474741 Longitude: 1222048 Dec let 47.7945414 Dec Ion: -122.34790889 Coor meth: M Coor accr S Latlong datum: NAD27 Dec latIong datum: NAD83 District: 53 State: 53 County: 061 Country: us Land net: NE NE S34 T27N R04E W Location map: EDMONDS EAST Map scale: 24000 TC1672461.1s PageA-13 I I GEOCHECKO - PHYSICAL SETTING.SO.URC.E MAP. FINDINGS Altitude: 410 Altitude method: M Altitude accuracy: 10 Altitude datum: NGVD29 Hydrologic: Puget Sound. Washington. Area = 2550 sq.mi. Topographic: Not Reported Site type: ' Ground -water other than Spring Date construction: 19400101 Date inventoried: Not Reported Mean §reenwich time offset PST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer Not Reported Well depth: 229 Hole depth: Not Reported Source of depth data: driller Project number Not Reported Real time data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow data end date: 0000-00-00 Daily flow data count: 0 Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00 Peak flow data count: 0 Water quality data end date:0000-00-00 Water quality data begin date: Water quality data count: 0000-00-00 0 round water data begin date: 1940-01-01 Ground water data end date: 1940-01-01 Ground water data count 1 Ground -water levels, Number of Measurements: 1 Feet below Feet to Date Surface Sealevel 1940-01-01 169 3 SW FED USGS USGS3280232 1/2 -1 Mile Low er Agency cd: USGS Site no: 474531122215101 Site name: 27N/04E-31QOI Latitude: 474700 Longitude: 1222151 Dec let 47.78315258 Dec Ion: -122.36540893 Coor meth: M oor accr. S Latlong datum: NAD27 Dec lationg datum: NAD83 District. 53 Sctate: 53 County: 061 Country: us Land net: SW SE S31 T27N R04E W Location map: EDMONDS EAST Map scale: 24000 Altitude: 410 Altitude method: M Altitude accuracy: 10 Affitude datum: NGVD29 Hydrologic: . . Puget Sound. Washington. Area = 2550 sq.ml. Topogra,hIc: Not Reported Site type: Ground -water other than Spring Date construction: 19010101 Date Inventoried: Not Reported Mean greenwich time offset PST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer Not Reported Well depth: 145 Hole depth: Not Reported Source of depth data: driller Project number Not Reported Real time data flag: Not Reported Daily flow data begin date: Not Reported Daily flow data end date: Not Reported Daily flow data count Not Reported Peak flow data begin date: Not Reported Peak flow data end date: Not Reported Peak flow data count Not Reported Water quality data begin date: Not Reported Water quality data end date:Not Reported Water quality data count Not Reported Ground water data begin date: Not Reported Ground water data end date: Not Reported Ground water data count Not Reported Ground -water levels, Number of Measurements: 0 TC1672461.1s PageA-14 GEOCHECK@- PHYSICAL SETTING SOURCE MAP FINDINGS' Map ID Direction Distance Elevation Database EDR ID Number 4 NW FED USGS USGS3280759 1/2 -1 Mile Lower Agency cd: LISGS Site no: 474746122215401 Site name: 27N/04E-18R01 Latitude: 474746 Longitude: 1222154 Dec let: 47.79593017 Dec Ion: -122.36624294 Coor meth: M Coor accr S Latlong datum: NAD27 Dec latlong datum: NAD83 District: 53 State: 53 County: 061 Country: us Land net: SE SE S1 8 T27N R04E W Location map: EDMONDS EAST Map scale: 24000 Altitude: 390 Altitude method: M Altitude accuracy: 10 Altitude datum: NGVD29 Hydrologic: Puget Sound. Washington. Area = 2550 sq.mi. Topographic: Not Reported Site type: Ground -water other than Spring Date construction: 19280101 Date inventoried: Not Reported Mean greenwich time offset PST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: Not Reported Well depth: 180 Hole depth: Not Reported Source of depth data: driller Project number Not Reported Real time data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow data end date: 0000-00-00' Daily flow data count 0 Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00 Peak flow data count: 0 Water quality data begin date: 0000-00-00 Water quality data end date:0000-00-00 Water quality data count: 0 Ground water data begin date: 1928-01-01 Ground water data end date: 1928-01-01 Ground water data count: I Ground -water levels, Number of Measurements: 1 Feet below Feet to Date Surface Sealevell 1928-01-01 153 AS ENE FED LISGS USGS3280689 112 -1 Mile Higher Agency cd: USGS Site no: 474731122203001 Site name: 27N/04E-31 B01 Lafitude: 474731 Longitude: 1222030 Dec lat 47.79176369 Dec Ion: -122.34290858 Coor meth: M Coor accr F Latlong datum: NAD27 Dec latlong datum: NAD83 District: 53 State: 53 County: 061 Country: us Land net: NW NE S31 T27N R04E W Location map: EDMONDS EAST Map scale: 24000 TC1672461.1s PageA-15 I I GEOCHECK@ - PHYSICAL SETTING SOURCE IVIAPFINDING.S.'. Altitude: 450 Altitude method: M Altitude accuracy: 10 Altitude datum: NGVD29 Hydrologic: Lake Washington. Washington. Area = 619 sq.mi. Topographic: Not Reported Site type: Ground -water other than Spring Date construction: 19880315 Date inventoried: 19920610 Mean greenwich time offset PST Local standard time Rag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer Not Reported Well depth: 517 Hole depth: 1191 Source of depth data: driller Project number WA37600 Real time data flag: Not Reported Daily flow data begin date: Not Reported Daily flow data end date: Not Reported Daily flow data count: Not Reported Peak flow data begin date: Not Reported Peak flow data end date: Not Reported Peak low data count: Not Reported Water quality data end date:Not Reported Water quality data begin date: Not Reported Water quality data count: Not Reported Ground water data begin date: Not Reported Ground water data end date: Not Reported Ground water data count Not Reported Ground -water levels. Number of Measurements: 0 A6 ENE FED USGS USGS3280692 1/2 -1 Mile Higher Agency cd: USGS Site no: 474732122202801 Site name: 27N/04E-31 B02 Latitude: 474732 Longitude: 1222028 Dec lat. 47.79204147 Dec Ion: -122.34235302 Coor meth: M Coor accr F Ladong datum: NAD27 Dec IatIong datum: NAD83 District: 53 State: 53 County: 061 Country: us Land net: NW NE S31 T27N R04E W Location map: EDMONDS EAST Map scale: 24000 Altitude: 360 Altitude method: M Altitude accuracy: 10 Altitude datum: NGVD29 Hydrologic: Lake Washington. Washington. Area = 610 sq.ml. Topographic: Not Reported Site type: Ground -water other than Spring . Date construction: 19891023 Date Inventoried: 19930819 Mean greenwich time offset PST Local standard time flag: Y Type of ground water site: Single well, other ihan collector or Ranney type Aquifer Type: Not Reported Aquifer. Not Reported Well depth: 612 Hole depth: 615 Source of depth data: driller Project number WA37600 Real time data flag: Not Reported Daily flow data begin date: Not Reported Daily flow data end date: Not Reported Daily flow data count Not Reported Peak flow data begin date: Not Reported Peak flow data end date: Not Reported Peak flow data count: . Not Reported Water quality data begin date: Not Reported Water quality data end date:Not Reported Water quality data count: Not Reported Ground water data begin date: Not Reported Ground water data end date: Not Reported Ground water data count Not Reported Ground -water levels, Number of Measurements: 0 TC1672461.1s PageA-16 GEOCHECKO- PHYSICAL SETTING SOURCE MAP FINDINGS' Map ID Direction Distance Elevation Database EDR ID Number 7 ENE FED USGS USGS3280748 1/2 .1 Mile Higher Agency cd: USGS Site no: 474743122203501 Site name: 27N/04E-30HOl Latitude: 474743 Longitude: 1222035 Dec lat: 47.79509697 Dec Ion: -122.34429769 Coor meth: M Coor accr: S . Latlong datum: NAD27 Dec ladong datum: NAD83 District: 53 State: 53 County: 061 Country: us Land net: SE NE S30 T27N k04E W Location map: EDMONDS EAST Map scale: 24000 Altitude: 400 Altitude method: M Altitude accuracy: 10 Altitude datum: NGVD29 Hydrologic: Lake Washington. Washington. Area = 619 sq.mi. Topographic: Not Reported Site type: Ground -water other than Spring Date construction: 19150101 Date inventoried: Not Reported Mean greenwich time offset: PST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer Not Reported Well depth: 119 Hole depth: Not Reported Source of depth data: driller Project number Not Reported Real time data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow data end date: 0000-00-00 Daily flow data count 0 Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00 Peak flow data count: 0 Water quality data begin date: 0000-00-00 Water quality data end date:0000-00-00 Water quality data count: 0 Ground water data begin date: 1945-03-05 Ground water data end date: 1945-03-05 Ground water data count 1 Ground -water levels, Number of Measurements: 1 Feet below Feet to Date Surface Sealevel 1945-03-05 117 8 SW FED USGS USGS3280233 1/2 -1 Mile Lower Agency cd: LISGS Site no: 474531122220201 Site name: 27N/04E-31KOl Latitude: 474700 Longitude: 1222202 Dec let: 47.78315256 Dec Ion: -122.36846459 Coor meth: M Coor accr S Latlong datum: NAD27 Dec lationg datum: NAD83 District 53 State: 53 County: 061 Country: us Land net: NW SE S31 T27N RD4E W Location map: EDMONDS EAST Map scale: 24000 TC1672461.1s PageA-117 G,EOCH-ECKO.- PHYSICAL SETTING SOURCEMAIR FINDINGS.. Altitude: 420 Altitude method: M Altitude accuracy: 10 Altitude datum: NGVD29 Hydrologic: Puget Sound. Washington. Area = 2550 sq.mi. Topographic: Not Reported Site type: Ground-wat6r other than Spring Date construction: 19280101 Date Inventoried: Not Reported Mean greenwich time offset PST Local standard Urne flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: Not Reported Well depth: 230 Hole depth: Not Reported Source of depth data: driller Project number Not Reported Real time data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow data end date: 0000-00-00 Daily flow data count 0 Peak flow data begin date: 0000-OG-00 Peak flow data end date: 0000-00-00 Peal flow d ' ata count 0 Water quality data begin date: 0000-00-00 Water quality data end datib:0000-00-00 Water quality data count: 0 Ground water data begin date: 1928-01-01 Ground water data end date: 1928-01-01 Ground water data count 1 Ground -water levels, Number of Measurements: 1 Feet below Feet to Date Surface Sealevell 1928-01-01 200 9 Site ID: 423649 East Groundwater Flow. S AQUIFLOW 41740 1/2 -1 Milo Shallowest Water Table Depth: 7 Higher Deepest Water Table Depth: 10 Average Water Table Depth: Not Reported Date: 08/11/1997 B10 ENE FED USGS USGS32807" 1/2 -11 Mile Higher Agency ad: USGS Site no: 474742122202201 Site name: 27N/04E-30JO2 Latitude: 474742 Longitude: 1222022 Dec let 47.79481921 Declon: -122.34068643 Coor meth: M Coor accr: S Latlong datum: NAD27 Dec lationg datum: NAD83 District: 53 State: 53 County: 061 Country: us Land net NE SE S30 T27N R04E W Location map: EDMONDS EAST Map scale: 24000 Altitude: 375 Altitude method: M Altitude accuracy: 10 Altitude datum: NGVD29 Hydrologic: Lake Washington. Washington. Area = 619 sq.ml. Topographic: Not Reported Site type: Ground -water other than Spring Date construction: 19200101 Date inventoried: Not Reported Mean greenwich time offset PST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer Not Reported Well depth: 112 Hole depth: Not Reported Source of depth data: driller Project number Not Reported Real time data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow data end date: 0000-00-00 Daily flow data count 0 Peak flow data begin date: OOOD-00-00 Peak flow data end date: 0000-00-00 TC1672461.1s PageA-18 'GEOCHECK8- PHYSICAL SETTING SOURCE MAP FINDINGS' Peak flow data count 0 Water quality data end date:0000-00-00 Ground water data begin date: 1920-01 -01 Ground water data count: 1 Ground -water levels, Number of Measurements: 1 Feet below Feet to Date Surface Sealevel 1920-01-01 109 Water quality data begin date: 0000-00-00 Water quality data count: 0 Ground water data end date: . 1920-01-01 1311 ENE FED USGS USGS3280739 112 -1 Mile Higher Agency cd: LISGS Site no: 474741122202101 Site name: 27N/04E-30JOI Latitude: 474741 Longitude: 1222021 Dec [at: 47.79454144 Dec Ion: -122.34040863 Coor meth: M Coor accr: S - Latlong datum: NAD27 Dec latlong datum: NAD83 District: 53 State: 53 County: 061 Country: us Land net: NE SE S30 T27N R04E W Location map: EDMONDS EAST Map scale: 24000 Altitude: 375 Altitude method: M Altitude accuracy: 10 Altitude datum: NGVD29 Hydrologic: Lake Washington. Washington. Area = 619 sq.ml. Topographic: Not Reported Site type: G * round -water other than Spring Date construction: 19160101 Date inventoried: Not Reported Mean greenwich time offset: PST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: Not Reported Well depth: 113 Hole depth; Not Reported Source of depth data: driller Project n umber Not Reported Real time data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow data end date: 0000-00-00 Daily flow data count 0 Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00 Peak flow data count: 0 Water quality data begin date: 0000-00-00 Water quality data end date:0000m00-00 Water quality data count: 0 . . Ground water data begin date: 1916-01-01 Ground water data end date: 1916-01-01 Ground water data count 1 Ground -water levels, Number of Measurements: I Feet below Feet to Date Surface Sealevel 1916-01-01 108 12 NE 1/2 -1 Mile Higher FED USGS USGS3280787 TC1672461.1s PageA-19 GEOCHECK0, PHYSICAL SETTING SOURCE MAP FINDINGS., Agency cd: LISGS Site no: 474751122203001 Site name: 27N/04E-30K01 Latitude: 474751 Longitude: 1222030 Dec lat: 47.79731917 Dec [on: -122.34290886 Coor meth: M Coor accr S Latlong datum: NAD27 Dec lationg datum: NAD83 District: 53 State: 53 County: 061 Country: us Land net: NW SE S30 T27N R04E W Location map: EDMONDS EAST Map scale: 24000 Altitude: 400 Altitude method: M Altitude accuracy: 10 Altitude datum: NGVD29 Hydrologic: Lake Washington. Washington. Area = 619 sq.mi. Topographic: Not Reported Site type: Ground -water other than Spring Date construction: 19150101 Date inventoried: Not Reported Mean greenwich time offset: PST Local standard time flag: Y Type of ground water site: tingle well, other than collector or kanney type Aquifer Type: Not Reported Aquifer: Not Reported Well depth: 124 Hole depth: Not Reported Source of depth data: driller Project number Not Reported Real time data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow data end date: 0000-00-00 Daily flow data count 0 Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00 Peak flow data count 0 Water quality data begin date: 0000-00-00 Water quality data end date:0000-00-00 Water quality data count 0 Ground water data begin date: 1915-01 -01 Ground water data end date: 1915-01-01 Ground water data count 1 Ground -water levels, Number of Measurements: I Feet below Feet to Date Surface Sealevel 1915-01-01 121 13 NNE 1/2 -1 Mile Higher Agency cd: Site name: Latitude: Longitude: Dec Ion: Coor accr Dec latlong datum State: Country: Location map: Altitude: Altitude accuracy: Hydrologic: Topographic: Site type: Date inventoried: LISGS Site no: 27N/04E-30F01 474805 1222056 Dec lat Coor meth: S Latlong datum: NAD83 District 53 County: us Land net: EDMONDS EAST Map scale: 380 Altitude method: 10 Altitude datum: Puget Sound. Washington. Area = 2550 sq.mi. Not Reported FED USGS USGS3280851 474805122205601 47.80120796 M NAD27 53 061 ISE NW S30 T27N R04E W 24000 M NGVD29 Ground -water other than Spring Date construction: 19170101 Not Reported Mean greenwich time offset PST TC1672461.1s PageA-20 IGEOCHECKS PHYSICAL SETTING SOURCE MAP FINDINGS'. Local standard time flag: Y Type of ground water site: Single well, other.than collector or Ranney type Aquifer Type: Not Reported Aquifer: Not Reported Well depth: 170 Hole depth: Not Reported Source of depth data: driller Project number Not Reported Real time data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow data end data: 0000-00-00 Daily flow data count 0 Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00 Peak flow data count 0 Water quality data begin date: 0000-00-00 Water quality data end date:0000-00-00 Water quality data count: 0 Groundwater data begin date: 1917-01 -01 Ground water data end date: 1917-01-01 Ground water data count: I Ground -water levels, Number of Measurements: I Feet below Feet to