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Home My WebLink About02963 - Technical Information Report eneva ourt at Renton, Washington �� Technical information Report ! � ,> '; � Prepared For: Wooddale Properties, L.L.C. Prepared By: Pacific Engineering Design, Inc. April 2, 2001 PEDI Job No. 98048 �rr-�'�.��**��*` REcc�,,,r. ,�. �, i '.i:�T!7M�-i�r� 2 9�3 TECHNICAL INFORMATION REPORT GENEVA COURT PLAT RENTON, WASHINGTON � April 2, 2001 � PREPARED FQR: Wooddale Properties, L.L.C. C/o Ted McCaugherty 1420 Fifth Avenue '� Suite 2200 ' Seattle, WA 98101 Phone: (206) 521-5979 Fax: (206) 224-2880 PREPARED BY _ Pacific Engineering Design, Inc. 4800 South 188T" Street Suite 360 Seattle, WA 98188 '� Phone: (206) 431-7970 Fax: (206) 431-7975 � � ��t �� ' ��' � �FN s y, F� � � 1 ;+ �� ' z L � � �°� � 18612 � �� O �. � '`'Fs, FG;� �T� �`- ��`� �. s��,Nq �` E��' .� �� EXPIRES: 'V1AY 6, 2OOi � T�1BLE OF CONTENTS Pa�e I. PROJECT OVERVIEW..............................................................................................1 - 11 II. PRELI1bIINARY CONDITIONS SUMMARY........................................................12 - 40 III. OFFSITE ANALYSIS................................................................................................41 -45 IV. RETENTION/DETENTION ANALYSIS AND DESIGN......................................46 - 68 I V. CONVEYANCE SYSTEM ANALYSIS AND DE$IGN................................................69 VI. SPECIAL REPORTS AND STUDIES....................................................................70 - 141 VII. EROSION/SEDIMENTATION CONTROL DESIGN................................................ 142 VIII.COST ESTIMATE............................................................................................... 143 -XXX � P:1Project Files�9804819848 drainage repo2doc i ' � _ �T�+�`�y��:��r� ��'� F��'�I:�� , � '� P:U'roject Files19804819848 drainage report.doc � Page 1 of 2 King County Build(ng and Land Development Division TECHNICAL lNFORMATION REPORT (TIR) WORKSHEET - . . . -. . . - . . . . , Projeci Owner 1..=�=�D�L� I�P-.�r��1E5: �.Z.C=. Project Name ��'+ Ci=�Z� Address ��7�"��'FtVg�2:Z�f�TTi.� 9faic>i Location � P�� --�Zi--�Ej7q Township � Projed Engineer �= Range 'S g Company I�iC '- � ��-C� , �,' ' , � . Section �E�. 3i ,� Projeci Size AC '�=�'3 Address Phone ��x%'Si��T �fL� Upstream Drainage Basin Size AC x j� ZZ' �if=�'� 7i --4�i-�`I7�: • ' • • . � Subdivision � DOF/G HPA � Shoreline Management I Short Subdivision 0 COE 404 � Rodcery 0 G�ading � ppE D��y � Strudural Vaults 0 Commeraal � FEMA Floodplain � aher O �e� � COE WeUands � HPA • . . - Community ' ' �r�� Drainage Basin '- I Sl'pa�C:FS�c�. C�£�C� 8i-�aL �1�-�21 ��U ei�!'�� River � Floodplain � Stream 0 Wetlands O Critical Stream Reach � SeepslSprings � Depressions/S1�rales Q High Groundwater Table 0 Lake Q Groundwater Recharge 0 Steep Sbpes � Other � Lakeside/Erosion Hazard Soil T pe .,Slopes Erosion Potential Erosive Velocities �`%" ?c��k� M�Cc�+T� I � Additional Sheets Attatched � 1/90 Page2of2 King County Building and Land Deveiopment Dlvision TECHNICAL INFORMATION REPORT {TIR) WORKSHEET . . • . ' REFERENCE LIMITATIOWSITE CONSTRAINT � 0 Ch.4-Downstream Analysis ��i� i��L ME.� tx� ��iP�u6�Z�'• �/L Z�� z.�e��maz�:+ --�+� Eo,�e � rcx.�e. O � 0 a � Additiona!Sheats Attatched � MINIMUM ESC RECIUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION Sedimentation Facilities _ � Stabilize Exposed Surface Stabilized Construction Entrance � Remove and Restore Temporary ESC Facilities Perimeter Runoff Control � C1ean and Remove All Silt and Debris � Clearing and Grading Restrictions Ensure Operaaon of Permanent Facilities � Cover Practices 0 Flag Limits of NGPES Construction Sequence 0 Other � Other � � Grass Lined Channel � Tank � Infiltration Meihod of Analysis Pipe System � Vault � Depression S�`H�'�� Open Channel � Energy Dissapator � Fiow Dispersal CompensatioNMitigation Dry Pond � Wetland � Waiver of E��n�ated Site Storage 0 Wet Pond 0. Stream � Regional Detention Brief Descxiption of System Operation �U�b� �Q.�iv1 DE-��E� id'E'�S�Pi 1'�(� T�. D�Z'Ex1 Ltc=.� ��a101 �.€-t.�—O Cc 8 iu-�tL��. 5�-:�cl-E� L�'PNE`3 �iZ� 1!�A C�^•i�i1�CZ«�z.l rc �c. 1�i� Facili Related Site Limitations s�'_� ' ty � Additional Sheets Attatched Reference Facility Limitation � . � � Drainage Easement � Cast in Place Vauft C Other Q Access Easement Retaining Wall Q Native Growth Protection Easement Rackery>4'High TraciS(�tZ�iZ��c�� Structu�al on Stsep Slope � Other �,;.,R-�� k� . -• • I or a civil e�gineer under my supervision have visited the site. Ar.tu� � � site conditions as observed were incorporated into this worksheet and the - � � � L�__� attatchments. 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The site is located appro�mately 300 feet north of the intersection of South 192"a Street and Talbot Road South, on the east side of Talbot; directly across from Glacier Creek Condominiums. Two empty single-family residences are currently located on the site along with some outbuildings. The site is zoned Residential-14 Dwelling units per acre (R-14). The surrounding properties consist of large single-family lots to the north, south and east. The site is mostly open field with one residence located at the west end of the site near Talbot Road and the other located about�00 feet to the east. The site slopes westerly toward Talbot l�oad at a fairly uniform grade of appro�mately 15%. Uphill of the easterly residence is a garage,barn, and three sheds. These building are somewhat rundown and bordered by thick brush, blackberries and small deciduous trees. A stand of large firs is present at the very east end of the site. On-site soils have been classified by the Soil Conservation Service as Alderwood gravelly sandy loam, (AgC) 6-15% slopes and Hydrologic Group C (per the 1998 King County Surface Water Design Manual). The proposal is to subdivide the parcel through the platting process into 24 single-famil� residential lots ranging in size from 3,726 to 9,667 square feet. A 32' wide public road including curb, gutter and sidewalk improvements will be extended approx. 600 feet into the property terminating in a cul-de-sac. A reduced right-of-way width of 45' is requeste�l to maximize lot areas. This will benefit the project by increasing yazd azeas and allowin� bigger envelopes to situate the proposed houses in. Utility lines consisting of franchised utilities (power, gas,telephone and cable T.V.), along with sanitary sewer, water mains and storm drainage will be extended into the site as necessary to serve this development. There will be a separate tract for a storm drainage detention facility, along with a tract fo r open space. Building height is restricted to 30 feet and two stories. The portion of the sit containing the public road and utilities will be dedicated to the City of Renton through the platting process, as public property. Utility lines across lots/private property will be within easements. Grading for the individual lots will involve creating level pads for house construction. Due to the 15%road grade required to access the site, this will produce a series of stepped lots. At this time it is estimated the quantity of earthwork required to achieve grades proposed on the plans will require approximately 8,100 cubic yards of cut and 9,100 cubic yards of fill. Additional cuts will be required for the placement of retaining walls throughout the site. This material will be stockpiled on site and reused as backfill once retaining wall construction is completed. Offsite improvements will consist of roadway widening and installation of new curbs, gutters and sidewalks along Talbot Road South. Storm line and catch-basins will be installed in the flow-line of this new curb to collect storm runoff. This drainage system � i will be independent of the site draina.ge system and will be connected directly to the e�sting storm drainage system present in Talbot Road. A survey of existing on-site trees identified approx. 52 trees of 6-inch diameter or larger. These trees aze scattered about the site in 4 distinct groups. One group around each of the two e�sting residences, a third group around the out-buildings near the easterly residence, and a fourth group at the east end of the site. The lower three groups are entirely deciduous with the exception of a lone cedar in the group neaz the out buildings. These trees consist of predominantly fruit trees with some alder, birch, maple and unidentified deciduous m.ixed in. Most of these trees are single trunk, ranging from 6"to 18" in diameter. Six were identified as multiple-trunk or clusters ranging from 26"to 48" in diameter. The fourth group i�the westerly edge of an off-site wooded area. This grot�p is made up of approx. 20 trees consisting of mostly firs and a few maples. The maples range from 6"to 16" in diameter and the firs from 16"to 48" in diameter. Based on preliminary grading, it appears that we may be able to save approx. 9 trees from this upper group. They consist of three maples ranging from 6"to 16" in diameter and six firs ranging from 16"to 48" in diameter. Due to their proximity to grading activities, an arborist may need to be brought in to help establish grading parameters around these , trees. r; _J Core Requirements: 1. Discharge at the Natural Locations: The project slopes naturally to the west. Drainage then enters an-existing pipe system under Talbot Road. It discharges on the west side of the road into a large wetland delineated on the Glacier Creek application. The proposed discharge point of the pond/bio-filter swale is on the west property line into the existing piped system under Talbot Road, satisfying this core requirement. 2. Off-Site Analysis: Pacific Engineering prepazed civil engineering plans which inciuded a level 1 - downstream analysis for Glacier Creek Condominiums which is immediately downstream of this project. The downstream analysis performed for that application by our office has been included as part of this application. 3. Runoff Control: The proposal will utilize an open air detention pond located in a dedicated tract at the lower end of the plat next to Talbot Road. The outlet manhole will be fitted with metering orifices to limit the developed conditions peak rates of runoff to the predevelopment peak rates for %2 the 2-year storm, while matching the 10 and 100-yeaz storms. The pond itself has been sized to hold 130% of the 100-year storm (30% factor of safety). Water qualitv will be provided in a bio-filter swale downstream of the detention pond. 4. Conveyance System: The conveyance system «�ill b� sized fur thc �'�-��ear �torn1 ��znt �iasz� on the Rati��nal Method. 5. Temporary Erosion and Sedimentation Control: The construction plans for site improvements will contain a grading, clearing and erosion/sedimentation control plan. These plans will include BMP's which will minimize erosion and sedimentation onto adiacent properties. ."�illii.it i\ll�iiiY l'lIit'tit:5< Special requirements 1-i . _.. . _:; , ._ . ,:_. � , , � t Geneva Court Plat Le�al Description Parcels 1 and 2 of King County Short Plat No. 674217 filed under Recording No. 7603170525, records of King County, Washington. i . Geneva Court Plat Construction Miti�ation Description The project should receive preliminary plat approval by March 2001 and plat construction should I begin June 2001 with completion by September 2001. The anticipated hours of construction operation will be from 7:00 am to 6:00 pm during weekdays. The proposed hauling route will be via Talbot Road South. The amount of imported roadway or lot grading material will be minimal and most construction traffic will be confined to material deliveries. Water shall be used as necessary to control dust. An erosion/sedimentation control plan will be implemented as part of the construction plans and wheel wash pads established if mud is tracked offsite. Noise will be controlled by properly muffled construction equipment. No specialty hours are being proposed at this time for construction or hauling. Talbot Road South will be used as the primary access for movement of construction materials. No special traffic control plans for the proposal aze proposed. 1f li II. PRELIMIlVARY CONDITIONS SUl�ZMARY I The project was submitted far Pre-Application on or about October 2, 2000. A staff II memorandum was prepared and a Pre-Application meeting was held on October 26, 2000. That city memo is included in this section. A public hearing was held at the City Hall on February 20, 2001. The hearing agenda and findings are included in this section. P�'�Project Files\98048\9848 drainage report.doc ^ �� DEC-06-2006 11�48 CITY OF RENT�I 425 430 7231 P.01 ��;Y °� Cit�i of Renton ♦ � � Deveiopment Services Division _ � � 1 U55 South Grady Way, 6th Fir �NT� Renton, WA 98055 Date: ��r� �� TO: �� FROM: Laureen Nicolay Senior Planner ' Phone: Phone: (425) 430-7294 Fax Phvn�: �p(p '��/� '79�� Fax Phone: (425) 430-7300 (�E-�li-/Yu i��l�n `��' SUBJEGT: s'� �� jj� /j p t /'�Sf� Number of pages lncluding cover sheet � -- U REMARKS: ❑ Original to ❑ Urgent ❑ Rep/y ❑ Please ❑ For yaur be mailed ASAP Commenf review r �%'i�/'�/t/ . � � � � �l/�/�-�' � � �'�� i �� ' x,��lll,VtY. i Ahead of the curve �� I DEC-06-2000 11�48 CITY OF RENTON 425 436 7231 P.02 CITY OF RENTON • DEVELOPMENT SERVICES DIVISION . INTERPRE7ATIONlPOL1CY DECISIDN MUNICIPAL CObE SECTION: Section 49-200, Site Plan Review SUBJECT: Applicabllity of Site Plan Review for single-famfly develvpment in the R-14 zone, BACKGROUND: Site Plan Review is the process by which proposed projects in the commercial, industrial and mu(ti-family zones are reviewed for compatibility with the plans, policies and regulations of the City of Renton. Projects are reviewed for a variety of elernents such as site layout, building orientation, pedestrian and vehicular acc:ess� natural features of the site and characteristics of the surrounding area. Sec'tion 49-200.B1a, specifies the zones subjact to site plan approval. "A!1 devefopment in the lndustria!Lighf(IL), Commercia!Offrce (CO), and Public Use (P-�) Zones and CC, CN, CD, CA, CS, COR, and the Residential Use— Maximum 90 Units perAcre (R-10), Manufactuned Housing Park(RMH), Residenfial Multi-Family(RM), and Resrdential Use—Maximum 14 Units per Acre(R-14)Zones." Secfion 49-200.C2, specifies certain types of development, which are exempt from the requirements of site plan review for the R-10, R-14, and COR zones. The following types of development are exempt in both the R-10 and R-14 zones. � All development categorically exempt fram SEPA � New or replacement detached or semi-attached homes on a single previously platted (ot. � Planned Unit Developments Section 4-9-200,C2a.ii, also exempts "Development of detached or semi- attached dwe!lfng units on lega!lots where part of a subdivision ap"plicafion."' This exemption is (isted only for the R-10 zone. The issue is� should this exemption also appty to the R-14 zone. JUS7IFICATION: The purpose of site plan approval is to provide a process to review at a conceptual level,the uses and facilities on the site. and allow consideration and mitigation of potential fmpacts for projects that might otherwise be subject only to a building peRnit. The intent of site plan approval is to develop orderly neighborhoods, mitigate fmpacts to surrounding prope�ties and assure adequate public senrices and facilities are In place to setve the project. Site p{an review is pertinent to the multi-family stn,ctures of the R-10 and R- 14 zones and allows revfew for adequacy of access, parking, onentation and modulation of buildings as well as items such as landscaping and dumpster location. 14 DEC-06-2000 11�48 CITY OF RENT�1 425 430 7231 P.03 The reason site plan approval is not required for detached singie family development in the R-10 zone when part of a subdivision, is that the plat review either cove�s the same items (e.g.access, setbadcs). or the items are not pertinent to single family dwellings (e.g. landscaping, building modulation. dumpster location). • . _,� � In addition to the extra expense for processing, requfring site plan review for a single-farnily subdivision fn the R-14 zone would be especially burdensome to applicants. It would require providing floor plans, elevations and buitding rnaterlal types for each af the units. Yhis would be very difFcult for most developers who either sell'the lots to buitders or individuals to then construct the homes. � All subdivision applications are reviewed for regulatory compliance by staff. Short plats of more than a-lots and preliminary plats have the addifional benefit of a public hearing and Hearing Examiner conslderation. Requiring site plan review in the instance of a single-fam(ly development in the R-14 zone is burdensome to applicants and adds an additional layer of process that serves no purpose as evidenced by its exemption in the R-10 zone under the same circumstance. DECISION: RMC M9-200.C2.a.ii, exempting detached or semi-attached single-family development from site plan review when part of a subdivision, shaA also apply to the R-14 zone. If appropriate, covenants could be required as part of a final plat to address the allowed development on the lots and whether additional site plan review is required. This determinatlon should be inoorporated into the Renton Municipal Code during the next code housekeeping effort by amending Section 49-200. DIVISION HEAD APPROVAL: ��C.� �'� pATE: IUc�✓ 2 � Z G G�'(:i � APPEAL PROCESS: To appeal this determination, a written appeal--acoompanied by the required $7b.00 filing fee--must be filed with the City's Hearing Examiner(1055 South Grady Way, Renton,WA 98055, 425-430-6515) no more than 14 days from the date of this decision. Your submittal should explain the basis for the appeal. Section 4-8-110 of the Renton Municipal code provides further infomnation on the appeal process. TI'1Tl11 O fa7 I'y ' DEVELOPMENT SERVICES DIVISION WAIVER OF SUBMITTAL REQUIREMENTS FOR LAND USE APPLICATIONS LAND fJSE PERMIT SUBMITTAL WAIUED M4�lFlED ', COMMENTS: : REQUIREMENTS: BY: BY: Calculations, Survey, pe�s�fy V1Fortcsheef� ; < Drainage Control Plan 2 Drainage Report 2 Elevations, ArchitecturalsANoa Eleuat�ons GradEng?; ; ° Existing Covenants (Recorded Copy)a __ _ _ _ _ . . _ _ _ ___ _ ___ _ _ _ _ _ _ _ __ ___ _ ___ __ _ _ _ _ _ _ ___ _ _ _ .. _ __ .__._ ___ . _ _ _.. __ _ __ __ _ _ __ _ _ _ _. _. _ _ _ ._ _ _ _ __ _ _ ___ _. . . _ ___ __ _. _ .___ _ _ _ ____. . Existing Easements(Recarded Copy)a Flood Plain Map, if applicablea Floor Flans sAr,oa Geotechnical Report z nr,o s 'Grading P�an ;Conceptual�; ' ; Grading Pian, Detailed z King Counry Assessar's Map Indicating Sifea Landscaping Pian, Conceptual a Legal Descr�ptiona , List of Surrounding Property Owners a Mailing Labels for Property'Owners a Map of Existing Site Conditions a Master;:Applieafion Form 4 Monument Cards (one per monument) , Parking, Lat Cbuerage & La'rtdscaping Artalysis a; Plan Reductions (PMTs)a Postage a Preapplication Meeting Summary 4 Pubtic 1Norks Approval Letter a ; ' ` Rehabilitation Plan 4 This requirement may be waived by: 1. Property Services Section PROJECT NAME:��if�GZ� �LG�� _ /��Q,f� 2. Public Works Plan Review Section 3. Building Section DATE: �a'(� 'O� 4. Development Planning Section , h:ldivision.sldevelop.ser�dev.plan.inglwaiver.xls �� REVISED 5/17/OC � DEVELOI'MENT SERVICES DIVISION WAIVER OF SUBMITTAL REQUIREMENTS FOR LAND USE APPLICATIONS LAND USE PERMIT SUBM1TfAL . WAiVED 'MOQIFIED COMMENTS: ' ' REQUIREMENTS: BY: ' BY: Screening Detail 4 Streef>Profi[es� >: ; `:; Title Report or Plat Certificate a _ _ _ _ _ _ _ _ _ _ ___ _ _ _ _ _ _ _ __ _. _ _ _ _ _ __ ._ _ _ _. . _. _ _ _ _. ____...._ _ __ ______ ____.._ _ . . ___ __ _ _ . . . _ _ ___ _ _ __ __._ ___ ___ _...__ _ __..._. .. .... __ _ _ __. _ _ __ _ __ _ _ _ _ _ _ . .___ ____ _ ___ __ __ _._..._ _ _ _._._._._. __. . ._ ___ _ _ _._. ._ _ Topography Map (5`confoursJs : Traffic Study 2 ; ,> Tcee Cu��itig�egefa�tofl Clearing;Plan 4 > Urban Center Design Overlay District Report 4 Uti[ities Plen, Generalized'2 < ,;i: _;: � Wetlands Delineation Map 4 /'(�� /� �r.�,.� !,� Wetlands Pianting P,lan 4 ; f��L� . Wetlands Study 4 _ .. _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ____._ _ _ _ _ __ .__. .._ _ _ _ _ ____ _ _ . _ _ _ _ _ . _ _ _ _ __ _ _ _ __ _ _ __ _ _. . _ _ __... _ _ ___ __ ___ _____ __ Wireless Applicant Agreement Stafement 2 Arro 3 #nvenfory of Existing Sites zANo 3 LeaseAgreement, Draft zANoa 'Map of Ex�sting'Site Condific�ns Z�o 3 ',' Map of View Area i ar,Q s Photosimulations 2'„•,0 3 This requirement may be waived by: �y 1. Property Services Section PROJECT NAME: �/�/I��GC- �� 7 2. Public Works Plan Review Section ,N� 3. Building Section DATE: �Z(jJ'(�(l 4. Development Planning Section h:',.division.s\develop.serldev.plan.inglwaiver.xls . REVISED 5I17l00 �. �Y p�r��,� MEMORANDUM J�� -�� z�� . vv�LLi,�� "��SIpN DATE: , �.A�(� TO: Construction Services, Fire Prevention, Plan Review, Project Planner FROM: Neil Watts, Development Services Division Director rY PP f � b f � ��t SUBJECT: New Prelimina A lication: �. o LOCATION: � . Si c�z., �f�c.,l bv� �� i oo��-(- C►�uc.i c.� (.��k ivx. �.,..t.� . PREAPP NO. �O � I (Z A meeting with the applicant has been scheduled for�b l��00 , Thursday, QL-�. �,� , 2poo , in one of the 6�' floor conference rooms (new City Hall). If this meeting is scheduled at 10:00 AM, the MEETING MUST BE CONCLUDED PRIOR TO 11:00 AM to allow time to prepare for the 11:00 AM meeting. Please review the attached project plans prior to the scheduled meeting with the applicant. You will not need to do a thorough °permit level" review at this time. Note only major issues that must be resolved priorto formal land use andlor building permit application submittal. Please submit your written comments to ' v� at least two (2) days before the meeting. Thank you. r � � � �� ` ! � �� // .s�Develo serlDev&P1an.in�lTem�late�,Prea 2 H:1Division p , , pp Revised 9/00 i ��Y o ClTY OF RENTON . +� ; FIRE PREVENTION BUREAU `` MEMORANDUM ��ivT°� � DATE: October 3, 2000 TO: Steven Taylor, Senior Planner FROM: Corey Thomas, Plans Review Inspector SUBJECT: Preliminary Comments for Talbot Road Ptat 1 . The minimum fire flow required is 1 ,000 gpm for dwellings up to 3,600 square feet in area. One fire hydrant is required within 300-feet of the structures. For dwellings over 3,600 square feet minimum fire flow is 1 ,500 gpm and a minimum of two fire hydrants within 300-feet is required. 2. The fire mitigation fees are applicable at the rate of $488 per new lot. This fee is payable prior to recording of the plat. 3. Dead end streets are allowed up to 500-feet long with a 90-foot cul-de-sac. Dead end streets may be extended up to a maximum of 700-feet with all homes sprinklered past 500-feet. Lots 12 through 1 fi would be required to be sprinklered. Maximum road grade is 15 percent. CT:ct talplat � � 1 CITY OF RENTON MEMORANDUM DATE: October 24, 2000 TO: Steve Taylor �� K�� FROM: Paul Lumbert SUBJECT: Talbot Road Plat— Preliminary Application Note on Preliminary Review Comments Contained In This Report: The following comments on development and permitting issues are based upon the 'I pre-application submittals made to the City of Renton by the applicant. The applicant is cautioned that information contained in this summary may be subject to modification and/or concurrence by official decision makers (e.g., Hearing Examiner, Board of Adjustment, Board of Public Works and City Council). Review comments may also need to be revised based on programmatic, site planning and other design changes made by the applicant. Sanitarv Sewer I The site is served by existing 8" sewer main located in Talbot Road South. New 8" sanitary ', main with side sewer stubs will be required inside the plat to serve the lots. Sidesewer I permit cost is $60/connection. Wastewater (SDC) fees of$585/single family residence will be required. Water: � The site is served by existing 12" ductile iron main located in Talbot Road South. All new ' water main and fire hydrants will be required to meet fire flow and current Fire CodeslRegulations per Renton Fire Departmen#. The site is located in the 350 Pressure Zone and has static Pressure in the main at 61 PS( (350 PZ—220 site elevation =130. 130 x .47 = 61.1 PSI. Water (SDC) fees of$850/single family residence wiil be required. 20 October 24, 2000 . Page 2 Surface Water: The storm drainage plan and temporary erosion/sedimentation control plans shall be designed in accordance with the KCSWDM (1990) as adopted by the City of Renton. The system will require retention of the 100 ear storm lus 30% r safe f cto� as a SEPA Condition. The surface water (SDC)fees of$385 ingle family lot will be required. Street Improvements: Z�'�-� �` ��- • I'� The site will require curb, gutter, sidewalk, street paving and street lights on all existing/new ' public roadways adjacent to or within the plat. Street name signs, traffic control signs and channelization will require separate plan sheets. Traffic mitigation fee of $75/trip will be required. General: � Construction permit fees will be required for construction of water mains, side sewer, , storm drainage system and street improvements.. The cost of permits are as follows: '' The first 5100,000 is at 5% of the cost of the construction, the second from 5100,000 to 5200,000 is at 4% of the cost and the third all the amount over 5200,000 is at 3% of the cost. Half of the fee must be paid upon application for building and offlon site utility and street improvement construction review. The remainder shall be paid when the permits are issued. H:taylorltalbotrd ,- i - � • ' • �� _� ��. 0e� �_ 3 ZOpp : I _ E ANp�G�80RH��T MEMORANDUM ��EG�� DATE: �C.� � . ?o�U TO: Long Range Planning FROM: Neii Watts, Development Services Division Director SUBJECT: New Preliminary Application: � a-�bot �,o�. }�(¢'� LOCATION: E. Si� Cr�'T�.I�o-� �.or.� . ood o�i�. G(�i e� (a'e21c.`TokM��ou5rx_S PREAPP NO. O� - I Iz Please review the attached preliminary project plans for consistency with applicable Comprehensive Plan Policies. Please submit your written comments to �-�;J-��t,! �or no later than �.�- Zy � Zmo . Thank you. We will not be abie to include comments received after this date in the presentation/summary we prepare for the applicant. 