Date Surface Sealevel 1917-01-01 167 14 South FED USGS USGS32805" 112 - I Mile Higher Agency cd: LISGS Site no: 474638122212601 Site name: 26N/03E-OlAOI Latitude: 474638 Longitude: 1222126 Dec fat: 47.7770416 Dec Ion: -122.35846393 Coor meth: M Coor accr S Lationg datum: NAD27 Dec lationg datum: NAD83 District: 53 State: 53 County: 033 Country: us Land net: NE NE SO I T26N R03E W Location map: EDMONDS EAST Map scale: 24000 Altitude: 440 Altitude method: M Altitude accuracy: 1 Altitude datum: NGVD29 Hydrologic: Puget Sound. Washington. Area = 2550 sq.mi. Topographic: Not Reported Site type: Ground -water other than Spring Date construction: 19010101 Date Inventoried: Not Reported Mean greenwich time offset PST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer TILL Well depth: 14 Hole depth: Not Reported Source of depth data: driller Project number. Not Reported Real time data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow data end date: 0000-00-00 Daily flow data count 0 Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00 Peak flow data count: 0 Water quality data begin date: 0000-00-00 Water quality data end date:0000-00-00 Water quality data count: 0 Ground water data begin date: 1953-07-13 Ground water data end date: 1953-07-13 Ground water data count: 1 TC1672461.1s PageA-21 I I I I GEOCHECK@ - PHYSICAL SETTING SOURCE MAP FINbING8 Ground -water levels, Number of Measurements: I Feet below Feet to Date Surface Sealevel 1953-07-13 8 is SSW 1/2 -1 Mile FED LISGS USGS3280545 Higher Agency cd: Site name: USGS 26N/03E-011A02 Site no: 474638122213401 Latitude: 4-74638 Longitude: 1222134 Dec let 47.77704158 Dec Ion: -122*36061623 Coor meth: M Coor accr S Lationg datum., NAD27 Dec latlong datum: NAD83 District: 53 State: 53 County: 033 Country: us Land net: NE NE S01 T26N'RO3E W Location map: EDMONDS EAST Map scale: 24000 Altitude: 440 Altitude method: M Altitude accuracy: I Altitude datum: NGVD29 Hydrologic: Puget Sound. Washington. Area = 2550 sq.ml. Topographic: Not Reported Site type: Ground -water other than Spring Date construction: 19010101 Date inventoried: Not Reported Mean greenwich time offset PST Local standard time flag: Y Type of ground water site: Single well, other thafi collector or Ranney type Aquifer Type: Not Reported Aquifer: Not Reported Well depth: 13.7 Hole depth: Not Reported Source of depth data: Real time data flag: driller 0 Project number Daily flow data begin date: Not Reported 0000-00-00 Daily flow data end date: 0000-00-00 Daily flow data count 0 Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00 Peak flow data count 0 Water quality data begin date: 0000-00-00 Water quality data end date:0000-00-00 Water quality data count: 0 Ground water data begin date: 1953-07-13 Ground water data end date: 1953-07-13 Ground water data count I Ground -water levels, Number of Measurements: I Feet below Feet to Date Surface Sealevell 1953-07-13 9 16 we st FED LISGS LISGS3�80677 1/2 -1 Mile Lower F1 I I TC1672461.1s PageA-22 I GEOCHECK.@) - PHYSICAL SETTING SOURCE MAP. FINDINGS Agency cd: USGS Site no: 474727122222801 Site name: 27N/03E-36DO1 Latitude: 474727 Longitude: 1222228 Dec lat: 47.79065242 Dec [on: -122.37568744 Coor meth: M Coor accr S Ladong datum: NAD27 Dec lationg datum: NAD83 District: 53 State: 53 County: 061 Country: us Land net: NW NW S36 T27N R03E W Location map: EDMONDS EAST Map scale: 24000 Altitude: 300 Altitude method: M Altitude accuracy: 10 Altitude datum: NGVD29 Hydrologic: Puget Sound. Washington. Area = 2550 sq.ml. Topographic: Not Reported Site type: -Ground-water other than Spring Date,construction: 19010101 Date inventoried: Not Reported Mean greenwich time offset: PST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer Not Reported Well depth: 64.1 Hole depth: Not Reported Source of depth data: driller Project number Not Reported Real Ume data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow data end date: 0000-00-00 Daily flow data count: 0 Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00 Peak flow data count 0 Water quality data begin date: 0000-00-00 Water quality data end date:0000-00-00 Water quality data count: 0 Ground water data begin date: 1945-03-05 Ground water data end date: 1945-03-05 Ground water data count: I Ground -water levels, Number of Measurements: 1 Feet below Feet to Date Surface Sealevel 1945-03-05 59 17 NE 1/2 -1 Mile Higher * Agency cd: Site name: Latitude: Longitude: Dec Ion: Coor accr: Dec latlong datum: State: Country: Location map: Altitude: Altitude accuracy: Hydrologic: Topographic: Site type: Date inventoried: FED LISGS USGS3280794 LISGS Site no: 474752122202201 27N/04E-30KO2 474752 1222022 Dec let: 47.79759695 -122.�4068657 Coor meth: M S Labong datum: NAD27 NAD83 District: 53 53 County: 061 us Land net: NW SE S30 T27N R04E W EDMONDS EAST Map scale: 24000 400 Altitude method: M 10 Affitude datum: NGVD29 Lake Washington. Washington. Area = 619 sq.mi. Not Reported Ground -water other than Spring Date construction: 19280101 Not Reported Mean greenwich time offset: PST TC1672461.1s PageA-23 I I I GEOCHECK0 - PHYSICAL. SETTING, SOURCE MAP FINDINGS Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer: Not Reported Well depth: 170 Hole depth: Not Reported Source of depth data: driller Project number Not Reported Real time data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow,data end date: 0000-00-00 Daily flow data count 0 Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00 Peak flow data count: 0 Water quality data begin date: 0000-00-00 Water quality data end date:0000-00-00 Water quality data count: 0 Ground water data begin date: 1928-01-01 Ground water data end date: 1928-01-01 Ground water data count 1 Ground -water levels, Number of Measurements: 1 Feet below Feet to Date Surface Sealevel 1928-01-01 150 18 SE WA WELLS WAGRP0000000806 1/2 - I Mile Higher Source Name: 77050Y/SEATTLE Range: 04E Township: 27 Section: 31 QTR Section: SESW Source Type: PT Source Use: P SP X: 1547110 SP Y: 897501 PWS Name: EDMONDS, CITY OF PWS ID: 22500 Source: 02 Keyll): 2250002 19 SW FED USGS USGS3280588 1/2 -1 Mile Lower Agency cd: USGS Site no: 474649122221401 Site name: 27N/03E-36KOl Latitude: 474649 Longitude: 1222214 Dec [at 47.78009704 Dec Ion: -122.37179788 Coor meth: M Coor accc S Latlong datum: NAD27 Dec latlong datum: NAD83 District: 53 State: 53 County: 061 Country: us Land net NW SE S36 T27N R03E W Location map: EDMONDS EAST Map scale: 24000 Altitude: 420 Altitude method: M Altitude accuracy: 10 Altitude datum: NGVD29 Hydrologic: Puget Sound. Washington. Area = 2550 sq.ml. Topographic: Not Reported Site type: Ground -water other than Spring Date construction: 19010101 Date inventoried: Not Reported Mean. greenwich time offset PST Local standard time flag: Y Type of ground water site: Single well, other than collector or Ranney type Aquifer Type: Not Reported Aquifer Not Reported Well depth: 80 Hole depth: Not Reported Source of depth data: driller Project number Not Reported Real time data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow data end date: 0000-00-00 Daily flow data count 0 Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00 TC1672461.1s PageA-24 1340CHECK.8- PHYS.ICAL SETTING SOURCE MAP FINDINGS Peak flow data count 0 Water quality data begin date: 0000-00-00 Water quality data end date:0000-00-00 Water quality data count: 0 Ground water data begin date: 1945-02-25 Ground water data end date: 1945-02-25 Ground water data count: 1 Ground -water levels, Number of Measurements: 1 Feet below Feet to Date Surface Sealevel 1945-02-25 65 20 NW FED USGS USGS3280836 1/2 - I Mile Lower Agency cd: USGS Site no: 474801122221101 Site name: 27N/03E-25F01S Latitude: 474801 Longitude: 1222211 Dec let: 47.80009675 Declon: -122.37096554 Coor meth: M Coor accr F Latlong datum: NAD27 Dec latlong datum: NAD83 District: 53 State: 53 County: 061 Country: us Land net: SE NW S25 T27N R03E W Location map: EDMONDS EAST Map scale: 24000 Altitude: 220 Attitude method: M Altitude accuracy: 10 Altitude datum: NGVD29 Hydrologic: Puget Sound. Washington. Area = 2550 sq.ml. Topographic: Not Reported Site type: Spring Date construction: 19930923 Date inventoried: 19930923 Mean greenwich time offset: PST Local standard time flag: Y Type of ground water site: Spring Aquifer Type: Not Reported Aquifer: Not Reported Well depth: Not Reported Hole depth: Not Reported Source of depth data: Not Reported Project number. WA37600 Real time data flag: 0 Daily flow data begin date: 0000-00-00 Daily flow data end date: 0000-00-00 Daily flow data count: 0 Peak flow data begin date: 0000-00-00 Peak flow data end date: 0000-00-00 Peak flow data count: 0 Water quality data begin date: 1993-09-29 Water quality data end date:1993-09-29 Water quality data count: 1 Ground water data begin date: 0000-00-00 Ground water data end date: 0000-00-00 Ground water data count: 0 Ground -water levels, Number of Measurements: 0 TC1672461.1s PageA-25 GEOCHECK8 - PHYSICAL SETTING SOURCE MAP FINDINGS RADON.. AREA RADON INFORMATION Federal EPA Radon Zone for SNOHOMISH County: 3 Note: Zone 1 indoor average level > 4 pCVL. Zone 2 indoor average level — 2 pCl/L and — 4 pCVL. Zone 3 indoor average level < 2 pCi/L. Federal Area Radon Information for Zip Code: 98020 Number of sites tested: 3 Area Average ActIvIfty % <4 pCVL Living Area - I st Floor 0.267 pCi/L 100% Living Area - 2nd Floor Not Reported Not Reported Basement Not Reported Not Reported % 4-20 pCi/L % >20 pCVL 0% 0% Not Reported Not Reported Not Reported Not Reported TC1672461.1s PageA-26 PHYSICAL SETTING SOURCERECORDS SEARCHED TOPOGRAPHIC INFORMATION USGS 7.5' Digital Elevation Model (DEM) Source: United States Geologic Survey EDR acquired the USGS 7.5' Digital Elevation Model in 2002 and updated it in 2006. The 7.5 minute DEM corresponds to the USGS 1:24,000- and 1:25,000-scale topographic quadrangle maps. The DEM provides elevation data with consistent elevation units and projection. HYDROLOGIC INFORMATION Flood Zone Data: This data, available in select counties across the country, was obtained by EDR in 1999 from the Federal Emergency Management Agency (FEMA). Data depicts 1 00-year and 500-year flood zones as defined by FEMA. NWI: National Wetlands Inventory. This data, available in select counties across the country, was obtained by EDR in 2002 from the U.S. Fish and Wildlife Service. HYDROGEOLOGIC INFORMATION AQUIFLOWR Information System Source: EDR proprietary database of groundwater flow Information EDR has developed the AQUIFLOW Information System (AIS) to provide data on the general direction of groundwater flow at specific points. EDR has reviewed reports submitted to regulatory authorities at select sites and has extracted the date of the report, hydrogeologically determined groundwater flow direction and depth to water table infon-nation. GEOLOGIC INFORMATION Geologic Age and Rock Stratigraphic Unit Source: P.G. Schruben, R.E. Arndt and W.J. Bawlec, Geology of the Conterminous U.S. at 1:2.500,000 Scale - A digital representation of the 1974 P.B. I(ing and H.M. Belkman Map, USGS Digital Data Series DDS - 11 (1994). STATSGO: State Soil Geographic Database Source: Department of Agriculture, Natural Resources Conservation Services The U.S. Department of Agriculture's (USDA) Natural Resources Conservation Service (NRCS) leads the national Conservation Soil Survey (NCSS) and Is responsible for collecting, storing, maintaining and distributing soil survey information for privately owned lands In the United States. A soil map In a soil survey is a representation of soil patterns in a landscape. Soil maps for STATSGO are compiled by generalizing more detailed (S8URGO) soil survey maps. SSURGO: Soil Survey Geographic Database Source: Department of Agriculture, Natural Resources Conservation Services (NRCS) Telephone: 800-672-5559 SSURGO is the most detailed level of mapping done by the Natural Resources Conservation Services, mapping scales generally range from 1:12,000 to 1:63,360. Field mapping methods using national standards are used to construct the soil mpps in the Soil Survey Geographic (SSURGO) database. SSURGO digitizing duplicates the original soil survey maps. This level of mapping is designed for use by landowners, townships and county natural resource planning and managemenL LOCAL / REGIONAL WATER AGENCY RECORDS FEDERAL WATER WELLS PWS: Public Water Systems Source: EPA/Office of Drinking Water Telephone: 202-564-3750 Public Water System data from the Federal Reporting Data System. A PWS is any water system which provides water to at least 25 people for at least 60 days annually. PWSs provide water from wells, rivers and other sources. TC1672461.1s PageA-21 I PHYSICAL SETTING SOURCE RECORDS SEARCHED I PWS ENF: Public Water Systems Molation and Enforcement Data Source: EPA/Office of Drinking Water Telephone: 202-564-3750 Violation and Enforcement data for Public Water Systems from the Safe Drinking Water Information System (SDWIS) after August 1995. Prior to August 1995, the data came from the Federal Reporting Data System (FRDS). USGS Water Wells: USGS National Water Inventory System (NWIS) This database contains descriptive information on sites where the USGS collects or has collected data on surface water and/or groundwater. The groundwater data Includes information on wells, springs, and other sources of groundwater.. STATE RECORDS Water Wells Source: Department of Transportation Telephone: 360-705-7444 Group A well location points in Washington State. Kittap County Water Wells In Washington Source: Public Utility District No. 1 of Kitsap County Telephone: 206-779-7656 OTHER STATE DATABASE INFORMATION RADON Area Radon Information Source: USGS Telephone: 703-356-4020 The National Radon Database has been developed by the U.S. Environmental Protection Agency (USEPA) and Is a compilation of the EPA/State Residential Radon Survey and the National Residential Radon Survey. The study covers the years 1986 - 1992. Where necessary data has been supplemented by Information collected at private sources such as universities and research Institutions. EPA Radon Zones Source: EPA Telephone: 703-356-4020 Sections 307 & 309 of IRAA directed EPA to list and identify areas of U.S. with the potential for elevated indoor radon levels. OTHER Airport Landing Facilities: Private and public use landing facilities Source: Federal Aviation Administration, 800-457-6656 Epicenters: World earthquake epicenters, Richter 5 or greater Source: Department of Commerce, National Oceanic and Atmospheric Administration STREET AND ADDRESS INFORMATION 0 2006 Tele Atlas North America, Inc. All rights reserved. This material is proprietary and the subject of copyright protection and other intellectual property righ ' is owned by or licensed to Tele Atlas North America, Inc. The use of this material is subject to the terms of a license agreement. You will be held liable for any unauthorized copying or disclosure of this material. TC1672461.1s PageA-28 1 43 j W, . V�y iyz 7 7�' AL L-�' 77 - L 0 D Or N f U �L 7, ��r -AL I k'9 KLEINFELDER I [Date] [Name of Third -Party Representative] [Third-Party's Full and Formal Name] [Third-Party's Address] Re: Agreement Concerning Release of Report Report Number [Report Number] Dear [Name of Third -Party Representative]: The attached report was prepared pursuant to a specific scope of *service and written contract between [Name of Kleinfelder's Client], (Client) and Kleinfelder, Inc., (Kleinfelder) dated [Date of Contract]. Client has given us permission to release the report to you. You may rely on this report as though it were addressed to you at the time of the issuance for a period of six months from the date of issuance, with the express understanding that Kleinfelder shall not be responsible for problems arising from events or changes that may have occurred subsequent to our preparation of said report. This reliance letter is expressly contingent upon your acceptance of the General Terms and Conditions attached hereto and actual payment of $[Amount]. Your payment shall also indicate your acceptance of the attached General Terms and Conditions which include a provision limiting Kleinfelders liability, whether such liability arises in br6ac ' h of contract or warranty, tort (including negligence), strict or statutory liability, or any other cause of action, to the maximum extent permitted by law. This reliance letter shall be void in the event your acceptance and said consideration is not received within seven days of the above date. Sincerely, Kleinfelder, Inc. [Name of Kleinfelder Representative] [Representative's Title] Attachments: Report General Terms and Conditions 71294/SEA6R134.doc Page 1 of 2 June 16, 2006 Copyright 2006 Kleinfelder, Inc. k'q KLEINFELDER [Name of Third -Party Representative] [Third-Party's Full and Formal Name] [Third-Party's Address] I acknowledge and accept the Letter Agreement Concerning Release of Report dated regarding Report No. , including the attached General Terms and Conditions, and remit payment of the consideration in the amount of $ [Name and Title] Date 1 71294/SEA6R134.doc Page 2 of 2 June 16, 2006 Copyright 2006 Kleinfelder, Inc. Ik'9 KLEINFELDER IKLEINFELDER, INC. GENERAL CONDITIONS (PROFESSIONAL SERVICES) 1. Services. This Agreement is entered into between Third Party and Kleinfelder, Inc. ("Consultant") wherein Third Party engages Consultant to provide a reliance letter to support professional services ("Services") in connection with the project for Consultant's client (Client) described in the proposal ("Project") to which these General Conditions apply. Third party agrees that services not specifically described in the Scope of Services identified in Consultant's proposal to Client are not included in the Scope of Services described by Consultant. This Agreement, including the original or any revised proposal, these General Conditions, any Consultant Addenda and Fee Schedule, represents the entire Agreement between the parties and supercedes any and all agreements between the parties, either oral or in writing, including any purchase or work order issued by Client or Third Party. 2. Work Product. Services provided under this Agreement, including all reports, information, recommendations, or opinions ("Reports") prepared or issued by Consultant, are for the exclusive use and benefit of Client or Third Party in connection with the Project, are not intended to inform, guide or otherwise influence any other entities or persons with respect to any particular business transactions, and should not be relied upon by any entities or persons other than Client or Third Party for any purpose other than the Project. Third Party will not distribute or convey such Reports to any other persons or entities without Consultant's prior written consent which shall include a release of Consultant from liability and indemnification by such party. Consultant's Reports, boring logs, maps, field data, drawings, test results and other work products are part of Consultant's professional services, do not constitute goods or products and are copyrighted works of Consultant. Third Party understands that Third Party may rely upon the final report for a period not to exceed 180 days from the date the report was issued by Consultant to the Client. 3. Standard of Care. Consultant has performed the Services in a manner consistent with that level of care and skill ordinarily exercised by members of the Consultant's profession practicing in the same locality under similar circumstances at the time the services were performed. This Agreement creates no other representation, warranty or guarantee, expres's or implied. 4. Limitation of Liability. Consultant's potential liability to Third Party is grossly disproportionate to Consultant's fee. Therefore, unless Third Party and Consultant otherwise agree in writing in consideration for an increase in Consultant's fee, Third Party, including its directors, officers, partners, employees, agents, contractors and their respective assigns, agree to limit Consultant's liability (whether arising from contract, statutory violation or tort) to the greater of $5,000 or the amount of Consultant's fee. This limitation of liability shall apply to all phases of Services performed in connection with this Project, whether subsequent to or prior to the execution of this Agreement. In no event shall Consultant be liable for consequential, incidental or special damages. 71294/SEA6R134.doc Page 1 of 2 June 16, 2006 Copyright 2006 Kleinfelder, Inc. KLEINFELDER 5. Indemnification. To the fullest extent permitted by law, Third Party, including its directors, officers, partners, employees, agents, contractors and their respective assigns, waives any claim against and agrees to indemnify, defend, and hold harmless Consultant, its directors, officers, employees and subcontractors from and against all claims, liability, damages, or expenses ("Claims") arising out of, in connection with or relating to any alleged act, failure to act, or other conduct of Consultant, including but not limited to, Claims alleging the negligence or other fault of Consultant, but specifically excepting Claims arising out of Consultant's sole negligence or willful misconduct. Third Party shall indemnify Consultant even if Third Party is partially or wholly without fault for such Claims. 6. Dispute Resolution. The parties shall attempt resolution of any dispute aris Ing under or related to this Agreement by mediation. Either party may demand mediation by serving a written notice on the other party - stating the essential nature of the dispute. The mediation shall be conducted in accordance with, but not under the supervision of, the AAA Construction Industry Mediation Rules then in effect within forty-five (45) days� from the service of notice. The parties shall share the fees equally. If mediation fails, either party may institute litigation in the state or federal court of the countyin which 'Consultant's office issuing the proposal is located. The prevailing party shall be entitled to attorneys' fees, cost, including costs incurred in the mediation and costs- -of enforcement of any judgment. The parties expressly waive any statute of limitations for a longer period of time and agree that any action shall be brought within I one, yeaf from the date of Consultant's final report. The parties expressly waive any and all rights 6-a. trial by jury in any action, proceeding or counterclaim brought by either of the parties. against the other with respect to any matter relating to, arising out of or in any way connected with this Agreement. 7. Changed Conditions, If during the course of performance of this Agreement conditi6ns or circumstances were discovered which were not contemplated by Consultant at the commencement of the agreement, Consultant shall notify Third Party of the newly discovered conditions or circumstances, and Third Party and Consultant shall renegotiate, in good faith, the terms and conditions of this Agreement. If amended terms and conditions cannot be agreed upon within thirty (30) days after notice, Consultant may terminate this Agreement. 8. Governing Law., The laws of the State where'the Agreement was entered into shall govern interpretation of this Agreement. If any term is deemed unenforceable, the remainder of the Agreement shall stay in full force and effect. 9. Additional Provisions. Neither party may assign its interest in this Agreement without the prior written consent of the other. Any modification to this Agreement will be effective only if it is in writing signed by the party to be bound, except that if Consultant has performed services in reliance on Third Party's verbal approval to proceed, Third Party shall be bound by such verbal approval. One or more waivers of any term, condition or covenant by either party shall not be construed as a waiver of any other term, condition or covenant. This Agreement may be signed in counterpart. 71294/SEA6R134.doc Page 2 of 2 June 16 2006 Copy6ght 2006 Kleinfelder, Inc. I FMCOVED 0 , LIM E r� - 4 DUO BUILDING DETT. &Mf n 0. STREET M I LE K L E I N-F E L D E R k4 An ernployee owned company kTJ K L E I N F E L D E R Prepared For: Valhalla, LLC 1501 North 2001h Street Shoreline, Washington 98133 Geotechnical Supplement No. 1 Excavation Shore Considerations Edmonds Mixed -Use Development 232nd Street SW & Edmonds Way Edmonds, Washington 98122 Prepared By: Steven Flowers, EIT Staff Geotechnical Engineer Rolf Hyllseth, PE, LG Senior Geotechnical Engineer I EXPIRES Q/05/47 KLEINFELDER WEST, INC. 2405 140th Ave NE, Suite 101 Bellevue, Washington 98005 (425) 562-4200 November 21, 2007 Kleinfelder Project No: 88601 Copyright 2007 Kleinfelder All Rights Reserved This document was prepared for use only by the client only for the purposes stated, and Within a reasonable time from issuance. Non-commercial, educational and scientific use of this report by regulatory agencies is regarded as a "fair use" and not a violation of copyright. Regulatory agencies may make additional copies of this document for internal use. Copies may also be made available to the public as required by law. The reprint must 'acknowledge the copyright and indicate that permission to reprint has been received. I kn KLEINFELDER An employee owned company November 21, 2007 Kleinfelder Project No. 88601 Valhalla, LLC c/o SGA Corporation 1501 North 200th Street Shoreline, Washington 98133 Aft e'ntion: Mr. James Abbott Subject: Geotechnicall Supplement No. 1: Excavation Shoring Considerations Edmonds Mixed -Use Development 232 nd Street SW & Edmonds Way (SR 104) Edmonds, Washington 98122 Dear Mr. Abbott: Kleinfelder, Inc. (Kleinfelder) is pleased to present this letter summarizing our limited geotechnical engineering review for the construction excavation * and shoring requirements at the subject site. Kleinfelder previously provided general geotechnical design recommendations for this project in our Geotechnical Investigation Report (Job No. 71716, dated July 7, 2006). The conclusions and recommendations of this supplementary engineering e valuation should only be used in conjunction with our original geotechnical evaluation for the project. The scope of work for this supplementary evaluation included a site reconnaissance visit and subsequent supplementary engineering analyses. Authorization to proceed was given by Mr. James Abbott of Valhalla, LLC (Valhalla) on October 10, 2007. SITE AND PROJECT DESCRIPTION The project site is located at the southwest corner of Edmonds Way and 232 nd Street SW in Edmonds, Washington, as shown in Figure 1, and consists of Parcels A through F, as shown in Figure 2. In general, the site is'relatively level and accessible from Edmonds Way, sloping gradually from about elevation 200 feet at the southeast end to a low of about elevation 186 feet at the northwest end. However, the western perimeter of the project site runs along an east facing steep slope area. The western property line zig-zags across the slope face, following a north -south property alignment, with surface elevations ranging from about 196 near the toe to 216 feet near the upper end of the 88611/SEA7L242.doc Page 1 of 13 November 21, 2007 copyright 2007 Kleinfelder KLEINFELDER 2405 140th Avenue NE, Suite A101, Bellevue, WA 98005 (425) 562-4200 (425) 562-4201 fax I steep slopes. The previous structures at the site have been demolished, leaving a few relic retaining walls against the hill side along the northwest portion of the site. The vegetation encountered on -site consisted of grass, brush, and trees. The general layout of the project site is shown on the attached Figure 2A. We understand that a mixed use retail building with below grade parking is planned in the south end of the site, while a series of town homes are planned within the northern portion of the site. The mixed use building is to be constructed up against the west property line. The construction excavations required for this structure will require temporary cut sloping or cantilever/tieback soldier pile shoring walls, or a combination thereof. Temporary sloping or tieback shoring wall systems will require a temporary easement from the neighboring properties to be feasible. It should be noted that two adjacent structures (a small building and garage) are located very near the property lines west of the planned mixed use building in the south end of the site. Given the close proximity of these structures, their age and susceptibility to settlement induced cracking, we recommend that a shoring wall be used to provide construction excavation supp ort in lieu of temporary sloping, to reduce potential settlement risks. The town homes in the northern portion of the site will be setback from the property lines ., with a planned level access drive area between the structures and the slopes to the west. EXPLORATORY METHODS The surface and subsurface conditions at the project site were explored on a previous site visit for our original geotechnical evaluation, and during a recent site reconnaissance visit on October 25 and 29, 2007. The previous subsurface exploration consisted of excavating 10 test pits to a maximum depth of approximately 12-feet below the existing ground surface (bgs) at the approximate locations shown in Figure 2A. Our current supplementary study included a recent site reconnaissance visit and additional borings advanced along the proposed temporary shoring wall location along the steep slopes on the western property boundary. Along with boring logs for these current explorations, we have also included copies of the exploration logs for the previous test pits, with this letter, for convenience: The following paragraphs describe the procedures associated with the field explorations and field tests that were conducted for this supplementary investigation. Auger Boting Procedures The exploratory borings were advanced with a hollow -stem auger on October 25 and 29, 2007, using a limited access, track -mounted drill rig and portable acker drill rig 88601/SEA7L242.doc Page 2 of 13 November 21, 2007 Copyright 2007 Kleinfelder KLEINFELDER 2405 140th Avenue NE, Suite Al 01, Bellevue, WA 98005 (425) 562-4200 (425) 562-4201 fax operated by an independent drilling firm working under subcontract to Kleinfelder. A geotechnical engineer from our firm continuously observed the borings, logged the subsurface conditions, and collected representative soil samples. All samples were stored in sealed plastic jars and later transported to our laboratory for further visual examination and testing. After each boring was completed, the borehole was backfilled with a mixture of bentonite chips and soil cuttings. Throughout the drilling operation, soil samples were obtained at 2Y2- or 5-foot depth intervals by means of the Standard Penetration Test (SPT) per ASTUD-1586. This testing and sampling procedure consists of driving a standard 2-inch outside diameter steel split -spoon, sampler 18 inches into the soil with a 140-pound hammer free -falling 30 inches. The number of blows requ ired to drive the sampler through each 6-inch interval is counted, and the total number of blows struck during the final 12 inches is recorded as the Standard Penetration Resistance, or "SPT blow count." If a total of 50 blows are struck within any 6-inch interval, the driving is stopped and the blow count is recorded as 50 blows for the actual penetration distance. The resulting Standard Penetration Resistance values indicate the relative density of granular soils and the relative consistency of cohesive soils. The boring logs attached to this letter describe the vertical sequence of soils and materials encountered in each boring, based primarily on our field class ificatioin s and su pported by our subsequent laboratory examination and testing. Where a soil contact was observed to be gradational, our logs indicate the average contact depth. Where a soil type changed between sample intervals, we inferred the contact depth. Our logs also graphically indicate the blow count, sample type, sample number, and approximate depth of each soil sample obtained from the borings, as well as any laboratory tests performed on these soil samples. If any groundwater was encountered in a borehole, the approximate groundwater