517� �s ��.iv�7� 2cr`3i oov T� /-� o�c o rv 5 ��c T1fi� cs�rti�Z,c.�vsi u �- PL.�'V . �J 1 T C.s ��1 G..1v , (.�t�`�S S(7 `�" �� 1-�U u s 19.�� f�-(�' GoevS� 5��7 �.,� i I� 11{� IN1� oF �ttL ��c.�v�T►oT, ��U L 1 c.� L� -�S N C'r� T f�A 7 p�i�sLU�r'l+e'7v Z 1 v� T H'�= �- _ � _ , _. - �Hv u�� c�GL u 2 orv �} F��ni�S�-�� fZ-�0 5 c�Lc.2-7 A�r� �'�Z��s�'Y Sv57�1"�l , ?� �rvc�c�.—T��: Cc7�v s�s7c�v G� t.��}� 7Yh5 Po�-� �7, "T(i�c�� d��6'onr c��v-�S �2-e' �N c�u 6Lt-�cz� T� Gft��-z� f� p a T�v-r + �_ S�32c..st;7 cv r�n� Zz� a W za i 1-�G P�l�`L �.T��`7 i G �Nz� iv�-�z►a. f�u oTl-�'�(Z- �b l.l GY l S 5 �'�rS . �� r°'2 Szf�-/-�Z�.l� ln�-rHV N)rtl� H:1Divisioas�Devtlop.serlDev&P1an.inglTemplate\preapp n,� , . Revised 9/00 �— CITY OF RENTON Planning/Building/Public Works MEMORANDUM DATE: October 26,2000 TO: Pre-Application File No. 00-112 FROM: Steve Taylor, Senior Plan.ner, x7219 ' ,, SUBJECT: Talbot Road Plat General: We have com leted a relimin review of the re-a lication for the ove- I P P azY P PP � referenced development proposal. The following comments on development and permitting issues are based on the pre-application submittals made to the City of Renton by the applicant and the codes in effect on the date of review. The applicant is cautioned that i.nformation contained in this summary may be subject to modification and/or concurrence by official decision-makers (e.g., Hearing Examiner, Zoning Administrator,Board of Adjustment, Boar�? Public Works, and City Council). Review comments may also need to be revised based or planning and other design changes required by City staff or made by the applicant. The applicant is encouraged to review all applicable sections of the Renton Municipal Code. "I Development Regulations are available for purchase for$50,plus tax, from the Finance Division on the first floor of City Hall. Project Proposal: The subject property consists of two parcels equaling 3.63 acres located at approximately the 5400 block of Talbot Road South. The proposal would demo and remove the two existing homes and outbuildi.ngs and subdivide the parcel into 25 single-family lots. Zoning/Density Requirements: The subject property is located within the Residential - 14 dwelling units per acre (R-14) zoning designation. The density range required for the R-14 zone is a minimum of 8 to a maximum of 14 dwelling units per acre(du/ac). However, a bonus density to 18 du/ac is allowed if alleys and other amenities are provided. Density calculations are based on net parcel size, excluding sensitive areas and right-of-ways. The proposal submitted is for 25 units on the subject site and arrives at a density of approximately 8.62 du/ac, which is within the required range. A density worksheet is included in your packet. Development Standards: The R-14 zone allows both single and multi-farnily development and is subject to the following dimensional standards. Minimum Lot Size, Width and De�th—The minimum lot size for single family in the R-14 zone is 3,000 square feet. The minimum lot width is 30 feet and the minimum lot depth of 50 feet. The proposal shown meets these dimensional requirements. Building Standards—The R-14 zone allows a maximum building coverage of 50°/a of the lot area for single family units. Building height is restricted to 30 feet and 2-stories. From the dimensions shown, it appears that these standazds could be met. Pre-App 00-112.doc\ ,,�, Setbacks — Setbacks are measured from the propem lines to the nearest point of the structure. The required setbacks in the R-14 zone are 18 feet in the front (10' when access is provided from. the rear via public street or alley), 15 feet in the reaz, 10 feet for side yards along streets, and � feet on interior side yazds. There appears to be sufficient building area for the construction of the proposed detached single family homes Access: Developing appropriate access is an issue for this proposal. TTie site is located in an area of the City whe;re lazge lots still predominate and a fully developed road circulation system is lacking. The City encourages an interconnected road network and dead-end streets are permitted only in instances where a through street is not feasible or desirable. Although no road connection to the east is desirable due to steep slopes, a connection with the narrow parcel to the north would be beneficial. No information is provided regarding the function of Tract B. It appears that it could be available for a future road or pedestrian connection, which we would strongly support. Direct access to residential lots from Talbot Ra� � S. is restricted for safety reasons. Frontage improvements are also required along Talbot Road South. Permit Requirements: Preliminary Plats require Environmental Review, a public hearing and Examiner approval. The estimated time frame for preliminary approval is 8-12 weeks. The application fee is $2,000 for plat and$500 for the environmental review,plus �0.33 per mailin�� label required for notification to surrounding property owners within 300 feet of the site. A demolition permit is required for the removal of the two e�sting homes. Certification asbestos inspection and abatement of any on-site asbestos is required prior to issuance of,: demolition permit. Please contact the Puget Sound Air Pollution Control Agency for a li�� certified i.nspectors and include a copy of the report with the submittal of the demolition perr. application. The quantity of all cut and fills must be disclosed on the Environmental Checklist. Applicants are required to install a public information sign on the property. Detailed informatic regarding the land use application submittal is provided in the attached handouts. Once preiiminary approval is received, the applicant must complete the required improvements and satisfy any conditions of the preliminary approval before the plat can be recorded. Fees: In addition to the applicable building and construction fees, the following mitigation fees would be required prior to the recording of the short plat. Credit for the existing residence would be given. ♦ A Transportation Mitigation Fee based on $75 per each new average daily trip attributable to the project; ♦ A Parks Mitigation Fee based on$530.76 per new single family residence or$354.51 per each new multi-family unit; and ♦ A Fire Mitigation Fee based on$488 per new single family residence or$388 per each new multi-family unit. A handout listing all of the City's Development related fees in attached for your review. cc: Jennifer Henni.ng Pre-App 00-112.doc1 � � City of Renton PUBLI C Deparfinenf of Planning/Buifding/Public Works HEAR/NG pRELIMINARY REPORT TO THE HEARING EXAM/NER A. SUMMARY AND PURPOSE OF REQUFST: Public Hearing Date: February 20, 2001 Froject Name: Geneva Court Preliminary Plat Owner/Applicant Mr. Ron Tremaine Address: y�/o� Dale Properties 1420 Fifth Avenue, Suite 2200 Seattle,WA 98101 File IVumber: LUA-00-160, PP, ECF Project Manager: Steve Taylor ProjectDescription: The proposal would subdivide an approximately 3.63 acre parcel into 25 lots intended for construction of single-famiiy residences. The proposed lots range in size from 3,645-sf to 11,018-sf. The subject property is zoned Residential-14 du/ac (R-14) which allows a maximum density of fourteen (14) dwelling units per acre (du/ac). The proposal has a net density of 8.69 du/ac. Vehicular access would be provided via an intemal roadway connecting to Talbot Road South. The two existing homes and alf out buildings will be removed from the site. The applicant is requesting to reduce the right-of-way width on the internal street to 45 feet. Project Location: The site is located on the east side of Talbot Road South at approximately the �400 block South_ �' —`� o �� & vad�• �i �- � _ _ � " e �� :�� .� ,� • � `& � — � � '�� ,=,i . � �� • �5' rrir ra�■ � �� . � i ,� _ � �. �� 9--- —� . � a• � � � , � '� . 1 � � 'E'rHl• N �A, p , � �� `� '.'U� �� . • y • ,� �' _ _``'�•� � � . . • �.� �--, -- i � .. ` ,� ' --�_.__--_____'_ . � � , v- , p � w , � 'j. m .�i 9r': _ •g �'� '* � _ � ,g, .y, � 11 n J ..1' � 111 Sprin�brook Perk a � � � 1 = � ; SPRINB BR AC E � �� e�s4ad J � g � � �+� 1 COARiWf iW7,qHlL YAP COVANI;MIG(60.F7(QOOE7(CW11� City of Renfon P/8/PW Departmerrt Preliminary Report to the Hearing Examiner GENEVA COURT PRELMlNARY PL4T LUA-00-160,PP, ECF PUBLC NEARING DATE:February 20, 2001 Page 2 of 8 B. GENERAL INFOR�WATION: 1. OwnerofRecord: Wood Dale Properties, L.L.C. 1420 Fifth Avenue, Suite#2200 Seattle, WA 98101 2. Zoning Designation: Residential 14 DU/AC (R-14) 3. Comprehensive Plan Residential Pfanned Neighbofiood (RPN) Land Use Designation: 4. ExistingSire Use: Two singie family homes S. Neighborhood Character�istics: North: Residential (R-14), 1 single family home East.• Residential (R-1 & R-8), 1 single family home , South: Residential (R-14), 1 single family home ' West: Residential (R-14), Spring Hill Apartments (Glacier Creek) �, 6. Access: Intemal roadway via Talbot Road South I! 7. Site Area: 3.63 acres I 8. Project Data: atea commenfs I Existing Building Area: N/A ' New Building Area: N/A Total Building Area: N/A C. HlSTORICAL/BACKGROUND: Action Land Use File No. Ordinance No. Dare Annexation 3268 12-1468 Comprehensive Plan 4498 02-20-95 Zoning Code 4404 06-07-93 D. APPLlCABLE SECTlO1VS OF THE RENTON MUNICIPAL CODE: 1. Residential-14 DUTAC (R-14)Zone,42-110F. Development Standards. 2. Street Standards,4-6-060. 3. Subdivision Regulations, Chapter 7. E. APPLICABLE SECTIONS OF THE COMPREHENS/VE PLAN: 1. Land Use Element- Residential Planned Neighborhood (RPN} Geneva Court HEXRPT.doc City of Rer►ton P/8✓PW Depa►tment Preliminary Report to the Hearing Ezaminer GENEVA COURT PRELlh41NARY PLAT LUA-00-160,PP,ECF PUBUC HEARING DATE.•February 20,2001 Page 3 of 8 F. DEPARTMENT AIVALYSIS: 1. PROJECT DESCRIPTION/BACKGROUND The Geneva Court Preliminary Plat is situated on two parcels of land encompassin�3.63 acres. The site is tocated approximately 300 feet north of the intersection of South 55 Street and Talbot Road South, on the east side of Talbot; directty across from Glacier Creek Condominiums. Two empty singie-family residences are currently located on the site along with some outbuildings. The site is zoned Residential - 14 dwelling units per acre (R-14). The surrounding properties consist of large single-family lots to the north, south and east. 2. ENVIRONMENTAL REVlEW Pursuant to the City of Renton's Environmental Ordinance and SEPA (RCW 43.21C, 1971 as amended), on January 30, 2001 the Environmental Review Committee issued a Determination of Non-Significance, Mitigated. The appeal period for the SEPA threshold determination ended on February 16, 2001. At the time this report was prepared no appeals were received. The applicant will be required to comply with the adopted mitigation measures. 3. COMPLIANCE WITH ERC MITIGATION MEASURES Based on an analysis of probable impacts from the proposal, the Environmental Review Committee (ERC) issued the following mitigation measures with the Detetmination of Non- Signficance, Mitigated(DNS, M): 1. The applicant shall follow the recommendations of the Geotechnical Report prepared by Earth Consultants, Inc. dated August 14, 1998, with regard to site preparation and development activities. 2. All storage tanks shall be removed from the site in accordance with Renton Fire Department requirements. A qualified consultant shall conduct soil testing for petroleum leakage. If necessary, contaminated soils shall be abated to DOE standards. Testing results shall be submitted and reviewed prior to construction approval. 3. The surFace water drainage system shall be designed to retain the 100-year storm plus a 30% safety factor. 4. The applicant shall pay th� appropriate Fire Mitigation Fee equal to $488 per single family lot. The Fire Mitigation Fee is payable prior to recording the subdivision. 5. The applicant shall be required to pay a Traffic Mitigation Fee of $75 for each average daily trip associated with the project. The required mitigation shall be paid prior to recwding the subdivision. 6. The applicant shall pay a Parks Department mitigation fee of $530.76 per single family lot. The required mitigation fee shall be paid prior to rec�rding the subdivision. Geneva Court HEXRPT.doc �- City of Renton P/B✓PW Departmerrt PreGminary Repo�t ta the Hearing Examiner GENEVA COURT PRELMlNARY PLAT LUA-00-160,PP, ECF PUBUC HEARING DATE•February 20, 2001 Page 4 of 8 4. STAFF REVIEW COMMENTS Representatives from various city departments have reviewed the application materials to identify and address site plan issues from the proposed development. These comments are contained in the official file, and the essence of the comments has been incorporated into the appropriate sections of this report and the Departrnental Recommendation at the end of the report 5. CONSISTENCY WITH PRELlMINARY PLAT CRITERIA: Approvai of a plat is based upon several factors. The following preliminary plat criteria have been established to assist decision makers in the review of the plat: (a) Compliance with the Comprehensive Plan Desiqnation. The site is designated Residential Planned Neighborhood {RPN) on the Comprehensive Plan Map. The Residential Planned Neighborhood designation is intended to provide a variety of residential altematives including both single and multi-family development in areas with established infrastructure. The following Comprehensive Plan policies are specifically applicable. Policy LU-58 — Density in the Residentia!Planned Neighbortrood designation shou/d be in the range of 8-18 dwe/ling units per acre. Policy LU-59 - A minimum of 50% of a project in the RPN designation shou/d consist of the following primary residential types: tradifional detached, zero /ot line defached, or townhouses with yards which ar�e designed fo reflect a single family character The proposed project will contain all single family lots and have a net density of 8.69 du/acre. (b) Compliance with the Underivin4 Zonins� Desictnation. The subject site has an R-14 zoning designation. Density in the R-14 zone ranges from a I minimum of 8 to a maximum of 14 dwelling units per net acre. Additionally, the maximum , housing density may be increased to 18 units per acre subject to certain conditions. The proposed subdivision has a net density of 8.69 dwelling units per acre. The net density is ' calculated by subtracting the public street area (32,838-sq. ft.) from the gross acreage of the ' site. The number of lots is then divided by the net acreage to arrive at the density of the project. The minimum lot size permitted in the R-14 zone for detached or semi-attached dwelling units is 3,000 square feet. The proposed lots range in size from 3,645-sf to 11,018-sf. complying with , the standard for minimum lot size. Fo� detached or semi-attached dwelling units, the R-14 zone requires a minimum 30-foot lot width. There is a minimum lot depth of 50 feet. All of the proposed lots comply with the lot i dimension standards of the R-14 zone. The preliminary plat includes setbacks showing potential building enveiopes on the lots. There is sufficient lot area on atl the proposed lots for ' the intended residential construction. Because the R-14 zone allows both single family as well as mufti-family development it is i subject to site plan review. While this is appropriate for multi-family or mixed development, it doesn't make sense when the entire project is single family and also subject to plat review.. This. issue was analyzed in an administrative interpretation on November 2, 2000. The determination was made to exempt single family development in the R-14 zone from site plan review when part of a subdivision. A copy of the determination is attached to this report. Geneva Court HEXftPT.doc n � City of Renton P/8/PW Departmenf Pfeliminary Report to the Hearing Examiner GENEYA COURT PRELMINARYPLAT LUA-00-160,PP,ECF PUBUC HEARING DATE:February 20,2001 Page 5 of 8 (c� Comqliance with Subdivision Reaulations Lot ArranQement: Insofar as practical, side lot lines are to be at righf ang/es to sfreef/ines, and each !ot musf have access to a public streef or road. Access may be by private access easement sfreet per the requirements of the street standards(Code Section 4-7-970). All lots are configured with the side lot lines at right angles to the streef or cul-de-sac. The intemal roadway will be dedicated, therefore, vehicular access to all lots is via a public street. Lots: The size, shape and orienfation of /ots shall meet the minimum area and widfh requirements of the applicable zoning classification and shall be appropriate for the type of deve/opment and use contemplated. RMC 4-7-170D requires a minimum of 35-feet lot frontage on a.d-de-sacs. Pipestem lots are allowed but the pipestems must be removed for the purpose of evaluating front yard setbacks. Lots 14 and 15 do not have the required 35-foot frontage. Therefore, the building setback lines must be calculated by removing the pipestem on lot 14, and by starting the 18-foot front yard setback from the point where the lot width is 35-fest on lot 15. Driveways must not exceed 15% grade. Those exceeding 89'o are required to install slotted drainage in order to direct drainage away from the structure.. All proposed lots meet the minimum lot area and lot dimension requirements of the R-14 zone. The building envelopes {the area available for buiiding with respect to setback requirements) on all lots are appropriate for construction of single famiiy residences. Proqertv Comers at Intersections: A!1/of comers at infersecfions of dedicated public rights-of- way, excepf a/leys, sha/l have minimum radius of 15 feet The proper radius at the intersection of the internal street and Talbot Road South will be dedicated to the City. (d) Reasonableness of Proposed Boundaries Access Atl lots have frontage on the new intemal roadway and have pedestrian access from this street. Lot 1 also has frontage on Talbot Road S. but vehicular access shatl be limited to the intemal roadway. In addition to dedication of the intemal street, the applicant is proposing to dedicate Tract B to provide a future road connection to the adjoining property to the north. Until the Tract B right-of- way is needed the applicant is proposing to vegetate it with lawn. Staff recommends that the maintenance of Tract B be the responsibility of the homeowners association and that a signage be placed at the northerly boundary to inform future residents that the roadway will be extended in the future. Topography The site is mostly open field with one residence located at the west end of the site near Talbot Road and the other located about 5Q0 feet to the east. The site slopes westerly toward Talbot Road at a fairiy uniform grade of approximately 15°/a. A stand of large firs is present at the very eastem property line. A Geotechnical Engineering Study was conducted by Earth Consultants, lnc. and a report dated August 14, 1998 was submitted for review. Onsite soils have been classified by the Soil Conservation Service as Alderwood gravelly sanciy loam, (AgC) 6-15% slopes and Hydrologic Group C (per 1998 King County Surtace Water Design Manual). Grading for individual lots will involve creating level pads for house construction. Due to the I� 15% road grade required to access the site, this will produce a series of stepped lots. At this ! time it is estimated the quantity of earthwork required to achieve the proposed grades will be approximately 2,600 cubic yards of cut and 4,000 cubic yards of fill. Rockeries are proposed Geneva Court HEXRPT.doc 2�� City of Renton P/B/PW Department Preliminary Report to the Nearing Examiner GENEVA COURT PREUMINARY PLAT LUA-00.160, PP, ECF PUBLlC HEARlNG DATE:Fe6ruary 20,2001 Page 6 of 8 to separate the terraced lots. All rockeries greater than 4-feet in height require a separate buiiding permit and structural review. Due to the steep topography of the site, potential erosion impacts could occur during site preparation and construction. TF�e project shall be subject to erosion and sedimentation control measures spec�ed in the 1990 KCSWDM to mitigate the potential impacts from this project. Relationship to Existing Uses The subject site is lopted in a residentially zoned area (RPN). To the west across Talbot Road South, is the Springbrook apartment complex (Glacier Creek). To the north and south are large 2.5 to 5-acre parcels with single-family residences that are likely to develop at much greater densities in the future. To the east is a parcel developed with a singfe-family residence. Due to the steep topography this parcel is unlikely to subdivide further. (e) Availabilitv and Impact on Public Services (Timeliness) Traffc Gibson Traffic Consuitants conducted a traffic analysis and a study dated December 11, 2000 was submitted to the City for review. The study reveaied that the project will have minimal impact to the Talbot Road South/South 43'"Street intersection. The traffic report was review by the City of Renton Transportation Planning Section, which concurred with this conclusion. The proposed subdivision is expected to generate additional traffic on the local street system. Based on the ITE Trip Generation Manual which estimates 9.57 average daily trips per single famiiy residential lot, the proposed subdivision is anticipated to generate an estimated 220 new average daily trips. The Environmental Review Committee (ERC) imposed a Transportation Mitigation Fee of$75 per average daiiy trip attributable to the project. The traffic mitigation fee is estimated to be$16,508. Police and Frre Police and Fire Prevention Bureau staff have indicated that sufficient resources exist-to provide ' services to the proposed development, subject to the condition that the applicant provide I required improvements and fees. The Environmental Review Committee (ERC) imposed a fire , mitigation fee of$488 per new single family {ot to compensate for increased demands on Fire ' Department services. The estimated fire mitigation fee is $11,224. The Fire Departrrient requires a fire hydrant with 1000 GPM fire flow within 300 feet of afl new single-family structures. Recreation � Future residents of the subdivision would make use of existing and future City park and � recreation facilities throughout the City. In order to mitigate for the impact of increased demand ', on City pa�lcs and recreation facilities, the Environmental Review Committee (ERC) imposed a park mitigation fee of$530.76 for each new single family lot. The estimated park mitigation fee is $12,207.48. Schools The subject site is located in the Renton School District. Staff estimates that single family plats generate approximately 0.44 ct�ildren per single family residence. The proposed 25-lot subdivision would therefore be expected to generate 11 school age children. The School District has been notified of the subject proposal and responded that students from the proposed subdivision would attend Renton Paric Elementary, Nelson Middle School and Lindbergh High School. The District indicates these facilities have adequate capacity to serve the development. The school district also requested that Talbot Road South remain two lanes only. They are concerned that the safety of the children and that transportation routes would be greatly Geneva Court HEXRPT.doc City of Renton P/B/PW Depaihnent Preliminary Report to the Heanng Examiner GENEVA COURT PRELMINARY FLAT LUA-00-160, PP,ECF PUBLIC HEARING DATE February 20,2001 Page 7 of 8 impacted by additional lanes. Since Talbot Road South is slated for expansion to three lanes because of traffic volumes and already built to this standard in some sections, we are unable to accommodate the request Stormwater The applicant submitted an Off-Site Analysis prepared by Pacific Engineering for the Glacier Creek (1997)site located directly across the street and downstream of Geneva Court. The report indicates that the site drains west towards Talbot Road. Storm drainage then enters a ditch/pipe system that crosses Talbot and is discharged on the west site of the road. This run-off then enters a large multi-class wetland, which forms the headwaters of Springbrook Creek. The downstream system has had numerous flooding and erosion problems in recent years. Upstream flows combine with backup from the Glacier Creek wetlands to flood the cul-de- sac located at South 55"'Street just east of SR 167. Additionally, wetlands on the west side of SR 167 are impacted and the stortn drainage system in South 43'� Street is over capacity during large storm events. To mitigate downstream impacts, ERC required a retention design of the 100-year stoRn plus 30% of a safety factor. The same standard has also been applied to most new projects in the area. The site will require a drainage plan and temporary erosion/sedimentation control pians in accordance with the 1990 KCSWDM as adopted by the City of Renton. Stormwater System Development Charges {SDC)of$385/single family lot will be required. Staff recommends that the applicant establish a homeowners association or record a covenant to provide for the shared use and maintenance of the all easements, tracts and drainage facilities. Water and Sanitary Sewer Utilities Adequate sewer and water utilities are available to the site to serve the proposed residential development. Existing facilities within Talbo# Road S. will be extended at developer expense to serve the site. The site will require one fire hydrant within 30U' of each home per Fire Department codes/regulations. Additionally, because the intemal roadway is a cul-de-sac in excess of 500- feet, all houses on lots 12 through 16 will require sprinkler systems. Separate plans and permits are requi�ed for sprinkler systems. New water mains and fire hydrants will be required to meet fire flow and current fire regulations. Water meters for domestic service will be required. Water (SDC) fees of $850/single famify residence will be assessed. � The site will require installation of a new sanitary 8' sanitary sewer main to serve the plat and side-sewer connections to serve each lot. Wastewater (SDC)fees of$585/single family lot will be required. Side-sewer permit cost is $60/connection. A latecomer waster water facility charge equal to$2,047 per lot is required for the Soos Creek Water and Sewer District. Street/mprovemenfs The applicant has requested to reduce the right-of-way width on the intemal street to 45-feet. The approval is granted subject to the applicant providing easements for any additional improvements needed, e.g. hydrants, utility lines, etc. The intemal roadway will be improved with 32-feet of pavement,curbs, gutters and 6-foot sidewalks on either side of the street. Off-site improvements will consist of roadway widening and installation of new curbs, gutters and sidewalks along Talbot Road South. Storm line and catch-basins will be installed in the flow-line of this new curb to collect storm runoff. This drainage system will be independent of the site drainG�e system and �r�ill be c�nnected directly to `he existing sterm drainage system in ' Talbot Roac Geneva Court HEXRPT.dc�: � City of Renfon P/B/PW Department Preliminary Report to fhe Hearing Examiner GENEYA COURT PREL1MlNARY PLAT LUA-00-160,PP, ECF PUBUC HEARING DATE•February 20,2001 Page 8 of 8 G. RECOMMENDATION: Staff recommends approval of the Geneva Court Preliminary Plat, File No. LUA-00-1S0, PP, ECF subject to the following conditions: {1) The applicant is required to comply with the Mitigation Measures that were required by the Environmental Re�iew Committee Threshold Determination, unless modified by the Hearing Examiner upon appeal, prior to recording of the subdivision. {2) The applicant shall establish a Homeowners' Association for the maintenance of all common imProvements (stormwater facilities, tracts, retaining walls, etc.), or inctude a maintenance agreement note on the face of the final plat. A draft of the document shall be submitted for review and approval by the Development Services Division prior to the recording of the final plat (3) Tract B shall be dedicated to the City for future right-of-way. Tract B shatl be planted with grass and maintained by the Homeowners Association until such a time, as it is needed for road purposes. Signage shall be placed at the-northerly boundary of Tract B stating that the Tract is intended for future connection. Signage is subject to the review I and approval of the Development Services Division and shall be installed prior to final , plat approval. � (4) No clearing or grading shall take place within 25 feet of the off-site stream. The ', applicant shall install construction fencing designating this area prior to grading the site. I, (5) Vehicle access to lot 1 shall be limited to the intemal roadway. (6} Rockeries greater than 4-fest in height require a separate building permit and structural review. A licensed engineer with geotechnical expertise must monitor rockery construction and verify in writing that the rockery was constructed to City of Renton specifica6ons. Written verification by the engineer shall be submitted prior to building permit approval. EXPIRATION PERIODS: Preliminary Plats(PPj: Five(5)years from final approval (signature) date. 