depth is depicted on the boring log. Groundwater depth estimates are typically based on the moisture content of soil samples, the wetted height on the drilling rods, and the water level measured in the borehole after the auger has been extracted. Laboratory Testing As a part of our geotechnical evaluation, we performed a series of Grain Size Analyses, and Moisture Content Determinations. The results of these laboratory tests are presented in the enclosed laboratory test reports and on the exploration logs. A general grain size analysis- indicates the range of soil particle diameters included in a particular 88601/SEA7L242.doc Page 3 of 13 copyright 2007 Kleinfelder KLEINFELDER 2405 140th Avenue NE, Suite A] 01, Bellevue, WA 98005 November 21, 2007 (425) 562-4200 (425) 562-4201 fax I sample, while a 200 wash indicates how much fines (silt and clay sized particles) that is contained in a sample. These grain size laboratory tests were performed in general accordance with ASTM:D-422 and ASTM:C-1 17. Moisture content determinations were completed in general accordance with ASTM:D-2216. The results of these laboratory tests were used to develop the soil classifications shown on the exploration logs and determine whether specific on -site soils will be suitable for re -use as structural fill. SUBSURFACE CONDITIONS Based on our previous site investigations, the site soils were generally disclosed in our test pit explorations to consist of medium dense sand and gravel with trace amounts of silt (Recessional Outwash), overlying dense to very dense, silty sand with varying amounts of gravel (Glacial Till) on the slope areas, *and very dense sand with varying amounts of gravel and silt (Advance Outwash) within the low-lying areas of the site. No groundwater was revealed n our previous explorations. Throughout the year, groundwater levels would likely fluctuate in response to changing precipitation patterns, off -site construction activities, and changes in site utilization. The deeper borings advanced as a part of our current supplementary study generally confirmed these subsurface conditions. It should be noted that our exploration along 232 nd Street also confirmed the presence of very dense Glacial Till soils in this area of the site, where temporary sloping of excavation cuts are planned. CONCLUSIONS AND RECOMMENDATIONS Based *on our findings and the results of our supplemental analyses, the project is considered feasible from a geotechnical standpoint, provided that the recommendations of this supplementary letter are implemented. For the plan ' ned cuts within the southwestern portion of the site (west side of mixed use building), we anticipate that tempora ry slopin g may be used, provided that easements can be obtained and the sections adjacent to the existing neighboring structures are supported by a soldier pile and lagging shoring wall system, to limit the risk of undermining the adjacent structures. We anticipate that soldier pile and lagging shoring walls will be required to shore the vertical cuts (up to about 18 feet high) adjacent to the existing neighboring structures west of the planned mixed use building. The following text sections of this report present our specific geotechnical conclusions and recommendations concerning temporary shoring walls, spread footings, permanent walls, and drainage systems. 118611ISF-A7L241,doc Page 4 of 13 Copyright 2007 Kleinfelder KLEINFELDER 2405 140th Avenue N( Suite Al 01, Bellevue, WA 98005 November 21, 2007 (425) 562-4200 (425) 562-4201 fax Temporafy Excavation Slope Cuts r Temporary excavations should be performed in accordance with current federal, state and/or local regulations. Temporary excavations in excess of 4 feet vertical height must be sloped or. supported in accordance with Part N of Washington Admi nistrative Code (WAC) 296-155. For planning purposes, recommend the following maximum cut slope inclinations, based on the soil layers encountered within our explorations and the corresponding OSHA Soil Type classifications: Maximum Soil Type Inclination Medium Dense to Dense Sand with Gravel (Type B Soils) 1HAV Dense to Very Dense Glacial Till (Type A Soils) %HAV It should be noted that appropri ate inclinations will ultimately depend on the actual soil and groundwater seepage conditions exposed in the cuts at the time of construction. It is the sole responsibility of the contractor to ensure that the excavation is properly sloped or braced for worker protection. Furthermore, it should be noted that the cut slope inclination of any overlying soil layer should not be steeper than the underlying soil layer, according to OSHA guidelines. In addition to proper sloping, the excavation cuts should be draped with plastic sheeting for the duration of the excavation to minimize surface erosion and raveling. Excavations made below the water table will likely require dewatering and/or shoring. Temporary Shoring Walls Temporary shoring walls up to roughly 18-feet high will be required to support the planned perimeter cuts along the sloping ground areas along the western property. In our opinion, a conventional, cantilever or tieback soldier pile and lagging wall would be well -suited for this purpose. A cantilever, soldier pile shoring wall typically consists of wood lagging placed between soldier piles installed in pre-augered holes backfilled with lean mix or structural concrete to a typical depth below the excavation base of about 1.5 times the wall height above grade. The practical and economical vertical height limit for a cantilevered (unsupported by soil anchors) soldier pile wall is typically on the order of 15 feet. Where the wall exceeds this practical cantilever height limit, soil tieback anchors are typically installed through the soldier piles to provide the necessary lateral support and limit lateral deflections of the wall system; such tiebacks may be installed in a single row or in a multiple row configuration. A slightly different lateral soil pressure analysis is required for each of these different wall configurations, as outlined 88601/SEA7L242.doc Page 5 of 13 Copyright 2007 Kleinfelder KLEINFELDER 2405 140th Avenue NE, Suite A101, Bellevue, WA. 98005 November 21, 2007 (425) 562-4200 (425) 562-4201 fax I subsequently. It should be noted that special design considerations will be required to limit wall deflection and potential ground settlement where the existing adjacent buildings are located directly on or close to the planned basement cuts. To minimize the risk of building damage, we recommend that these portions of the shoring wall be designed for the horizontal surcharge resulting from such nearby footing loads, or that the existing footing elements on these buildings be directly Underpinned by the soldier pile wall system. The following recommendations are provided for design of soldier pile a nd lagging shoring walls. Pile Embedment: All soldier piles should have sufficient embedment below the final excavation level to provide adequate "kick -out" resistance. to horizontal loads. We recommend a minimum embedment of 10 feet below the excavation base. However, deeper embedment might be needed to develop adequate vertical capacity or passive resistance at specific locations, based on a structural analysis. Drilling Conditions: Based on our explorations, we predict that the soldier pile and grout tieback holes will encounter dense to very dense silty gravelly sand (glacial till) or dense to very dense sand with gravel/silt (Advance Outwash). Loose to medium dense overburden soils can likely be drilled without difficulties, using a conventional auger, whereas the underlying very dense glacial till or advance outwash soils may yield slower drilling rates. Although none of our explorations encountered bobbles or boulders, it should be realized that such obstructions can exist at random locations within the native deposits. Rubble could also be present within the upper fill soils. Applied Loads: Soldier piles should be designed to resist various applied loads, which can be classified as static pressures, surcharge pressures, seismic pressures, and hydrostatic pressures. Our recommended design pressures are presented graphically on the.enclosed Cantilever and Tieback Shoring Wall Diagrams (Figure 3) and are discussed in the following paragraphs. Static Pressures: For tieback shoring walls having two or more rows of tiebacks, we generally recommend using an apparent lateral earth pressure with a trapezoidal distribution, as shown on 'Figure 3. Based on the site soils, we recommend using a peak earth pressure of 25H pounds per square foot (psf), where H is equal to the height of excavation in feet, for the uniform portion of this trapezoidal distribution. This static earth pressure should be applied over the soldier pile spacing width from the top of the pile downward to the base of 88601/SEA7L242.doc Page 6 of 13 Copyright 2007 Kleinfelder KLEINFELDER 2405 140th Avenue NE, Suite Al 01, Bellevue, WA 98005 November 21, 2007 (425) 562-4200 (425) 562-4201 fax excavation. Below this level, an active earth pressure of 35 pounds per cubic foot (pcf), modeled as a fluid unit weight, should be applied over the diameter of the pile only, as shown on Figure 3. Cantilever soldier pile shoring walls (without tiebacks) are designed for the triangular active earth pressure diagram both above and below the base of excavation level, in lieu of apparent lateral earth pressures, as noted on Figure 3. Surcharge Pressures: Lateral earth pressures acting on the soldier piles should be increased to account for any surcharge loadings from traffic, construction equipment, material stockpiles, or structures that are located within a horizontal distance'equal to the wall height. For simplicity, a traffic surcharge can be modeled as a uniform lateral pressure of 75 psf acting over the upper 6 feet of wall, as shown on Figure 3. Seismic Pressures: Temporary shoring walls need not be designed for seismic loads, given the relatively short duration of construction excavation and the addition`�l load capacity "built into" the static safety factor for the wall. However, if the shoring wall is designed in combination with a permanent wall, we recommend that the lateral earth pressures be increased to account for seismic loads. These seismic pressures act over the entire back of the wall and vary with the backslope inclination, the seismic acceleration, and the wall height. For permanent walls designed for yielding conditions (allowing a wall rotation of 0.001 to 0.002 times the wall height), we recommend using a uniform horizontal seismic loading of 4H psf, based on the active state lateral earth pressure. Conversely, a non -yielding (restrained) permanent wall should be designed to withstand a uniform horizontal seismic loading of 12H psf, based on the at -rest state lateral earth pressure. The recommended seismic surcharge pressure distribution is presented graphically on Figure 3. Hyftstatic Pressures: If groundwater is allowed to saturate the soils behind the below -grade perimeter walls, hydrostatic pressures will. act against the walls. At this site, however, we are assuming that the shoring walls will be provided with a geocomposite drainage mat system and that an under -slab drainage s ystem will be installed to provide a permanent dewatering system for the structure. We therefore do not expect that hydrostatic pressures will develop. 88601/SEA7L242.dDC Page 7 of 13 copyright 2007 Kleinfelder KLEINFELDER 2405 140th AVenue NE, Suite Al 01, Bellevue, WA 98005 November 21, 2007 (425) 562-4200 (425) 562-4201 fax . Resistinq Forces: Lateral resistance can be computed by using an appropriate allowable passive earth pressure acting over the embedded portion of each soldier pile, neglecting the upper 2 feet. The trapezoidal distribution of this allowable passive pressure can be modeled as shown on Figure 3. This passive press ure should be applied over a.lateral distance equal to the pile spacing or twice the pile diameter, whichever is less. For a level excavation base, we recommend using an allowable passive earth pressure of 375 pcf fof the very dense advance outwash sand with gravel, modeled as a fluid unit weight, in the static design case; in the seismic case we recommend using an allowable passive fluid pressure of 500 pcf, as shown on Figure 3. These allowable passive earth pressures incorporate a safety factor of 1.5 and 1.1 for the static and seismic case, respectively. Pile Capacities and Deflections:' Appropriate side -friction and end -bearing capacities can be used to determine total vertical capacities of the soldier piles that may be required to resist underpinning loads or the vertical component of the tieback loads. To estimate lateral deflections of the soldier piles, we recommend using appropriate subgrade reaction muduli. For the embedded portion of a soldier pile bearing within the native, very dense glacial till soils or advance outwash sands,. our recommended allowable design values are shown on the enclosed Figure 3 and are summarized below. The allowable values for side friction and end bearing incorporate safety factors of 1.5 and 2.0 for temporary and permanent conditions, respectively. Allowable Design Values Temporary Permanent Design Parameter Case Case Side Friction Capacity (very dense sands) 1,500 psf 1,200 psf End Bearing Capacity (very dense sands) 20 ksf 15 ksf Our recommendations regarding lagging design and installation are presented below. Wood Laggin, ically installed in between all soldier piles q Materials: Wood lagging is typ to reduce the potential for soil failure, loss of ground and hazardous working conditions. In our opinion, either conventional wooden timbers or reinforced shotcrete could be 8116011SEA7L242.doc Page 8 of 13 November 21, 2007 Copyright 2007 Kleinfelder KLEINFELDER 2405 140th Avenue NE, Suite A101, Bellevue, WA 98005 (425) 562-4200 (425) 562-4201 fax utilized as lagging at the site. For permanent applications, we recommend that all wooden timber lagging be pressure -treated. Lateral Pre$sures on Wood Lagging: Due to soil arching effects, temporary lagging that spans 8 feet or less need be designed for only 25 percent of the lateral earth pressure previously recommended for soldier pile design. Permanent lagging, on the other hand, should be designed for 50 percent of this same lateral earth pressure. Wood Laq-qin-q Backfill: We recommend that any voids greater than 1-inch behind the lagging be back -filled, but the backfill material should not be allowed to prevent groundwater flow. If inadequate drainage is provided behind the lagging, hydrostatic pressure will develop on the wall. Pea gravel would provide an effective lagging backfill material to promote adequate drainage, whereas concrete, cdf, or other impermeable materials are not recommended. The void spaces should be backfilled progressively as the excavation proceeds. Tieback Conflicts and Easements: Because tiebacks typically extend about 30 to 60 feet behind the excavation face, conflicts with undergr ound utilities, as well as with adjacent structures and foundations, often arise. The project structural engineer should carefully consider the locations of such obstructions when laying out all tiebacks. Easements might be -required for any tiebacks that extend onto private properties and right-of-way areas beyond the site property boundaries. It should also be realized that the City of Seattle does not typically allow permanent tiebacks to encroach. on their roadway right- o f-!way limits. Tieback No -Load Zone: The anchor portion of all tiebacks must be located a sufficient distance behind the retained excavation face to develop resistance within a stable soil mass. We recommend that the anchorage be obtained behind a "no-load zone" defined by a plane projected upward at a 60-degree angle from the base of the excavation and set back from the excavation face a horizontal distance equal to 25 percent of the face height, as shown on Figure 3. Tieback Anchor Len-qth and Spacing: The anchor portion of the tieback (that portion behind the no-load zone) should have a minimum length of 10 feet and should be located at least 10 fe et below the ground surface, as shown on Figure 3. To avoid interactions between adjacent tiebacks, we recommend that a clear spacing of at least 5 feet be maintained along the anchor zones. 