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'VERTICAL DATUM PROPOSED/OF LOiS� 2d ' ZONINC R-14 NAW BH(CITY OF RENTON) VIC/NITY MAP ��EVELOPER : DENsir� 2s LOTS corrmua iNrEav�� - 2' +o o so �o eo W000 ALE PROPERnES L.L.C. TO?AL AREA(AC) - AREA R/W(AC) � -� «�,••� ,.�__-� uzo�m n�., sui�izoo BENCHMAAK j .�� ' SEATRE, WA. 98IOI -B.B9 OU/AC (�iAPMC 8CALE ' ^r• ......3'-..�!.. .'- '' ,, PHONE�f206}228-7170 �.ucy�, � .,� a�. M FAX: (4�5)YYB-6696 PROPOSED AREA OF LO7S BASE: ry $CALE+�'�4O' � i '� 8 C/l1L ENGINEER f KINC COUN7Y SURYEY CONTROL PqNT�/F-10- � �IA' LOT/ LOT AREA (eQ. /t.) L07/ LOT AREA(aq. It.) FOVNO'BRASS DISC fLUSH N1iH SIOEWALK �.0'f +/r ,rp K� PACIflC ENCINEERINC OESIGN, INC. I 3,754 17 4,224 WEST OF SIGNAL UCHT POLE IN 1}1E NORiHM£Si � ��y F' ��{r.n 4800 S. 18B7H ST., SUIlE J80 p J,643 )B J,645 QUADRANT OF S1REEi INIERSECIION OF 7ALB0T � arvm• SEAIRE, WA 9B188 J J,645 19 ROAD ANO SOUTH45EST 4JR�STREEi, PRELIMINARY +++m• ' �".�an�, � M PHONE: (206)�31-7970 4 J,645 10 J,613 ELEVARON: I21.26 FEfT. au�.• .r,� FAX: (423)4J7-7875 3,645 ...'.�...---........._.... LOU LAFSEN 6 3.B48 Y1 J,645 ��pLOCAl�A1PolDICT0IULRSVlW .��e . J.64S 21 n�ex on�wexa N+e eue.�ecr ro nevroror�e SURVEYOR : � 3,6�5 23 J,645 BHEET INDEX �+M.0 �� j �� 8 J.6�5 21 J,615 PI PREIIMINARY PLAT PLAN CENTRE POINTE SURVE�NC �"1i°' �""� �6 J36J9 9TH AVENUE S. 9 J,643 25 J,6I5 py PREUMINARY UTIUIY PLAN � '0°��' �� FEOERAL WAY WA„ 88003 �� 3,6�5 iRACT'A' 9.90d P3 PRELIMINARY GRADINC ANO ZONINQ � • � s�q'� � PHONE: (ISJ`66I-ICOI 12 �,051 �ACi'B' 1,111 ORAMACE PLAN R-14 �EG 5 fNf9 NORMAN E LARSON P4 EXI511NC CONDITiONS TREE E ��, NOT TO SCALE � �J �,91� TOTAL LO/TW AREA 15d,�56 INVENTORY SNEET / � 15 '8.577 PERCENfAGE HOAOWAY�20�76R P5 NEICHBORfl00D DEfAIL MAP s��AREA re n,ois �eaiz o �, LEQAL DESCRIP770N �•88 ACRES rf��C�y��0.E\y,� GENEVA COURT PRELIM. PLAT MAM OFFICE� PARCEL 1 AND 2 OF KINQ COUNTY SHORT f�ONAI ��`tiL�le� � 4E00 90llfH tE87H 87►iEET, PLAi No. 674217 flLED UNDER RECORDINC �..Nic M�r e,]ooi Pacific BEATTLE.WA Ol7B! K,��INQ3r17�0525, RECORDS OF KING COUNTY, � PHONE�(208)431-7970 Engineering FAX�(200)A�1-7B76 PROJECT NO,:98-48 98048HCP1.DWC RENTON�WA, WEB BfTE�PACENO.COM ��PL�N FOR� Design, Inc. ORANM BY: JQG WOOD OAI.E PFiOPP,RTL�s.LLC. ISSUE DATE: 12-OD-00 �� 1�40 6lH AVe,6UfTB 2400 ca�oe>�=��c�oe>as�-xeeo Civil Engineering and SHEET REV.: - Planning Consultants � a A PORTION OF S� 1 I4 OF THE SE 114 OF SEC. 31 , `t'WP. 23 N., RNG. 5 E.,W.M. �� "_ > � ,� � � � � ;;i!!: j � ryi�sn i� a� � � � � I . ro.� �1�p � ��. i i .f �� ti�m 1 � � i � � i f ,' ' 41 I � l' ,. , , . � � � I�:, � 1 j S � ( — _ _- - , � .. �� '�OP7QLB+PAMLY � � � i � , � � � i �.�. � qWW �@ � I 1 � !M�It KR— . � . ,.` . , .' ' ! 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NO 1Rf[Li!lTNO 011 UM'ClMRlO MIIL![POIMri[D 1 UNM IIH PI1flAR1lMY IUI MAJ NO!d1[N lWAL.��OVAL E�'�._I �9��W'� � 0 �0 f0 ]e �0 Cr iNE CIIY(NFHtdI WNILMK pIpNANtt�-1-IJdf) -.-aS9- O�SINO SAMiA�T![M[R LM! �� !. lFEE9 SN�M!4010 AMF iR[ES 1NA�YAY![AlIL!0 �_ � �r�� e[snKo eum a�vRaami.�ar a�w+e .ui onmt mm [rtmn wme rnn� d1APFIC BCALE 7/!! Mf 70 BL R!}101m. ACNAL IRLT S.�IN MAY VAR1 WE K`KQ'r�'7� M'HNTOfiY IU UNSIM/C�ON MIICAl10NI0R�OMM G011S/RAMR ANC/b� "�A 1�� OIN11N0 tidll/LMC lhRQT R[OURLD Irof ttT RNOMl. ��m M5/M0 IMi[R�[I[II � OM LMSIKM PON[R PQL .cF� !10!ftNAl101! OEI![NST.DwC ,� � ��';;;,,�';"�X PRELIMINARY P4 ,zb �,�,�� ,.,."� � � � .y:' CITY OF RENTON . DEVELOPMENT SERVICES DIVISION . 1NTERPRETATIONIPOLICY DECiSION MUNICIPAL CODE SECTION: Section 49-200, Site Plan Review SUBJECT: Applicability of Site Plan Review for single-family development in the R-14 zone. BACKGROUND: Site Plan Review is the process by which proposed projects in the commercial, industrial and multi-family zones are reviewed for compatibility with the plans, policies and regulations of the City of Renton. Projects are reviewed for a variety of elements such as site layout, building orientation, pedestrian and vehicular access, natural features of the site and characteristics of the surrounding area. Section 4-9-200.B1a, spec�es the zones subject to site plan approval. pAll developmenf in the lndustrial Light(IL), Commercia!Office(CO), and Public Use (P-9) Zones and CC, CN, CD, CA, CS, COR, and the Residentia/ Use— Maximum 10 Unifs perAcre (R-10), Manufactured Housing Park(RMH), Residential Mulfi-Family(RM), and Residenfial Use—Maximum 14 Units per Acre(R-94) Zones." Section 4-9-200.C2, specfies certain types of development, which are , exempt from the requirements of site pian review for the R-10, R-14, and ! COR zones. The following types of development are exempt in both the R-10 and R-14 zones. � All development categorically exempt from SEPA � New or replacement detached or semi-attached homes vn a single previously piatted lot: � Planned Unit Developments Section 4-9-200.C2a.ii, also exempts �Development of detached or semi- attached dwelling units on legal tofs where part of a subdivision application." . This exemption is listed only for the R-10 zone. The issue is, should this exemption also apply to the R-14 zone. � JUSTIFICATION: The purpose of site plan approval is to provide a process to review at a conceptual level, the uses and faalities on the site, and allow consideration and mitigation of potential impacts for projects that might otherwise be subject only to a building permit. The intent of site plan approval is to develop orderfy neighbofioods, mitigate impacts to surrounding properties and assure adequate public services and faalities are in place to serve the project. Site plan review is pertinent to the multi-family structures of the R-10 and R- 14 zones and allows review for adequacy of access, parking, orientation and modulation of buildings as well as items such as landscaping and dumpster location. The reason site pian approvai is not required for detached single family development in the R-10 zone wher� part of a subdivisian, is that#he plat review either covers the same items (e.g. access, setbacks), or the items are not pertinent to single family dwellings {e.g. landscaping, building moduiation, dumpster location). � In addition to the extra expense for processing, requiring site plan review far a single-family subdivision in the R-14 zone would be especially burdensome to applicants. It would require providing floor plans, elevations and building mate�iaf#ypes for each of the unifs. This would be very difficult for most developers who either sell the lots to builders or individuals to then construct the homes. � All subdivision applications are reviewed for reguiatory compliance by staff. Short plats of more than 41ots and preliminary plats have the additional benefit of a public hearing and Hearing Examiner consideration. Requiring site plan review in the instance of a single-family development in the R-14 zone is burdensome to applicants and adds an additional layer of process that serves no purpose as evidenced by its exemption in the R-10 zone under the same circumstance. DECISION: RMC 4-9-200.C2.a.ii, exempting detached or semi-attached single-fami(y development from site plan review when part of a subdivision, shal! also apply to the R-14 zone. If appropriate, covenants could be required as part of a final plat to address the allowed development on the lots and whether additional site plan review is required. This determination shou(d be incorporated into the Renton Municipal Code during the next code housekeeping effort by amending Section 49-200. DIVISION HEAD �� j,� �✓l.V( APPROVAL: � DATE: /�/�� 2 � Z L�-'U � APP�AL PROCESS: To app�al this determination, a written appeal—accompanied by the required $75.00 fiiing fee—mus,t be filed with the City's Hea�ing Examiner(1055 South Grady Way, Renton,WA 98055, 425-430-6515) no more than 14 days from the date of this decision. Your submittal should expfain the basis for the appeal. Section 4-8-110 of the Renton Municipa! code provides further information on the appeal process. III. OFF-SITE ANALYSIS The off-site analysis included in this report was prepared by Pacific Engineering for the Glacier Creek site located directly across the street and downstream of our site. The language of that analysis is specific for Glacier Creek. I have noted our site's relationship to the Glacier Creek site on the vicinity map. 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I � �r Os ii I Br� ' ��•. •\, \�No I f •�� 12 Pk�• tt�' '-� , �''�j n ry� �\• m / � • J2 '\� 3Ii �i � F � +?� •�N � •• AmC • �N l� Re f� �� -n.t '. / ` R,� • • Br p RmC, .•,�• I " '• ' '� � � . .. a� 3' � Wo .` �Jr raile� � AkF �� a�- co ■. ,` ar • F InC . '� � � Re � Ur � `Q ` � 1 u . ,�,. ' . , �. � { )� : • �, - iHl i J_'� • •• ,i ,�e i.Jr; �11:1�'> ��i • n `�•. _—,—� . . ��`•. {• t-^i •�=c, IiI. Off-Site Analysis �G�CI� C��.� LEVEL ONE This site is located along the westerfy side of Talbot Road South. The entire site drains � westerly from this roadway towards SR 167. Upstream runoff crosses under Talbot Road South in two separate locations and joins with the on-site runoff. The developed site is split into three separate drainage �basins. For the purposes of this report they will be called the North (A), Central (B) and South (C) basins. The site is located within the Green River Basin. The developed site is within 1/2 mile of Springbrook Creek which is a Class 2 stream with salmonoids. Runoff flows both in sheet fashion and in on-site stream channels westerly for approximately 3/4 miles to a tributary to Springbrook Creek. This tributary flows westerly along the southerly property line and then crosses under SR 167. Runoff continues flowing westerly for approximately 1/4 mile to Springbrook Creek. Springbrook Creek continues flowing northerly and eventually connects to the Black River and Green River (see downstream map in this section). Tasks Task 1: Study Area Definition and Maps This site has been analyzed using the available King County area maps. The included USGS map 5hows the site and downstream route. Additional maps include: an existing site map, site plan, stream map and wetlands map. Task 2: Resource Review The above listed maps were used to determine any potential flooding or erosion problems. No potential or existing problems were encountered using these documents. Task 3: Field Inspection The existing system was field inspected to the westerly portion of the site which includes the tributary to Springbrook Creek. The investigation revealed an entirely open storm systems (with the exception of the creek crossing under SR 167). See downstream analysis for general description for this existing system. As indicated in Task 2 above, no potential or existing problems were encountered using the available resource data. The downstream inspection revealed no evidence of constrictions, lack of capacity, flooding, overtoppin�, scouring or sedimentation. No evidence of significant destruction of aquatic habitat or � � � , , - ,; a�. _,. , �� .,. . .. , . . , � , , . .. ,, . , , _ _ Task 4: Drainage System Description and Probiem Screening As indicated above, no potential or existing problems were encountered during the downstream investigation and/or problem screening. Task 5: Miti ation No potential or existing downstream problems were encountered during this analysis. The proposed multi-family project should not adversely impact the downstream system. Core Requirements ��LL�C'.�� C��-) 1. This site will discharge at the natural locations which are the existing wetlands located along the westerly portion of the developed site. 2. The off-site system has been analyzed and is discussed above in the downstream analysis. 3. The runoff from this site will discharge to the natural locations as described in item 1 above. Detention is proposed for this project. Department of Fisheries standards were used to size the three individual detention vaults. These standards include releasing runoff at 50 percent of the pre-developed 2 year rate for the developed 2 year rate; 10 year pre-developed rate for the developed 10 year rate; and the 100 year pre-developed rate for the developed 100 year rate. 4. The proposed project will include storm tightlines from yard drains and building downspouts routed to catch basins and storm pipe. These pipe systems will be routed to three individua) detention vaults. These vaults will discharge to three individual bio-filtration swales and level spreaders. The level spreaders will convey sheet flow runoff into the downstream wetlands. 5. Temporary erosion control for this site will include two individual sedimentation ponds (basins A and B) and one sedimentation trap (basin C). Silt fencing, "V" ditching and a construction entrances will also be included. 6. A maintenance and operations manual will be included in the final Technical Information Report. 7. A bond quantity form will be provided with the final Technical Information Report. ' , ,.; I �� Special Requirements ��I.,�PyC'a�Q, CE%��G1L� 1. The site appears to be located within the Green River drainage basin. 2. The site does not appear to lie within an existing Master Drainage Plan. 3. This site will be less than the 50 acre threshold requiring any conditions for a Master Drainage Plan. � 4. This site will be designed in compliance with the 1990 King County Drainage Manual (1994 update) and DOE guidelines. 5. This site has more than 1 acre of impervious surface subject to vehicular use. The detention vaults have an average of 4.2 percent surface area of the sites total impervious surface areas (typically 1.5 percent is required in Renton). The vaults also have dead storage that matches or exceeds the volume for 1/3 of the 2 year developed storm. The project will not direct discharge to a regional facility. On- site detention and water quality is proposed. The site does appear to lie within 1 mile of a Class 2 stream. 6. This site has less than 5 acres of impervious vehicular surface. 7. This site does not lie within a closed depression. 8. This site will not use a lake, wetland or closed depression for peak rate runoff control. 9. The site does contain a Class 3 stream. The site does not abut a lake or closed depression. 10. This developed site will not contain or abut a Class 1 or 2 stream. 11. This site will not have an infiltration system. 12. A detailed soils report has been included in this report. � ��- IV. RETENTION/DETENTION ANALYSIS & DESIGN ; - , � P:1Project Files\98048\9848 drainage report.doc �� DRAINAGE DESIGN � The Geneva Court Preliminary Plat is situated on a parcel of land encompassing 3.63 acres. The , site is located approximately 300 feet north of the intersection of South 192°d Street and Talbot �� Road South on the e t ide ' , as s of Talbot; directly across from Glacier Creek Condominiums. Two , empry single-family residences are currently located on the site along with some outbuildings. ; ' The site is zoned Residential-14 Dwelling units per acre (R-14). The surrounding properties ' consist of large single-family lots to the north, south and east. I , The site is mostly open field with one residence located at the west end of the site near Talbot Road and the other located about 500 feet to the east. The site slopes westerly toward.Talbot Road at a fairly uniform grade of appro�mately 15%. Uphill of the easterly residence is a�arage, barn, and three sheds. These building are somewhat rundown and bordered by thick brush, blackberries and small deciduous trees. A stand of large firs is present at the very east end of the site. On-site soils have been classified by the Soil Conservation Service as Alderwood gravelly sandy loam, (AgC) 6-1�°!o slopes and H��drol��ic Gmup C (�er the 199R Kina Colintv Surface Water Design Manua:�. On-site improvements will improve extending a public road approx. 600 teet into the sit� ternunating in a cul-de-sac. Utilities will include sanitary sewer, storm drainage, water a� franchised utilities. Storm drainage will include a pond for on-site storm water detention �1� :i bio-filtration swale downstream of the pond far water quality control. When�ompleted, there will be 24 single-family residential lots. Offsite improvements will consist of roadway widening and installation of new curbs, gutters and sidewalks along Talbot Roa.d South. Storm line and catch-basins will be installed in the flow-line of this new curb to collect storm runoff. This drainage system will be independent of the on-site drainage system and will be connected directly to the existing storm drainage system present in Talbot Road. No detention or water quality is proposed for off-site storm water. The site, in its e�sting state, drains west towards Talbot Road. Storm drainage then enters a ditchlpipe system that crosses Talbot and is discharged on the west side of the road. This run-off then enters a large multi-class wetland which forms the headwaters of Springbrook Creek. Pacific Engineering perFormed a Level 1 downstream for this creek and wetland as part of the Glacier Creek development. A copy of that downstream analysis has been included in this report. The project will comply with Core Requirements 1-5. None of the Special Requirements from 1- 12 appear to apply to this project. Calculations to size a storm drainage detention pond were done using the WATERWORKS program based on the SBUH/SCS hydrograph method. Adjusting for a small by-pass area,the pre-developed 2, 10 and 100-yeaz/24 hr. storm events were matched with the post-developed 2, 10 and 100-year/24 hr. events to determine the required storm detention volume (see attached calculations). The pond is designed to release at '/2 the rate for the pre-developed 2-year storm while matching the pre-developed 10 and 100 year events. The pond has been designed to hold 130% of the 100-year storm (30% factor of safety). P:1Project Files\9804819848 drainage report.doc ,�-� "r' Calculations for the bio-filtration swale were done based on the 2-year/24 hr. pre-developed discharge rate (see attached calculations). Flow depths were also calculated for the 10-year and i00-year events. A wet-pond is not required on this project due to the fact that the impervious area subject to vehicular use and/or storage of chemicals is less than 1 acre (0.79 acres). That area includes the road (24,600 s.f.) and driveways (400 s.f. per lot). �� _ � i � � , � � ` _i � , , �. , . � �I P:Projec[Filzs�98048\9848 dra�nage report.doc � , 12/1/00 9 :42 :41 am Pacific Engineering Design Inc page 1 Geneva Court Preliminary Plat Project No. 98048 , -------------------------------------------------------- I BASIN SUNIMARY ' BASIN ID: EXIST002 NAME: Existing 2 year storm SBUH NIETHODOLOGY TOTAL AREA. . . . . . . : 3 . 63 Acres BASEFLOWS : 0 . 00 cfs I RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2. 00 inches AREA. . : 3 . 43 Acres 0 . 20 Acres � TIME INTERVAL. . . . : 10. 00 min CN. . . . : 85 . 00 98 . 00 ', TC. . . . : 37 . 78 min 37 . 78 min ABSTR.ACTION COEFF: 0.20 j TcReach - Sheet L: 300 . 00 ns : 0 . 1700 p2yr: 2 . 00 s : 0 . 1600 TcReach - Sheet L: 200 . 00 ns : 0 . 1700 p2yr: 2 . 00 s : 0 . 1840 TcReach - Sheet L: 200 . 00 ns : 0 . 1700 p2yr: 2 . 00 s : 0 . 0814 impTcReach - Sheet L: 240 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 1583 impTcReach - Shallow L: 140 . 00 ks : 27 . 00 s : 0 . 0714 PEAK RATE: 0 . 39 cfs VOL: 0 . 26 Ac-ft TIME: 490 min BASIN ID: EXISTOIO NAME: Existing 10 year storm SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 . 63 Acres BASEFLOWS : 0 . 00 cfs R.AINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 90 inches AREA. . : 3 . 43 Acres 0 . 20 Acres TI1� INTERVAL. . . . : 10 . 00 min CN. . . . : 85 . 00 98 . 00 TC. . . . : 37 . 78 min 37 . 78 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 300 . 00 ns : 0 . 1700 p2yr: 2 . 00 s : 0 . 1600 TcReach - Sheet L: 200 . 00 ns : 0 . 1700 p2yr: 2 . 00 s : 0 . 1840 TcReach - Sheet L: 200 . 00 ns : 0 . 1700 p2yr: 2 . 00 s: 0 . 0814 impTcReach - Sheet L: 240 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 1583 impTcReach - Shallow L: 140 . 00 ks : 27 . 00 s : 0 . 0714 PEAK RATE: 0 . 82 cfs VOL: 0 .47 Ac-ft TIME: 490 min BASIN ID: EXIST100 NAME: Existing 100 year storm SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 . 63 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 3 .43 Acres 0 . 20 Acres I TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 85 . 00 98 . 00 TC. . . . : 37 . 78 min 37 . 78 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 300 . 00 ns : 0 . 1700 p2yr: 2 . 00 s : 0 . 1600 TcReach - Sheet L: 200 . 00 ns : 0 . 1700 p2yr: 2 . 00 s : 0 . 1840 TcReach - Sheet L: 200 . 00 ns : 0 . 1700 p2yr: 2 . 00 s : 0 . 0814 impTcReach - Sheet L: 240 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 1583 impTcReach - Shallow L: 140 . 00 ks : 27 . 00 s : 0 . 0714 PEAK RATE: 1. 34 cfs VOL: 0 . 74 Ac-ft TIME: 490 min � ' II � � , ; � �� -r t 12/1/00 9 :42 :48 am Pacific Engineering Design Inc page 1 Geneva Court Preliminary Plat Project No. 98048 ----------------------- ------------------- --------------------------------------------------------------------- I BAS IN SUNIlKARY BASIN ID: DEV002 NAME: Developed 2 year storm SBUH 1�THODOLOGY TOTAL AR.EA. . . . . . . : 3 . 63 Acres BASEFLOWS : 0 . 00 cfs R.AINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 2 . 00 Acres 1. 63 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 5 . 72 min 5 . 72 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 100 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 2000 TcReach - Channel L: 200 . 00 kc:42 . 00 s : 0 . 1500 , TcReach - Channel L: 300 . 00 kc:42 . 00 s : 0 . 1500 TcReach - Channel L: 68 . 00 kc:42 . 00 s: 0 . 0100 impTcReach - Sheet L: 60 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 1000 impTcReach - Shallow L: 100 . 00 ks :27 . 00 s: 0 . 1200 impTcReach - Charinel L: 450 . 00 kc: 36 . 00 s : 0 . 1500 PEAK RATE: 1. 00 cfs VOL: 0 . 38 Ac-ft TIME: 480 min BASIN ID: DEVO10 NAME: Developed 10 year storm SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 . 63 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMp ' PRECIPITATION. . . . : 2 . 90 inches AREA. . : 2 . 00 Acres 1 . 63 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 5 . 72 min 5 . 72 min ABSTR.ACTION COEFF: 0 . 20 , TcReach - Sheet L: 100 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 2000 �', TcReach - Channel L: 200 . 00 kc:42 . 00 s: 0 . 1500 '�, TcReach - Channel L: 300 . 00 kc:42 . 00 s : 0 . 1500 ' TcReach - Channel L: 68 . 00 kc:42 . 00 s : 0 . 0100 impTcReach - Sheet L: 60 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 1000 impTcReach - Shallow L: 100 . 00 ks : 27 . 00 s : 0 . 1200 impTcReach - Channel L: 450 . 00 kc: 36 . 00 s: 0 . 1500 PEAK R.ATE: 1 . 67 cfs VOL: 0 . 63 Ac-ft TIME: 480 min BASIN ID: DEV100 NAME: Developed 100 year storm SBUH METHODOLOGY TOTAL AREA. . . . . . . : 3 . 63 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 90 inches AR.EA. . : 2 . 00 Acres 1 . 63 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . . 5 . 72 min 5 . 72 min A.BSTRACTION COEFF: 0 .20 TcReach - Sheet L: 100 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 2000 TcReach - Channel L: 200 . 00 kc:42 . 00 s : 0 . 1500 TcReach - Channel L: 300 . 00 kc : 42 . 00 s : 0 . 1500 TcReach - Channel L: 68 . 00 kc :42 . 00 s : o . 0100 impTcReach - Sheet L: 60 . 00 ns : 0 . 0110 p2yr: 2 . 00 s : 0 . 