88601/SEA7L242.doc Page 9 of 13 November 21, 2007 Copyright 2007 Kleinfelder KLEINFELDER 2405 1 40th Avenue NE, Suite A] 01, BelleVUe, WA 98005 (425) 562-4200 1,425) 562-4201 fax Estimated Tieback Adhesion: If properly grouted, we tentatively estimate that allowable concrete/soil adhesion values listed in the table below (and shown on Figure 3) for the various site soil layers may be used for the anchor portion of a tieback. These allowable adhesion values incorporate a safety factor of 1.1 and 1.5 for the temporary and permanent conditions, respectively. It should be noted, however, that the actual design values will depend on the installation method and should be confirmed by load - testing all tiebacks in the field. Allowable Tieback Adhesion Values Temporary Soil Type Case Dense to Very Dense, Silty Gravelly 1,500 psf Sand (Glacial Till) or Sand with gravel (Advance Outwash) Permanent Case 1,200 psf Tieback Load Testing: We recommend that all tiebacks be subjected to a comprehensive testing program that will verify the integrity of indi ' vidual tiebacks and provide information regarding their long-term creep characteristics. Two separate types of tests are appropriate for. temporary tieba * cks: 200-percent performance tests on a limited number of tiebacks (within each different soil unit), and 133-percent proof tests on each remaining tieback anchor. For permanent tiebacks, we also recommend that 300-percent verification tests be performed. Kleinfelder can supply details for conducting these tests, upon request. Wall Deflection and Settlement Monitorin_q: We recommend that the top -of -wall horizontal deflection and -potential vertical settlement of the g round surface behind the wall be monitored by means of standard surveying techniques, in order to assess the performance of the shoring wall during construction. Settlement monitoring should include establishing settlement bench marks on the existing ground surface behind the wall. Top -of -wall horizontal deflections should be monitored along the wall at both ends, at the mid -point, and every 20 feet in between. - These survey points should be monitored immediately after soldier pile installation, regularly during excavation, and on 81611/SEA7L242.doc Page 10 of 13 Copydght 2007 Kleinfelder KLEINFELDER 2405 140th Avenue NE, Suite A101, Bellevue, WA 98005 November 21, 2007 (425) 562-4200 (425) 562-4201 fax I a weekly basis following complete excavation. We recommend that Kleinfelder be allowed to review this survey monitoring data as soon as it becomes available. Construction Monitoring: Because shoring walls require specialized installation and earthwork techniques to maintain stable conditions during and after construction, we strongly recommend that an Kleinfelder representative be retained to continuously monitor the installation of all soldier- piles, wood lagging, and tiebacks. This monitoring would include observation and documentation of installation procedures, construction materials, drilling conditions, soil conditions, pile plumbness, as well as tieback load testing and confirmation of lock -off loads. LIMITATIONS This report has been prepared to aid Valhalla LLC in the evaluation of the site and to assist the architect. and engineer in the design of the facilities, in accordance with currently accepted geotechnical engineering practice. No warranty. based on. the contents of this report is intended, and none. shall be inferred from the statements or opinions expressed herein. Our description of the project represents our understanding of the significant aspects of the project relevant to the design and construction of earthwork,. foundations and related issues. In the event that any changes in the basic design or location of the structures as outlined in this report are planned, we should be given the opportunity to review the changes and to modify or reaffirm in writing the conclusions and recommendations of this report. The scope of our services did not include any environmental assessment or investigation for the presence or absence of wetlands or hazardous or toxic materials in the soil, surface water, groundwater or air, on or below -or around this site. The analyses and recommendations represented in this report are based on the data obtained from the bor ings made at the locations indicated on the Site and Exploration Plan and from other information discussed herein. This report is based on the assumption that the subsurface conditions everywhere are not significantly different from those disclosed by the borings. However, variations in soil conditions may exist between the boring locations; also, general groundwater levels may fluctuate from time to time.. The nature and extent of the variations may not become evident until construction. If subsurface conditions different from those encountered in the. explorations are observed or encountered during construction or appear to be present 88601/SEA7L242.doc Page I I of 13 Copyfight 2007 Kleinfelder KLEINFELDER 2405 140th Avenue NE, Suite A101, Bellevue, WA 98005 November 21, 2007 (425) 562-4200 - (425) 562-4201 fax beneath or beyond excavations, we should be advised at once so that we can observe and review these conditions and reconsider our recommendations where necessary. The scope of our services does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures', except as specifically described in our report for consideration in design. This report may be used only by Valhalla LLC and their design consultants and only for the purposes stated within a reasonable time from its issuance, but in no event later than one year from the date of the report. Land or facility use, on and off -site conditions,"regulations, or other factors may change over time, and additional work may be required with the passage of time. Any party other than Valhalla LLC who wishes to use this report shall notify Kleinfel.der of such intended use. Based on the intended use of the report, Kleinfelder may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the client or anyone else will release Kleinfelder from any liability resulting from the use of this report by any unauthorized party and client agrees to defend, indemnify, and hold harmless Kleinfelder from any claim or liability associated with such unauthorized use or non-compliance. Valhalla LLC is responsible to see that all parties to the project, including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. Further guidelines and information on this geotechnical report can be found in the ASFE publication entitled Important Information About Your Geotechnical Engineering Report, which is included for your reference in Appendix D of this report. CLOSURE The conclusions and recommendations provided in this supplemental letter are based, in part, on the current project conditions provided to us, our review of -available geotechnical documents for the project site, our site reconnaissance, and our interpretations and assumptions regarding subsurface conditions. If variations in subsurface conditions are discovered during earthwork, we may need to modify this report. The future performance and integrity of the temporary shoring systems and building foundations will depend largely on proper initial site preparation, drainage, and 88601/SEA7L242.doc Page 12 of 13 Copyright 2007 Kleinfelder KLEINFELDER 2405 140th Avenue NE, Suite A101, Bellevue, WA 98005 November 21, 2007 (425) 562-4200- (425) 562-4201 fax I construction procedures. Monitoring by experienced geotechnical personnel should be considered an integral part of the construction process. Kleinfelder is available to provide geotechnical inspection and testing services during the earthwork and foundation construction phases of the project. If variations in the subgrade conditions are observed at that time, we would be able to provide additional geotechnical engineering recommendat ions, thus minimizing delays as the project develops. We are also available to review preliminary plans and specifications before construction begins. We appreciate the opportunity to be of continued service to you. Should you have any questions concerning this letter, or if we can assist you further, please contact us at 206-654-7045. Respectfully submitted, KILEINFELIDER WEST, INC. Steven Flowers, E.I.T. Staff Geotechnical Engineer Rolf B. yllseth, P.E., L.G. Senior Geotechnical Engineer Attachments: Figure 1 — Location/Topographic Map Figure 2A — Site & Exploration Plan Figure 3 — Cantilever and Tieback Shoring Wall Diagrams Previous Test Pit Logs TP-1 through TP-10 (Kleinfelder, July 7, 2006) Boring Logs B-1 through B-8 Grain Size Distribution Reports (10) Distribution: Valhalla, LLC c/o SGA Corporation Attn: Mr. James W. Abbott Shapiro Architects (3) Attn: Mr. Tony Shapiro 88601/SEA7L242.doc Page 13 of 13 November 21, 2007 opyright 2007 Kleinfelder KLEINFELDER 2405 140th Avenue NE, Suite A101, Bellevue, WA 98005 (425) 562-4200 (425) 562-4201 fax c Fii i � n I! � Un- 0 IGM2001 Wcr� Com amd/w Its suptillons. AD rights mswvad. htrpJM�,mkrosa&cwnJm&pp*d hl 2000 by Coographic Data Tedww1opy, I= Ail 6" rasarvW, 4D 2000 NaOptkn Todmb&s. Ali rights tasemW, 0 CWYV9 200D by Cornpuwwth Aboymarketing DAM W4 SyCerns L14, K L E I N F E L D E R Site Vicinity 2405 140th Avenue NE, Suits A101 Bellevue, WA 98005-1877 PH: (425) 562-4200 FAX: (425) 562-4201 Edmonds Mixed Use www.kleinfolder.com 23012 Edmonds Way Edmonds, Washington DRAWN: Nov. 2007 1 APPROVED B j PROJECT NO. 88601 1 FILE NAME:88601 c::_— I DRAWN BY: J.S. REVISED BY: CHECKED BY: FIGURE I @ by Kleinfelder West Inc., 2007 TESTING PROGRAM U.S.C.S. LABORATORY FIELD WELL/PIEZO -" I., g =_ W cd W94 SOIL DESCRIPTION :F CE4 ) i '? o z CONSTRUCTION Z' 04 A4 :gg Z 4 WC= z Oz Ake! 0 0-0 4 Surface: forest duff, sod and topsoil (1-3 inches) :go U Z 0 SP dense, grey -brown, dry, SAND WITH GRAVEL, fine to medium sand, fine gravel, trace silt. (RECESSIONAL OUTWASH) Sm — — — — — — — — — — — — — — — — — — — — very dense, grey-browm, dry, SILTY SAND WITH GRAVEL, fine sand, fine gravel. (GLACIAL TELL) 5 6.8 35 15 S1_1 -grades to very dense, grey 28 32 10— 35 SI-2 50/3 "X �P_Srv. I -- T — — — — — — — — — — — — — — — — — — — very dense, gre'y-brown, dry, SILTY SAND WITH GRAVEL, fine to medium sand, fine gravel. (GLACIAL TELL) 15- 7.1 17 24 SI-3 26 30 S P — — — — — — — — — — — — — — — — — — — - very dense, grey -brown, dry, SAND WITH GRAVEL, medium sand, some silt. (ADVANCE OUrWASH) r U > 20 DATE DRILLED: 10-25-07 SURFACE ELEVATION (feet): 213.0 ft DRILLING METHOD: HSA (Track Rig) LOGGED BY: FDR TOTAL DEPTH (feet): 50.3 DRILLER: Boretech 3D REVIEWED BY: Rolf Hyllseth DL431ETER OF BORING (in): 8.5 in CASING SIM: n/a Edmonds mixed use Appendix 232nd Ave and Edmonds Way k4KLEINFELDER Edmonds, Washington A-2a D GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS BORING LOG SOILS AND MATERIALS TESTING PROJECT NUMER: 88601 B-1 PAGE 1 of 3 TESTING PROGRAM U.S.C.S. LABORATORY FIELD WELL/PIEZO 10 P4 W9 0 SOIL DESCFJPTION CONSTRUCTION & 0 0= Wz �90 -< CY 11! U Z �Q 0 20— 10 S14 24 28 25- 24 Sl-5 -gra es to d medium to coarse grained, no silt 30 d -gra es to moist, medium grained 38 30- 50/5" SI-6 -2 inches wet, coarse grained, over 3 inches moist, medium to coarse grained, trace silt. 35- 25 SI-7 -moist, medium grained, trace silt 38 50/5 LLI Ir P Ir aj > 4 SAMPLER TYPE Cal. 3"OD) SPT Spfitqpoon q2" OD) Core Shelby No Grab Split poon Sample Tube Recovery **HANU*AER WEIGHT 300 lbs 140 f�nlv "---% lbs Edmonds mixed use Appendix 232nd Ave and Edmonds Way k%IIKLEINFELDER Edmonds, Washington A-2b GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING BOFJNG LOG PAGE 2 of 3 3.1 PROJECT NUMBER: 88601 B-1 TESTING PROGRAM LABORATORY ]FIELD -.z WELL/PIEZO -0 = W04 CONSTRUCTION & ;� W F'Z 0-0 E. Con 0 oe F_ U K �;) OS o 45 LU 37 44 K A si-9 U.S.C.S. 0 SOM DESCRIPTION -moist, medium to coarse grained, one inc lens of wet, coarse sand. -gra es to d medium grained sand. -rock fragments and coarse grained, moist, sand. -Boring completed to 50.3 feet below ground surface. -Groundwater was not encountered during drilling. -Boring backfilled with bentonite chips. * SAAIPLER Cal. OD) N SPT q2" OD) fl Core Shelby No �d TYPE H Splitqp"oon Split poon Sample Tube I - Grab Recovery 300lbs 140lbs **HAAE%IER WEIGHT (30" Drop) (30" Dra D) D Edmonds mixed use Appendix 232nd Ave and Edmonds Way 1114KLEINFELDER Edmonds, Washington A-2e EOTECM'41CAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING BORING LOG PAGE 3 of 3 PROJECT NUMBER: 88601 B-1 I TESTINGPROGRAM U.S.C.S. LABORATORY FIELD,* WELL/PIEZO 0 SOIL DESCRIPTION CONSTRUCTION W �_� 0�' ZW r— 0 W �w W F_4z _F-4 U -.!C- 0-0 04 EO AA *'! 0 Surface: forest duff, sod and :50 C—P '.'� 0 P : ;Q U 4 0 5 110 112 .Z4 6.3 5 DATE DRILLED: 10-29-07 LOGGED BY: FDR REVIEWED BY: Rolf Hyllseth 0 I-171-M S_ 16 N S2-1 34 36 24 : 1 31 N A S2-2 III,_U'U111 urolibco, 116111 1 SAND WITH GRAVEL, fine to medium sand, fine gravel. (WEATHERED GLACIAL TILL) — — — — — — — — — — — — — — — — — — — — Very dense, light grey -brown, dry, SILTY SAND WITH GRAVEL, fine sand, fine gravel. (GLACIAL TELL) -grades to fine to medium sand -Boring terminated at 12 feet below groun surface due to auger refusal. .. -Groundwater was not encountered during drilling. -Boring backfilled with bentonite chips. SURFACE ELEVATION (feet): 212.0 ft DRILLING METHOD: HSA (Portable Acker Rig) TOTAL DEPTH (feet): 12.0 DRILLER: Boretech DIAMETER OF BORING (in): 5.5 in CASING SIZ_E: n/a Edmonds mixed use Appendix 232nd Ave and Edmonds Way k4IKLEINFELDER Edmonds, Washington A - 3 GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING BORING LOG PAGE I of 1 B-2 PROJECT NUMBER: 88601 0 U z W TESTING PROGRAM U.S.C.S. LABORATORY FIELD WELUPIEZO 0 CONSTRUCTION > 0= W 04 go U CO 0 0 110 115 11.5 : : 14 : DATE DRILLED: 10-25-07 LOGGED BY: FDR REVIEWED BY: Rolf Hyllseth 16 N S3-1 18 23 15 N S3-2 33 38 17 N S3-3 35 42 SOIL DESCRIPTION bare ground SP medium dense, grey -brown, moist, SAND WITH GRAVEL, trace silt, medium sand, trace organics.(rootlets). (RECESSIONAL OUTWASH) -medium t coarse grained sand, moist -grades dense, wet, fine to medium grained sand, some silt. grades to very dense, moist, fine to coarse sand, trace silt -grades to dry to moist SURFACE ELEVATION (feet): 192.0 ft DRILLING METHOD: HSA (Track Rig) TOTAL DEPTH (feet): 26.4 DRILLER: Boretech DIAMETER OF BORING (in): 8.5 in CASING SIZE: n/a Edmonds mixed use Appendix 232nd Ave and Edmonds Way k4KLEINFELDER Edmonds, Washington A-4a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOMS AND MATERIALS TESTING BORING LOG I PROJECT NUMMER: 88601 B-3 PAGE I of 2 64 TESTING PROGRAM LABORATORY I FIELD e* U> WELL/PIEZO > —0 9 — W CONSTRUCTION �4 0- 0.0 X Z F� W V cow U _�4 — Q -<= : 0.0 C)4 F� ;D W 00 tt :5 4 . U C) 20 4. L. I". � K 125 6.4 50/3 31 46 n/cl, S3-5 U.S.C.S. T49411i SOIL DESCRIPTION -grades to moist -gra es to d occasional I inch (I") seams of fine to medium grained wet sand with silt. -Boring completed to 26.4 feet below ground surface. . -Groundwater was not encountered during drilling. -Boring backfilled with bentonite chips. *SAMTLER Cal. q"OD) TYPE 0 SPTq2"OD) Core Shelby Grab No Split poon Split poon Sample Tube Recovery **HAMMERWEIGHT 300 lbs (30" Drop) 140 lbs (30" Drop) Edmonds mixed use Appendix 232nd Ave and Edmonds Way KLEINFELDER Edmonds, Washington A-4b GtOTECIINICAL AND ENVIRONMENTAL ENGINEERS BORING LOG SOILS AND MATERIALS TESTING PROJECT NUMEBER: 88601 B -3 PAGE 2 of 2 LABURAVURY I FIELD WELL/PIEZO 0 > rA : F� rA E V O� WP4 CONSTRUCTION W F�z WW U cnw E� P W 0 45 94 0 F� �5 -.!45 ow 0- -oz :90 CY C; F_ 0 0 5 110 115 DATE DRILLED: 10-25-07 LOGGED BY: FDR REVIEWED BY: Rolf Hyllseth U.S.C.S. 0 SOIL DESCRIPTION I It Surface: grass, sod and topsoil (1-3 inche,, SM loose, grey -brown, dry, SILTY SAND WrITI GRAVEL, fine to medium grained, trace organics, rootlets, 15" boulder encountered in upper foot. (FILL) -grades to ligbt-brown, fine grained — — — — — — — — — — — — — — — — — — — P_SrV[::.