1000 impTcReach - Shallow L: 100 . 00 ks :27 . 00 s : 0 . 1200 impTcReach - Channel L: 450 . 00 kc: 36 . 00 s : 0 . 1500 PEAK RATE: 2 .44 cfs VOL: 0 . 91 Ac-ft TIME: 480 min :��3 11/15/00 2 :28 : 25 pm Pacific Engineering Design Inc page 1 Geneva Court Preliminarv Plat Project No . 98048 } STAGE STORAGE TABLE CUSTOM STORAGE LwF ID No. PONDb Description: TOTALQSTORAGE VOLUME IN POND S':'AGE a____3TGR?G3____> �T��.�n ,____�_�RAGc____� ST.'`--.GE <____ _O:.P.Gc____> >'_'.T-.l;E .____3':'.^,�.r'1G�__.._> (ft; ---cf--- --Ac-Ft- (ft; ---cf-- --Ac-=t- (fti --cf--- --ac-Ft- ;ft; ---c'_--- --Ac-Ft- 133.00 0.0000 O.DD00 134.60 2362 0.0542 136.20 5222 0.1199 137.80 9080 0.2G2� 133.10 79.100 O.DO16 134.70 2541 0.0583 136.30 5401 0.1240 137.90 9383 0.21�� 133.20 i58.20 0.0036 134.80 2719 0.0624 136.40 5579 0.1281 138.00 9687 0.22�� 133.30 237.30 0.0054 134.90 2898 0.0665 136.50 5758 0.1322 138.1D 9990 0.229 133.40 316.40 0.0073 135.00 3077 0.0706 136.60 5937 0.1363 138.2D 10294 0.230 133.50 395.50 0.0091 135.10 3256 0.0747 136.70 6116 0.1404 138.30 10597 D.24: 133.60 574.25 0.0132 135.20 3434 0.�788 136.80 6294 0.1445 138.40 10901 0.25�- 133.70 753.00 0.0173 135.30 3613 0.0829 136.90 6473 0.1486 138.50 11�04 0.25� 133.80 931.75 0.0214 135.40 3792 0.0870 137.00 6652 0.1527 138.60 11508 0.25' 133.90 1111 0.0255 135.50 3971 0.0912 137.10 6955 0.1597 138.70 11811 0.2?� 134:00 1289 0.0296 135.0`0 4149 0.0953 137.20 7259 0.1666 138.80 12115 0.27= 134.10 1468 0.0337 135.70 4326 0.0994 137.30 7562 0.1736 138.90 12418 0.28_ 134.20 1647 0.0378 135.80 4507 0.1035 137.40 7866 0.1806 139.00 12722 0.25�1 134.30 1826 0.0419 135.90 4686 0.1076 137.50 8169 0.1875 134.40 2004 0.0460 136.00 4664 0.1117 137.60 8473 0.�945 134.50 2183 0.0501 136.10 5043 0.1158 137.70 8776 0.2015 L�''S _ 1�3. o0 �t-w S = l�7. h? Cf�'� C�v��. Pe o�- T�Q�.�� To P ` �'�y� °� ILc�a°�� "�� !3?,� �= �� i�� ,� �"�'��ss ��-f"c� �� { �= �t�� Ce�2 0 �� .� �__.. � E 11/15/00 2 : 29: 21 pm Pacific Engineering Design Inc page 1 Geneva Court Preliminary Plat Project No. 98048 DISCHARGE STRUCTURE LIST MULTIPLE ORIFICE ID No. HOLE Description: MULTIPLE ORIFICES Outlet Elev: 133 . 00 Elev: 131. 00 ft Orifice Diameter: 2 . 0391 in. Elev: 136 . 20 ft Orifice 2 Diameter: 5 . 7656 in. Elev: 136 . 70 ft Orifice 3 Diameter: 1. 9219 in. � , , A� i 11/15/00 2 : 28 : 15 pm Pacific Engineering Design Inc page 1 i Geneva Court Preliminary Plat ' Project No. 98048 _____________________________________________________________________ LEVEL POOL TABLE SUNA4ARY �I MATCH �IFIAW -STO- -DIS- <-PEAR-> ODTFIAW STORAGE <--------DESCRIPTION---------> (c�s) (cfs) --id- --id- c-STAGE> id (cfs) VOL (cf) Matchal/2�of 2yr =90 20 1 00 PONDba HOLE 136 15==1 = 0 20� 5128 60 cf � Match l0yr ................... 0.82 1.67 PONDb HOLE 136.64 2 0.82 6014.26 cf � Match 100yr ........ .......... 1.34 2.44 PONDb HOLE 137.47 3 1.34 8075.44 cfit! t+w� = 1�37. �'7 I oP ef �6R+N1 � � �`�. 4 0 � �T��i�VA1'4{�� r � � �3 � W �T�t- c� N►--Y l�0 � o� ��2��B o��D � `�P o� C3�K�. �1.-�vr��o�v C��► j3t ��c�d T�n (3�. �� , . • � i ... 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V '`i . . _...__ . �.. . w ,� �.. � � �� 1/� iol / ' - - � _ ii •-r � � �. �.:_� �• 1 1 • s • . n ��„I I l ■ � • • � : . � � + ` i i i : '� ��, � � : �` � • � , • • � ---�. - i i i � ' i i i • I � i • • i r� � � � � ■ �; � � • . � � �� i � ' -�•�� rF� � � ; , j��; . �. . ri i i � ��i� �• �i i i � � .��. • • ;i.�=. � i i � • � • : '/ i � �o i i � � • i � � / . �� . ` �� i i . ,,, A � � �d!� �.� . , � . . . , . ��\�/��., - • � ,��•-�.�i1/ � �� \ \\� •'�� . �� .��u�..��r�.�.rrr�� _ i \ � _ �� ;;;, �=- - - �,,,,_. - _ ---- _,.,,-- - �,., ,,,, � . ,. . . �. � � , . 1 p � MI � KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 4.4.4C TYPICAL DETENTION POND SECTTONS , Tpp�,�/�dfn or�rm GO�'M�YOI�UG�7/YG ��m,� �,MC✓q[xc.�OYlvflow�(/.�. �5"m;n. O✓G(/flOuJ W 5. f"'�Q. !er QGG�55 K�5• � �� rcN d �SfAH w•S.p � �� / I Z P,Nn• 1 ? �� -- _ �M�Arvk.�£Kf 1 G��v�d Pwfi1L ——— � _,,,. \ —�- / _ _ _ v �oo�ec✓ �1�. D'�P� ��c�b�;s e��, �.�r——- ' a, �cc fi9�43�(� ,�,�y b"�ad �raq� „Key"Gk�ar/crk� .S�Cr"tD� A-/� �h�o tta�iv�,qvouhd �o ��: �� c�c�c�r.,Gr�eti,��aF O�eYfbW Vt�4• opa+.cwe sizFn w�Nwxv.�� _ C�ESIEt�i frlG7n�@ !o°Dc�CH �►1d Desryn l�1.5. i �"nui� — 1 � � Frww�e%R.zf��a�Cc»frall�rJ�#rd � q,pfr-�'i�.�iz�vide 1.�1ft�Gcr/&i�s in {yztme � "D.G. (Gr'�r F/at.v Su ) 5 !-��o�.! Q._Q. QCCrpfaL��.i� 2s�.��,, uo 5�� 5cL a�so s��-'�n 4.4.4� . G_ t-- _ � � �o C�s y��'ived faY a'dep�►.� ` �o �� t --� � 'r � �, rfl t 1 it l rt � 1 f ' �— Z,i p�,,Pha E-I– (Fo��sPlL-1,.HfA� 0►•1 hGLE�SS RDJ. � �me,rr�eK�y ov�w(-�w u/at�e,r 3u�fac„� ' 3 <5[G�C�4.Q:4A� 3 s �� — � f r � o o,�e�1joW w,�. '�� / �?r� ��o►�l �'� �— �"M�n. %n�cK�n FTi'J�.��+ �r�c;-�l.tG�'U,��J fk.^� Pia�'c�:.=rc�n PeYTa�e ��3��t ��wA,- �� -T bte �-.�.6,� ►� �►� i5'Ma�,t. �_, 15' Ma;n� _ � •� ss Rci• „4G:rys �id —— --, ' v , � �` � �" -----( ' . �'h' � Pa� lnlet Pip� , � �„ �.,.. ��, i � �v"Weli C��'d�d� �� R� �cCT10N C-C k� � G � 4.4.4-6 11/92 �� KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 4.4.7G FLOW RESTRICTOR/OIL POLLUTION COl`'TROL DEVICE(FROP-T) (TEE) Frame, Grate & Round Solid Cover Removable Watertight Marked "DRAIN" with Locking Bolts �►uevaeacH O✓C✓-�(ow vJ•ti• Coupling cr Fkt�nqe- See Note 3 & KCRS Dwgs 49 & 50 � W Elev. er Plans � � Vertical Bar Grate 2" Min. �� i•M�u (` for Pond Overffow �- i� I It = � OvERFt-c�I �4 � � � c.oN�moNS ., _ Max.�esrgn YY.S. I 6" t2 Y1�N (6"min.l Il � Max. ��, Std. Galv. Handholds Plate Welded to E(bow t Pipe Supports � i Steps or Ladder With Orifice as Snecified See Note b 1 � � See KCRS Dwg. 39 Elbow-Restrictor '--� NO SCALE 1.5 Dia E�bow Restrictor IMin. 2'�,;N. See Detail T Outlet Pipe Inlet � � See Notes 1 5 Pipe(5) I -- T � Invert & Elev. . Shear Gate w/ Per Plans -�"---� • N � a Control Rod Fo� CleanouUDrain Restrictor Plate � ',� (Rod Bent as Req.d W/Orifice Dia. c � for Vertical Alignment as Specified (Not Needed if for -�.�,� " � S eCKCRS Dwg. 53 for Oil Pollution $ Control Only) 1 9EC�to►y p�PIPE t�i7FcT��k��BY yas�c�� Isometric BAHDTD Au.ouJ �MovAd.Section A-A NOTES NO SCALE NO SC.4LE 1. USE MIfJ,�j4�OIA'CATCH � BASIN TYPE 3 Z MfTy• GI.�AFZPcN�-� TO Itt.fY Z ovr�rc�a�cmr: oeve�oa£o ?eQt►oN OF FROP-C ia1LwD��.1G-� �6oW5 oesieH Fc.ow 3• MEfAL PARTS: COHROSION Additionai Ladder Rungs RESISTANT. GALVANIZED PIP£ , (in sets)to allow access PARTS TO MAVE ASPMAL7 �� to Tanks or Vaults when � TREATMEHT L � G� (� Catch is filled with�water. � A4. FRANE�LADOER OR STEPS w \�� . . OFFSET SO: �{ � � I�. CLEANOUT GATE IS VIStBLE FROM TOP. 7 (. �' B. CLMB-DOWN SPAC£IS CLEAA � �� OF RISER AND CLEANOUT L- � � �� GATE ��r� ,[ ` . C. FAA�IE IS CLEAR OF C1JR6. '� 5. IF METILL OUTLET PIPE COHNECTS � �I,�_ y Elbow Restrictor /� TO CEMENT CONCRETE P1PE: � DQ�II `� �\' OUTLET PIPE TO HAVE SM007M /�` 0.0.EOUAL TO GONCAETE PIPE . ID.I..E551/6". ` - 6• PROV�OE AT IEAST ONE 1'X.090 Angle as necessary �_ � GAGE SUPPORT BRACKET See Note 7 ANCMORED CONCRETE WALL (NAX 1'-0'VERTC;AL SPAGNG� �. LOCATE ELBOW RESTRICTOR(5)AS P lan Y 'G YY NECESSAf•lY TO PqOVIDE MIN, I CLEARANC£AS SMOWN. NO SCALE a LOCA7E AODRIONAL LADDER RUNGS IN 57RUCTURES USED AS ACCESS TO TANKS OR VAUlTS TO ALLOW ACCESS WHEH CATCH IS FLLED MItTH WATER � 4.4.7-7 11/92 =•� • � � i � � � • • � :�eFw �,c• r ' y �,..,, � �, ''�`�t��`'�i�t;,r,��'t� �f� `� �1 V`_ci� ,t� �� Y�� `a �,, �t� � t / �,'�':�'�;��';� �i.�� ► � � � ��, ��a _ , , ; ,��.� � ��;,��1�,� ��,�.. �� !`� . � - ► a . e��..�� ,A�► �+� � ,._ ��1�� -,�� ,��' ��;;. ��1� 1��/�' ,�� 1��!� � � �� : �� ..,.,� ��r � � r �� ,� ` P"'�u� 1 � ` �, r • �, �;��; - �=� � �.i►�� 4.��` `� t !�� , ��:;ii�-'' ��/:.��R��' �P / � ��;� �� !��" ��i�y;�� ;� •�,� ,�� ,��e..�w��i'� � � °��_'� "��'�i:�ll � �� r .;�.�,.. :ff� � i ,� � �<.��c� ��+��. � �► r �� , �,". ��;_ ..� �� ' f�J ��. ��:. ,,, � --- � � - ,��, ��.��i � �� , _ ,�� , �� - ��►,�ar►,' _ .�.e�'' �''�`�'�' '�� i , `,��'�` � '�, : � ,.�,��1�.� ��, �?�I � ��,�' : � , . . � � , �� 1 �M, _ .. _ �, . �,. � � , � � ,,� �',� - , , _ ,'�, �� ,�,� , � � ,,��d,, � , _ �� . � `, � � 1 " �� . 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CURVE NUMBERS BY HYDROLOGIC SOIL GROUP LAND USE DESCRIPTiON A B C D Cultivated land(1): winter condition 86 91 94 g5 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: , 65 78 85 89 Wood or forest land: undisturbed or older second growth 42 64 7fi 8t Wood or forest land: young second growth or brUsh 55 72 8t 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area 68 80 g6 go fair condition: grass cover on 5096 to 75°k of the area 77 85 90 92 Gravel roads and parking lots 76 85 89 9t Dirt roads and parking lots 72 82 87 89 Impervious surfaces, pavement, roofs, etc. 98 98 98 98 Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 �00 Single Family Residential (2) Dwelling Unit/Gross Acre 96 Impervious (3) 1.0 DU/GA 15 Separate curoe number 1.5 DU/GA 2Q shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA , 52 6.5 DU/GA 54 7.0 DU/GA 56 Planned uni[ developments, 96 impervious condominiums, apartments, must be computed commercial business and industnal areas. (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Seciion 4, Hydrology, Chapter 9; August 1972. (2) Assumes roof and driveway runoif is directed into street/storm sysiem. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. �j 3.5.2-3 , 11/92 `�G,. '-: ; , .� II Geneva Court Bio-Filter Swale Design '� Woricsheet for Trapezoidal Channel Project Description Project File c:lhaestadlfmw\98048.fm2 Worksheet Biofilter Swale ' Flow Element Trapezoidal Channel Method Manning's Formula � Solve For Channel Depth Input Data Mannings Coefficient 0.350 Channel S1ope 0.009700 ft/ft Left Side Slope 0.000000 H : V Right Side Slope 0.000000 H : V Bottom Width 5.20 ft Discharge 0.39 cfs �$-- 2 ��'�. �� Results Depth 0.38 ft Flow Area 1.96 ftZ Wetted Perimeter 5.95 ft Top Width 5.20 ft Critical Depth 0.06 ft Critical Slope 4.802115 ft/ft Velocity 0.20 ft/s Velocity Head 0.62e-3 ft Specific Energy Q.38 ft Froude Number 0.06 Flow is subcriticaL 03/29l01 � FlowMaster v5.13 03:10:20 PM Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203)755-1666 Page 1 of 1 Geneva Court Bio-Filter Swale Cross Section Cross Section for Trapezoidal Channel Project Description Project File c:lhaestadlfmw198048.fm2 Worksheet Biofilter Swale Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth i, Section Data Mannings Coe�cient 0.350 Channel Slope 0.00�700 ft/ft Depth 0.38 ft Left Side Slope 0.000000 H : V Right Side Slope 0.000000 H : V Bottom wdth 5.20 ft Discharge 0.39 cfs •4--+ � ��'�'�, �'�w � �� ue� �� 't �0.38 ft I J , 5.2� ft v� H 1 NTS 03/29/01 y+ FlowMaster v5.�3 03:10:48 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)755-1666 Page 1 of 1 Geneva Court Bio-Filter Swale Design Worksheet for Trapezoidal Channe! Project Description Project File c:lhaestadlfmw198048.fm2 Worksheet Biofilter Swale Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.350 Channel Slope 0.009700 ft/ft Left Side Slope 0.000000 H : V Right Side Slope O.00OOOO H : V Bottom Wfdth 5.20 ft Discharge 0.82 cfs �--- t�3 `�� (� Results Depth 0.61 ft Flow Area 3.15 ft2 � Wetted Perimeter 6.41 ft Top Width 5.20 ft Critical Depth 0.09 ft Critical Slope 4.143853 ft/ft Velocity 0.26 ft/s Veiocity Head 0.11 e-2 ft Specific Energy 0.61 ft Froude Number 0.06 Flow is subcritical. i-- = 03/29/01 T FlowMaster v5.13 03:12:59 PM Haestad Methods. Inc. 37 Brookside Road Watert�ury, CT 06708 (203)755-1666 Page 1 of 1 Geneva Court Bio-Fiiter Swale Cross Section Cross Section for Trapezoidal Channel Project Description Project File c:lhaestad\fmw\98048.fm2 Worksheet Biofilter Swale Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.350 Channel Slope 0.009700 ft/ft Depth 0.61 ft Left Side Slope 0.000000 H : V Right Side Slope 0.000000 H : V Bottom Width 5.20 ft Discharge 0.82 cfs .�-�-� '� '°��p� ��(�3 � � � . � I I 1� wc��. � '�E'� �uR�� 0.61 ft �' '� 1 5.20 ft V� H 1 NTS 03/29/01 ` � FlowMaster v5.13 03:13:03 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)755-1666 Page 1 of 1 Geneva Court Bio-Filter Swale Design Worksheet for Trapezoidal Channel Project Description Project File c:lhaestad\fmw\98048.fm2 Worksheet Biofilter Swale � Flow Element Trapezoidal Channel Method Manning's Fortnula Solve For Channel Depth Input Data Mannings Coefficient 0.350 Channel Slope 0.009700 ft/ft Left Side Slope 0.000000 H : V Right Side Slope 0.000000 H : V Bottom Width 5.20 ft Discharge 1.34 cfs � . �� `�� '�� Resuits ' Depth 0.84 ft Flow Area 4.35 ftZ Wetted Perimeter 6.87 ft Top Width 5.20 ft Criticai Depth 0.13 ft Critical Slope 3.781343 ft/ft Velocity 0.31 ft/s Veiocity Head 0.15e-2 ft Specific Energy 0.84 ft Froude Number 0.06 Flow is subcritical. 03/29/0� FlowMaster v5.13 03:13:24 PM Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 Geneva Court Bio-Filter Swale Cross Section Cross Section for Trapezoidal Channel Project Description Project File c:lhaestad\fmw\98048.fm2 Worksheet Biofilter Swale Flow Element Trapezoidal Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coe�cient 0.350 Channel Slope 0.009700 ft/ft Depth 0.84 ft Left Side S�ope 0.000000 H : V Right Side Slope 0.000000 H : V Bottom Width 5.20 ft Discharge 1.34 cfs �---� �OC� ��'f'��. ��-+� , `00 `�E'P+c� W yTE�Z. �E'�'AC'� �C�C� � ' _ � 0.84 ft ' . � 1 5.20 ft V� H 1 NTS i 03/29/01 FlowMaster v5.13 04:01:02 PM Haestad Methods. Inc. 37 Brookside Road Waterbury, CT 06708 (203)755-1666 Page 1 of; KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL (2) CN values can be area weighted when they apply to pervious areas of simiiar CN's {within 20 CN pointsl. However, high CN areas should not be combined with low CN areas (unless the low CN areas are less than 15°h of the subbasin}, In this case, separate hydrographs shoufd be generated and summed to form one hydrograph. FIGURE 3.5.2A HYDROLOGIC SOIL GROUP OF THE SOILS IN I�ING COUNTY HYDROLOG►C HYDROLOGIC SOIL GROUP GROUP' SOIL GROUP GROUP' Alderwood C Orcas Peai D rents, erwood aterta Oridia D Arents,.Everett Material B Ovall C Beausite C Pilchuck C Bellingham D Puget D B riscot D Puyall up B Buckiey D Ragnar B Coastal Beaches Variable Renton D Earlmont Silt Loam D Rivervvash Variable Edgewick C Satal C Everett AB `Sammamish D Indianola A Seattte D Kitsap C Shacar D Klaus C Si Silt C Mixec! Allwial Land Variable Snohomish D Neilton A Sultan C Newberg B Tukwila D Nooksack C Urban � Variable Norma! Sandy Loam D Woodinville D HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Law runoff potential). Soils having high infiltration rates, even when thoroughly wetted, and consisting chiefly of deep,wetl-to-excessively drained sands or gravels. These so�s have a high rate of water transmission. B. (Moderately Iow runoff potential). Soils having moderate infil2ration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. C. (Moderately high runoff potentiai). Soas having slow infiltraiion rates when thoroughfy wetted, and consisting chiefly of soiis with a layer thai impedes downward movement of water, or soils with moderately fine to fine textures. These soils have a slow rate of water transrnission. D. (High runoff potential). So7s having very slow infittraiion rates when thoroughly weited and consisting chiefly of clay sols with a high swelling potential, sods with a permanent high water table, soils with a hardpan or clay layer ai or near the surface,and shatlow soils over neariy impervious materiaL These so7s have a very slow rate of water transmission. " From SCS,TR-55, Second Edition, June 1986, Exhibit A-1. Revisions made from SCS, Soil Interpretation Record, Form #5, Sepiember 1988. � 3.5.2-2 1i192 V. CONVEYANCE SYSTEM ANALYSIS & DESIGN Assume worst case: Developed 100-year flow all going through one 12" PVC pipe at 0.5% slope with no head. Qioo-Yx DEv = 2.44 CFS Mannings Equation: Q = 1.49(A)(R) (S) - N 12"Dia. Pipe: A =�t(0.5) = 0.785' R =D/4= '/4= 0.25' S =0.0050 N= 0.012 Q = 1.49f0.785)(0.25) (0.0050� 0.012 Q = 0.0328 0.012 Q = 2.736 CFS =Max. flow 12" pipe can handle at 0.5% slope with no head. Qioa�DEv = 2.44 CFS 2.44 CFS <2.736 CFS OK P:�Project Fiies\9804819848 draina�e report.doc _ , VI. SPECIAL REPORTS & STUDIES Earth Consultants, Inc. prepared a Soils Report issued on August 14, 1998 and a Phase I Environmental Site Assessment issued on April 29, 1999. Those reports are included in this section. P:�Project Files198048V848 drainage report.doc GEOTECHNICAL ENGINEERING STUDY TALBOT ROAD CONDOMINIUMS ' 5310 TALBOT ROAD SOUTH RENTON, WASHINGTON E-8379 August 14, 1998 PREPARED FOR MCCAUGHERTY COMPANIES Kristina M. Ellingson, P. Staff Engineer 5• � OF�� 'q, � ` �� ' � � r;� � y ' �` �� -i i '/ ' �, ��s� :_: '.;:i�'�—�� ' �i��1�i�' Robert S. Levinson, P. . �►�-� Principal ��s a�,��/Cx7 Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 201 Bellevue, Washington 98005 (425} 643-3780 ` IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT More construction problems are caused by site subsur- technical engineers who then render an opinion about face conditions than any other factor. As troublesome as overall subsurface conditions, their likely reaction to subsurface problems can be, their frequency and extent proposed construction activity,and appropriate founda- have been lessened considerabiy in recent years,due in tion design. Even under optimal circumstances actual large measure to programs and publications of ASFE/ conditions may differ from those inferred to exist, The Association of Engsneering Firms Practicing in because no geotechnical engineer, no matter how the Geosciences. qualified,and no subsurface expioration program, no The following suggestions and observations are offered matter how comprehensive,can reveal what is hidden by earth, rodc and time. The actual interface between mate- to help you reduce the geotechnical-related delays, rials may be far more gradual or abrupt than a report cost-overruns and other costly headaches that can indicates.Actual conditions in areas not sampled may occur during a construction project. differ from predictions. Nothing can be done to prevent the unanticipated, but steps can 6e taken to help minirnize their A GEOTECHNICAL ENGINEERING �rnpatt. For this reason, most experienced owners retain their REPORT IS BASED ON A UNIQUE SET 9Qotechnical consultants through the construction stage,to iden- tify variances, conduct additional tests which may be OF PROJECT SPECIFIC FACTORS needed,and to recommend solutions to problems A geotechnical engineering report is based on a subsur- encountered on site. face expioration plan designed to incorporate a unique SUBSURFACE CONDITIONS set of project-specific factors. These typically in�ude: the general nature of the structure invoived,its size and CAN CHANGE configuration; the location of the structure on the site and its orientation; physical concomitants such as Subsurface conditions may be modified by constantly- I access roads. parking lots, and underground utilities, changing natural forces. Betause a geotechnical engi- and the level of additional risic which the client assumed neering report is based on conditions which existed at by virtue of limitations imposed upon the exploratory the time of subsurface e�ploration, construction decisions program.To help avoid costly problems,consult the stinuld not be based on a geotechnical engineering report whose geotechnical engineer to determine how any factors adequacy may have been a�fected by time. Speak with the geo- which change subsequent to the date of the report may technical consultant to learn if additional tests are affect its recommendations. advisable before construction starts. Unless your consulting geotechnical engineer indicates Construction operations at or adjacent to the site and otherwise. your geotechnica[engineering report should not natural events such as floods, earihquakes or ground- be usea: water fluctuations may also affect subsurface conditions •When the nature of the proposed structure is and, thus, the continuing adequacy of a g�otechnical changed, for example, if an office building will be report. The geotechnical engineer should be kept erected instead of a parking garage, or if a refriger- apprised of any such events, and should be consulted to ated warehouse will be built instead of an unre- determine if additional tests are necessary. frigerated one: •when the size or configuration of the proposed GEOTECHNICAL SERVICES ARE svucture is a►tered: PERFORMED FOR SPECIFIC PURPOSES •when the location or orientation of the proposed AND PERSONS svucture is modified; •when there is a change of ownership,or Geotechnical engineers' reports are prepared to meet •for application to an adjacent site. the specific needs of specific individuals. A report pre- Geotechnical engineers cannot accept responsibility for prob�ems Farecf for a eonsufting civil engineer may not be ade- which may develop iJ they are not corrsulted ajter factors consid- quate for a consvuction convactor, or even some other ered in their report's devefopment have chan_qed. consuiting civil engineer. Unless indicated otherwise, this report was prepared expressly for the dient involved and expressly for purposes indicated by:he dient. Use MOST GEOTECHNICAL "FINDINGS" by any other persons for any purpose, or by the dient ARE PROFESSIONAL ESTIMATES for a different purpose, may result in problems. No indi- vidual other than tfie client should apply this report for its Site exploration identifies actual subsurface conditions intended purpose without�irsi con/erring with the geotechnica! only at those points where samples are taken, when engineer. No person should apply this report far any purpose they are taken. Data derived through sampling and sub- other than tkat origina(iy contemplated witkout�trst con/erring sequent laboratory testing are extrapolated by geo- with the geotechnical engineer. �r I A GEOTECHNICAL ENGINEERING der the mistaken impression that simpiy disdaiming re- REPORT IS SUB)ECT TO sponsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing � MISINTERPRETATION the best avai(able information to contractors helps pre- Costly problems can occur when other design profes- vent costly constn�ction problems and the adversariai sionals develop their plans based on misinterpretations attitudes which aggravate them to disproportionate ` of a geotechnical engineering report.To help avoid scale. these problems,the geotechnical engineer should be �D RESPONSIBILITY retained to work with other appropriate design profes- Isionals to explain relevant geotechnical finding,s and to CLAUSES CLOSELY review the adequacy of their plans and specifications relative to geotechnical issues. Because geotechnical engineering is based extensively on judgment and opinion, it is far less exact than other I design disciplines.This situation has resulted in wholly unwarranted daims being lodged against geotechnical BORING LOGS SHOULD NOT BE consultants.'ib help prevent this problem,geotechnical = engineers have developed model dauses for use in writ- ISEPARATED FROM THE ten transmittals.These are not exculpatory dauses ENGINEERING REPORT designed to foist geotechnical engineers' liabilities onto someone else. Rather, they are definitive dauses which Final boring logs are developed by geotechnical engi- identify where geotechnical engineers responsibilities Ineers based upon their interpretation of field logs begin and end. Their use helps atl parties involved reo- (assembled by site personnel)and laboratory evaluation ognize their individual responsibilities and take appro- of Field samples.Only final boring logs customarily are priate action. Some of these definitive clauses are likely Iinduded in geotechnical engineering reports. These iogs to appear in your geotechnical engineering report,and ` should not under any circumstances be redrawn for inclusion in you are encouraged to read them dosely.Your geo- architectural or other design drawings, because drafters technical engineer will be pieased to give full and frank may commit errors or omissions in the transfer process answers to your questions. ( Although photographic reproduction eliminates this _ probiem, it does nothing to minimize the possibility of OTHER STEPS YOU CAN TAKE TO contractors misinterpreting the logs during bid prepara- tion. When this occurs, delays,disputes and unantici- REDUCE RISK Ipated costs are the all-too-frequent result. Your consulting geotechnical engineer will be pleased to To minimize the likelihood oF boring log misinterpreta- discuss other techniques which can be empioyed to mit- tion, give cantractors ready access to the cvmp(ete geotechnicat igate risk. [n addition,ASFE has developed a variety of � engineering report prepared or authorized for their use. materials which may be beneficiaL Contact ASFE for a Those who do not provide such access may proceed un- complimentary copy of its publications directory. � -� � 'I I I Published by I THE ASSOClAi10N OF ENGiNEERING FlRMS PRAGTICING IN THE GEOSC1EiVCES I 8811 Coiesville Road/Suite G 106/Silver Spring, Maryland 20910/(301} 565-2733 �^ 0788/3M � J + '+1 Earth Corlsultants Inc. ;�, , I� 1 ��. � 1I�:� I� � �I �� i � �.,,,;!; ,, ^ Grntechnical Fsgineers.Geolo$ists�F��virqnmrntal Sc;r•ntists �� `� August 14, 1998 E-8379 The McCaugherty Companies 14200 Southeast 272"d Street East, E-203 Kent, Washington 98031 Attention: Ted McCaugherty Dear Mr. McCaugherty: We are pleased to submit our report titled "Geotechnical Engineering Study, Talbot Road Condominiums, 5310 Talbot Road South, Renton, Washington." This report presents the results of our field exploration, selective laboratory tests, and engineering analyses. Based on the results of our study, it is our opinion the project can be constructed generally as planned. Buifding support may be provided using conventional spread and continuous foundation systems bearing on the dense to very dense native soils or on structural fill used to modify site grades. Slab-on-grade floors may be similarly supported. We appreciate this opportunity to be of service to you. If you have any questions, or if we can be of further assistance, please call. Respectfully submitted, EARTH CONSULTANTS, fNC. , ' �,- / .. , , �%��. Robert S. Levinson, P.E. ' Principal KME/RSLlkml 'I 1805-136[h�lace N.E.,Suit2 201,Beilev�e,'�Nzshincton 98C0� ��ellevue(425i od3-�?�0 �_��+;{f^-25)"6-��0 -oll Free'��1 -�9-��o-C� TABLE OF CONTENTS E-8379 PAGE 1NTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Pro1ect Descriotion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 SITECONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Surface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Subsurface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Groundwater . . . ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 LaboratorYTestinQ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 DISCUSSION AND RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Site Preaaration and General Earthwork . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Foundations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Retaining and Foundation Walls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Slab-on-Grade Floors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Seismic DesiQn Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Excavations and Slooes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Site Drainaae . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Utilitv Support and Backfill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1 Pavement Areas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1 LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 Additional Services . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 APPENDICES Appendix A Field Exploration Appendix B Laboratory Test Results I LLUSTRATIO N S Plate 1 Vicinity Map Plate 2 Test Pit Location Plan Plate 3 Typical Footing Subdrain Detail Plate 4 Utility Trench Bacicfill Pfate A1 Legend Plates A2 through A6 Test Pit Logs Plate B1 Grain Size Analyses Earth Consultants, Inc. i c' GEOTECHNICAL ENGINEERING STUDY TALBOT ROAD CONDOMINIUMS 5310 TALBOT ROAD SOUTH RENTON, WASHINGTON E-8379 INTRODUCTION General This report presents the results of the geotechnical engineering study completed by Earth Consultants, Inc. (ECI) for the proposed Talbot Road Condominiums in Renton, Washington. The general location of the site is shown on the Vicinity Map, Plate 1 . The purpose of this study was to explore the subsurface conditions at the site and based on the conditions encountered to develop geotechnical recommendations for the proposed site development. Project Descriation We understand it is planned to develop the site with approx.imately nine condominiums with parking and access roadways. The condominiums will be two to three sto�ies in height. We anticipate the buildings will be of relatively lightly loaded wood frame construction. At the time our study was performed, the site and our exploratory locations were approximately as shown on the Test Pit Location Plan, Plate 2. The proposed development will include asphalt-surfaced parking, driveway areas and streets. � We anticipated traffic will consist of passenger vehicles and occasional heavily loaded service I and delivery trucks. If the above design criteria are incorrect or change, we should be consulted to review the recommendations contained in this report. In any case, ECl should be retained to perform a general review of the final design. SITE CONDITIONS Surface The subject site is located at 5310 Talbot Road South (see Plate 1 , Vicinity Map). The property is approximately rectangular in shape, extending about 764 feet in the east-west direction and 207 feet in the north-south direction. The site is bordered on the north and east by undeveloped properties, on the west by Talbot Road and on the south by residential properties. Earth Cansukants, Inc. ;t� GEOTECNNlCAL ENGINEERING STUDY The McCaugherty Companies E-8379 August 14, 1998 Page 2 The site slopes down from east to west with approximately 100 feet of elevation change in the 764-foot site length. Site vegetation consists of grasses, blacicberries and a few trees. Two residences and a few outbuildings currently occupy the site. Subsurface Subsurface conditions were evaluated by excavating five test pits at the approximate locations shown on Plate 2. Please refer to the Test Pit Logs, Plates A2 through A6, for a more detailed description of the conditions encountered at each location explored. A description of the field exploration methods is included in Appendix A. The following is a generalized description of the subsurface conditions encountered. Our test pits indicate the site is immediately underlain by a six-inch thicic layer of topsoil and rootmass. This soil unit is characterized by its brown to black color and the presence of organic material. This soil layer is not considered suitable for use in support of foundations, , slabs-on-grade, or pavements. In addition, it is not suitable for use as a structural fill, nor I should it be mixed with material to be used as structurai fill. ' Underlying the topsoil, we encountered loose to medium dense brown silty sand (Uni�ed Classification SM). The soil generally became dense to very dense at five to eight feet below the existing ground surface. This soil unit is suitable for support of builciing loads. Groundwater Groundwater seepage was encountered in Test Pit TP-1 at eight feet below existing grade located near the top of the site. The seepage was moderate at eight feet and increased with depth. The contractor should be made aware that groundwater is not static. There will be fluctuations in the level depending on the season, amount of rainfall, surface water runoff, and other factors. Generally, the water level is higher and seepage rate is greater in the wetter winter months (typically October through May). Earth Consukants, Inc. GEOTECHNICAL ENGINEERING STUDY The McCaugherty Companies E-8379 August 14, 1998 Page 3 Laboratorv Testinq Laboratory tests were conducted on several representative soil samples to verify or modify the field soil ciassification and to evaluate the general physical properties and engineering characteristics of the soil encountered. Visual field classifications were supplemented by grain size analyses on representative soil samples. Moisture content tests were performed on all samples. The results of laboratory tests performed on specific samples are provided either at the appropriate sample depth on the individual boring logs or on a separate data sheet contained in Appendix B. It is important to note that these test results may not accurately represent the overall in-situ soil conditions. Our geotechnical recommendations are based on our interpretation of these test results and their use in guiding our engineering judgement. ECI cannot be responsible for the interpretation of these data by others. In accordance with our Standard Fee Schedule and General Conditions, the soii samples for this project will be discarded after a period of fifteen days following completion of this report unless we are otherwise directed in writing. DISCUSSION AND RECOMMENDATIONS '' General Based on the results of our study, it is our opinion the proposed development can be constructed generally as planned. Building support may be provided using conventional spread and continuous foundation systems bearing on the dense to very dense native soils or on structural fill used to modify site grades. Slab-on-grade floors may be similarly supported. This report has been prepared for specific application to this project only and in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area for the exclusive use of The McCaugherty Companies and their representatives. No warranty, expressed or implied, is made. This report, in its entirety, should, be included in the project contract documents for the information of the contractor. Earth Consuhants, Inc. GEOTECHNICAL ENGINEERING STUDY The McCaugherty Companies E-8379 August 14, 1998 Page 4 Site Preparation and General Earthwork Based on the preliminary site plan, it appears site grading will consist of excavating the upslope sides of the building and filling for the downslope portions to create level building pads. We anticipate cuts and fills will be on the order of four to eight feet. The building and pavement areas should be stripped and cleared of foundations, existing utilities, surface vegetation, organic matter and other deleterious material. We anticipate septic tanks and lines will be present in the vicinity of the existing houses. Existing utility pipes to be abandoned should be plugged or removed so that they do not provide a conduit for water and cause soil saturation and stability problems. Based on the thickness of the topsoil layer, encountered at our test pit Iocations, we estimate a stripping depth of six inches. Stripped materials should not be mixed with materials to be used as structural fill. We encountered several boulders during our site explorations. A contingency for removal of large boulders should be included in the earthwork budget. Boulders greater than six inches in diameter should not be used in structural fills. The boulders should be removed from the � site or used in landscape areas. Following the stripping operation, the ground surface where structural fill, foundations, or � slabs are to be placed should be observed by a representative of ECI. Proofrolling may be � necessary in order to identify soft or unstable areas. Proofrolling should be performed under � the observation o# a representative of ECI. Soil in loose or soft areas, if recompacted and still yielding, should be ove�excavated and replaced with structural fill to a depth that will provide I a stable base beneath the general structural fill. The optional use of a geotextile fabric placed directly on the overexcavated surface may help to bridge:unstable areas. � � � II Earth Consukants, Inc. � -�-:� GEOTECHNICAL ENGINEERING STUDY The McCaugherty Companies E-8379 August 14, 1998 Page 5 The soils encountered during the site exploration are moisture sensitive due to their high fines content. As such, in an exposed condition, they will become disturbed from normal construction activity, especially when in a wet ar saturated condition. Once disturbed, in a wet condition, they will be unsuitable for support of foundations, slabs or pavements. Therefore, during construction where these soils are exposed and will support new structures, care must be exercised not to disturb their condition. Consideration should be given to placement of rock or other methods to protect exposed native, undisturbed soils that will support foundations or new structural fill. If disturbed conditions develop, the affected soils must be removed and replaced with structural fill. The depth of removal will be dependent on the leve! of disturbance developed during construction. Given the above, a summer earthwork schedule is recommended. Structural fiil is defined as compacted fill placed under buildings, roadways, slabs, pavements, or other load-bearing areas. Structural fill under floor slabs and footings should be placed in horizontal lifts not exceeding twelve (12) inches in loose thickness and compacted to a minimum of 90 percent of its laboratory maximum dry density determined in accordance with ASTM Test Designation D-1557-91 (Modified Proctor). The fill materials should be placed at or near their optimum moisture content. Fill under pavements and walks should also be placed in horizontal lifts and compacted to 90 percent of maximum density except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. During dry weather, most soils which are compactible and non-organic can be used as structural fill. Based on the results of our laboratory tests, the on-site soils at the time of our exploration appear to near to slightly over the optimum moisture content and should be suitable for use in their present condition as structural fill, provided the grading operations are conducted during dry weather. However, faboratory testing indicates the native soil has between 13 and 40 percent fines passing the No. 200 sieve. Soil with fines in this range will degrade if exposed to excessive moisture, and compaction and grading will be difficulrt if the soil moisture increases significantly above its optimum condition. If the native soil is exposed to moisture and cannot be adequately compacted then it may be necessary to import a soit which can be compacted. During dry weather, most non-organic compactible soil with a maximum particle size of six inches can be used. Fill for use during wet weather should consist of a fairly well graded granular material having a maximum particle size of six inches and no more than five percent fines passing the No. 200 sieve based on the minus-3/4-inch fraction. A contingency in the earthwork budget should be included for this possibility. Earth Cansultants, Inc. GEOTECHNICAL ENGINEERING STUDY The McCaugherty Companies E-8379 August 14, 1998 Page 6 Foundations Based on the resuits of our study, it is our opinion the proposed building may be supported on a conventional spread and continuous footing foundation bearing on the dense native soil or on structural fill used to modify site grades. For frost protection considerations, exterior foundation elements should be placed at a minimum depth of eighteen (18} inches below final exterior grade. Interior spread foundations can be placed at a minimum depth of twelve (12) inches below the top of slab; except in unheated areas, where interior foundation elements should be founded at a minimum depth of eighteen {18) inches. With foundation support obtained as described, for design, an allowable bearing capacity of two thousand five hundred t2,500? psf for structural fill or competent native soil can be used. Continuous and individual spread footings should have minimum widths of eighteen (18} and twenty-four (24) inches, respectively. Loading of this magnitude would be provided with a theoretical factor-of-safety in excess of three against actual shear failure. For short-term dynamic loading conditions, a one-third increase in the above allowable bearing capacities can be used. With structural loading as expected, total settlement in the range of one inch is anticipated with diffe�ential movement of about one-half inch. Most of the anticipated settlements should occur during construction as dead loads are applied. Horizontal loads can be resisted by friction between the base of the foundation and the supporting soil and by passive soil pressure acting on the face of the buried portion of the foundation. For the latter, the foundation must be poured "neat" against the competent native soils or backfiiled with structural fill. For frictional capacity, a coefficient of .35 can be used. For passive earth pressure, the available resistance can be computed using an equivalent fluid pressure of three hundred fifty (350) pcf. These lateral resistance values are allowable values, a factor-of-safety of 1 .5 has been inciuded. As movement of the foundation eiement is required to mobilize full passive resistance, the passive resistance should be neglected if such movement is not acceptable. Footing excavations should be observed by a representative of ECI, prior to placing forms or rebar, to verify that conditions are as anticipated in this report. Earth Consukants, Inc. GEOTECHNICAL ENGINEERING STUDY The McCaugherty Companies E-8379 August 14, 1998 Page 7 Retaining and Foundation Walls Retaining walls and foundation walls that act as retaining walls should be designed to resist lateral earth p�essures imposed by the retained soils. Walls that are designed to yield can be designed to resist the lateral earth pressures imposed by an equivalent fluid with a unit weight of thirty-five (35) pcf. If walls are to be restrained at the top from free movement, the equivalent fluid weight should be increased to fifty (50} pcf. These values are based on horizontal backfill and that surcharges due to backfill slopes, hydrostatic pressures, traffic, structural loads or other surcharge loads will not act on the wall. If such surcharges are to apply, they should be added to the above design lateral pressure. The passive pressure and friction coefficients previously provided in the foundation section are applicable to retaining walfs. For catculating the base resistance to sliding, the passive pressure and friction coefficient provided above should be used. In order to reduce the potential for hydrostatic forces building up behind the walls, retaining walls should be backfilled with a suitable free-draining material extending at least eighteen (18) inches behind the wall. The remainder of the backfill should consist of structural fill. The free-draining backfill should conform to the WSDOT specification for gravel backfill for walls (WSDOT 9-03.12(2}). A perforated drainpipe should be placed at the base of the wall and should be surrounded by a minimum of one cubic foot per lineal foot with three-eighths inch pea gravel. Slab-on-Grade Floors S(ab-on-grade floors may be supported on competent native soil subgrade or on structural fill. Disturbed subgrade soil must either be recompacted or replaced with structural fill. , Concrete slabs resting on soil ultimately cause the moisture content of the underlying soils to rise. This results from continued capillary rise and the ending of normal evapotranspiration. As concrete is permeable, moisture will eventually penetrate the slab resulting in a condition commonly known as a "wet slab" and poor adhesion of floor coverings. Therefore, the slab should be provided with a minimum of four inches of free-draining sand or gravel. In areas where slab moisture is undesirable, a vapor barrier such as a 6-mil plastic membrane may be placed beneath the slab. Two inches of damp sand may be placed over the membrane for protection during construction and to aid in curing of the concrete. Earth Consultants, Inc. �,_ GEOTECHNICAL ENGINEERING STUDY The McCaugherty Campanies E-8379 August 14, 1998 Page 8 Seismic Design Considerations The Puget Lowland is classified as a Seismic Zone 3 in the 1994 Uniform Building Code (UBC). Earthquakes occur in the Puget Lowland with regularity, however, the majority of these events are of such low magnitude they are not detected without instruments. Large earthquakes do occur, as indicated by the 1949, 7.1 magnitude earthquake in the Olympia area and the 1965, 6.5 magnitude earthquake in the Midway area. There are three potential geologic hazards associated with a strong motion seismic event at this site: ground rupture, liquefaction, and ground motion response. Ground Rupture The strongest earthquakes in the Puget Lowland are widespread, subcrustal events, ranging in depth from thirty (30) to fifty-five (55) miles. Surface faulting from these deep events has not been documented to date. Therefore, it is our opinion, that the risk of ground rupture during a strong motion seismic event is negligible. Liquefaction Liquefaction is a phenomenon in which soils lose all shear strength for short periods of time �I during an earthquake. Groundshaking of sufficient duration results in the loss of grain to grain contact and rapid increase in pore water pressure, causing the soil to behave as a fluid. To have a potential for liquefaction, a soil must be cohesionless with a grain size distribution of ,, a specified range (generally sands and silt); it must be loose to medium dense; it must be ' below the groundwater table; and it must be subject to sufficient magnitude and duration of groundshaking. The effects of liquefaction may be large total and/or differential settlement for structures founded in the liquefying soils. Based on the density of the site soils, it is our �' opinion the potential for liquefaction over the site during a seismic event is negligible. Earth Cansultants, Inc. �� GEOTECHNICAL ENGiNEERING STUDY The McCaugherty Companies E-8379 August 14, 1998 Page 9 Ground Motion Response The UBC Earthquake regulations contain a static force procedure and a dynamic force procedure for design base shear calcuiations. Based on the encountered soil conditions, it is our opinion that site coefficient of SZ = 1 .2 should be used for the static force procedure as outlined in Section 1628 of the 1994 UBC. For the dynamic force procedure outlined in Section 1629 of the 1994 UBC, the curve for rock or stiff soils (Soil Type 1 ) should be used for Figure 3, Normalized Response Spectra Shapes. In accordance with Table 16-J of the 1997 UBC, soil type S�, should be used in design. Excavations and Sloqes The following information is provided solely as a service to our client. Under no circumstances should this information be interpreted to mean that ECI is assuming responsibility for construction site safety or the contractor's activities; such responsibility is not being implied and should not be inferred. In no case should excavation slopes be greater than the limits specified in local, state and Federal safety regulations. Based on the information obtained from our field exploration and i laboratory testing, the loose to medium dense native soils would be classified as Type C by OSHA. Temporary cuts greater than four feet in height in Type C soils should be sloped at an inclination of 1 .5H:1 V. The dense to very dense native soil would be classified as Type B by �SHA. In Type B soils temporary cuts greater than four feet in height can be steepened to 1 H:1 V. If slopes of this incfination, or flatter, cannot be constructed, temporary shoring may be necessary. Shoring will help protect against slope or excavation collapse, and will provide protection to workers in the excavation. If temporary shoring is required, we will be available to provide shoring design criteria. � Permanent cut and fill slopes should be inclined no steeper than 2H:11/. Cut slopes should be observed by ECI during excavation to verify that conditions are as anticipated. Supplementary recommendations can then be developed, if needed, to improve stability, including flattening of slopes or installation of surface or subsurface drains. tn any case, water should not be allowed to flow uncontrolled over the top of siopes. Earth Consuttanu, Inc. GEOTECHNICAL ENGINEERING STUDY The McCaugherty Companies E-8379 August 14, 1998 Page 10 Permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil. Site Drainaae � Groundwater seepage was encountered in Test Pit TP-1 at eight feet below the existing ground surface. We do not anticipate groundwater will present major construction related problems. If seepage is encountered in foundation or grade beam excavations during construction, the bottom of the excavation should be sloped to one or more shallow sump pits. The collected water can then be pumped from these pits to a positive and permanent discharge, such as a nearby storm drain. Depending on the magnitude of such seepage, it may also be necessary to interconnect the sump pits by a system of connector trenches. The appropriate locations of subsurface drains, if needed, should be established during grading operations by ECI's representative at which time the seepage areas, if present, may be more ciearly defined. , During construction, the site must be graded such that surface water is directed off the site. Water must not be allowed to stand in areas where buildings, slabs or pavements are to be , constructed. Loose surfaces should be sealed at night by compacting the surface to reduce I the potential for moisture infiltration into the soils. Final site grades must allow for drainage away from the building foundations. The ground should be sloped at a gradient of three I percent for a distance of at least ten feet away from the buildings, except in paved areas, � which can be sloped at a gradient of two percent. Footing drains should be installed around the building perimeter, at or just below the invert of the footing, with a gradient sufficient to initiate flow. A typical detail is provided on Plate 3. Under no circumstances should roof downspout drain lines be connected to the footing drain system. Roof downspouts must be separately tightlined to discharge. Cleanouts should be installed at strategic locations to allow for periodic maintenance of the footing drain and downspout tightline systems. Earth Cansukants, Inc. GEOTECHNICAL ENGiNEERING STUDY The McCaugherty Companies E-8379 August 14, 1998 Page 11 Utility Support and Backfiil Based on the soil conditions encountered, the soils expected to be exposed by utility excavations should provide adequate support for utilities Utility trench backfill is a primary concern in reducing the potential for settlement along utiiity alignments, particularly in pavement areas. It is important that each section of utility line be adequately supported in the bedding material. The material should be hand tamped to ensure support is provided around the pipe haunches. Fill should be carefully placed and hand tamped to about twelve inches above the crown of the pipe before heavy compaction equipment is brought into use. The remainder of the trench backfill should be placed in lifts having a loose thickness of less than twelve inches. A typical trench backfill section and compaction requirements for load supporting and non-load supporting areas is presented on Plate 4. ': Pavement Areas The adequacy of site pavements is related in part to the condition of the underlying subgrade. � To provide a properly prepared subgrade for pavements, the subgr.ade should be treated and prepared as described in the Site Preparation and Genera/ Earthwork section of this report. ' This means at least the top twelve {121 inches of the subgrade should be compacted to 95 percent of the maximum dry density {per ASTM D-1557-91 ). It is possible that some localized areas of soft, wet or unstable subgrade may still exist after this process. Therefore, a greater thickness of structural fill or crushed rocl< may be needed to stabilize these localized areas. i � � The following pavement section for lightly-loaded areas can be used: • Two inches of asphalt concrete (AC) over four inches of crushed rock base (CRB) �i material, or • Two inches of AC over three inches of asphalt treated base (ATB) material. Heavier truck-traffic areas will require thicker sections depending upon site usage, pavement I life and site traffic. We will be pleased to assist in developing appropriate pavement sections for heavy traffic zones, if needed. I� Earth Consufcants, Inc. � � . ?"