-R.:. dense, light -brown, dry, SAND WrM SILT, fine to medium sand, some gravel. (GLACIAL TILL) — — — — — — — — — — — — — — — — — — — sp very dense, grey -brown, dry to moist, SAND WITH GRAVEL, fine to coarse. (ADVANCE OUTWASH) SURFACE ELEVATION (feet): 200 ft DRILLING METHOD: HSA (Track Rig) TOTAL DEPTH (feet): 51.3 DRILLER: Boretech DIAMETER OF BORING (in): 8.5 in CASING SIZE: n/a 3 S4-1 2 2 17 N S4-2 16 25 1 S4-1 33 3'4 Edmonds mixed use Appendix 232nd Ave and Edmonds Way KIRLEINFELDER Edmonds, Washington A-5a GEOTECHNICAL A" ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESMG BORING LOG PROJECT NUMMER: 88601 B-4 PAGE I of 3 2000 STANDARD IN/OUT 886011_1 �ROLF VERSION).GPJ 200OREV.GDT 11/21107 0 ul) tA cz DEPTH (feet) 0 0 0 WATER LEVEL MOISTURE ................................................... ................................................................................................................................... CONTENT(%) 0 ...................................................................................................................................................................................... PLASTIC LIMIT(%) 0 -Own . ............. I ................ I ......... LIQUID LIMIT(%) V................ ......................................................................................................................... % PASSING 0 V 00 .................................................................................................................................................................................. No. 200 SIEVE ........... ...... ...... OTH E R T E STS ...... . . PID (ppm) f4 �z k,4 — 0� tA 4, BLOWS/6 inches** (uncorrected) D� SAMPLER* rA SAMPLE NUMBER wn 7 NAME SYMBOL �o 0 Y, CS 01 CL CD 0 5 CD q- CD 22. - 0 CD CD 0. 0 CD > ro 0 t2l Lit THIS SUR=Y 'APPD�S OMLY ATIHIS L!OCATION-A-'ND AT THE TIME OF LOGG- ING. CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE AT THIS LOCATION WITH TIME. BY: APPROV: DATA PRESENTED IS A SIMPLIFICATION. Ll i I L I I 11 I 11 I I I I I I I co D 0 Z 0 z TESTING PROGRAM U.S.C.S. LABORATORY FIELD - WELLIPIEZO SOIL DESCRIPTION F, W 0 CONSTRUCTION U4� z z j Env) U a 04 Cnz z . 04eq 0 E� ;D . 0- �4 X0 ce z 0 4 40 S4-8 -medium-grained, trace silt 34 38 45- 32 S4-9 -medium to coarse -grained, no silt 48 24 so- 27 S4-10 -moist, fine to medium -grained, trace silt. 45 51.3 -Boring completed to 51.3 feet below ground surface. -Groundwater was not encountered during drilling. -Boring backfilled with bentonite chips. *SANTLER Cal. 3"OD) TYPE Splitqpoon SPTq2"OD) n Core Shelby Grab No Split poon Sample Tube Recovery **RAAE%IER WEIGHT 300lbs (30" Drop) 140lbs (30" Drop) Edmonds mixed use Appendix k4KLEINFELDER 232nd Ave and. Edmonds Way Edmonds, Washington A - 5c GEOTECHNICAL AND ENVIROMENTAL ENGINEERS BORING LOG . SOILS AND MATERIALS TESTING PROJECT NUMBER: 88601 . - I B-4 PAGE 3 of 3 i 0 0— *4 Z Z 0 W 0 0 z 0 0 0 0 z U >4 0 z 91.0 >1 < U 0 0 0 94 I LABORATORY I FIELD .2 WELL/PIEZO CONSTRUCTION 4 Gow U 0 & go o, t 6 U z 0 0 5 110 8.7 11 27 N S5-1 50/3 20 N S5-2 35 38 39"M S5-3 WA U.S.C.S. SOIL DESCRIPTION grass, sod and topsoil (1-3 inches) -Boring completed to 15.8 feet below ground surface. -Groundwater. was not encountered during drilling. -Boring backfilled with bentonite chips. DATE DRILLED: 10-29-07 SURFACE ELEVATION (feet): 189 ft DRILLING METHOD: HSA (Track Rig) LOGGED BY: FDR TOTAL DEPTH (feet): 15.8 DRILLER: Boretech 2 1 REVIEWED BY: Rolf Hyllseth DIAMETER OF BORING (in): 8.5 in CASING SIZE: n/a 3D D Edmonds mixed use 2 Appendix 9 232nd Ave and Edmonds Way D X cc KilKLEINFELDER Edmonds, Washington D A - 6 GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING BOPJNG LOG I PAGE 1 of I j PROJECT NUMBER: 88601 B-5 0 I I I I I I I I I I I I CL C> 0 z 0 W LU LL U, 0 10 D z U) TESTING PROGRAM U.S.C.S. LABORATORY I up o WELL/PIEZO .2 P4 Cj w94 '4W SOIL DESCRIPTION CONSTRUCTION zw IS-1. &. ALI :g R PZ F-1 ' : a V)W U 0 -< '. c0i <5 Gnz z C, W 9k oz E. Ak"'! X0 Crj ce < 0_0 rA Surface: grass, sod and topsoil (1-3 inches) U — Z 0 0 SP medium dense, brown, dry, SAND WITH GRAVEL, fine to coarse sand. (FILL) SP - - - - - - - - - - - - - - - - T - —dense, grey to grey -brown, dry, SAND VnM GRAVEL, medium sand, fine gravel. 5 — (ADVANCE OUTWASH) 9.4 10 6 S6-1 13 21 10- 22 S6-2 -grades to very dense, fine to medium sand. 28 27 15- 28 S6-3 35 6.5 50 t -Boring completed to 16.5 feet below ground surface. -Groundwater was not encountered during drilling. -Boring backfilled with bentonite chips. DATE DRILLED: 10-25-07 SURFACE ELEVATION (feet): 188 ft DRILLING METHOD: HSA (Track Rig) LOGGED BY: FDR TOTAL DEPTH (feet): 16.5 DRILLER: Boretech REVIEWED BY: Rolf Hyllseth DIAMETER OF BORING (in): 8.5 in CASING SIZE: n/a Edmonds mixed use Appendix KIKLEINFELDER 232nd Ave and Edmonds Way I Edmonds, Washington A - 7 GEOTECHNICAL AND ENVIRONMENTAL EN GINEERS BORING LOG SOILS AND MATERIALS TESTE14G PROJECT NUMBER: 88601 B-6 PAGE I of I i 0 2 Z co 0 Z ow 0 0 W z 0 E_ a U z 0 < 1.4 Z rn o 0 z -14 >1 0 W z Ak 0 >1 U 0 no 0 TESTING PROGRAM U.S.C.S. LABORATORY FIELD WELUPIEZO CONSTRUCTION S 0" At 0 VDZ 0z 00 z 0 0 5 ] I, 3.5 6 S7-1 32 28 10— 1 8.0 18 13 S7-2 18 16 15- 20 S7-3 29 26 20 5 DATE DRILLED: 10-25-07 LOGGED BY: FDR - REVIEWED BY: Rolf Hyflseth SOIL DESCRIPTION grass, sod and topsoil (1-3 inches) medium dense, brown, dry, SELTY SAND VMH GRAVEL, fine to medium sand, fine gravel. (F]II-L) - - - - - - - - - - - - - - - - - - - - - SP very dense, grey to grey -brown, dry, SAND WITH GRAVEL, fine to coarse sand, fine gravel. (ADVANCE OUTWASH) grades to dense, moist, trace silt -grades to moist with occasional wet lenses, very dense, 2 inch lens of fine to medium grained sand. SURFACE ELEVATION (feet): 186 It DRILLING METHOD: HSA (Track Rig) TOTAL DEPTH (feet): 51.5 DRILLER: Boretech DIAMETER OF BORING (in): 8.5 in CASING SIZE: n/a D Edmonds mixed use Appendix 232nd Ave and Edmonds Way D k4K-LEINFELDER Edmonds, Washington D A-8a GEOTECH141CAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING BORING LOG PAGE 1 of 3 PROJECT NUNIBER: 88601 B-7 SAMIPLER Cal. OD) TYPE Spljtqp,,00n SIPT q " OD) Split H Core Shelby Sample Tube Grab No poon Recovery **HANU14ER WEIGHT 300 lbs (30" Drop) 140 lbs (30" Drop) Edmonds mixed use Appendix k4lKLEINFELDER 232nd Ave and Edmonds Way Edmonds, Wasbington A-8b GEOTECIINICAL AND ENVIRONMENTAL ENGINEERS BORING LOG SOILS AND MATERIALS TESTING PROJECT NUMEBER: 88601 B-7 PAGE 2 of 3 TESTINGPROGRAM LABORATORY FIELD WELL/PIEZO g W9 �w CONSTRUCTION W .1 Aq < 0 0z E* 90 W 04 U -tt .4 Z 0 M 40- 20 S7-8 22 38 34 N A S7-9 11 M S7-10 14 7 U.S.C.S. TIVIi SOIL DESCRIPTION -grades to wet lenses of fine SAND WIT SELT. -grades to medium to coarse grained SAND, dry -grades to medium dense, moist to wet, medi rum grained sand with gravel. -Boring'completed to 51.5 feet below ground surface. -Groundwater was not encountered during drilling. -Boring backfilled with bentonite chips. *SAMTLER TYPE Cal. OD) H Splitqp"oon SPT q2" OD) Split Core Shelby Grab Sample No poon Tube Recovery "HAMWER WEIGHT 300 lbs (30" Drop) 140 lbs (30" Drc p) Edmonds mixed use k4KL'EINFELDER 232nd Ave and Edmonds Way Appendix Edmonds, Washington A - 8c GEOTECHMCAL AND ENVIRONMEM17AL ENGINEERS BORING LOG SOILS A" MATERIALS TESTING ECT NUMMER: 88601 B-7 PAGE 3 of 3 TESTING PROGRAM U.S.C.S. LABORATORY FIELD -g' 04 WELL/PIEZO Et W SOIL DESCRIPTION CONSTRUCTION Zw 4 W E� PZ U 04 0Z CY 0 E. : 0= Surface: grass, sod and topsoil (1-3 inches) U Z 0 M 0— SP dense, grey -brown, dry, SAND WITH GRAVEL, medium to coarse sand, fine to coarse gar vel, cobbles to 4 inches in size. (ADVANCE OUTWASH) 5 3.2 20 S8-1 grades to very dense. 25 35 10- 5.8 12 21 24 S8-2 grades to fine to medium grained. 28 15- 20 S8-3 21 16.5 34 .-Boring completed to 16.5 feet below ground surface. -Groundwater was not encountered during C' drilling. -Boring backfilled with bentonite chips. q Z 0 rn 0: Uj > o DATE DRILLED: 10-29-07 LOGGED BY: FDR REVIEWTD BY: Rolf Hyllseth co Z 0 Z PRO SURFACE ELEVATION (feet): 185 ft DRILLING METHOD: HSA (Track Rig) TOTAL DEPTH (feet): 16.5 DRILLER: Boretech DIAMETER OF BORING (in): 8.5 in CASING SIZE: n/a k4KLEINFELDER GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS SOILS AND MATERIALS TESTING Edmonds mixed use 232nd Ave and Edmonds Way Appendix Edmonds, Washington A - 9 BORING LOG PAGE I of I Particle Size Distribution Report d 7 W E Z LL F- Z Ld W 4 IL 2 1 ir 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm % COBBLES % GRAVEL % SAND % SILT I % C��q 0.0 19.0 46.0 35.0 SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X=NO) 1.5 in. 100.0 I in. 92.0 3/4 in. 89.0 1/2 in. 86.0 3/8 in. 84.0 #4 81.0 #8 78.0 #10 78.0 #16 75.0 #30 71.0 #40 67.0 #50 61.0 #100 46.0 #200 35.0 Soil Description Silty sand with gravel Laboratory No.: 7720 Moisture Content: 6.8% Afterberg Limits PL= LL= P1= Coefficients D85= 11-1 D60= 0.286 D60= 0. 182 D30= D15= D10= cu= cc= Classification USCS= SM AASHTO= Remarks Tested By: D. Erickson Checked By: J. Schwartz Entered By- B. Kochanski (no specification provided) Sample No.: SI-1 Source of Sample: B-1 Date: 11/19/07 Location: Elev./Depth: 5' Client: Valhalla LLC KLEINFELDER, INC. Project: Edmonds Mixed Use Building Prolect No- 88601/1 Figure Fri M MITA"M 31MM Unt MM % COBBLES % GRAVEL % SAND % SILT I % CL�q 0.0 7.0 76.0 17.0 SIEVE SIZE PERCENT FINER SPEC PERCENT PASS? (X=NO) 3/4 in. 100.0 1/2 in. 100.0 3/8 in. 97.0 #4 93.0 #8 87.0 #10 86.0 H16 81.0 #30 71.0 #40 61.0 #50 45.0 #100 23.0 #200 17.0 Soil Description Silty sand Laboratory No.: 7720 Moisture Content: 7. 1 % Atterbera Limits PL= LL= Pl= Coefficients D85= 1.75 D60= 0.415 D50= 0.334 D30= 0.201 D15= P10= cu= cc= Cla�;sification U8CS= SM AASHTO= Remarks Tested By- D� Erickson Checked By- J. Schwartz Entered By: B. Kochanski (no specificafion providA) Sample No.: SI-3 Source of Sample: B-1 Location: r client- Valhalla LLC KLEINFELDER, INC. I Project: Edmonds Mixed Use Building Date: 11/19/07 Elev./Depth: 15' No: 88601/1 Fioure org n mom 0 1 % COBBLES % GRAVEL % SAND % SILT % CLAY 0.0 12.0 64.0 24.0 SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X=NO) I in. 100.0 3/4 in. 97.0 1/2 in. 91.0 3/8 in. 90.0 #4 88.0 #8 85.0 #10 85.0 #16 82.0 #30 75.0 #40 66.0 #50 52.0 #100 32.0 #200 24.0 Soil Description Silty sand Laboratory No.:7720 Moisture Content: 6.3% Atterberg Limits PL= LL= Pl= Coefficients D85= 2.00 D60= 0.364 D50= 0.285 D30= 0.133 D1 5= D10= CU= cc= Classification USCS= SM AASHTO= Remarks Tested By: D. Erickson Checked By. J. Schwartz Entered By- B> Kochanski (no specificafion provid Sample No.: S2-2 Source of Sample: B-2 Location: Date: 11/19/07 Elev./Depth: 10' Client: ValhOaLLC KLEINFELDER, INC. Project: Edmonds Mixed Use Building 1LPr2 iect No: 88601/1 Figure "111011111 liiiiiiiniiiiiiiisillillimillillim 111011111111 11ilqu 11101111111101111111 111011111111011111111011 111111110111111110 111011111111011111111011111111 % COBBLES % GRAVEL % SAND % SILT I %C��q 0.0 14.0 72.0 14.0 SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X=NO) 1.5 in. 100.0 I in. 94.0 3/4 in. 94.0 1/2 in. 92.0 3/8 in. 90.0 #4 86.0 #8 81.0 #10 80.0 #16 75.0 #30 66.0 #40 57.0 #50 43.0 #100 20.0 #200 14.0 Soil Description Silty sand Laboratory No.: 7720 Moisture Content:.1 1.5% Atterberg Limits PL= LL= Pl= .Coefficients D85= 4.11 D60= 0.467 D50= 0.354 D30= 0.215 D15= 0.0979 D10= cu= cc= Classification USCS= SM AASHTO= Remarks Tested By: B. Kochanski Checked By: J. Schwartz Entered By: B. Kochanski (no specificadon pTovided) Sample No.: S3-1 Source of Sample: B-3 Location: Flent. Valhalla LLC cr KLEINFELDER, INC. I Project: Edmon . ds Mixed Use Building Date: 11/19/07 Elev./Depth: 5' No: 88601/1 % COBBLES % GRAVEL % SAND % SILT I % CLAY 0.0 17.0 1 72.0 11.0 d SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X=NO) 3/4 in. 100.0 1/2 in. 96.0 3/8 in. 94.0 #4 83.0 #8 75.0 #10 73.0 #16 66.0 #30 54.0 #40 46.0 #50 36.0 #100 17.0 #200 11.0 Soil Description Poorly graded sand with silt and gravel Laboratory No.: 7720 Moisture Content: 8.7% Atterberg Limits PL= LL= Pl= Coefficients D85= 5.37 D60= 0.817 D50= 0.500 D30= 0.247 D15= 0.132 D10= Cu= cc= Classification USCS= SP-SM AASHTO= Rernarks Tested By: D. Erickson Checked By: J. Schwartz Entered, By: B. Kochanski (no specification provided) Sample No.: S5-1 Source of Sample: B-5 Date: 11/19/07 Location: Elev./Depth: 5' Client: Valhalla LLC Project: Edmonds Mixed Use Building KLEINFELDER, INC. Project No: 88601/1 Figure Particle Size Distribution Report 10( 9C 8C 70 af W 60 Z LL Z 50 W W 40 (L 30 20 10 0 GRAIN S17F - mm % COBBLES % GRAVEL % SAND % SILT %CL �q 0.0 20.0. 70.0 10.0 SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X=NO) I in. 100.0 3/4 in. 91.0 1/2 in. 88.0 3/8 in. 86.0 #4 80.0 #8 73.0 #10 72.0 #16 65.0 #30 54.0 #40 44.0 #50 30.0 #100 15.0 #200 10.0 Soil Description Well -graded sand with silt and gravel Laboratory No.: 7720 Moisture Content: 9.4% Atterberg Limits PL= LL= PI= Coefficients D85= 8.42 D60= 0.835 D50= 0.511 D30= 0.300 D15= 0.150 D10= 0.0750 Cu= 11.13 cc= 1.44 Classification USCS= SW-SM AASHTO= Remarks Tested By: J. Schwartz Checked By: J. Mason, PE Entered By: B. Kochans1d - (no specification provided) Sample No.: S6-1 Source of Sample: B-6 Location: Client: Valhalla LLC KLEINFELDER, INC. Project: Edmonds Mixed Use Building Date: 11/19/07 Elev./Depth: 5' No: 88601/1 T MImirem- - 0 % COBBLES % GRAVEL % SAND % SILT % CLAY 0.0 26.0 68.0 6.0 SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X=NO) lin. 100.0 3/4 in. 97.0 1/2 in. 90.0 3/8 in. 84.0 #4 74.0 #8 66.0 #10 65.0 #16 59.0 #30 46.0 #40 34.0 #50 22.0 #100 10.0 #200 6.0 Soil Description Poorly graded sand with silt and gravel Laboratory No.: 7720 Moisture Content: 3.5% Atterberg Limits PL= LL= Pl= Coefficients D85= 10-0 D60= 1.27 D50= 0.698 D30= 0.381 D15= 0.222 D10= 0.150 Cu= 8.46 Cc= 0.76 Classification USCS= SP-SM ASHTO= Remarks Tested By: D. Erickson Checked By: J. Schwartz Entered By- B. Kocbansld - (no specification provided) Sample No.: S7-1 Source of Sample: B-7 Location: Date: 11/19/07 Elev./Depth: 5' Client: Valhalla LLC Project: Edmonds Mixed Use Building KLEINFELDER, INC. I ILPrplect No: 88601/1 Figure % COBBLES % GRAVEL % SAND % SILT % CLAY 0.0 17.0 65.0 18.0 SIEVE, SIZE PERCENT FINER SPEC! PERCENT PASS? (X=NO) I in. 100.0 3/4 in. 98.0 1/2 in. 93.0 3/8 in. 89.0 #4 83.0 #8 78.'0 #10 77.0 #16 73.0 #30 63.0 #40 53.0 #50 40.0 #100 23.0 #200 18.0 Soil Description Silty sand with gravel Laboratory No.: 7720 Moisture Content: 8.0% Afterberg Limits PL= LL= Pl= Coefficients D85= 6.27 D60= 0.532 D50= 0.391 D30= 0.215 D15= - D10= cu= cc= Classification USCS= SM AASHTO= Remarks Tested By: D. Erickson Checked By-. J. Schwartz Entered By. B. Kochanski (no specification provided) Sample No.: S7-2 Source of Sample: B-7 Location: FC11ent Valhalla LLC KLEINFELDER, INC. I Project: Edmonds Mixed Use Building Date: 11/19/07 Elev./Depth: 10' ect No: 88601/1 ure �.C�OBBLES % GRAVEL % SAND % SILT I % CLAY 1 0.0 22.0 1 67.0 11.0 SIEVE SIZE PERCENT FINER SPEC! PERCENT PASS? (X=NO) 1.5 in- 100.0 I in. 88.0 3/4 in. 88.0 1/2 in. 84.0 3/8 in. 81.0 #4 78.0 #8 73.0 #10 71.0 #16 66.0 #30 53.0 #40 42.0 #50 30.0 #100 16.0 #200 11.0 Soil Description Poorly graded sand with silt and gravel Laboratory No.: 7720 Moisture Content: 3.2% Afterberg Limits PL= LL= Pl= Coefficients D85= 14.0 D60= 0.804 D50= 0.542 D30= 0.300 D15= 0.137 D10= Cu= cc= Classification USCS= SP-SM AASHTO= Remarks Tested By: D. Erickson Checked By. J. Schwartz Entered By- B. Kochanski (no specification provided) Sample No.: S8-1 Source of Sample: B-8 Location: Client: Valhalla LLC Project: Edmonds Mixed Use Building KLEINFELDER, INC.]