+t:� GEOTECHNICAL ENGINEERING STUDY The McCaugherty Companies E-8379 August 14, 1998 Page 12 Pavement materials should conform to WSDOT specifications. The use of a Class B asphalt mix is suggested. LI M ITAT1 O N S . Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses, the design information provided us, and our experience and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from the test pits. Soil and groundwater conditions between test pits may vary from those encountered. The nature and extent of variations between our exploratory locations may not become evident until construction. If variations do appear, ECI should be requested to reevaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Additional Services As the geotechnical engineer of record, ECI should be retained to perform a general review of the final design and specifications to verify that the earthwork and foundation recommendations have been p�operly interpreted and implemented in the design and in the construction specifications. EC! should also be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. We do not accept responsibility for the performance of the foundation or earthwork unless we are retained to review the construction drawings and specifications, !� and to provide construction observation and testing services. , j ; Earth Cansukants, Inc. , �.� ��`. ' �J` �� ';�; ��''� �i'i: r. , �� .,��;�'�i . I ��' k yv dtl4' Nd� �^'_I �! yM. 1 1�� . 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",� 'y °1 52 do''o ; � � , � ,> �^ � z-��,-,: t.. � ` �._,...� t„�,yE�'.� Mta�r��y-�4�.a.. � . ��k'P,�rfan ��.� �'�F' -�I�JIfRi� � � .�� »�f �;�AJ��(�-. i � ��4�, fi ��.�,,.� . �� .�2�' � l.ry a�.�. _�L__4 T'' '� � � . � . i � . . .. . .. . . . . _ .'. � ..1 . ... . . . . � - - - - - - - - - - � � � , i _ � __ ,F..,,_-,�—�-- -- _ _ __�-- ,zso ��F I -- -- - - i - 230- i � _r i � TP-1 � _ _ -- - - - - - -- t ---�z° no-- + _ _ - �1 �I ! I _- - _ _. �.- 2�0 t _ - - -- __ --- - -�_i-` ! 2�a- �. � � � � APPro�rimate Scale I t � I " ! ' zoo 0 50 100 200ft. I zoo-._ ._�...___ _ - -- -- -, _ _ ._��f � � _ TP-2 � , _ _ ,eo �go- -� - -- -- � —� __. - f — � �Q I �r---i ! '� � i-�->> � _ -- --- �� TP-1 -;- Approximate Location of � - _. .� �---� -t--- ,�'t_ � _ _ �-3 � ECI Test Pit, Proj. No. : "_ ( , _ �� E-8379, Aug. 1998 ;�� - �----i - ,�o � ._ _ - - - - i i : � � �----' Existing Building I ` ' � _ - - - -_- -- . -�--�—x- ! ,� , � _. _ - - - -- � �� Existing Fence � ,TP-4 I! —r- i ... . -.I,_ . I 150 � _ — _ —_ .�� _ �I ` 150 I :a � � U � Reference: � f� , Topographic Survey 1�!• _ ._ _- -_-- _- . Job No. 1359 ; r_f=--� � By Centre Poirrte Surveying _ � �--� _ � Dated 12/9/97 I - ,aa I . _ �� _ __J 3 i I : , Earth Consultants, Inc. - — _--�=_ 0 �O .o , 4� Slope To Drain _: o � . ! � .•o i ..... . : � . a �• O I _ ;_ - ' � • .Q I � : . . '.. . ' ' . ::o . ;Qe 6 inch min. a �: �o-� 1� _ �p. . .-:: -O_ e , o :, � - o o�.'o .. ��, .�, . , .� : .�� •. �p� � �o � o � •' I�• '�e�•• 'o� ��i o 00 ;;:: :o� .:;o,;:.;:;oa4: :�::a.:.o_.o� ; ; ° 18 inch min. -..=,• _ ��'o •:.:- . �;-,- � =..� �; o. . . .. ; _ ,:'�. _ ••,:_ '..., • e �e •�. .� ...: .,_�. .a.. 4: o a •,•I ••!e•'O_• •�.�-''• '•�, •��Q.�• O • :A� . - - •e'•;a:.i°.r'.-'�'•�.: •: e a . p ,�.�� ,�� •: �.'s'- u•::��.`i ': oo OQ e . 4 inch min. .a• :q_.;e; .: ;e• -. ";. e� : , : ..' -. •. . •.-... :o:�•• .' . ' o ., Diameter •,':.:�;:•;,;, ,'o.•;::•;;.,: , . ;o - e o�.o . . a Perforated Pipe� ''.. : ;,:;a, :a�::;.: _`,°e :,°,� . - � .o � ::-. . . � :'� o 0 0 �', Wrapped in Drainage �•' .-. . ,.- •. _-� � � , � � ' _ ••o� .� • ..-.' ��o o . o o � a o 0 00 00 Fabric : . .:.'0.:= o �_•°a °: .o � , � a � •I,:'._ .0�:��. 2 inch min. 2 inch min. / 4 inch max. 12 inch min. SCHEMATiC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING LEGEND :;:.::>:. '�':�:«��._.;�"=:°�1': Surface seal; native soii or other low permeabaity material. ,:r::.; • Fne aggregate for Portland Cement Concreie; Section 9-03.1(2) of the -='��" WSDOT Spec�cations. O Drain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down;tight jointed;with a positive gradient Do not use flexible corrugated �astic pipe. Do not tie building downspout drains into footing lines. Wrap with Mirafi 140 Fiter Fabric or equivalent EaI't�l COI1SUIt�1tS II1C. NPICAL �OOTiNG SUBDRAIN DETAIL �� Proposed Muiti-Family Reside�tces Renton, Washington Proj. No. 8379 Drwn. GLS Date Aug. '98 ChecSced KME Date 8/13/98 Plate 3 -�.. Non-Load Supporting Floor Slab or Areas Roadway Areas - - _ �=4� - � o ° a� ° a Varies - o°�' � 95 ° ° � • oa o 0 � g�r - > , 95 1 Foot Minimum Bacfcfift .� - - 80 90 Varies °'0 � ., PIPE �.o o p;4 0 ..0.;•;• o'O •op:•cQ�{o . .•e t0.°'o.004, • ��p��V's0 Bedding o°�':O;a. 'e�. sobo�°�Q':�°`' Varies .0:.•.c0'Qc Ood�. .a oQ°p.o..po.. o.• p�o• ° Q 'o-o '' a.•o/'h:;0. o.•• Q.•o.. •o ' +. o 'oo • 8�•00• �o poeQ'. o "O.�, (� 00�-n0.0.e•""op0 O e �O .00o4`.'�•�.O e�. 'CT' � D.�QC 'Q�•�oQ°.��-'Oa �O'O �s LEGEND: Asphalt or Concrete Pavement or Concrete Floor Slab O�O p°• � o � o. Base Material or Base Rock , e . :,.;,:;r�T::;..:;,�:;;:^::;; Backfiil; Compacted On-Site Soil or Imported Select Fiil ':� ��y�:-,+�-::»::� Material as Described in the Site Preparation of the General :.�;;:,�.:;:::::-:-�:_:= Earthwork Section of the Attached Report Text. 95 Minimum Percentage of Maximum Laboratory Dry Density as I Determined by ASTM Test Method D 1557-78 (Modified Procior), Unless Otherwise Specifiied in the Attached Report Text. , Bedding Material; Material Type Depends on Type of Pipe and �;O o0;0 I..aying Conditions. Bedding Should Coriform to the Manufacturers � Recommendations for the Type of Pipe Selected. � TYPICAL UTILITY TRENCSi FILL I „ E�trl COriSL11taI1tS II1C. Proposed Mutti-Family Residences 1 ��„�.��F�,�„��„�� Renton, Washington Proj. No. 8379 Drvvn. GLS Date Aug. '98 Checked bVIE Date 8/13/98 Plate 4 APPENDIX A FIELD EXPLORATION E-8379 I Our field ex loration was erformed on Jul 29, 1998. Subsurface conditions at the site were p p Y explored by excavating five test pits to a maximum depth of twelve feet below the existing grade. The test pits were excavated by Northwest Excavating subcontracted to ECI, using a rubber-tire backhoe. Approximate test pit locations were determined by interpolating from site features. Approximate test pit elevations were determined by locating on the site plan. The locations and elevations of the test pits should be considered accurate only to the degree implied by the method used. These approximate focations are shown on the Test Pit Location Plan, Plate 2. The field exploration was continuously monitored by a engineer from our firm who classified the soils encountered, maintained a log of each test pit, obtained representative samples, measured groundwater levels, and observed pertinent site features. Samples were visually classified in accordance with the Unified Soil Classification System which is presented on Pfate A1, Legend. Representative soil samples were placed in closed containers and returned to our laboratory for further examination and testing. Test Pit Logs are presented on Plates A2 through A6. The final logs represent our interpretations of the field logs and the results of the laboratory tests of field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. The consistency of the soil shown on the logs was estimated based on the effort required to excavate the soil, the stability of the trench walls, and other factors. Earth Consultants, lnc. MAJOR DIVISIONS GRAPH LETTER TYPICAL DESCRIPTION SYMBOL SYMBOL � ('j�/ Well-Graded Gravels, Gravel-Sand Gravel a e Q e a e gW Mixtures, Little Or No Fines And Clean Gravels Gravelly (little or no fines) ♦ • � Gp Poorly-Graded Gravels.Gravel- Coarse Soils • • ■ Grained � � � gp Sand Mixtures, Litt1e Or No Fnes Soils More Than GM Silty Gravels,Gravel-Sand- 50% Coarse Gravels With gm Silt Mixtures Fraction Fnes(appreciabie Retained On amount of fines I CaC Clayey Gravels.Gravel-Sand- No.4 Sieve 9C Clay Mixturea Sand � �e o o 'o S�1/ Well-Graded Sands, Gravelly And Clean Sand o � o SW Sands, Little Or No Fines Sandy l liftle or no fines) �.: � ; More Than �i�g 4 � .Q �? S� Poorly-Graded Sands, Gravelly 50x Material �- �� ,.f�,_ S� Sands, Littte Or No Fines Larger Than More Than No.200 Sieve �,6 �arse ' SM Silty Sands, Sand-Silt Mixtures Size Fraction Sands With SR1 Passing No.4 Fines fappreciable amount of fines ' SC Clayey Sands, Sand-Clay Mixtures Sieve SC ML Inorganic Silts 3 Very Fine Sands,Rock Flo�r,Silty- m� Ctayey Fne Sands;Ctayey Sitts w/Slight Plasticity Fine Silts �iquid Limit � C�, �norganic Clays Of Low To Medium Plasticity, Grained �d Less Than 50 / C� Gravelly Ctays, Sandy Clays, Silty Clays, Lean Soils Ctays � � � � � � OL Organic Silts And Organic � I � I � I O� Silty Clays �f Low Plasticity MH Inorganic Siits,Micaceous Or Diatomaceous Fire More Than mh Sand Or Silty Soils 509f. Mater+al Silts Smaller T#�an And LiQuid Limit C�.., Inorganic Cfays Of High No.200 Sieve C�ayg Greater Than 50 C}� Plasticity. Fat Clays. Size �� QH Organic Clays Of Medium To Hgh 0�1 Plasticity, Organic Silts `�� `�� "� pT Peat, Humus, Swamp Sods Highly Organic Soila , ��, ��r, �i i pt With High Organic Contents Topsoil 'y�'y�'� Humus And Duff Layer F�� Hiyhly Variable Co�stituents The discussion in the text ot this report is necessary for a proper understanding of the nature of the material presented in the att�hed logs. DUAL SYMBOLS en uaad bo Indlcaa bordwlirn aoH classiflca�lon. C TORVANE READING,tsf I 2'O.D. SPLIT SPOON SAMPLER I qu PENETAOMETEA READING,ts! W MOISTURE,%dry weigM � 24' I.D. RING OR SNELBY TUBE SAMPIEA ; P SAMPLER PUSH� * SAMPLE NOT RECaYYERED i WATER OBSERVATION WELL pcf DRY DENSfTY,Ibs.per cubic it. i LL L1C�UID LJMIT, 96 Q DEPTH OF ENCOUNTERED GROUNDWATEA , PI PLASTIC INDIX DURING DCCAVATION I I SUBSEQU9�IT GROUND'WATER LEVEL W/DATE ' j I`�� ` 11 Earth Consultants tnc. LEGEN� '�, \�� r )1 (i��alu��.�l1�4}nr}�rsC'K.i�a6l�nmH��M�v.�kw�vcls � �� I Proj. No. 8379 Date Aug. '98 Plate '� � I Test Pit Log � Project Name: Sheet of Proposed Mufti-Family Residences 1 1 Job Na. Loc�ged by; Date: Test Pit No.: 8379 KME 7/29/98 � TP-� Ezcavation Cor�actor. Ground Surface Elevation: N.W. Ezcavating f225' Nates: w � o � � � o surtace c«,ditions: Depth of Tapsoil 8�Sod 6" ' a, v �� Qw ro ,.�� ` ` � SM , Brown sil SAND, loose to medium dense, moist E i � � ' ` � � 2 � : :::: E i 3 -grades with gravei � j ; 4 I I ; ' ,�� 4, 5 i -large bouider �a.2 >�> � -31°�6 fines s 1 , , , 7 ; ; 8 P-S Gray pooriy graded SAND with silt and gravel, medium dense, moist to :o: ;,::; wet ,;:,:;; 9 � ° < 10 �: o<._ : >>::_!;:; ;' o : .: 11 I o -becomes water bearing o.. :::::: 12 Test pit terminated at 12.0 feet below e�assting grade. Groundwater seepage encountered at 8.0 fee#during excavation. ' : m � � , , m i � h a �' Test Pit Log O1 C . ,�! �1��1 COI�ISL,�tal�lts �1C. Proposed Multi-Family Residences w � � g `'°°'�o°'"a'�"a'.°`°'°�"`a'""°"""'""'s� Renton,Washington a a Proj. No. 8379 Dwn. GLS Date Aug.'98 Checiced KME Date 8/7198 Plate A2 h Subsurface conditions de�icted represent our observations at the time and tocation of this exploratory hole,modified by engineering tests,anafysis and judgrnent. They are not necessarily representative of other times and locations.We cannot acce�respwisibiiity for the use or interpretation tsy others of infortnation presented on this log. Test Pit Log ' Project Name: ' Sheet of Proposed Multi-Family Residences I 1 1 Job No. � Logged b�r. Date: Test Pit No.: 8379 � KME 729/98 i TP-2 �� Ground Surface Eleration: N.W. Excavating t194' Nobes: w � o � � � o surface conatio�,s: Depth of Topsoil 8�Sod 6" �, � Q � � `� � (96) ro a�'i w � ] � � � I � '' SM '. Brown sitty SAND, medium dense, moist 1� 1 � � ��=� � ;;; ' ; 2 ' � ' ;,j SM Reddish brown silty SAND with gravel,dense, moist 4� �� 'f ��, 3 ;<E �r,ll i �t ' 4 1s.s �i'!�f 1`� 5 -becomes brown ; ;� i ; �� s i t 71 ! �.�l j ' �,� �,,;i g � !, 9 -becomes very dense ;' � ��i � ia i� � ' Test it terminated at 11.0 feet below e�dstin rade. No roundwater p sti g g g � i e�countered during excavation. ' ; m �, � � ! � � � I � � a � Test Pit Log ', ' �, Earth Consultants Inc. Proposed Multi-Family Residences `� � � l � m ' ' �',�' `'`�`°""a'�'�'`'`°'°��`°""`'a"'Y"'�s�""'�' Renton,Washington a E t�rroj.►vo. 8379 Dwn. GLS Date Aug.'98 Checked KME Date 8/7/98 Plate A3 Subsurtace cond�ions depicted represent our observations at the time and location of this e.�loratory hole,modified by engineering tests,analysis and judgmerrt. They are not necessarily representative of other times and locadons.We cannot accept responsibiiity for the use or irrterpretation by athers of informatiort preserrted on this log. l — Test Pit l.og ?rojec!Name: Sheet of Proposed Multi-Family Residences 1 1 Job No. Logged by: Date: Test Pit No.: a37s ! EawE 7/29/98 TP-3 Ezcavation Corrtadar: Ground Surtace Elevation: N.W. Excavating t180' rva�: w � o � � � o surtace condtia,s: Depth of Topsoil 8�Sod 6" � � � I �� `� � °� w ro � � , � �n Q �n v� � ` SM i Brown siiiy SAND with gravel, cobbles and boulders, loose, moist � I�` ` Z �..{. . . .4�. l ��i 3 ,t ; ;` , -becomes medium dense i 7� :i �_ 4 -40°�fines f� : l' S ,f. .#. � :: �. � s -becomes dense C:� � ,.; � ' '' , � � � -becomes very dense a ,;: ; : s ; , , io, � j ; Test pit terminated at 10.0 feet below e�assting grade. No groundwater i encountered during excavation. � ; � j � � i ; � � i � m rn r m h a � Test Pit Log °� f � Ea.rth Consultants Inc. Proposed Multi-Family Residences � � � CGOIld41k�71 HlQh1h75,G�Ob�Stt i F]1vhO1V11�/7f915tlC1tbt4 m Renton,Washington EProj.No. 8379 Dwn. GLS Date Aug. '98 Checked KME Date 8/7/98 Ptate A4 Subsuriace condtioris depicted represerrt our observatioru at the tlme and location of this e�loratory hoie,modfied by engineering tests,analysis and jud�nerrt. They are not necessarily representative of other times and locations.'Ne cannot accept responsibility for the use or interpretation by others of informadon preserrted on this log. =� Test Pit Log Projecf Name: Sheet of Praposed Muiti-Famiiy Residences 1 1 Job No. i Logged by: Date: Test Pit No.: 8379 j iCME 729/98 TP-4 F.�xavation Contactor. Ground Surface Elevation: N.W. Excavating t150' Notes: W � o � � � o surrace condiaons: Depth of Topsoil 8c Sod 6" f3. i].�+ � � A ��'� , � � A G" cc � � ; � � � � „ ' SM Brown sifty SAND, loose, maist � �: � !�;� 'E�� Ii 2 f.a' 1' ,3,� {i 3 ,I .: � � 4 is.o ; � -becomes medium dense and with gravel fl E' S ;'[ E, ', � s } I. 7 I �k�� $ -becomes dense 14.8 4 � '- t, r:� f� ,; �'(' �: [ ; 9 i -,� k� t (; � 10 � 3Ii� ,�k I �'i�'f , k 11 �I � f l 12 Test pit terminated at 12.0 feet below e�sfing grade. No groundwater � encountered during excavation. m , �, � ; m � h ! I ' Test Pit Log ' 61 (`I� �� i �I�rl C011.SUItaT1tS II1C. Praposed Multi-Family Residences I m �'� �� `,�",�'e'�'o`°'�'`�"�"""'°'``""'�."` Renton,Washington � � ' E Proj.No. 8379 Dwn. GLS Date Aug. '98 checked KME Date 8/7/98 P�ate A5 Subsurtace conditions depicted represerrt our observations at tfie time and location of this e�loratory hole,moc5fied by engineering tests,analysis and judement. They are not necessariiy representative of other times and locations.We cannot accept responsibility for the use or interpretation by otfiers of I information preserrted on this log. — � I Test Pit Log Project tJame: Sheet of Propvsed Multi-Famiiy Residences 1 1 Job No. Logged by: Date: Test Pit No.: 8379 Knne �ns�ss ! TP-5 E�xavation Contacbor. ! Ground Surtace Elevation: N.W. Excavating � t136' Nates: W � o � � � o j surtace condfions: Depth of Topsoil 8c Sod 6" . � � i �%� ro � Aw b � � � v� vs u� I SM Daric brovm siity SAND, loose, moist � � � i ' ; SM Brown silty SAND with occassional gravel, medium dense, moist k : : : 2� ` ;;� � i : 3 I ; I 16 0 . � 4 _ 13°,6 fines 5 I6 � ;<: fE 7 I � 13.9 ; F i $ ' SM ' Brown silty SAND,very dense, moist z i; ;,:: 9 Test pit terminated at 9.0 feet below e�asting grade. No groundwater encounte�ed during excavation. � � I m �, � � I h w �' Test Pit Log a' �,� �I Earth Consultants Inc. Praposed Multi-Famiiy Residences ; m �%' ., ,��<< c`°�`""�'�'�.a`°'°�"`�,°"",�„�'s"�"� Renton,Washington a' Pro�.wo. 8379 Dwn. GLS Date Aug.'98 Ctaeciced KME Date 8R/98 Plate A6 F Subsurtace cond�ions depicted represent our observations at the time and lacation of this e�loratory hole,modified by engineering tests,anaiysis and juclgment. They are not necessarily representative of other times and locations.We cannot accept resporisibility for the use or interpretation iry others of infortnation presented on this lag. APPENDIX B LABORATORY TEST RESULTS E-8379 i I ' I - i Earth Consuitants, inc. ��, � � � • � • � � . � �. � • ' ' ' ' ` ' � . : . . • - = - - � • �� !'C��.,i��; .•��r�� r��rr� �� I►`��'Ii1s!�■q 3'll�r�� ■��m�� u "�� ■ �■►\ ��.TU'�tJ��:� O��r � ■rr�� ■ �r�� ,.,,.,--�— �-. �--�..�� .��o.a..---.�9vE---- :� �i��o�iC�'C'��""�i�;��:'a�i�'i�i�C'i��'�i�i�■ '�� ' ' ...��C�..■�.�EC��C�...�.:r.�.a�....� �. ....�....SC.....�. .......��..■�.. ..�...��..�....��.. ■..■....�■._..�..�......�� ■o��-•�� ■ ■�■�� :�.�..�. ■::� �� , . . , ., .�..�...��.�..■...�....�:�►��....��....�..0 �� CC��'��::��:.:�'::�""��:::."'.�'�::��C.::::��.� . .�.�.��.�■.�.�...�...��aC� �� ..e......��.............�. • �...��..�...�..�.�.....�■..��:�,�C�C'.��...�.......�...� , ��C�■�� .r��■ ■_��■■��■■.�.��.■ � � .�...... �■� ■ ��....�.C�...��..��.�..... ..��........ .�.�...� - .■....�..�■.C■.■...�....■�....�►,�d�.�..�■..��....�=�■■C.�C.� ' .:�;.��C:C::::�".�:.':rCC.:�:::C.::CCC:..:::C�C , � �..�■..�.....��C■..��...��.��.....�.......��..�.... ..�� ., ' .��:�C"':C :�C:�`:.��C::C�C::::�L:�C� �...�...�=C��C.��.�C■ .� �� ,. ..�...��'.......�� • �..�. ..�.■.�� ..�.■..�.��C�.:�.`�:C��C.'�..:C:�� , . � � , ., �_......■�..�■..��....�..�.0 . � �� ■�■ � �■�� ■r�o��■■�C�� ' . ., .■.��..�=C■��■.� .�C■�� C�.� �.. �..��. ... �� .�.�■�...�� ■..�_...��.�..��...■�►....�...C..��'C'.��.� �"= C�.SC:�:C�"�'.--_- :�,��...� -_�..: :�--� , . . �,.,� � ■. � .�C��C.��CC��.:o:��:C:r�� ' ., . .�■...�C..��:�■.:��C� �"'JC J �.�.�...�..■� ■.� ..� � �� `'�C::�:.�' :C:� � ��"'�C::��:C:C��'��C:�.C`��..�..�=CC .��C� , .: ' ��■��C��i■■��C��■��C�i��C��■�r��0��w�� .':�=C�':C�:'C�".�: C:�:��: ..::��=CC:::��C �......�:�■��■��.�.�.�..� �..�.. .. �....... �...... .C�� .�..��..■�..■.�..C�.■�.C.�..��..C�...::��...�■■.C.....��. . � ._....�.....--.-e=—'_':��:_.�:��--- �::::::�� ., ..■....�.��.■�C'. C • ��:��:=�C:C::�.CC:CC�C�:.�:::CC�::C:::�C� . , �..��....■ ..■.�C��...�..�..�■�■.�..■.r.�........'C..�..� . • ■��■�� ■.�■��i i�i �i ��iiii■ ��o � . • ...� ..� ■��■ ��.C� CQ.C�...��....�C.�� . : =�r��9�::E��.r�=�n:_"': .. �. ... , � �C.�.. ..��=..�.C.....�=C ., , - . • ��. . • � � ' .. �mm . � `:' , . . , �� . . , .. . . ; . e • ' ' ' � • � � r �� , • � � • � DISTRIBUTION E-8379 4 Copies The McCaugherty Companies 14200 Southeast 272"� Street, E-203 Kent, Washington 98031 Attention: Ted McCaugherty 1 Copy Pacific Engineering Design, Inc. 130 Andover Park East, Suite 300 Seattle, Washington 98188 Attention: Lou Larsen Earth Consukants. Inc. PHASE i ENVIRONMENTAL SITE ASSESSMENT PROPOSED TALBOT ROAD CONDOMINIUMS SITE 5310 AND 5316 TALBOT ROAD SOUTH RENTON, WASHINGTON E-8379-1 Aprii 29, 1999 PREPARED FOR THE McCAUGHERTY COMPANIES � � � � Dale D. Talty, .G. Environmental S ientist �� ^ . Debora J. Kristof - Manager o# Environmental Services Kyle R. ampbeil, P.E. Vice-President Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 201 Bellevue, Washington 98005 (425) 643-3780 Toll Free 1-888-739-6670 TABLE OF CONTENTS PAGE EXECUTIVE SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1 .0 INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 1.1 Scope of Services . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 1.2 Site Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 2.0 SUBSURFACE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 2.1 Geology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 2.2 Groundwater . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 3.0 SITE RECONNAISSANCE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 3.1 Site Observations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 3.1.1 Transformers . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 3.1.2 Asbestos-Containing Material (ACM) . . . . . . . . . . . . . . . . . 7 3.2 Survey of Adjacent Properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 4.0 SITE HISTORY RESEARCH . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 4.1 Historical Site Use . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 4.2 Historical Off-Site Use . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 5.0 REGULATORY AGENCY RECORDS REVIEW . . . . . . . . . . . . . . . . . . . . . . . . 11 5.1 Subject Property . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 5.2 Surrounding Properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 5.2.1 National Priorities List (NPL) . . . . . . . . . . . . . . . . . . . . . . 11 5.2.2 CERCLIS list . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 �I 5.2.3 Hazardous Material Handiers (RCRA Facilities) . . . . . . . . . . 11 5.2.4 Toxics Cleanup Program (TCP) List - (HWS� . . . . . . . . . . 12 5.2.5 Underground Storage Tank List (RST) . . . . . . . . . . . . . . . . 12 ' 5.2.6 Leaking Underground Storage Tank (LUST) List . . . . . . . . . 12 5.2.7 Landfills - (SWF) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 I 6.0 FINDINGS AND CONCLUSIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 ' 7.0 STANDARD LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 I 8.0 UST OF REFERENCES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 PLATE , �' Plate 1 Vicinity Map I Plate 2 Site Plan APPENDICES �, Appendix A Site Photographs , Appendix B Vista Information Solutions, Inc. Report � E-8379-1 -April 29, 1998 Esrth Cwisukant�, Inc. i � EXECUTIVE SUMMARY EC! has performed a Phase I Environmental Site Assessment of the subject property in conformance with the scope and limitations of ASTM Practice E-1527-97. The following is a summary of our findings concerning potential environmental issues identified during our assessment of the subject property. This summary should be used for introductory purposes and the reader should refer to the repart for further clarification. The subject site consists of two single-family dwellings with associated outbuiidings situated on a parcel encompassing approximately 3.6 acres, located at 5310 (east residence) and 5316 (west residence) Talbot Road South in Renton, Washington. The site is located in an area of residential development. Based on our review of the referenced historicai information, the subject site was developed as pasture by 1936. The east house was constructed in 1949. The outbuildings associated with the east house were built between 1949 and 1960.. The west house was moved onto the site in 1968. The site has remained essentially unchanged since 1968. The east house is currently occupied and is heated by an oil-burning furnace. Oil for the furnace is stored in an approximately 200-gallon underground storage tank located south adjacent to the house. The west house is vacant, and was heated by electric baseboard units. ECI has reviewed reasonabiy ascertainable historical records, environmentai records, and regulatory databases. This environmental site assessment has reveaied the following Recognized Environmental Conditions in connection with the subject property. 1 ) The approximately 200-gallon capacity active heating oil UST adjacent to the east house has been in use since 1949. The possibility exists that petroleum may have leaked from the UST or associated conveyance piping to the surrounding soil. E-8379-1 -April 29, 1989 Earth Cwuuicm�ta, !nc. - �l�'= 1 .0 INTRODUCTION Earth Consultants, Inc. (ECI) has completed a Phase i Environmentai Site Assessment (ESA) of the proposed Talbot Road Condominium site located at 5310 and 5316 Talbot Road South '�� in Renton, Washington. The subject property currently contains two single-family dwellings I, with associated outbuildings situated on a parcel encompassing approximately 3.6 acres. This I investigation was performed by EC1 for The McCaugherty Companies in accordance with our proposal dated April 7, 1999, authorized by Mr. Ron Tremaine with The McCaugherty Companies on April 12, 1999. This report summarizes the project approach and findings. 1 .1 Scope of Services ECi conducted this Phase I ESA to evaluate the potentiai for contamination on the subject property resulting from past or present activities. The scope of work for this study was ' limited to the following tasks: • A review of reasonably ascertainable information from various sources with respect to historical use of the property and its surroundings; • A visual reconnaissance of the subject property, along with photographic documentation of selected points of interest; • Obtaining and reviewing an environmental disctosure report; • Preparation of this written report. The scope of the project did not include an audit of environmental regulatory compliance issues or permits. 1 .2 Site Description The subject site is located at 5310 and 5316 Talbot Road South in Renton, Washington. The site is located in the southeast quarter of Section 31, Township 23 North, Range 5 East. The rectangular site encompasses approximately 3.6 acres of land and contains two single-family dwellings with associated outbuildings. The site location is shown on the Vicinity Map, Plate 1 . A general layout of the site and surrounding properties is presented on the Site Plan, Plate 2. Photographs are included as Appendix A. The referenced topographic map indicates ground surface elevation of the subject property ranges from approximately 130 to 230 feet above the National Geodetic Vertical Datum of 1929. The ground surface at the subject site slopes moderately down toward the west. E-8379-1 -April 29, 1999 Earth Consukatm, Inc. - Z- � The subject property is located on the west side of a westward sloping hiilside, east of the Green River vaNey. The upland area to the east is known as the Covington Drift Upland. The drift upland is characterized by northwest trending elongate ridges, separated by nurnerous creeks and lakes. Springbrook Creek, which ffows northwest toward the Green River, is located approximately 1100 feet south of the subject property. The land immediately north and south of the subject property is at approximately the same elevation and contour as the subject property. Land east of the site is higher in elevation than the subject property. Land west of the site is lower in elevation than the subject property. Development in the vicinity of the subject site consists mainly of residential properties. : '�� i � I i � E-8379-1 -Apri 28. 1989 Esrth Conwkarns, Inc. -3- �h.• I.�� 2.0 SUBSURFACE CONDITIONS 2.1 Geology In August 1998, EC1 excavated five test-pits as part of a geotechnical engineering study of the subject property. The test pits encountered approximately six inches of topsoil underlain by loose to very dense silty sand and silty sand with gravel to the total explored depth of 12 feet below ground surface. These sediments are typical of Vashon glacial till. The Vashon till is a compact, unstratified mixture of silt, sand, and gravel. The till thickness typically exceeds 100 feet. 2.2 Groundwater Groundwater seepage was encountered at a depth of 8 feet below ground surface in one of the five geotechnical test pits. Based on topography in the general vicinity of the site and locai surface drainage features, groundwater flow direction in the immediate site vicinity is toward the west. Actual groundwater conditions on the subject property may vary due to site-specific subsurface conditions and local surface hydrology. Fluctuations in groundwater levels are expected, depending on seasonal variation, amount of rainfalf, surface water runoff, and other hydraulic factors. E-8379-1 -April 29. 1999 Earth Consufta�ts, Inc. -4- (J_ 3.0 SITE RECONNAISSANCE On April 20, 1999, Dale Talty with EC1 visited the subject properry to assess whether environmental conditions at the subject site have been adversely impacted by past or on-going activities. The focus of our reconnaissance was to identify obvious visual signs of potential environmental contamination caused by current and/or historical property activities. Our site reconnaissance included identifying the use and storage of hazardous substances, the potential presence of underground storage tanks (USTs}, signs of stressed vegetation, stained soils, and illegal dumping. ECi alsa walked the perimeter of the subject property in order to observe adjacent properties and assess whether adjacent property uses may have adversely impacted environmental conditions on the subject property. 3.1 Site Observations The rectangular subject site contains two houses, located at 5310 and 5316 Talbot Road South, and seven associated outbuildings. The 5310 (east) house is located on the central portion of the property. The 5316 (west? house is located at the western edge of the site. According to Mr. Ron Tremaine, with The McCaugherty Companies, the current site owner, water is supplied to both houses by the City of Renton, and the house sanitary sewers connect to septic systems. Both houses are accessed via Taibot Road South. Six of the site outbuildings are associated with the east house, and include a detached garage, a barn, a wood shed, two pump sheds, and a collapsed shed. A small shed or playhouse is adjacent to the west house. The east house is accessed via a long gravel driveway from Talbot Road South. ECI noted the east house is a one-story wood-frame structure with a daylight basement and a pitched roof covered with asphalt shingies. Mr. Sergio Sotelo, house tenant since approximately December 1998, informed ECI the house is heated by an oil-bu�ning furnace. Oil for the furnace is stored in an underground storage tank (UST) located south adjacent to the house. EC! observed the UST fill port and vent, and noted no staining on grass surrounding the fill port. Mr. Sotelo indicated he has no reason to suspect the UST has leaked. Mr. Tremaine informed ECI the UST capacity is approximately 200 gallons. ECI observed the detached garage, located approximately 20 feet southeast of the house, is a wood-frame structure with a pitched roof covered with asphait shingles. The garage has a concrete floor, with minor amounts of isolated oil staining typical of garages. ECI observed items stored in the garage included two portable gas cans, small quantity containers of new motor oil, a lawn mower, and a small, sealed container for used oil. These items are stored on wooden shelves. Mr. Sotelo informed ECI he occasionally changes the oil in his personal vehicle, collects the oil in the container, and transports the oil off site for disposal. E-8379-1 -April 29, 1998 Earth Consukants, Inc. - 5- Ii.�%. `; The barn is located approximately 120 feet southeast of the east house. ECI observed the barn is a two-story structure constructed with wood framing and a pitched roof covered with asphalt shingles. ECI noted the east portion of the barn has a concrete floor, while the west portion of the barn has a soil floor. An open bay with a dirt floor is separates the two portions of the barn. ECI noted the no obvious soil staining in the open bay. EC1 observed miscellaneous items in the barn including lumber, furniture, and empty boxes. Hay was present in the west end of the barn. ECI observed an approximately 300-gallon storage tank resting on wooden blocks over bare soil, north adjacent to the barn, and immediately east of the open bay. ECI noted the tank was covered by plastic sheeting. ECI removed some of the sheeting, and observed the tank appeared intact and in good condition, with some surface corrosion. The tank was apparently empty, and the fill port faced the ground. ECI observed no soil staining, and no stressed vegetation in vicinity of the tank. ECI noted no petroleum odor associated with the tank. Mr. Tremaine was unaware of the tank origin. The wood shed is located approximately 180 feet east-southeast of the east house. ECI observed the shed is a small, wooden structure with a pitched roof covered with asphalt shingles, and a wood floor. The shed contained lumber. ECI observed an axle assembly : located in an area of tall grass approximately 50 feet north of the wood shed. ECI noted no staining o� stressed vegetation surrounding the axle. One of the pump houses is located approximately 220 feet southeast of the east house, and the other pump house is located approximately 70 feet northwest of the east house. Both structures are constructed of wood. The east pump house contains a well and associated pumps used until approximately seven years ago, when the subject property was connected to the City of Renton water system. ECI contacted the Washington Department of Ecology (Ecology) for information regarding the , site well. According to Ms. Angie Galbraith, with Ecology, Ecology has no record of the site weil. According to Mr. Tremaine, the west pump house contains pumps that pump city water up to the residence. A locked door prevented access to the shed interior. � The remaining outbuilding associated with the east residence has collapsed. ECI noted the � structure was relativeiy small and constructed of wood. ECI noted the west house is a one-story structure constructed of wood framing, with a masonry facade and a pitched roof covered with to�ch-down roofing. ECl observed the house � is vacant and mostly empty. A covered carport is located between the house and a garage. ECI noted the carport and garage floors are concrete, with no floor drains. ECI observed miscellaneous household items in the garage including boxes containing paper, bathroom supplies, and clothing. We also noted two empty gas cans. The concrete fioor was , relatively clean. The carport was empty, and ihe concrete floor contained isolated areas of � oil staining typical of areas where vehicfes are parked. e-aa�s-� -nw,� 2s, i sss �n,ca,.��, i��. -a- The west house is accessed via a gravel driveway leading into the site from Talbot Road South. ECI observed numerous items including sheet metal ducts, lumber, a tire, wooden furniture, wooden pallets, a television, a kitchen stove, and other miscellaneous items located in a grassy area north adjacent to the gravel driveway. An apparently empty 55-gallon drum is also located in this grassy area. ECI observed no label on the sealed drum, and we observed no staining or stressed vegetation in the immediate vicinity of the drum. A photocopier resting on boxes is located in the grave! driveway, between the carport and garage. Toner cartridges are located on top of the copier and are contained within plastic bags. ECI noted no staining or stressed vegetation in the vicinity of the photocopier. An approximately 55-gallon drum with an open side port is located in a grassy area approximately 40 feet northeast of the house. The drum was apparently empty and intact. EC1 observed no staining or stressed vegetation in the vicinity of the drum. An additionai 55- gallon drum is located in a soil-covered area under a tree approximately 50 feet east-southeast of the west house. ECI noted the drum was open, unlabeled, and mostly filled with water. ECI observed no staining on the surrounding ground surface. . ECI observed the open slope between site houses is grass-covered. The east portion of the site is mostly wooded with dense undergrowth. Tall grass and weeds cover most of the area between the east house and the wooded area. A terraced lawn and rockery surrounds the east house on the north, south, and west sides. Blackberry vines and various shrubs are located along substantial portions of the north and south site boundaries. During the site reconnaissance, ECI observed no stressed vegetation, no signs of illegal dumping, and no indication that hazardous materials have been spilled on the subject property. Mr. Tremaine indicated no such dumping or spills have occurred on the subject property. Mr. Tremaine also informed ECI there are no environmental liens against the subject property. � 3.1.1 Transformers ECI observed one pole-mounted electrical transformer on the subject property. ECI submitted a written request to Puget Sound Energy (PSE) for information regarding the site transformer. '� PSE has not yet responded to our request for information. ECI observed no indication the I transformer has leaked. 3.1.2 Asbestos-Containing Material (ACM) Materials containing greater than one percent asbestos are considered to be "asbestos- containing materials" by the U.S. Occupational Safety and Health Administration and the EPA. The use, maintenance, and disposal of asbestos-containing materials is regulated. , ECI observed no suspect friable ACM in site structures. In both houses, ECI observed suspect finishing materials including vinyi sheet flooring, vinyl floor tile, and gypsum wallboard, tape, and joint compound. In the east house, ECI also observed suspect "popcorn" ceiling texture. ! Roofing materials on all of the buildings are suspected of containing ACM. ECI did not observe conditions behind walls, ceilings, or architectural finishes. E-837&1 -Apn� 28, 1999 Exth Consukarrts, Mc. -7- ;l0 EC! recommends all suspect materials be analyzed for asbestos content prior to any building renovation, remodeling, or demolition activities which would disturb these materials. 3.2 Survey of Adjacent Properties The north and south adjacent properties are developed with residential dwellings and associated out-buildings. The east adjacent property is vacant and wooded. The site is bound on the west by Talbot Road South. An apartment complex is under construction on a portion of the west adjacent property, across Talbot Road South. ECI observed no obvious signs of contamination on adjacent properties. Based upon observations and information collected during our site reconnaissance, activities on adjacent properties are not expected to have adversely impacted environmental conditions on the subject property. � � � � ; I E-83�9-1 -April 29, 1999 Earth Consultants, Inc. -8- 1 � ; 4.0 SITE HISTORY RESEARCH EC1 researched the history of land use activities on and immediately surrounding the subject property to identify former land use that may have adversely affected soil and groundwater: For the purposes of this research we reviewed the following: • Aerial photographs dated 1936, 1946, 1960, 1968, 1970, 1974, 1980, 1985, 1990, and 1995. � Historical tax lot assessments available at the State of Washington Division of Archive and Records Management, Puget Sound Regional Archive Records. • Interviews with people knowledgeable with respect to historical land use in the site vicinity. 4.1 Historical Site Use The 1936 aerial photograph showed the subject property was developed as farm pasture. The 1946 aerial photograph showed a small disturbed area and a building, possibly located on the subject property near the currently existing barn. However, a lack of landmarks prevented determining with certainty whether these ifems were on the subject property or the south adjacent property. The tax archive documents indicate the east house was constructed in 1949 and the associated barn was constructed in 1954. The 1960 aerial photograph confirmed the presence of the east residence and all existing related outbuildings, and the building observed in the 1946 aerial photo was gone. The west portion of the site remained in use as pasture. The 1968 aerial photograph showed a small disturbed area where the west house is currently located. According to the tax archive documents, the west house was built off-site in 1941 and moved onto the current location on the subject property in 1968. The 1970 aerial I photograph confirmed the presence of the west house. The 1970 aerial photograph also ', showed the site area immediately north of the west house was grassy and separated from the �, central and east portions of the site. ' The subject property has remained essentially unchanged since 1970. , 4.2 Historical Off-Site Use i , i The 1936 aerial photograph showed sites north, south, and west of the subject property were ' developed as pasture. Property east of the site was undeveloped and wooded. The 1946 � aerial photograph showed a structure on either the subject property or south adjacent property. The remaining adjacent properties remained unchanged. E8379-1 -Apnl 29, 1999 Exth Consuhanu, he. -9- I 1 r'' t � y The 1960 aeria! photograph revealed currently existing residences and outbuitdings on praperties north and south adjacent to the s9te. Properties east and west of the site remained essentially unchanged. T�ie 1968, 1970, and 1974 aerial photographs showed no significant changes on properties surrounding the subject site. The 1980 aerial photograph �evealed the presence of a currently existing south adjacent residence at 5414 Talbot Road South. The 1985, 1990, and 1995 aerial phatographs showed no significant changes on adjacent properties. E-8379-i -April 29, 1999 Earth Cansuitants. !nr. �� - 5.0 REGULATORY AGENCY RECORDS REVIEW ' A search of available govemment records was conducted by Vista Information Solutions, Inc. �� (Vista}. The search meets the requiremenis of ASTM Standard Practice for Environmental Site i Assessments, E 1527-97. The Vista report is included as Rppendix B. Locations of sites '', identified by Vista are included on a location map within the Vista Report. '� Under the currently applicable federal, state, and local regulations, owners of property contaminated by hazardous or regulated substances may be liable for cleanup actions, even though the substances have migrated onto their property from off-site sources. Furthermore, costly cleanup actions may be required under Washington's Model Toxics Control Act (MTCA) if site soils, sediments, surface water, and/or groundwater contain hazardous or regulated substances at levels that exceed MTCA criteria. 5.1 Subject Property � The Vista report did not identify the subject property as a listed site. 5.2 Surrounding Properties 5.2.1 National Priorities List (NPL) The Vista report identified no NPL sites within one mile of the subject site. 5.2.2 CERCLIS List The Vista report identified no CERCLIS sites within one-half mile of the subject property. 5.2.3 Hazardous Material Handlers (RCRA Facilities) The Vista report identified no adjacent properties as RCRA generators of hazardous waste. The Vista report identified one treatment, storage, or disposal �TSD} facility within one mile of the subject site. Information on the TSD site follows. 1} Site Name: BSB Diversified Site Address: 8202 South 200th Street Kent, Washington Proximity: 1 .0 mile southwest According to the Vista report, the BSB Diversified facility is a treatment, storage, and disposal facility which has undergone a RCRA "corrective action" due to a release of hazardous waste or constituents into the environment. Based on the Vista report, the corrective action has been implemented and approved. The BSB Diversified facility is one mile from the subject property, lower in elevation, and hydraulically down-gradient or cross-gradient to the subject property. Based on the physical relation of the BSB Diversified facility reiative to the subject property, the BSB Diversified site does not present an environmental concern to the subject property. E-8379-1 -Aprii 29, 1999 Eartfi Coneuitants, !nc �' � � . 5.2.4 Toxics Cleanup Program tTCP) List - (HWS) , The Vista report identified no HWS sites within one mile of the subject property. �, 5.2.5 Underground Storage Tank List iRST} j The Vista report identified no adjacent sites as registered UST facilities. 5.2.6 Leaking Underground Storage Tank (LUST) List I The Vista report identified no LUST sites within one-half mile of the subject site. 5.2.7 Landfills - (SWF) A review of Seattle-King County Active Solid Waste Disposal Facilities and Abandoned Landfill documentation identified no abandoned or active landfills within one-half mile of the subject property. Additionally, no solid waste transfer stations are located within one-half mile of the subject site. E-8379-1 -April 29, 1999 Enrth Consuka�ts, Inc. - �2- I , � � 6.0 FINDINGS AND CONCLUSIONS ECI has performed a Phase I Environmental Site Assessment in conformance with the scope and limitations of ASTM Practice E-1527-97 of the proposed Talbot Road Condominium site located at 5310 and 5316 Talbot Road South in Renton, Washington. ECI has reviewed reasonably ascertainable historical records, environmental records, and regulatory databases. This assessment has revealed the following Recognized Environmental I Condition in connection with the subject property. 1) An approximately 200-gallon capacity active heating oil UST is present adjacent to the east house. Given the 1949 construction date of the house and associated UST, the possibility exists that petroleum may have leaked from the UST or associated conveyance piping to the surrounding soil. II �, � ' E-8379-1 -April 29, 1999 Eartfi CansuitarKs, Inc. - 13- I ,:,� 7.0 STANDARD LIMITATIONS _ In preparing this report, ECI has reviewed historical records, interviewed public and private individuals as indicated in this document, reviewed regulatory agency files/databases, and observed property and surrounding property conditions. ECI has examined and relied on written documents, and oral statements made by others. ECI has not conducted an independent examination of facts contained in referenced materials and statements. ECI has assumed the genuineness of the documents and the information provided in the documents or statements is true and accurate. ECI has conducted this project and prepared this report in accordance with generally accepted professional practices for the nature and conditions of the work completed in the same or similar localities, at the time the work was performed. ECI shall not be responsible for conditions or consequences arising from relevant facts that were concealed, withheld, or not fully disclosed at the time this work was performed. ECI recognizes that facts or conditions referenced in this report may change over time and the conclusions and recommendations set forth herein are applicable only to the facts and conditions described in this report at this time. Conclusions and recommendations were made within the operative constraints of the scope of work, budget, and schedule for this project. This report is not meant to represent a legal opinion. No other warranty, expressed or implied, is made. This report is intended for the exclusive use of The McCaugherty Companies and their representatives for specific application to the subject property. Any future consultations or other services to third parties related to this project requires written authorization from The McCaugherty Companies. Any such ECI provided services to third parties is new work requiring formal agreement with the third party and wiil be performed in accordance with the formal agreement. Our work did not include sampling and testing of soil, groundwater, surface water, d�inking water, asbestos, or radon gas. � � ; i E-8379-1 -Aprd 29, 1999 Earth Consultants. Inc. - 14- � �i � 8.0 UST OF REFERENCES 1) Vista Information Solutions, ]nc., Site Assessment Report, 5310 Tabot (sic) Road South, Renton, Washington, April 12, 1999. 2) Aerial photog�aphs dated 1936, 1946, 1960, 1968, 1974, 1980, 1985, 1990, and 1995 available at Walker and Associates in Seattle, Washington; aerial photographs dated 1946, 1968, 1970, and 1977, avaiiable from the EC1 in-house collection. ,I 3) Historical tax lot assessments available at the State of Washington Division of Archive and Records Management, Puget Sound Regional Archive Records. 4) King County Department of Public Works, Solid Waste Division, Transfer Stations and Rural Landfill Locations List, 1995. 5) Seattle/King County Department of Public Health, "Abandoned Landfill Study in King County", 4130185. 6) US Geological Survey Topographic Map; Renton, Washington, 7.5 X 15 Minute Series; 1949, photorevised 1994; U.S. Geological Survey. 7) Standard Practice for Environmental Site Assessments: Phase I Environmental Site I Assessment Process; American Society for Testing and Materials (ASTM), 1916 Race Street, Philadelphia, PA 19103; E-1527-97, May 1997. 8) Earth Consultants, Inc. Phase I Environmental Site Assessment, Geotechnical Engineering Study, Talbot Road Condominiums, 5310 Talbot Road South, Renton, Washington; E-8379, dated August 14, 1998. 9) Personal communication with Mr. Sergio Sotelo, site resident, April 20, 1999. �' 10) Telephone communication with Mr. Ron Tremaine, The McCaugherty Companies, Aprii 23, 1999. I E-837&1 -Aprii 29, 1988 Earth Consuharm, Inc. - 15- i '^ , r'< � � 1 ' �' � i ± � � �p��t ', ; ;, ,-` . i i'•� .;p� ;',�T ' � ,.. I '� .`T � u �' �� t f j t� ;�, i 4 1 (r /`� � n� _ �= � �' ��' � ,- . . —� +��i ,i{�'"'�.j �1�i t, i �.r �.-.._� '. . '1_ ',� � ! `�y��}� � -_�� .� i ; �l ;� P :.� ! .I E �r''� t ',�I• . � j � e. � I -��(� � ..:,�� i i �•' �� t . '��i., �1. � t � - �-.?. a -. �n -J ` �- �--Yr-.-� � a-.. -'. .,. � / '�'�r� � �rt' 1r�-y' ��/'�wr t [ . !�� + � I��? �'.� ,- i .��' ��•5,��r' ��.�� '�1: �� F t� � 2--. I ��I _ - 'S � � � !� � � I �''� =� �) I- _ � i ' � :��^�i 1,��Nn.�� t'i.! 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Y�� I. . s . . :�: r - . .��. ' l, ... . .. . Reference: Renton G�uadrangle Earth Consultarzts, II�C. Washington-King Co. Geotechnical Engineers.Geo{ogists&Emfronmental Saentlsts 7.5 Minute Series (Topographic} By U.S. Geological Survey Vicinity Map � Dated 1949 (Revised 1994) Proposed Talbot Road Condominium Site � Renton, Washington NOTE: This plate may contain areas of color. ( ECI cannot be responsible for any subsequent Drwn. GLS Date Apr. '99 Proj. No. 8379-1 � misinterpretation of the information resulting ; from bladc &white reproductions of this plate. Checked DDT Date 4/29/99 Plate 1 ' i � Wooded Area � I - - - - - - - _ i Wooded Area I ; � �-----i _,�.-:�--+f—""�� Residence I Bladcberry , �——————� Vines Grassy : � i Area t. Sheds j �` �III - � 3, �, �� -' �_1 = Not - To - Scale s�sa i-i � �i i 7 i � Shrubs : �=� +. . ��y � t: Area , �----i ; �Residencs� I' age �----� � � 4 UST � Bam � I �----- � ' FIIPort; ` � � i ; �---, 1 ----� I_FGFNI� � � �a-�. ��/rc1-.- — - __J' � $ � � Photo Number and 53�o Resictence Direction of View Pole Mounted a� Transfortner L Grassy � � � � A�a m Subject Site � �,_ a i ;: m r----� i � ' � Existing Building a � � � ----- V i - �� Existing Fence Grassy f . �, Area Shed'_' o �r : �3 r 5316 � � Residence� I � I I Residence� i__---i : { : 2 , � ..�-.._.�=�--~ =oitch � � TALBOT ROAD S. I 1 I I Wooded E�rth Consultants Inc. � i Springbrook I q�a , I �artMeR� � G�otechnical En�ine�rs.Geobgists&En4�ironmental Scienlisl5 I i � ! � APU�rtdern� Site Plan ! Construction Proposed Talbot Road Condominium Site I ( Renton, Washington INOTE: This p�ate may contain areas of color. ' EC1 cannot be responsible for any subsequent Dnun. GLS Date Apr. '99 Proj. Na. 8379-1 mis9nterpretation of the informatlon resulting E from black&white reproductions of this plate. Chec!<ed DDT Date 4/29/99 Plate 2 i � :I�, �� i i � Appendix A Site Photographs E-8379-1 � . � : , I I I : , , • r ' _ i E-8379-1 � , - �.�:. , � . �� : " _ � �� K II � -Yat�a � s�_ "�" �� 1. _�-��.�._.—__ __ � I �.:�._ ' _ _— 'Y.h,�' �� -__.m..�. _ ��# � ...� �� i,.�+a „- i `� �e'�� .._ �� . :F.. �. c.-few-�ss� � s�'f ', 3� �. � =;�:;u - 'Sw`�wi'`h � ��4fi :'kai-�'��e�� , �:_��R �� Y :'� b.Y+�'.� _ _ :: ' `.i�$�� .�.�r�-._•'�r'�"�,tsz�..�.�..sr -.�,�sx.�` ' �. �'' c� �, a. '�� r;. a:�+ � -. � �� . . ��+"`� 'Y�,-s`+ / � 3�. 's�+'CS - ..�F .[.�` �p� . �f p -�^"`�a =n" e*��7d �.- '� ca�-a'�rf.y{. �� ..�j„�; `_ � � .^y�ap "I.�ai�� '�F r�' i � C-M�" A" ��I T f ,F'�1}� �b}r"`i",,�: �. :".-�«C, i" �5 �_t- 3` el�^��sw.� N � .�. xy ..�. ,:s' Photo 1 View looking east at 5316 Talbot Road S., West Residence. �� i � �� , � �, := II� � �� ' ��;��,s �_ �� .� _� _�:___� "' �.�.__� ` �� ,� � : � i Y r- �i ��y�i � � 'C�^' �} �FF�t-.i .�f'�a�- .s4 ��'t�" -£`- I. ap:w. �t��dy �.� �' ��' � I" �t,�� F , y, .w'a.._. . . . � � ��:� .� �h'�� rR . ��..�`�,� b 3-i:-t��=`�'f'h �";�� .. ��'°°9"?�.��.i.� '#,'�§*� `�' -c-t-.: x k+.,�:_ :� -�-,_ . . ��}r�^+3. `�`� '_�..� �+c_'�'!#'� "��+.s�9S fw.�.�.s. _ ' � ` ' d ,`y ��;��. )j - � ,'�.��"f,�, 'f ' ♦ �"`� . s _ ��—�i � �",.��v 3 '�S J'�f° Z l. . Z'�".- �. 3 V w= �'�'.�: �, �� . �� , ,�- - . ...rr��.,__ - ..�.,,. -� a'.'�"_�.��' t ��:- � _ - �`-_.