. . Date: 11/19/07 Elev./Depth: 5' No: 88601/1 Fiqure % COBBLES % GRAVEL % SAND T- % SILT I % CLA� 0.0 18.0 70.0 1 12.0 SIEVE SIZE PERCENT FINER SPEC PERCENT PASS? (X=NO) 3/4 in. 100.0 1/2 in.,, 98.0 3/8 in. 92.0 #4 82.0 #8 75.0 #10 74.0 #16 70.0 #30 58.0 #40 46.0 #50 32.0 #100 17.0 #200 12.0 Soil Description Poorly graded sand with silt and gravel Laboratory No.: 7720 Moisture Content: 5.8% Afterberg Limits PL= LL= Pl= Coefficients D85= 6.07 D60= 0.646 D50= 0.471 D30= 0.283 D15= 0.122 D1 O= - Cu= cc = Classification USCS= SP-sm AASHTO= Remarks Tested By. D. Erickson Checked By: J. Schwartz Entered By: B. Kochanski (no specification provided) Sample,No.: S8-2 Source of Sample: B-8 Location: client. Valhalla LLC Project: Edmonds Mixed Use Building KLEINFELDER, INC. IF I Date: 11/19/07 Elev./Depth: - 10, ect No: 88601/1 Particle Size DistribLition Report 100 90 80 70 Ir LLI 60 Z LL Z 50 W 0 Ir W 40 30 20 10 n 500 100 10 1 0.1 001 4141 GRAIN SIZE - mm % COBBLES % GRAVEL % SAND % SILT % CLAY 0.0 19.0 46.0 35.0 SIEVE SIZE PERCENT FINER SPEC! PERCENT PASS? (X=NO) 1.5 in. 100.0 I in. 92.0 3/4 in. 89.0 1/2 in. 86.0 3/8 in. 84.0 #4 81.0 #8 78.0 #10 78.0 #16 75.0 #30 71.0 #40 67.0 #50 61.0 #100 46.0 #200 35.0 (no specification provided) Sample No.: Sm Location: Soil Description Silty sand with gravel Laboratory No.: 7720 Moisture Content: 6.8% Atterbeig Limits PL= LL= Pl= Coefficients D85= 11-1 D60= 0.286 D50= 0.182 D30= D15= D1 O= cu= Cc= Classification USCS= SM AASHTO= Remarks Tested By: D. Erickson Checked By: J. Schwartz Entered By: B. Kochanski Source of Sample: B-1 Date: 11/19/07 Elev./Depth: 5' Client: Valhalla LLC Project: Edmonds Mixed Use Building KLEINFELDER, INC. Project No: 88601/1 Flaure Particle Size Distribution Report d 100 90 FN 80 0 W 60--- Z U- Z 5 W cc 0 LU 40 30 20 "4 10 0 500 100 1 1 0.1 0.01 0.001 GRAIN SIZE - mm % COBBLES % GRAVEL % SAND % SILT I % CLAY:] 0.0 7.0 76.0 17.0 SIEVE SIZE PERCENT FINER SPEC! PERCENT PASS? (X=NO) 3/4 in. 100.0 1/2 in. 100.0 3/8 in. 97.0 #4 93.0 #8 87.0 #10 86.0 #16 81.0 #30 71.0 #40 61.0 #50 45.0 #100 23.0 #200 17.0 Soil Description Silty sand Laboratory No.: 7720 Moisture Content: 7. 1 % Atterberg Limits PL= LL= Pl= Coefficients D85= 1.75 D60= 0.415 D50= 0.334 D30= 0.201 D1 5= D, O= Cu= Cc= Classification USCS= SM AASHTO= Remarks Tested By: D. Erickson Checked By: J. Schwartz Entered By: B.. Kochanski (no specification provided) Sample No.: SI-3 Source of Sample: B-1 Location: Client: Valhalla LLC KLEINFELDER, INC. Project: Edmonds Mixed Use Building Date: 11/19/07 Elev./Depth: 15' No: 88601/1 Fioure I I I I I I I I I I I pi I I I I I I I I I I I I I I I I � I I I E I I I 100 9 80 T_ Lu 60 Z LL F_ Z 50 W Cc W 40 CL 30 20 10 n Particle Size.Distribution Report d d . . . 500 1 10 1 0.1 0.01 0.00 GRAIN SIZE mm % COBBLES % GRAVEL % SAND % SILT I % CLAK] 0.0 20.0 70.0 10.0 SIEVE SIZE PERCENT FINER SPEC! PERCENT PASS? (X=NO). 1 in. 100.0 3/4 in. 91.0 1/2 in. 88.0 3/8 in. 86.0 #4 80.0 #8 73.0 #10 72.0 #16 65.0 #30 54.0 #40 44.0 #50 30.0 #100 15.0 #200 10.0 (no specification provided) Sample No.: S6-1 Location: Soil Description Well -graded sand with silt and gravel Laboratory No.: 7720 Moisture Content: 9.4% Atterbera Limits PL= LL= Pl= Coefficients D85:-- 8.42 D60= 0.835 D50= 0.511 D30= 0.300 D15= 0.150 D1 O= 0.0750 Cu= 11.13 cc= 1.44 Classification USCS= SW_SM AASHTO_� Remarks Tested By: J. Schwartz Checked By: J ' Mason, PE Entered By: B. Kochanski Source of Sample: B-6 Date: 11/19/07 Elev./Depth: 5' Client: Valhalla LLC KLEINFELDER, INC. Project: Hmonds Mixed Use Building ILPr ect No: 88601/1 Figure qj� I I I I I I I I I L, I I I I I I I Ll 10C 9C 80 70 60 50 40 30 20 10 0 Particle Size Distribution Report d c! c! Z :1-. 2 1 V Q a V 500 100 lu 1 U.1 GRAIN SIZE - rnm U.U1 u.UU1 I % COBBLES % GRAVEL % SAND % SILT I % CLAY 0.0 17.0 65.0 18.0 J SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X=NO) 1 in. 100.0 3/4 in. 98.0 1/2 in. 93.0 3/8 in. 89.0 #4 83.0 #8 78.0 #10 77.0 #16 73.0 #30 63.0 #40 53.0 #50 40.0 #100 23.0 #200 18.0 Soil Description Silty sand with gavel Laboratory No.: 7720 Moisture Content: 8.0% Atterberg Limits PL= LL= Pl= Coefficients D85= 6.27 D60= 0.532 D50= 0.391 D30= 0.215 D15= D10= Cu= Cc= Classification USCS= SM AASHTO= Remarks Tested By: D. Erickson Checked By: J. Schwartz Entered By: B. Kochanski (no specification provided) Sample No.: S7-2 Source of Sample: B-7 Date: 11/19/07 Location: Elev./Depth: 10' Client: Valhalla LLC Project: Edmonds Mixed Use Building KLEINFELDER, INC. JLPr �ect No: 88601/1 Figure I I r-- L I I I I I I I I 11 I I I I I I I F I I j I I I I I I I I I I I I I I I I I I I I C to IL 65 0 00 LL 6 LL w W X 0 w EDY��tZS WA P. '04) tv T M, --nZ_r rV, -*B-5 F TP-L 'z' TP-9 B-3 ITA Legend E Tp-1 Previous Test Pit Number & Approximate Location F * B-4 Boring Number & Approximate Location (Current Study) rV I < I @ by Kleinfelder West Inc., 2007 x 0 CD w Go LL 6i LL w w x 0 Lu 3: Q H (FT) A. LATERAL EARTH PRESSURES AND SURCHARGE LOADS BASE OF EXCAVATION NEGLECT PRESSURE 2FT APPARENT EARTH PRESSURE SURCHARGE PRESSURE SOLDIER MULTIPLE SINGLE LEVEL PILE—\ LEVELTIEBACK TIEBACK WALL SEISMIC TRAFFIC WALL H, (FT) TIEBACK FORCES D (FT) PRESSURE ACTS OVER TWO PILE 375 PCF DIAMETERS /� (STATIC) 5 500 PC 00 PCF 0.2 H 2/3 H, 6.0 FT A 75 PSF 25 H PSF — H (FT) 4 H PSF PRESSURE ACTS OVER 25 H (ACTIVE) PILE SPACING (WALL PSF - FACE AREA) 12 H PSF 2/3 (H-H� (AT -REST) 0.2 H j P-7 — — — — — — — D (FT) PRESSURE ACTS OVER ONE PILE DIAMETERS 35 (H+D) PSF(BELOW CUT 0 NLY) B. SOLDIER PILE/LAGGINGITIEBACK ANCHOR WALL GEOMETRY MULTIPLE LEVEL TIEBACKANCHORS PERMANENT CONCRETE WALL (SCHEMATIC, NTS) GEOCOMPOSITE DRAIN MAT (24-IN WIDE VERTICAL STRIA, CENTERED BETWEEN PILES - FO CITING/ WEEP UNDERSLAB HOLE DRAINAGE SYSTEM D=10'MIN. I , I , , =jjqi!!!ffpifg�. SOLDIER PILE WOOD LAGGING "NO LOAD LOCATE ALL ANCHORS ZONE" BEHIND THIS LINE 60' -4fl vv 10 a=20-30' L 19 ANCHOR ZONE ADHESION (SEE _H/4j ITEM "D" BELOW) NOTES: 1. SOLDIER PILE EMBEDMENT (D) MUST BE ADEQUATE TO PROVIDE REQUIRED LATERAL AND VERTICAL CAPACITY (SEE ITEMS "C" AND "D" BELOW) C. SOLDIER PILEVERTICAL CAPACITY PILE DIAMETER (FT) ALLOWABLE ACTIVE EARTH BASE OF EXCAVATION PASSIVE EARTH PRESSURE PRESSURE NOTES: 1. FOR CANTILEVER SHORING WALL (NO TIEBACKS), USE ACTIVE EARTH PRESSURE (TRIANGULAR PRESSURE DIAGRAM) BOTH BELOW AND ABOVE BASE OF EXCAVATION CUT (NO APPARENT EARTH PRESSURE). 2. FOR SOLDIER PILE SPACING OF 8 FEET OR LESS, LAGGING SHOULD BE DESIGNED TO WITHSTAND 25% OF ACTIVE PRESSURE (TEMPORARLY) OR 50% OF ACTIVE PRESSURE (PERMANENT). 3. SEISMIC PRESSURES ARE ONLY APPLIED TO PERMANENT WALLS; THEY NEED NOT BE APPLIED ON TEMPORARY WALLS. USE"ACTIVE* STATE LATERAL SURCHARGE PRESSURE FOR YIELDING WALL CONDITION, AND'AT-REST" LATERAL SURCHARGE PRESSURE FOR NOWYELDING WALL CONDITION. 4. PILE DIAMETER EQUALS VADTH OF CONCRETE ENCASED PILE (ASSUMING STRUCTURAL CONCRETE); IF LEAN -MIX FILL USED BELOW EXCAVATION LEVEL, ASSUME WIDTH OF SOLDIER PILE. 5. EXCAVATION IS ASSUMED TO BE FULLY DRAINED BY A TEMPORARY OR PERMANENT DEWATERING SYSTEM; NO HYDROSTATIC PRESSURES ASSUMED TO ACT ON THE WALL. NEGLECT 2 FT FRICTION I D. TIEBACK ANCHOR PULLOUT RESISTANCE SOIL TYPE ALLOWABLE ADHESION TEMPORARY PERMANENT (PSF) (PSF) DENSE TO VERY DENSE GLACIAL TILL OR SAND 1,500 N/A WITH GRAVEL (ADVANCE OUTWASH) j ALLOWABLE SKIN FRICTION: 2 �T 1,500 PSF (TEMPORARY) NOTES: Li, I VERIFY TIEBACK ADHESION WITH 200% VERIFICATION ALLOWABLE END BEAROG: TESTS, AND 133% PROOF TESTS 30ksf (TEMPORARY) 20ksf (PERMANENT) NOTES: 1. - SKIN FRICTION AND END BEARING APPLIED TO CONCRETE ENCASED PILE DIAMETER (ASSUMING STRUCTURAL CONCRETE BELOW EXCAVATION LEVEL) 60_1'� by Kleinfelder West Inc., 2007 a I Partners LLC /10% -W South 23020 Edmonds ay d T P miit V 4,3 4nd Mi-xe k--.) se F oundati o e r alhal"Ola Edmonds, WA 98020 OWNER STWCTURAL ENGINEERING A/C VALHALLA PARTNERS, LLC Frank UnocTc APPROX. AIR CCNDITIONING I- L I- C. ELECTRICAL ARRFOXIMATE EQ. EQUAL DRAWING SYMBOLS c/o. James W. Abbott FYR3OS ENGINEFERIN53 rla-H. AXLeHITECT E UOP EQUIPMENT I Ir I=M INSULATION NOTES: GENERAL NOTES ISOI North 200th Street PO Box 2156 AUTO. AUTOMATIC EXH. EXHAUST NUMBER I. SEE WINDOW SCHEDULE FOR INSULATION SUMMARY 1. ALL CONSTRICTION TO COMPLY WITN THE 2003 INTERNATIONAL IBUI ! LDING Shoreline, WA 98133-33ol Lynnwood, WA 9803ro BLDG. BUILDING EXT. EXTERIOR 2. ALSO SEE RATED ASSEMBLY DETAILS FOP, REQUIRED INSULATION CODE AND ALL AMENDMENTS To SAID CODE, INCLUDING WAC 51-40 B.O. BY OTHERS EXT'G. EXISTING 3. INSULATION BAFFLES TO MAINTAIN P ABOVE INSULATION BARRIFER-FREE REGULATIONS AND CURRENT EDITION OF THE WASHINGTON 20ro-5B3-5III 425.772.1754 206-533-219ro FAX 425.774.6366 FAX 50T. 50TTOM FAB. FABRICATOR 4 INTERIOR ELEVATION 4. BAFFLES TO EXTEND &11 ABOVE BATT INSULATION BAFFLES TO EXTED 5.12-1 STATE F-NF-I%'r-%Y CODE, THE INTERNATIONAL. ELECTIRICAL CODE, unocicl@earthlinknet C CORD $ PLUG F.O. FLOOR DRAIN WINDOW IDENTIFIER AE30YE LOOSE FILL INSULATION INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FIRE CODE, &. INSULATE BEHIND TU55 / SHOWERS, PARTITIONS AND CORNERS FEDERAL GLAZING STANDARDS. AMERICANS WITH DISABILITIES ACT, AND THE CA5. CABINET FFL_ FINISH FLOOR LEVEL 7. INTERSECTING PARTY WALLS FAIR HOUSING ACT. ARCHITECT CONTRACTOR CEM. CEMENT FIN FINISHED 8. FACE STABLE FACED BATTS Tony Shapiro Jim Rogers CFER. CERAMIC FLR. FLOOR WALL SECTION KEY NOTE 9. FRICTION FIT UNIFACED BATTS USE 4 MIL POLY VAPOR RETARDER AT ALL WORK SHALL BE GOVERNED 13Y AND SHALL BE C:ONDUCTFEO IN A.D. SHAPIRO ARCHITECTS pS SSA CORPORATION C.L. CENTER LINE FLUCR. FLUORESCENT �A2,y REFERENCE REFERENCE WALLS ACCORDANCE WITH AMERICAN OF INSTITUTE OF ARCHITECTS DOCUMENT A201, 624 Edmonds Way 1501 North 200th Street CLG. CEILING FOC. FACE OF CONCf;RETF_ 10. USE PVA FAINT WITH A DRY CUP FEW RATING OF I MAX. ELECTRIC: WATER GENERAL CONDITIONS OF THE CONTRACT FOR CONSTRUCTION, CURRENT Edmonds, WA 98020 Shoreline, WA 98133-3301 CLR CLEAR FOF FACE OF FINISH HEATERS EDITION. 425.77"400 20ro-533-5114 COL. COLUMN FOM FACE OF MASONRY TITLE THE CONTRACTOR SHALE CAREFULLY STUDY AND COMPARE THE CONTRACT 425.280-5765 CELL 206-406-2689 CELL CONC. CONCRETE FT FOOT/FFEFET ROO ROOM NORTH ARROW PIPE I I NSUILATION DOCUMENTS WITH EACH OTHER AND WITH INFORMATION SUPPLIED MY THE T2ay_6@_ADS+-gj2Iro.com CONIst CONNECTION GA GJAGE ROOM NUMBER PIPING FOR. HOT WATER/STEAM SYSTEMS OF PIPING FOR CONTINUOUSLY OWNER AND SHALL AT ONCE REPORT TO THE AF?tCHITFECT ANY ERRORS, CONST. CONSTRUCTION GALV. GALVANIZED CIRCULATING HOT WATER SERVICE 5YSTEMS 19 REQUIRED TO BE INSULATED INCONSISTENCIES OR OMISSIONS SUSPECTED OR ASSUMED PRIOR TO CONT. CONTINUOUS GWI5 GYPSUM WALL BOARD TO AN' i ENERGY FACTOR (EF) OF OB7, OR A COM51NF-0 ANNUAL EFFICIENCY CONSTSWCTING ANY WORK. CIVIL ENGINEER GF-OTF-CHNiCAL ENGINEER CONTR. CONTRACTOR H.5. HOSE E315 (CAFEYOF NOT LF-99 THAN 0.71 HEATING EQUIPMENT; John Anderson Rolr Hyllseth, PE, LG CNTR. COUNTER H.P. WORSE POWER FLOOR FINISH REVISION NUMBER THE CONTRACTOR SHALL, BE RESPONSIBLE FOR INSf=ECTION OF PORTIONS WtH PACIFIC KILEINFELDER, INC. C.W. COLD WATER HW 140T WATER REFEREMC:E KEY 1. REQUIRED HEATING SYSTEMS ARE DETERMINED MY THE TYPE OF GLAZING OF THE WORK ALREADY 1PREFORMED UNDER THIS CONTRACT TO c>0TERIMINE. 3350 Monte Villa Parkway 2405 140th Ave NP, Suite A101 0 DIRECT CONNECTION HGT. HEIGHT INSTALLED, SEE ATTACHED CALCULATIONS. THAT SUCH PORTIONS AFEE IN PROPER CONDITION TO RECEIVE SUBSEQUENT Bothell, WA 98021 Bellevue, WA 98005 DET. DETAIL HORIZ. HORIZONTAL WALL FINISH 2. WATER TANK TO BE LABELED PER 1987 NAECA. WORK 425-951-4a94 425-562-4200 DIA. DIAMETER HVAC HEATING/VENTILATING/ REFFEREIVICE KEY 3. R-10 INSULATION UNDER ELECTRIC WATER HEATERS 25 GFM FLOW 5. DO NOT SCALE THE DRAWINGS - CONSULT ARCHITECT FOR ANY R i EQUIRED 425-786-1619 Cell DIM. DIMENSION AIR CONDITIONING RESTRICTOF�S ON SHOWERS. TU59 AND LAVATORIES. DIMENEIONAL CLARIFICATION, CONTRACTOR SHALL CAREFULLY REV, I IEW THE JAnderson@14HPaciric.-com RHylleeth@Klelnfelcier.com DWR DRAWER ID INSIDE DIAMETER 4. ZONING FOR RESIDENTIAL AREAS FOR TEMPETURE. CONTROL TO MEET 1997 DIMENSIONS INDICATED ON THE DRAWINGS AS UELL AS FIELD CONDITIONS S.E.C. Sec. 503.6. AND SHALL NOTIFY THE ARCHITECT IMMEDIATELY OF ANY CONFLICTS OR I- A EACH INCL INCLUDE 5. RESTRICT WATER CLOSET FLUSH CAPACITY TO IE GAL. PER FLUSH. SURVEYOR LANDSCAPE ARCHITECTURE E.L. ELEVATION INSUL INSULATION PROBLEMS, PRIOR TO CONSTRUCTING ANY WORI<_ Tim Hanson Arthur Seidel INT INTERIOR SAFF SELF ADHERED WATER HEATERS: HANSON 4 ASSOCIATES, INC AMS LANDSCAPE ARCHITECTURE JAN JANITOR FLEXIBLE FLASHING 6. FIELD VERIFY ALL CONDITIONS AND DIMENSIONS PRIOR To COMMENCEMENT 8255 Cultus May Rd 3285 NFE Magnolia Street JT JOINT SCHED SHEDULE ARE REQUIRED TO MEET THE REQUIREMENTS OF 1957 NAECA STANDARD AND AND PRIOR TO ORDERING MATERIALS FOR OF EACH f=ORTION OF THE WORK. KDC KITCHEN DESIGN Sim SIMILAR BE LABELED AS SUCH. IN ADDITION, ELECTRIC WATER I-IEATERS INSTALLED Clinton, WA 96236 Iseaquapt WA 98029 IN UNHEATED '-'-FACES SHALL SE PLACED ON A SOLID SURFACE OR FLOOR 7. DIMENSIONS ARE TO THE BUILDING GRID LINES OR TO THE FACE OF STUDS 425-522-7271 425-&5ro-7459 CONSULTANT SPEC SPECIFICATIONS. OR MASONRY, OR CONCRETE UNLESS OTHERWISE NOTF-0- INSULATED TO A MIN. OF R-10. 206-202-1066 Cell 425-661-6458 Cell KJW KILOWATTS SQUARE L/F LAMINATED PLASTIC: 6/6 STAINLESS STEEL VAPOR IDARRIERS/VENTILATION 5. GLAZING SYSTEM DIMENSIONS ARE To CENTER OF MULLION UNLESS LAV LAVATORY STOR STORAaE OTHERWISE NOTED.'CONTRACTOR TO FIELD VERIFY AS-5UILT ROUGW ELECTRICAL ENGINEER MAX MAXIMUM SU_cA_ SUSPENDED 1. MOISTURE CONTROL AND VAPOR RETARDERS PER 1997 SEC, 502A OPENINGS PRIOR TO ORDERING WINDOWS. Mark Anton MET METAL TO TOP OF (RESIDENTIAL) SEC. 1313.1 (NON-RESIDENTIAL) ED IN 9 MFG MANUFACTURER TOC TOP OF CONCRETE 2. AN APPROVED VAPOR BARF;i�ER SHALL BE PROFERLY INSTALLF . FLOOR LINE. DIMENSIONS ARE TO TOP OF SUBFLOOFR IN WOOD FRAMED CIERRA ELECTRICAL GROUP, INC. MIN MINIMUM TO CURIB TOP OF CURB ROOF RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY CONSTRUCTION OR TO TOP OF CONCRETE SLAB ELSEWHERE. 2505 3rd Ave Ste 204 MIR MIRROR TOP TOP OF PARAPET TO THE UNDERSIDE OF ROOF RAFTERS AT EXTERIOR WALLS AND UNDER 10. TIE CONTRACT DOCUMENTS ARE COMPLEMENTARY- AND WHAT 18 REQUIRED Seatte, WA 98121 MISC MISCELLANEOUS TT TOP OF TILE SLABS ON GRADE. BY ONE SHALL BE AS BINDING AS IF REQUIRED f5Y ALL. THE CONTRACT 20ro-442-0112 Ext.110 3. A GROUND COVER OF ro MIL. (0006o") VISQUINE OR EQUIVALENT, SHALL BE DOCUMENTS INCLUDE THE SPECIFICATIONS. THE CONTRACTOR SHALL MUA MAKE UP AIR TW TOP OF WALL LAID OVER THE GROUND AT ALL CONC. SLABS. THE GROUND COVER SHALL COORDINATE ALL PORTIONS AS DESCRI51E.0 IN THE CONTRACT DOCUMENTS. MAnton@cierrabiz NIC NOT IN CONTRACT TEL TELEPHONE 15E. OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE NOTIFY THE ARCHITECT FOR RESOLUTION OF ALL DISCREPANCIES PRIOR To NITS NOT TO SCALE TYF TFYIC:AL FOUNDATION WALL OR GRADE BEAM. CON-STFaJCTION OF EACH ASSEMBLY. OA OVERALL UNO UNLESS OTHERWISE NOTED 4. FROVIDE CROSS -VENTILATION AS REaUIRED BY BUILDING CODE AT ALL 11. IN CASE OF CONFLICT, THE DOCUMENTS SHALL 15E GOVERNED BY THE oc ON CENTER VEN VF-N?-=F-R ENCLOSED RAFTER SPACES. ENSURE THAT INSULATION DOES NOT IMPEDE FOLLOWING HIERARCHY OF AUTHORITY: SPECIFIC-ATION5 GOVERN OVER OD OUTSIDE DIAMETER VERT VERTICAL THE FREE FLOW OF AIR MOVEMENT IN THESE AREAS. DRAWINGS, STRJCTURAL GOVERNS OVER ARCHITECTURAL IN MATTERS OR PROJECT DATA OH OVERHANG VTR VENT TO ROOF INTEGRATED WHOLE HOUSE VENT SYSTEM SPECIFICATIONS FOR THE 200ro STRUCTURAL DESIGNI ' MANUFACTURER'S SPECIFICATIONS AND REQUIREMENTS OFNG OPENING WC WATER CLOSET VENTILATION AND INDOOR AIR QUALITY CODE FOR THE INTERMITTENTLY GOVESN OVER THE DOCUMENTS, BUILDING CODE REQUIREMENTS GOVERN OVER PH PHASE WD WOOD OPERATED INTEGRATED FORCED AIR VENTILATION SYSTEM. ALL OTHER REQUIREMENTS. CONTRACTOR SHALL STUDY THE DOCUMENTS LEGAL DESCRIPTION: PLWD PLYWOOD 14W WATER HEATER CAREFULLY AND SHALL CONSULT THE ARCHITECT REGARDING ANY CONFLICTS PARCEL G FNT FAINT WSCT WAINSCOT A, SOURCE SPECIFIC VENTILATION REQUIREMENTS TO MEET MINIMUM AIR SUSPECTED ORA6SUMED BETWEEN THE REQUIREMENTS OF THE VARIOUS DOCUMENTS. LOT 11 IN BLOCK I OF RIDGE ACRES, ACCORDING TO FLAT RECORDED G2TY QUANTITY WT WEIGHT CHANGE REQUIREMENTS OF WSVIAQ SEC- 302.22 AND NOISE LEVELS OF SEC. IN VOLUME 9 OF FLATS AT PAGE 97, IN SNOHOMISH COUNTY, RECEPT RECEPTACLE 302.4 TEL. 3-2. 12. THE GENERAL CONTRACTOR To COORDINATE SIZES AND LOCATIONS OF -ATED 92 RE-01D REQUIRED FLOOR AND WALL OFFENINGS, PENETRATIONS AND SLEEVE LOCATIONS FOR ALL WASHINGTON. TOGETHER WITH THAT PORTION OF VAr 1. EXHAUST FAN REQUIREMENTS: AVENUE WEST ADJACENT TO THE WEST SIDE AS VACATED 15Y A- BATHROOMS, LAUNDRIES, AND POWDER ROOMS - 50 CFM. W.G. WORK PRIOR TO CONSTRICTION, INCLUDING BUT NOT LIMITED TO MECHANICAL COMMISSIONERS RECORD RECORDED IN VOLUME 51 ON PAGE &, 5- KITCHENS - 100 CFM = 0.25" WG. RANGE HOODS AND DOWN DRAFT AND ELECTRICAL WORK WHICH ATTACHES BY APPLICATION OF LAW. EXCEPT THAT PORTION RANGES MAY BE RATED AT 100 CFM = 02511 Wn. DEEDED TO LOUIS E. MOUNIER AND GRETRUDE EVA MOUNIER, 2- EXHAUST DUCT REQUIREMENTS: FLUM51NS, FIRE PROTECTION. HVAC AND ALL ELECTRICAL SYSTEMS ARE HIS WIFE, BY OUIT CLAIM DEED RECORDED UNDER AUDITOR?S A- EXHAUST DUCTS WITH INTEFelITTENT OFERATION SHALL BE INSULATED WITH BIDDER-DEVGNED 5YSTF-M. 05TAIN SEPARATE CONSTRICTION PERMITS AS FILE NO- 2235124. AND EXCEPT THAT PORTION DEED To THE STATE R-4 AND BE EQUIPPED WITH A BACKDRAFT DAMPER PER 200ro WvIAQ SEC. REQUITED FOR EACH SYSTEM. THE GENERAL-. CONTRACTOR TO COORDINATE 3023A DESIGN AND INSTALLATION OF THESE BIDDER -DESIGNED SYSTEMS-, OF WASHINGTON FOR HIGHWAY S.R. 104 BY DEED RECORDED THM <Sr_-Nr-_RAL CONTRACTOR SHALL INSTALL ALL "ATIMMU-MOOFINcz ELF-MENTS o3613. ALL SITUATE IN THE CITY OF THE BUILDING ENVELOPE COMPLETE WITH ALL REQUIRED WEATHER UNDER AUDITOR?5 FILE NO. 21( B- SHALL TERMINATE OUTSIDE THE BUILDING No CLOSER THAN 3'-0" TO OF EDMONDS, COUNTY OF SNOHOMISH, STATE OFWASHINGTON. WINDOW OPENINGS OR DOORS. NO CLOSER THAN 10-0" TO FROM BARRIERS, FLASHINIC-9, , ANTS, WATERPROOF MEMBRANES, ROOFING MECHANICAL INTAKES. MEMBRANE AND EXTERIOR SIDINGS IN ACCORDANCE WITH BUILDING CODE, C- EXHAUST DUCT SIZES TO COMPLY WITH TABLE 3-3 INDUSTRY STANI:;IARDS, MANUFACTURER SPECIFICATIONS AND TWE LOT AFMA. 35,102 SF 0- WOLE 14OUSE VENTILATION REQUIREMENT. OUTDOOR AIR SHALL BE REQUIREMENTS OF THE OILER'S BUILDING ENVELOPE C;ONSULTANT. INSTALL ALL CONTRACTOR SUPPLIEtO TO ALL HABITABLE ROOMS THROUGH WINDOW FRAME VENTS AND I" SEALANTS, MATERIALS AND SYSTEMS IN PRECISE CONFORMANCE TO UNDERCUT OF DOORS. MANUFACTURER'S SPECIFI CATIONS AND REQUIREMENTS. INSTALL FLASHINGS IN 1. FRESH AIR INLET DUCT 544ALL COMPLY WITH THE THE FOLLOWING; PRECISE CONFORMANCE TO SMACNA OR AS DIRECTED BY OWNER'5 BUILDING UIT A OUTSIDE AIR INLET$ PER 2006 WSVIAQ SEC. 3023B2.5E. PROTECTED WITH 114" SCREEN MESH FROM THE ENTRY OF INSECTS OR DEBRIS. ENVELOPE CONSULTANT. B J__A1_"4,)1NG EN"VELOPE COO]DA]"'INATION B. NOT FRECEIVE. FRESH AIR FROM THE FOLLOWING AREAS- 15- FIRE EXTINGUISHERS, STANDFIFES AND CONNECTIONS TO BE INBIALLED AT 1) WITHIN TEN FEET OF AN APPLIANCE VENT OUTLET, UNLESS THE VENT OUTLET LOCATIONS ACCEPTABLE TO TPE, LOCAL BUILDING INSPECTION JURISDICTION 16 THREE FEET ABOVE THE FRESH AIR INLET. WHERE IT WILL PICK UP AND FIRE, DEPARTMENT - NOTES OBJECTIONABLE ODORS, FUMES, OR FLAMABLE VAPORS. A HAZ4ROOUS OR NOTES SPECIAL INSPECTIONS UNSANITARY LOCATION. A ROOM OR SPACE WAVING FUEL BURNING Iro. DOORS AND CASED OPENINGS INDICATED ADJACENT TO WALL APPLIANCES THEREIN. CLOSER THAN 10'FROM A VENT OPENING OF A INTER5ECTIONS SHALL 5E LOCATED WITH THE EDGE OF FINISHED OPENINGS A ENGROSSED HOUSE BILL 1848, AN ACT RELATING TO MANAGING CONSTRUCTION THE FOLLOWING NOTES 644ALL SERVE AS A WIDE TO THE CONTRACTOR TO VERIFY EACH GEOTECH INSPECTIONS SCHEDULE PLUMBING DRAINAGE SYSTEM UNLF-66 THE VENT OPENING IS AT LEAST THREE MINIMUM OF 4" INCHES FROM ADJACENT WALL UNLESS OTHERWISE NOTED. DEFECT DISPUTES INVOLVING MULTI -UNIT HOUSING 15 EFFECTIVE AUGUST 1, 2005, THE CONDITION WITH THE PRODUCT MANUFACTURER OR SUPPLIER AND/OR LOCAL JURISDICTIONS EBY KLEINFELDER, INC. FEET ABOVE T�,IE FRESH AIR INLET. ATTICS, CRAWL SPACES, OR GARAGES. 17. INSTALL ACOUSTICAL AND THERMAL BARRER.9 AND FIRE RATED SEALANT ACT AFFECTS ALL MULTI -UNIT BUILDINGS CONTAINING MORE THAN TWO DWELLING UNITS FOR THEIR REQUIREMENTS PRIOR TO SUBMITTING A BID TO THE OWNER OR PROCEEDIWG I. OBSERVE t MONITOR EXCAVATION VENTILATION SYSTEM CONTROLS: IN EXACT ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE, PER THE INCLUDING COMMERCIAL MIXED -USE BUILDINGS CONTAINING MORE THAN TWO WITH WORK 2. MONITOR SLOPE STAE31LITY AND STABILIZATION DOCUMENTED AND FIRE, TESTED WALLFLOOR/CEILNG, ROOF OR WALL DWELLM UNITS. THIS ACT 16 APPLICABLE TO ALL PERMIT APPLICATIONS ISSUED THE ITEMS OUTLINED BELOW ARE NOT INTENDED To BE AN EXHAUSTIVE ANALYSIS OF ALL 3. SWORIWS INSTALLATION $ PERFOFVANCE MONITORING A. AN AUTOMATIC CONTROL SUCH AS A CLOCK TIMER SHALL BE INSTALLED IN ASSEMBLY, AND IN PRECISE ACCORDANCE WITH MANUFACTURER'S AUGUST 1, 2005 OR LATER REGARDLF-65 OF THE ORIGINAL PERMIT SUBMITTAL OR POSSIE31-FE AREAS OF CONCERN OR CONFLICT, BUT RATHER TO SERVE AS A BEGINNING POINT A READILY ACCESSIBLE LOCATION. THE TIMER SHALL BE CAPABLE OF SPECIFICATIONS AND REQUIREMENTS. ACOUSTICAL 5AFZRIERS AND ASSEMBLIES APPLICATION DATE. IN IDENTIFYING COMMONLY OVERLOOKED AREAS IN THE CONSTRUCTION PROCESS. 4. SU5SERFACE DRAdNAGE INSTALLATION CONTINUOUS OPERATION AND HAVE AN AUTOMATIC AND MANUALCONTROL. AT SHALL BE INSTALLED AS DIRECTED BY THE OWNERER'S ACOUSTICAL THE FOLLOWING CLASSES OF BUILDINGS ARE NOT SUBJECT TO THIS BILL: 1. REVIEW MANUFACTURER'S PRODUCT LITERATURE FOR INSTALLATION INSTRLICTIONS UNIQUE 5. SOIL BEARING VERIFICATION, 4,000 P$F THE TIME OF THE FINAL INSPECTION, THE TIMER SMALL BE SET TO OPERATE CONSULTANT. NOTE THAT ALL PENETRATIONS THROUGH FIRE RATED TO THE PROJECT CONSTRUCTION TYPE. ro. VERIFY STRUMIRAL FILL LMATERIAL AND REQUIRED COMPACTION THE WHOLE HOUSE FAN A MINIMUM OF EIGHT HOURS PER DAY. ASSEMBLIES ARE TO BE FIRE STOPPED WITH AI=FIIROVf-=D THROUGH 140TELSMOTELS A WVAC, EQUIPMENT AND DUCTING 7. FEETAININ63 WALL INSTALLATION AND 5ACI<FILL AT LOWER 5. THE INTEGRATED VENTILATION SYSTEM SHALL DEMONSTRATE COMPLIANCE PENETRATION FIRE STOP ASSEM51-IFES WITH THE SAME RATING AS THE DORMITORIES B. RECESSED AND SEMI -RECESSED LI6HTIWG LEVEL BUILDING WALLS. WITH WIAQC SECTION 3012 BY F-IT44ER ON SITE FLOW TESTING OR AN ASSEMBLY AFFECTED. CARE FACILITIES C. ALL EXHAUST FANS AND DUCTING ENGINEERED DESIGN. DEMONSTRATION OF COMPLIANCE SHALL ME, MADE FLOATING HOMES 0. RECEPTACLE BOXES SPECIAL INSPECTION Sr-PEPULE AVAILABLE FOR THE INSPECTOR BEFORE A CERTIFICATE OF OCCUPANCY A BUILDING CONTAINING ATTACHED DWELLING MTS THAT ARS EACH LOCATED ON A ([ET.V, TELEPHONE, ELECTRICAL, PLUIVIBING) 1. CAST IN PLACE CONCRETE WILL BE ISSUED. REQUIRED VENTILATION AT COMMON AND GARAGE SPACES Ia. THE ARCHITECT WILL HAVE AUTHORITY TO ACT ON BEHALF OF THE OWNER SINGLE PLATTED LOT E. ANY OTHER BUILT-IN OR RECESSED EQUIPMENT WHICH MAY PENETRATE THE TO BE 51ODF-R DESIGN: ONLY TO THE EXTENT PROVIDED IN TEFE AGREEMENT 15ETWEEN OWNER AND A BUILDING IN WHICH ALL OF THE DWELLM UNITS ARE HELD UNDER ONE OWNERSHIP INTEGRITY OF A RATED FLOOR/ CEILING OR WALL ASSEMBLY 2. 644OTCRETE, (IF USED) ARCHITECT AND THE CONTRACT DOCUMENTS. IN MATTERS WHERE THE AND 16 SUBJECT TO A FECORDED IRREVOCABLE SALE PROH151TION COVENANT. 3. POST TENSIONED PLACING/STRE56NG/ELONGATION INFILTRATION CONTROL ARCHITECT WAS NOT BEEN ENGAGED By TEE OWNER TO CONDUCT WHAT THIS MEANS TO THE APPLICANT AT PERMIT SUBMITTAL. ALL FERMIT 2. REVIEW LOCAL JURISDICTIONAL REQUIREMENTS FOR COMPLETE INSTALLATIONS OF T14E CONSTRUCTION ADMINISTRATION DUTIES, THE OWNER SHALL FULFILL THE ROLE -ONSTR!UCTION OR REWABILITATIVE CONSTFZUCTION OF MULTI -MT FOLLOWING. F APPLICATIONS FOR C A. BUILDIW3 FIRE ALAW SYSTEM (NFFA 72) STRUr-TURAL STFEEL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OFIENING-9 5ETW _FN OF THE ARCHITECT AND SHALL BE RESPONSIBLE FOR ENSURING FAIT,4UL BUILDINGS MUST INCLUDE BUILDIW3 ENCL05URE DESIGN DOCUMENTS AND DETAIL;5 5. FIRE EXTINGUISHER SIZE AND Loc-ATIoN 1 FABRICATION WALLS AND FOUNDATIONS, BETWEEN WALLS AND ROOF AND BETWEEN WALL FERFORAMANCE OF THE CONTRACTOR IN ACCORDANC:F_ WITH THE DOCUMENTS. (PREPARED AND STAMPED BY A STATE LICENSED ARCHITECT OR E.WaINEER) TWAT C. FIRE SPRINKLER SYSTEM (6) NFPA 13R 2. ERECTION PANELS, OPENINGS AT PENETRATIONS OF UTILITY SERVICES THROUGH WALLS, IDENTIFIES T14E BUILDING ENCLOSURE CONSTRIUCTION INCLUDING BUT NOT LIMITED TO; FLOORS AND ROOFS, AND ALL OTHER SUCH OPENINGS IN THE BUILDING 19. THE ARCHITECT WILL NOT BE REQUIRED TO MAKE EXHAUSTIVE OR WATEMOROOFIN63, WEATHER PROOFING AND/OR OTHER PROTECTION FROM WATER OR 0. FIRE CONNECTION FEWIT REQUIRED TO BE SUBMITTED W1 CIVIL DRAWINGS, NOT ENVELOPE, INCLUDING ACCF-65 PANELS INTO UNHEATED SPACES, SHALL BE CONTINUOUS ON SITE INSPECTIONS TO CHEC< DIMENSIONS, QUALITY OR MOISTURE INTIRUSION. THIS RE-QUIREMENT MAY BE WAIVED IF A RECORDED DEFERRED MISCELLANEOUS SEALED, CAULKED, GASKETED OR WEATHERSMPFED TO LIMIT AIR QUANTITY OF THE WOW IRREVOCABLE SALE PROHIBITION COVENANT 18 SUBMITTED WITH THE PERMIT I-. FIRE SAFETY AND EVACUATION GUIDE: PROVIDE A GUIDE WHICH DESCRIBES THE 1. EPDXY GROUTING LEAKAGE. REVIEW ALL OF -TAILS f-RIOR TO CONSTRIJCTION_ ALL EXTERIOR APPLICATION- LOCATION, FUNCTION AND USE OF FIFE PROTECTION EQUIPMENT AND APPLIANCES 2. STIRUCTURAL STEEL EMBEDS IN CONCRETE DOORS, OTHER THAN FIRE -RATED DOORS, SHALL ISFE DESIGNED To 20. THE ARCHITECT WILL NOT WAVE CONTROL OVER OR CHARGE OF, AND WILL ACCESSIBLE TO RESIDENTS, INCLUDING FIRE ALAW SYSTEMS, SMOKE ALARMS, AND 3. EXPANSION ANCHOR INSTALLATION ELIMINATE AIR LEAKAGE AROUND THEIR PERIMETER WHEN IN A CLOSED NOT BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, REHABILITATIVE CZ)NSTIRUCTION MEANS CONSTR!UCTION WOR< ON THE BUILDING PORTABLE FIRE EXTIN6WISHERS IN R2 APARTMENTS AND CONDIMINIUMS. 4. EPDXY- GROUTED ANCHOR INSTALLATION POSITION. DOORS BETWEEN RESIDENTIAL AREA AND GARAGE AND ARE NOT SEQUENCES OR PROCEDURES, OR FOR SAFETY PRECAUTIONS AND PROGRAMS ENCLOSURE OF A MULTI -UNIT RESIDENTIAL BUILDING IF THE COST OF SUCH 5. STEEL DIAPHRAM SCREW PLACEMENT CONSIDERED FIRE-RATF-r-> AND MUST MEET THE ABOVE REQUIREMENT. IN CONNECTION WITH THE WORK TWESE DUTIES BELONG EXCLUSIVELY TO THE CONSTIRUCTION WORK (BASED ON A LICENSED CONTRACTORS BID INCLUDING LABOR 3. C40ORDINATE WITH THE FOLLOWING UTILITIES AND COMPLY WITH LOCAL JURISDICTIONAL (o. SHEAR WALL SCREW PLACEMENT CONTRACTOR AND MATERIALS) 16 MORE THAN 5% OF THE ASSE55ED VALUE OF T14E BUILDING FEQUIREMENTS. 7. HOLDDOWN INSTALLATION ALL EXTERIOR WINDOWS SHALL ME DESIGNED TO OMIT INFILTRATION INTO OR (ASSESSED VALUE 16 DETEIRMINED FROM THE SNOHOMISH COUNTY ASSESSORS A. GAS UTILITY FROM THE BUILDING ENVELOPE WHICH SHALL BE SUBSTANTIATED BY TESTING 21. ALL JOIST PENETRATIONS SHALL 5E SoLvEo EBY E3oTH TwE STRUCTURAL WEBSITE). a. TELEPHONE UTILITY TO STANDARD ASTME. 283-13. RECESSED LIGHT FIXTURES TO LIMIT AIR ENGINEER AND THE TRUSS MANUFACTURER C. POWER UTILITY (VAULT REQUIREMENTS s LEAKAGE PER WSEC, SEC. 502A.4. BUILDING ENCLOSURE MEANS THAT PART OF ANY BUILDING, ABOVE OR BELOW EASEMENT) MISCELLANEOUS NOTES: GRADE, THAT PHYSICALLY SEPARATES THE OUTSIDE OR EXTERIOR ENVIRONMENT 0. TRASH SERVICE FROM INTERIOR ENVIRONMENTS AND WHICH WEATHERFIROOFS, WATERPROOFS, OR E. OLYMPIC VIEW WATER SEWER DISTRICT 1. GUADRAILS TO BE 42" MIN ABOVE FINISH FLOOR 14ANDRAILS TO BE 34" - OT14EWISE PROTECTS THE BUILDING OR ITS COMPONENTS FROM WATER OR MOISTURE I. STOW SEWER 36" ABOVE ToF, OF TREAD, WITH HANC)GRIP OF 1-1/2' - 2" IN CROSS SECTION, INTRUSION. INTERIOR ENVIRONMENTS CONSIST OF BOTH HEATED AND UNHEATED 2. WATER SUPPLY OPEN GUARDRAILS SHALL WAVE INTERNEolATE f;zAILS OR Of;zNAMIENTAL ENCLOSED SPACES. THE BUILDING ENCLOSURE INCLUDES, BUT IS NOT LIMITED TO, 4. T14E FOLLOWING ITEMS SHALL 15E DESIGN/5UILD SYSTEMS. THE CONTRACTOR SHALL ITTED) SUCH TWAT A SP�-ERE 41' IN DIAMETER CANNOT PASS T14ROUG14 IN TWAT PORTION OF ROOFS, WALLS, BALCONY SUPPORT COLUMN$, DECKS, WINDOWS, PROVIDE A COMPLETE SYSTEM To THE OWNER WWIC14 COMPLIES WIT14 ALL JURISDICTIONAL AREAS THAT ARE BELOW 34" IN WEIGHT. FROM A HEIGHT OF 340 TO 42" A DOORS, VENTS, AND OTHER PENETRATIONS THROUGH EXTERIOR WALLS, W141CH 16 REQUIREMENTS. DEFE-R-R-ED SUBMITTALS SPHERE OF 8" IN DIAMETER SHALL NOT PASS. BEDROOM EMERSENCY WATERPROOF, WEATHERPROOF, OR OTHEIRWISE PROTECT THE BUILDING OR ITS A SITE 4 IN BUILDING ELECTRICAL EGRESS WINDOWS: MINIMUM NET CLEAR OPENING OF 5.1 sa FT. MINIMUM NET COMPONENTS FROM WATER OR MOISTURE INTRUSION. 5. FLUM51W3 SYSTEM CLEAR OPENA5LE WIDTH OF 20-' AND MlNiMUM NET CLEAR OPENING HEIGHT C. HVAC SYSTEM 1. FLUMBIWS OF 24'� MAXIMUM FINISHED SILL HEIGHT OF 44" ABOVE FLOOR EACH BUILDING ENCLOSURE OF -SIGN DOCUMENTS MEANS PLANS, DETAILS, AND 2. MECHANICAL SLEEJOING ROOM, (AND AREA JUST OUTSIDE THE DOOR LEADING INTO THE SPECIFICATIONS FOR THE BUILDING ENCLOSURE THAT HAVE BEEN STAMPIED BY A 0. DATA, SPECIFIC LAYOUT WILL BE . INCLUDED N THE TENANT IMPROVEMENT PACKAGE 3. ELECTRICAL SLEEIPING ROOM), SHALL 15E PROVIDED WITH A SMOKE DETECTOR LICENSED ARCHITECT OR EWBINEER. THE DOCUMENTS SHALL INCLUDE DETAILS OF I-. STSFEET USE PERMITS 4. AUTOMATIC FIRE SPRINKLER SYSTEM (INTERCONNECTED) SMOKE DETECTORS SMALL BE PROVIDED WITH A FLASHING, INTERSECTIONS AT ROOF, EAVES OR PARAPETS, MEANS OF DIRAINAGE, - INKLER 6YSTFM BATTERY 5ACK-UP. SPR NOTE. PROVIDE FIRE DEPARTMENT LOCKSOX COORDINATE WITH FIRE DEPARTMENT FOR A 5. FIRE ALARM SYSTEM WATER -RESISTIVE MEMBRANE AND DETAILS AROUND OPENINGS. 'S 2- AN EMERGENCY POWER SUPPLY FOR EXIT ILLUMINATION SHALL BE ? 7 SALE PROHIBITION COVENANT MEANS A REC4RDED COVENANT T14AT PROH15ITS "LOCXWX AUT14ORIZATION LETTER" AND INSTRJCTIONS TO OBTAIN AND INSTALL LOCKBox ro. COMMERICAL TENANT IMPROVEMENTS PROVIDED, PER 100ro-3. THE SALE OR OTHER DISPOSITION OF INDIVIDUAL DWELLING UNITS AS OR AS PART OF OUTSIDE TI-E SPRINKLER ROOMS ON YOUR SITE. 425.775.7720 A A A CONDOMINIUM FOR FIVE YEARS OR MORE FROM THE DATE OF FIRST OCCUPANCY. THE COVENANT MUST BE RECOF�DFEO 7. DIMENSIONS ARE TO THE BUILDING GRID LINES OR To THE FACE OF STUDS OR MASONRY, OR CONCRETE UNLESS OTHERWISE NOTED. WHAT THIS MEANS To THE CITY. EFFECTIVE AUGUST 1, 2W5, THE CITY IS PROHIBITED FROM IMING A PER41T FOR CONSTRUCTION OR REHA51LITATION/REPAIR S. GLAZING SYSTEM DIMENSIONS ARE, TO CENTER OF MULLION UNLF-66 CONSTRUCTION UNLESS PROPER BUILDING ENCLOSURE DOCUMENTS AND DETAILS ARE OTHF-F;RWI&- NOTED. 'CONTRACTOR TO FIELD VERIFY AS-EBUILT ROUGH Fwvlc)F-D tNc_Luc)IW.% A STAMPEOSTATEMENT BY TI-E ARCHITECT OR ENGINEER OPENING�5 PRIOR To of;?DERINc-s WINDOWS. INDICATING; `TWE UNDERSIGNED WAS PROVIDED 51.111-DINes ENCLOSURE: DOCUMENTS - ------ THAT IN MY PROFESSIONAL JUDGMENT ARE APPROPRIATE TO SATISFY THE 9. FLOOR LINIF DIMENSIONS ARE TO Top OF,SUBFL(nOR IN WOOD -=RAMED REQUIREMENTS OF EP5 " SECTIONS I THROUGH 10 OF THIS ACT" (UNLESS A CONSTRUCTION OR To TOP OF CONCRETE SLAB ELSEWHERE. COVENANT 16 PROVIDED AS DESCRIBED ABOVE.) SHEET INDEX A 01 COVER SWEET ARCHITECTUPZAL A 1.1 SITE PLAN A 2.1 let FLOOR PLAN, PI LEVEL A 22 2nd FLOOR FLAK P2 LEVEL A 23 3rcl FLOOR PLAN, Wl LEVEL A 2.4 4th FLOOR PLAN, H2 LEVEL A 25 ROOF PLAN A3_1 BUILDIN63 ELEVATIONS A3.2 BUILDING ELEVATIONS A7.1 STAIR PLANS A7.2 STAIR PLANS 4 STAIR SECTIONS A8.1 DOORS WINDOW SCHEDULE A9.1 WALL ASSEMBLIES LAI_Z_A�i �2;1_ 61.1 GENERAL NOTES 812 GENERAL NOTES 813 LOAD MAPS 62.1 LEVEL PI FOUNDATION PLAN 62.2 LEVEL P2 POST TENSIONING PLAN 62A LEVEL HI POST TENSIONING PLAN 52.7 LEVEL W2 FRAMING PLAN 62.8 ROOF FRAMING PLAN 54J SCHEDULES 551 CONCRETE SECTIONS AND DETAILS 952 CONCRETE SECTIONS AND DETAILS 653 CONCF;FETFE SECTIONS AND DETAILS S&j TYPICAL POST TENSIONING DETAILS 87J TYPICAL FRAMING SECTIONS AND DETAILS 672 TYPICAL FRAMING SECTIONS AND DETAILS 573 TYPICAL FRAMING SECTIONS AND DETAILS 68.1 TYPICAi_ FRAMING SECTIONS AND DETAIL5 C0 L-Y FoyL-5R-,Y24Pqbj 6-91'PlJVC� VICINITY MAP t r) 220h St SLY mappoinfu E Im. Wai C11 cle) I 00 ur) cq W, 1 L0 cq 11,11 00 �4 I_U ST N Ln 0 ILI U '222rod 9 fW 22-Nd St IN 'Dkch st IS �v &rch If SHEET TITLE: PROJECT DATA 14th St SW 224th St �Ir# _2)4(h 2 ��V 212qth ft -,VV DRAWIN63 SYMBOLS GENERAL NOTES St SW y 26b St SW 2261h I SW -fn SHEETINDEX VICINITY MAP RECEIVED 23012 Edmonds way, monds, WA, 98020 EdrMMdg fdmvj� 4 MAR 21 22PA 2306 It SW DEPT Id �E 232hd F1 ',VV lit SCALE: DRAWN BY 2S3rd P1 914 NOTED EIE3/YIJH :-,41h P1 DATE: CHECKED BY: 11/29/07 ADS :361t, St Sw Pt: PROJECT NO.: FILE NAINM: 362 12362-02 - -02 AOWI St `W` 7 th V ,V :g -a- _73.jh 5� SHEET NO.: :24Nh 9 C" 240t :1 '60 R TA nfPROJECT LOCATION--]