�T�a - ��- .. ! �� .� � �'FS;:�-__ � �' - �� Photo 2 Showing area north of dnveway, West Residence. Photos Dated 4/20/99 i E-8379-1 s-y� �; ¢r,, �, '�� '` -- �, , � _ I, ,�,� e�Y 6 �-�, � , ��.. � �� i i � - � � � ,�� 1� � � � �,, � ;`4� � i� ��_. ��y ¢; - a . ', �� A ~ .� � ' u�' � 4 1_`t� � ��, �,`a.a� �, _.._ r�., �- F � 9e�. � w� � . �*i- ./ _ � . - ��a��4f"� "I.`5; i e x c � - r r �.� � �. � - ��- -: �� b�°'.�. �;.:�';'��` a "'rF_�-.: � � " :{ �:- . �` �� ' #;�ts�- �� '�� -a'� � � � 'm=`� ;- �y :.-. .t.�a-.i- - i � �' ' .� � � :, f,� � � I r�.�n A�t�- .�-.�•.�'i�"w�{�-�� _ �� I � � �p 1 �? t F�+)RY W 7 ,. �: ' �� @'�'.f � i .?_� -sy � _ . r � �` ,�i_ i'-�Y��`� `� �-3�� y'� � a.. ,s �� 0� :?�`Z.��.��,��Y� �.�Y�sa# , �. ' _ �� '�.� f 11y ?:��',�T"?,,: _ . � �pc .�;� - �-E.t .:a��z Y#'x�, nt�t.A�'� _,}�-�� 'f ��.'. �:� �a,} $ � �; r�:�` � I.ef°G .� ; 'R' ..�? � ... _-( � - �� a F�'� -_ � . � ' . �t =a � ��h�� t t,'�� ''i �� (r�.t_ �•a I� - `� �; �'t ��[,x ��t .. - _ n s.�Sj�. '*'�:�i� Photo 3 Drum iocated �n grassy area northeast oi Vliest Residence. _;� �LL .�� `-�_ - � - -'�,; `�� --�`�� _.._: - - � � _�` =� �- �� '. '��. _ - --� _ � - 5y: - ��- . . ��4�.= �-' - =�--;.� -� � ^`� � -;�: �-�= ----� _ >_ ,� --�--�---�_--_______i �-- _q�� .. � , _:� _,_-_., __, ;. - -� - � � __ , �� __ _ ��..--a ,-� �..-�.�=r.- � - �;,��- � Photo 4 View looking northwest at 5310 Taibot Road S., East Residence. Photos Dated 4/20/99 ' , III I ,, E-8379-1 i�l . I� _�. ,�ti- ----- _ ��==..--�� - ., __ N_s ,, _->;. - .,-. � -_ �µ � ---- _ _ = I :� �---u.z:.�.:., -��_ �. �' _`�'�' ��"�,_� ' �1 .�., ;,.,-_ - :,,�,; �' --�� :�� `s _ � � '4,� �_ ;__.4 .�.--�'_,. — _�, `��.' . J. y _ j ^-� J A'.�-_ .: � �:' y #l}. �,�----_ � - �a�" i;i _- - —--� x` �_�: �=s '�' — _ ��i �-n�- ��f a:�V� Photo 5 Showing UST FII Port and Vent associated with East Residence. Photo Dated 4/2Q/99 �n �,o. ; . E-8379-1 II' �.-� �: � ,r•_ . �s . " ^e. ..—"�+: ' - _ �.�`J - ,��' � Photo 6 Showing Bam near East Residence. ,� �3: :. �-�- ;� _: - � - ;, t.-�---R ^s �� ; L :� �;z ��,�_ � � - ��.�--" �§� :� �",�� -. . - . • � _-,��, { Y,�d ��,: . ��3 �:.�» s��i�� f��s ' ��.'�. � i� �i� I : �S �'��'F'��`x :y 'j��x t ,�, .�. �r i � . ." ..<��'4. #. ��,�'� .� �,�„' .. .sy.1. ♦¢. � �t. -Y.d-^L .+„�.-rr:w "��.h `�.. � � ii2'�tt'�'' ,ti� 3i ' ��'__- "''. <' _ ,�.'�.;.='L'. ._ - t . ��T'ia` - � _''�'F �s 3 4.� � _ � . . � b� s'S_K-.`r�'=: . � � �;.�:>� L .ff� -i 7 ^- . �,� - ''u �Si .��.J�, II .0 y: 3 '„-�'�.� �. , � ; s.;^ l...+i _ �, '`� .��px - ;e�f t.��e g 9 't,�' _ l.'.:�-n'�'� �- .. 'rF..f ��✓� `� �� `. `� '. _ � _ _ \ c� 4 . �P� �w ��t��%`t�rf;� �� ;.'�F� " s! � ��, �� ' 3 � �, �'E� '.Y `�,`4ai . �� R '�;'� xL. " � �'� �L" �. �{,� , ' L<'. .�r4 � ' �. � ''s� _ ��. .i4s ��-,� �.� '��r y�� F:; � :�'yQL � �` . �-c�� _ �j - r:'�$+pei 1 � .��D i:�� ,�'� �� v 'W_ '��"�r 1P� t_„ Photo 7 ' Storage Tank adjacent to Bam. Photos Dated 4/20/99 �r, ,� , � � h c� t.i.i ' �`�`�''" ��' �. � �: ,«— � O +-� ��` C � O Nt �C k �r� • '�'��" a S� '}�� '<r' '� `•-� � '�, ,'�_ � (!) �� ` - ". ',� x ��,�'�'°� , -�p „ k �� „' " : r �-;��"K .r.. � .. � � d_,l'�� r, ttl,'�'� �}.�jts� ��.i°��°; Q �, �.,t� � '' � 7� + ' � p/� � 4��; � y�, ;�� t�"w �� 3 1�'fgt' ', ` '�A. � 'F s yN� i �.�k. �, �j� 41' � ,�� ff¢r� +�i�Y� � . �`2 4{ �• � ��. � ��, , �._ � �': � � t � t r s s ' C :' � �' � „ �'�� ' f �. :�l� aY. O � 7' .. �'I�, � ',, y t.11 1 � sw'� k'� S� I��- J O 4 _,rxa�` a� , ^.`�'t (� a.1 y� e,a>,� ,t < i � °k%� ,C � q��T'�", , r-+ �+ �" . � � M t '.. � � a �"" ' ' � �/� kt'�"6��.rt�M, tn (ti �`� � t'�� ,tr ;�i �,,'"a, y a �: �/ r: � �� F.�" ,..� ,�`,>. 3 -v ,9�{, t ��rJ r y�/ �'i �y C + f 1� ,, � / N �, .c T '��C:` ' �K�' i: �f� �1h 6 ��' �l�Rl f7 \ �F�5 , f I \V � k, !, � �5"l � � �X '.�,� i 3'��' .7 ��r'�� bi�-� � ik � � � -f �' h � ...E� �, t - n1 �' � � 5 � ; i c �'�. 'r�$� ��l' i 'Y . ,t �� k1 I�t� i� C � �y.,� F . �1e .!; �/�/� � � � � � '� � . R �� ka� . � '�/� l �.'� . �f�"; � G� 1�� C _' � ,T�'- � yJ �"'� .�ti. � � r t r c l � -- ui 9. �,� �,. w �v'� t� ,«� 3 0 . � �f r s: �r k * �i � � a.� :ti r �C �`:�'r, F�.. � � �, ,�g r �, �� r ��l,� , �S " U � a��"� �- •�� &�a�!�,:..a g °�1.��. �`v'� � �y _..� E ��' �� 'r,� � ��,.,�r , , �� :,r� i� ,a,��; 3 �� „ � � :��y ��9 � •,��,'" �;` ��:� a� �'4 vt� : �A'��, 3 � � ° �'.�; ,' ~ {�i; ; �` ��r� y�. j �v " ,� � �.;, N ��•�. �� 7��r. t� �'c � �� t , �, 'y�� .�- !i 1. � '� Q i , �, �� ^ ,.. .�; Q�^ M .� k+5� ��i' � . . �!s ,-"' .�J /� . . � �p A Xi�. � YTt�'. W T�2�14a Y.,r y� '� � . '��' �'� � . r r: +�,,1��Y�f� � � .a.. ;� x u��, 7 ��. t'�I'`', ��i �i Q \ "�Y c� '� �J � si , �'�i O h�� "vi, �� M� t., � ' `�s i�e�s,� �� -C r�.�� ; O � �: y �` a �� n } ��;::y� Aft' Y� a. � 1� .ti, ;;5�, ;vp '.y' ` ++ �.. �. � ,,� a , � . , ,.�,: m ' ,1 ; . ,s., � tl,��,r,��.�� r J�, � � �'�` •,: ' a u'.�;*', k�c�'�Y�r',, Fi�,�. ❑ ��r�' ,'`#r'. .�rm�;�� ..k - � � O � � O � �.. i Appendix B Vista Informafion Solutians, Inc. Report E-8379-1 SITE ASSESSMENT REPORT PROPERTY CLIENT INFORMQTION INFORMATION Project Name/Ref#:Not Provided DEBBIE KRISTOF � 5310 TABOT ROAD SOUTN Earth Consuftants,Inc. ' RENTON,KI 1805 t36TH PLACE NE ' Lafitude/Lon itude: 47.432725 122.211397 BELLVUE WA 98005 Sit�Qis#ri6ution Summary _ "�°'� �� v4'° '�� ; mNe i/4`m�7e 1%Zmile 1 m8e AgencjF��Database-Typ�of:Records :: - - _ A)Data6ases seazched to t mife: ' US EPA NPL National Priority List 0 0 0 0 US EPA CORRACTS RCAA Corrective Adions and assoaated TSD (TSD) U 0 0 1 STATE SPL State equivaleM pnority list 0 0 0 0 B)Databases searched to 1/2 mile: STATE SCL State equivalent CERCLIS list 0 0 0 - US EPA CERCLIS/ Sites currently_ar formerty under review by US NFflAP EPA 0 0 0 - US EPA TSD RCRR permitted treatment,storage,disposal f faalifies 0 0 0 - i STATE LUST Leakinq Underqround Storaqe Tanks 0 0 0 - � STATE SWLF Permitted as solid waste lancifills,inanerators,or i transfer statians 0 0 0 - STATE TOXICS Washingtan Site Register 0 0 0 - � i C)Databases searched to 114 mile: i STATE UST Reqistered underground storage tanks 0 0 - - ' D)Databases searchect to 1/8 mile: US EPA E�iNS Emergency Response Notification System of spills 0 - - - US EPA LG GEN RCRA registered large generators af hazardous waste 0 - - - US EPA SM GEN RCRA registered small generators of hazardous waste 0 - - - 11�� r�1,� 1 '� 4�.7� �� For more information call VISTA Information Solutions,Inc.at 1 -800-767-0403. '� Report 1D:607101901 Date of Repor�April 12,1999 ` Versiorr 2&1 Page fi�1 . � — � This report meets the ASTM standard E-f 527 for standard federal and siate govemment database research in a Phase I environmental site assessment. A(-)indicates a distance not searched because it exceeds these ASTM searct�parameters. uNrranoN oF uaeiurY Customer proceeds at its awn dsk in d�ooaing to rely an VISTA servica,in whok or in part,priar to proc�Bnp wNh arry transactlon. YISTA cannot be an fnstrv ot the accur��y of ths i�ortnatlon,errors oxurtiny in converaion of daU,or ta antomers use of data.ViSTA�d its afflliated companiea,offlars,agents,empbyees and independent contractors annot be held Ilable lor accuncy,stonqe,ddtvery,loss w e�wisa sutfered hy eustomer resultiny d(rectly or indlrectly from any informatlon rov(ded YIS7A. NOTES I � I i � � i II� ' � For more information call VISTA Information Sofutions,Inc.at 1 -800-767-0403. Report ID:607101901 Date of Report:April 12,1999 Versia�261 Page Y2 -- I ��'°"`� ` - SITE ASSESSMENT REPORT _ _ ' IU#a� af Si�es within 1 �I��e �� I �, s� nz sc '•� �, � � ,, N \ a �I � s ,,��dst ''�._;� 1 � �• � e�' Se 174fh j�, f �r ,O��J� \� �^ � \ Sr 41 st St J �S�h S Se 17 h� ! ! \ � s 1 . � � / St Se�Ot�Ra a > � � S�� - '^ o � � - ( 179th Sl o N I �e Se 179t St � S 180th Si 3� S� t � � �„ \ w � � _ Se 181 � � � � f = '- 182nd "t � = Se 183rd I ¢'� io 0 $ 184 t � - � "' �� n i � - J � rp � Cn � 6th I \T3 "e IASih,I � 1g h PI � o� Se 1861h v tl Se 8 th �y 1 7 b S J � r 186tn S �t87th ' � i� � o i a - a Se 9tih � � b S 1 Olh Sl '° 190ih St I 'a !h S S ts �` � , J; � ---� �e 790 PI � 5 192rxi S t9 nd St 55t St � � � { �, _ 5 941h 5 t� `' n v °' � � Se 4th PI � o � � (Jl J L• ` S � L1 D S 196t St 5 1 7th St � Se 1 th St v> � `° � 5 198th l �/ � � �o 0 ,Q ti � � a� w � N r � � �'% y m °° ;y � � �a ' a' a' � h��S � � � .S/ � � r a � �'� Se i00fh S� o o �n ?OOth 5! 1 a l y I i � L � � � `z � . S 202nd St T ` s �03rd St� Se'�Si I o � I . � � , � N �� 1 , Q � S O41fi St � y `^� Se 041h Si � 04fh � r _ � P ' : S zo6m si � �,I ,. N 2o6tn,at � 2o��Nsi I 0 0.25 0.5 , v �� p i �� Se Q � ! s zas�n ry � s� zoau�s� Miles '� � i 'I : Category: A 8 C D I Subject Site Databases Searched to: 1 mi. 1/2 mi. 1/4 mi. 1i8 mi. � Single Sites � � � (1 Muitiple Sites � � �x. �� \/\ Highways and Major Raads NPL, SPL, CERCLISI UST ERNS, �� Roads CORRACTS NFRAP, GENERATORS �� Railroads (TSD) TSD, LUST, - •• Rivers or Water Bodies � SWLF, SCL _ - ' � Utilities i For More InfoRnation Call VISTA Infarmation Solutions, Inc. at 1 -800 -7s7 -0403 Report ID: 607101901 Date of Report: April 12, 1999 ,~�..r. Page�R3 � SITE ASSESSMENT REPORT Street Map � �, Se 172 d St ,,'`^ N � C S 173 St s `c�`, � e� Se 174t ', a . � �r p'�� n Sw 41st St S �Sih � Se 176th St � S� u Sti 5e�°��a a a F � �. .. = �7$ L m ; � 179th St ^ �, y 1 St a � R S 180th St ' 3 SZ s u' � � � � m . o _ Se 181 a �' � ' 182nd St o < � a Se 183 I S 184 St `" > s " 7 � o � � U A m � 6th I ,r3 9� 185th I Se 18 t PI v, �o Se 186th t > a� E' Se 8 th 5a h 5 g � 188th� 187th o � g v o � 9lh N n a S 1 Oth St Oth �ti `� e 190th St g, $ 5 l$ n Se 190 h PI ` S 192nd � �,_ nd St SSt St � N a . O� Q � VY � C I 5 94th � = I s 7 � Se 4th PI � o � s < y D S 796 S � S 1 7th St � � Se 1 th St �n o` N m 5 198 5� -0 y � 6 ~� y Vf N L � m � � <' a' � 19 p S N 99 Sl %� � � < o �' I Se 200th St � � �' 200fh St <' a ao � u s � � 6 m S 202n Si s � �, OJrd St Se 02 ' St � � N N ^ N � � � � W S �4U1 $t N � � SE 04 St � �4�h f < > � � t P I i O � °� + m � I i s 2o6tn st � s � 2a6u, �� zo�t s< << 0 025 0.5 i � '- c �`+ < ,' S 2Q8th t ry v+ Se 208th St MI�@S , rn I �\ Highways and Major Roads Subject Site �� Roads � �� Railroads I Rivers or Water Bodies �- - Utilities I i For More Information Call VISTA Information Solutions, Inc. at 1 -800-767- 0403 Report ID: 6071019U1 Date of Report: April 12, 1999 ', Page#4 SITE ASSESSMENT REPORT SITE INVENTORY A B C D PROPEFiTY AND THE ADJACENT AREA o n. MAP (within 1!8 miie) �' LL ID Q `—�n v� z z VISTA 1D � U F tL V N W W DISTANCE J OC J 1 OC G u� -� �c F- z � C7 aoac� wv� � 3o �n ¢ c7 � DlRECT10N z U tn tn U � � tn F- � W � v� No Records Found - ...: ' _ : A. _ B _ . __� p SITES IN THE SURROUNDING AREA o _ a MAP -_ � . _ _ (within 1/8-1/4 mile) °' � ID Q � N zz VLS7A ID � U � u. U . N W W DI57ANCE ., CCJ .� ¢ ptn -� �tH2 � �7 aOaUwvs � 3OtnaCC7 � D/RECT/ON Z U tn tn C� F- .� tn H � W J w No Records Found A B C D SITES IN THE SURROUNDING AREA o a MAP (within 1/4-1/2 mile) � � ID � : z` � V � V W W WSTANCE J � J J ¢ p t~/� � �t H Z � C7 a. Oac.� w � � 3O � o� C7 � DIRECTTON Z V N <!J U F- J </7 F- � W J fn No Records Found A B C D SITES IN THE SURROUNDING AREA o a MAP (within 1!Z-1 mile) "' � ID � iz z S V !i V _ y W W DlSTANCF J � J J oC G t~i� � X 1— Z � C'S c. oac� wv, � 3o � o� c7 � aaecnoN z c� �n v� c� f- � v� f- � u� � v, B S B DIVERSIFIED CO INC 2� 1 8202 S 200TH ST �.ao w X � KENT,WA 98032 � � X=search criteria; •=tag-along(beyond search criteria). For more information call VISTA Infom�ation Solutions,Inc.at 1 -800-767-0403. Report ID:607101901 Daie of Report.Aprii 12,1999 ; vers;an 2&1 - - na9e as A B C D 1 ' UNNIAPPED SITES `" ¢ � N � f- � Q V �y CJ LLJ W - J Q J J � Q f! J �C F— Z � C7 aoac� u� cn � 3o �nocc� � VIS7A lD Z V N N V F— J v! F � W J v� VALLEY FREEWAY PARK-TRAMMELL CROW C0. �� 20400 8TH AVE.S. X � KENT,WA 98031 - WASHINGTON PARKS RECAEATION-SALTWAT �75 25205 8TH PLACE S. X KENT,WA 98031 HUMBLE OIL REFlNING COMPANY �� 10160 SE 94TH X RENTON,WA 9805� PD J MEATS INC.-M.LOTTO PRES. 1�� N.5020 FRAGER RD. X KENT,WA 98031 KENT SCHOOL PARK ORCtiAAD �as2st3 1110 SE 232ND ST. X KENT,WA 98031 METRO EAST DIVISI�N �012 RENTON TREATMEM PLANT X RENTON,WA 98055 FEDERAL AVIATION ADMINISTRATION v rsro2oo 6400124TH AVE S X X RENTON,WA KEPIT WA LINE SEG 51 PRINT 468 ��1� : MP 16.3 3R0 SUB PACIFIC DIVISION X �i KENT,WA � X=search criteria; •=tag-along(beyond search criteria). � For more informaGon call VISTA information Solutions, Inc.at 1-800-767-0.403. Report ID:607101901 Date of Report:Apri112,1999 Versron 2&1 - - SITE ASSESSMENT REPORT DETAILS PROPERTY AND THE ADJACE�IT AREA(within 1/8 mile) No Records Found : SI'TES IN THE SURROUNDING AREA(within 178-1/4 mile) No Records Found ' StTES IN THE SURROUNDING AREA(within 1/4-1/Z mile) Na Records Found ! i, i � 'VISTA address includes enhanced city and ZlP. ' For more information call VISTA lnfortnation Solutions,Inc.at 1 -800-767-0403. � RepoR ID:607101901 Date of Report:April 12,1999 Version 26.1 � PaQe,�7 SRES IN THE SURROUNDING AREA(within 1/2-1 mile) VISTA B S B DIVERSIFiED CO INC VISTA ID#: 204438 �a io Address': 82Q2 S 200TH ST Distance/Direc�ion: 1.00 MI/SW � KEIVT WA 98032 Flotted as: Point 1 CORRACTS/SRC#5596 EPA ID: WAD076655182 Agency Address: BSB DIVERS1FlED CO IMC szaz s 2oon�sr KENT,WA 980Ci2 Priori�zation Status: �1�+� RCRA Facility Assessmern Completed: rEs Notice of Contaminatlon: � Determinatlon of need For a RFl(RCFiA Facilityl �S Inves�gatian): RFl Imposed: �s RFl Workplan Natice of Deficiency Issued: � RFl Workplan Approved: �S RFl Report Received: � RFl Approved: rEs No Further Corrective Action at this Time: � Stabilization Mesaures Evaluation: � CMS(Corrective Measure Study)Imposition: � CMS Workplan Approved: � CMS Report Received: � CMS Approved: � Date for Remedy Selectian(CN Imposed�: �S Correc4ve Measures Design Approved: �S Carrective Measures Investigation Workplan �S APProved: I Certlflcation of Remedy CompleUon: � Stabilization Measures Implementation: No Stabilizatlon Measures Completed: No CoRective Action Process Termination: No ; RCRA-TSD CORAACTS/SRC#5596 EPA ID: WAD076655182 � Agency Address• ese oiv�aslFieD co rrvC j ' a�a2 s zaorH sr KENT,WA 98ai2 I Off-Site Waste Received: � Land Disposai: � �S I Incinerator. � Stora reatment• �S I , � �VISTA address includes enhanced city and ZIP. � For more information call VISTA Information Solutions,Inc.at 1 -800-767-0403. Report ID:607101901 Date of Report:April 12,1999 ve�2s.� ��e � UNMAPPED SITES VISTA VALLEY FREEWAY PARK-TRAMMELL CROW C0. VISTA ID#: 6808385 Address': 2p4pp STH AVE.S. KENT WA 98031 WA Toxics-Washin an Toxics/SRC#5617 EPA/A en ID: WA Agency Address: SAAfEAS ABOVE Region: �R�� State Detail Descriptlon: � Contact• rarR�oareD Description: WASTEPETRWFUM PRODUCT Descri tion' WASTENON-HALOGENATED SOLVENTS Description: DATE ECOLAGY RECFIVED AEPOAT.•12/12P94 Gt0a00 Description' MEDIA:GROUNDWATFR Descri lon: REPORT TYPEFINAL DESC� IOfl: ISSUE OF SRE RFG(STER.'9Ci-41 VISTA WASHINGTON PARKS RECREATION-SALTWAT v�STA ID#: 6808375 Address':: 25205 8TH PLACE S. KENT WA 98031 WA Toxics-Washin on Toxics I SRC#5617 EPAlA en ID: WA I Agency Address: �AS�� 'I Region: tvoxn�+west State Detall Description: � Contact: NOT AEPORTED D@SC� t10�' WASTEPETROLEUMPRODIKT � i Descri tion' OATEFCOLOGYRECENEDREPORT.•4/6�93a0k00 Descri tion• MEn►asolc Descri tion: REPORT7YPEFlNAL Descri tion: fSSUEOFSITEREGISTER�s2�o VISTA KENT SCHOOL PARK ORCHARD VISTA ID#: 1852613 Address`: 1110 SE 232ND ST. KENT WA 98031 WA Toxics-Washin on Toxics I SRC#561T EPA/A en ID: WA Agency Address: ��+� Aegion: �o�w�sr State Detail Description: � Carnact: narA�o►� I DESC� 10(1: WASTE•PETAOLEUMPRODUCT I Description: DATEFCOLOGYRECElVEDREPORT.•11/17�'9f ROQ00 j Descri ion: ,umra:son. Descri ion• R�oArrr�rNr�ur Descri ion' lSSUEOFSITEREGlSTER:92-11 � 'VISTA address includes enhanced city and ZIP. � For more information call VISTA Information Solutions,Inc.at 1 -800-767-0403. � . Report ID:607101901 Date of Report.Aprii 12,1999 Version 26.1 �; Paqe+Y9 i�.�:; UNMAPPED SITES CONT. � VISTA METRO EAST DIVISION VISTA ID#: 6501012 Address': RENTON TREATMENT PLANT RENTON WA 98055 WA Toxics-Washin on Toxics!SRC#5617 EPA/A en ID: N/A Agency Address: SAAIEASABOVE Region: NOATHWEST State Detail Description: � Contact: narRFpoarm Descri tion: WASTE•POLYNUCLEARAROMAT/CHYDROCAABONS D@SC�I t10�: DATE ECOLOGY RECENED AEPOAT.•3/1296 QOLt00 Descri tion: REPORT TYPEFINAL DESCfI t10�: 1SSUFOFSITEREGISTER.94-27 uISTA FEDERAL AVfAT10N:ADMINISTRATION VISTA ID#: ti�lo2o0 Address': ` _ 640Q':124TH AVE S 'RENT�N WA STATE LUST-State Leakin Unde round Stara Tank/SRC#5618 EPA/A en ID: N!A Agency Address: sa�nsneovE Facility ID: a� Leak ID#: a� Remediation Status: CLEANUP STAATED �ledia Affected: so�� Region 1 D(strict: N Descri on/CommeM: srarus oare�aaiss � Descri on 1 Commertt: FAcrurr couNrr.��rn�c , ; � � � 'VISTA address includes enhanced city and ZIP. � For more information call VISTA Information Solutions,Inc.at 1 -800-767-OA03. Report ID:607101901 Date of Report:April 12,1999 Version 26.1 �� -; Paqe X10 SITE ASSESSMENT REPORT DESCRIPTION OF DATABASES SEARCHED A).DATABASES SEARCHED T01 MILE NPL VISTA conduds a database search to identify ali sites within 1 mile of your property. SAC#:5593 The agency release date for NPL was Pebruary,1999. The National Priorities List(NPL)is the EPA's database of uncontrolled or abandoned hazardous waste sites idemified for priority remedial ac�tions under the Superf�nd program.A site must meet or surpass a predetertnined hazard ranking system score,be chosen as a state's top priority site,ar meet three sperriafic criteria set jointly by the US Dept of Heafth and Human Services and the US EPA in orderto become an NPL site. SPL VISTA conducts a database search to ideMify ap sites within 1 mile of yaur property. SRC#:5429 The agency retease date for Confirmed Contaminated Sites Report was November,1998. The Washington Confirmed Contaminated Sites Report contains a WARM(Washington Ranking Model)BIN Number of 0-5 whicti is assigned to an NPt site designating it as a State Priority Site. CORRACTS VISTA conducts a database search to identify all sites within 1 mile of your properry. 5RC#:5596 The agency release date for HWDMSIRCRIS was February,1999. The EPA maintains this database of RCAA facilities which are undergoing'correciive action°.A"corrective action orde�' is issued pursuant to RCRA Section 3008(h)when there has been a release of hazardous waste or constitueMs into the environment from a RCRA facilitp.Carrective actions may be required beyond the faaliiy's boundary and can be required regardless of when the release occurred,even'rf it predates RCRA. B)DATABASES SEARCHED T01/7 MILE CERCLIS VISTA conducts a database search to ident'rfy all sites within 1/2 mile of your property. SRC#:5594 The agency release date far CERCLIS was January,1999. The CERCLIS List 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.The infomiation on each site includes a history of all pre-remedial,remedial,removal and community relations activiies or events at the site,financial. funding infortnation for the events,and unrestricied enforcement aciivities. NFAAP VISTA conducts a database search to ideM'rfy all sites within 1/2 mile of your property. SAC#:5595 The agency release date for CERCLIS-NFRAP was January,1999. NFRAP sites may be sites where,foilowing an initial investigation,no contamination was found,contamination was removed quidcly,or the contamination was not serious enough to require Federal Superfund action or NPL consideration. � � For more information call VISTA Information Salutions,Inc.at 1 -800-767-0403. Report ID:607101901 Date of Report:April 12;1999 Version 2&1 Page�1 i /� :i I r SCL VISTA conducts a database search to identify all sites within 1/2 mile of your property. SRC#:5428 The agency release date for Suspected Contaminated Sites Report was November,1998. The Washington Suspecled Contaminated Sftes Repart is not assigned a WARM(Washington Ranking Model)BIN Number,designating these sites a comaminated site. The Washington Affected Media and Contaminants Repart incJudes sites in the following categories:(1)National Priorities List(NPL)Sites,Federal Lead;(2)National Prioritities List(NPL)Sites,State Lead;(3)State Sites, Canfirmed Hazardous Substances Sites(sites where the presence of hazardous substances has been cor�'irtned by laboratory or field determinations;(4)Potential Hazardous Substance Sites,these sites have been reported to the Department of Ecobgy and further investigation including sampling is underway,(5)State Sites Under-going Long-Term Monitaring;and(6)Sites For Which Cleanup is Complete.This report includes some leaking underground � storage tank sites. RCRA-TSD VISTA conducts a database search to identii�l all sites within 1/2 mile of your propeny. SRC#:5596 The agency release date for HWDMSlRCRIS was February,1999. The EPA's Resource Conservation and Recovery Ad(RCFIA)Program idemifies and tracks hazardous waste from the point of generation to the poirrt of disposal.The RCRA Faalities database is a compilabon by the EPA of facilities which report generation,storage,transpo�tation,treatrnent or disposal of hazardous wasie.RCAA TSDs are faciiities which treat,store and/or dispose of hazardous waste. SWLF VISTA conducts a database search to ideMiiy all sites within 1/2 mile of your property. SRC#:5619 The agency release date for Municipal Solid Waste Facilities was September,1998. This database is provided by the Department of Ecology,Solid Waste Services Program.The agency may be contacted at:360-407-fi133. The Washington Solid Waste Inventory does not provide facility locations. LUST V1STA conducts a database search to idenfrfy all sites within 1/2 mile of your property. SRC#:5618 The agency release date far Leaking Underground Starage Tank List was January,1999. This database is provided by the Department of Ecology,To�cics Cleanup Program.The agency may be contacied at: 360-4077179. The Washington Department of Ecology Leaking Underground Storage Tank List contains some of the.same sftes included on the Regional lists.This list is being used because there are some'new'sftes and it indudes a site identification number.Because two I'�sts are being used,sites may be reporting twice. WA Site Register VISTA conduds a database search to idenMy ail sites within 1/2 mile of your property. � SRC#:5617 The agency release date for Toxic Cleanup Program Site Register was January,1999. This database is provided by the Department of Ecology,Toxics Cleanup Program.The agency may be contacted at: II 360-407-7200. The Washington Site Register To�acs Cleanup Program report details activities related to the study and deanup of hazardaus wasie sites under the Model Toxics Controi Act.Note that the State of Washington cautions that ir�formation contained under the Site Description is summarized informatian from an Independent Report and the Department of Ecology is not responsible far the accuracy of these reports.This repoR includes some leaking underground storage tank sites. � � For more information call VISTA Information Solutions,Inc.at 1 -800-767-0403. � Report ID:607101901 Date of Report:April 12,1999 Versian 261 Page�`12 1�,'; C)DATABASES SEARCHED T01/4 MILE USTs VISTA conducts a database search to identify all sites within 1/4 mile of your property. SRC#:554T The agency release date for Underground Storage Tank Database was January,1999. This database is provided by the Department of Ecology,Solid Hazardous Waste Program.The agency may be contacted at:360-407-7179;Caution-Many states do not require registration of heating oil tanks,especially those used for residential purposes. D)DATABASES SEARCIIED T01/8 MILE EANS VISTA conduds a database search to identify all sites within 1/8 mile of your property. SRC#:4939 The agency release date for was July,1998. The Emergency Respanse Notification System(ERNS)is a national database containing records from October 1986 to the release date above and is used to collect information for reported releases of oil and hazardous substances. The database contains information from sp�ll reports made to federal authorities including the EPA,the US Coast Guacd,the National Response Center and the Department of Transportation.The ERNS hotline number is(202) 260-2342. RCRA-LgGen VISTA conducts a database search to identify all sites within 1/8 mile of your property. SRC#:5596 The agency release date for HWDMS/RCRIS was February,1999. The EPA's Resource Conservation and Recovery Aci(RCRA)Program identifies and tracks hazardous waste from the point of generation to the point of disposal.The RCRA Facil'dies database is a compilation by the EPA of faalities which report generation,storage,transportation,treatment or disposal of hazardous wasie.RCRA Large Generators are facilities which generate at least 1000 kglmonth of non-acutely hazardous waste(or 1 kgJmonth of acutety hazardaus waste}. RCRA�mGen VISTA conducts a database search to identify all sites within 1/B miie of your property. SRC#:5596 The agency release date far HWDMSlRCAIS was February,1999. The EPA's Resource Conseroation and Recovery Act(RCRA)Program identifies and tracics hazardous waste from the point of generation to the point of disposal.The RCRA Faalities database is a compilation by the EPA of facilities which report generation,storage,transportation,treatment or disposa!of hazardous waste.RCFtA Small and Very Small generators are facilities which generate less than 1000 kgJmonth of non-acutely hazardous waste. , � � End of Report,-� � #_ � I � For more information call VISTA Information Solutions,Inc.at 1 -800-767-0403. I Report ID:607101901 Date of Report:Apri)12,1999 Version26.1 Page ilt3 �i1.-� �� ` � DISTRIBUTI ON I�, E-8379-1 I! 3 Copies McCaugherty Companies 14200 Southeast 272nd Street, Suite E-203 Kent, Washington 98031 Attention: Mr. Ron Tremaine VII. ER4SION/SEDIMENTATION CONTROL DE SIGN A. 1,620 LF of silt fence will be installed around the perimeter of the site to prevent silt-laden water to e�t the property. B. A 24' x 100' x 12"rocked construction entrance of 4"dia. — 8"dia. quarry spalls will be installed at the west entrance to the site from Talbot Road. C. A Temporary Sediment pond will be installed near the southwest corner of the site to be sized as follows: Per K.C.S.W.M. 1990 (94 Update) Section 5.4.5.1 Required Surface Area=2 x Q2/0.00096 QZ= 0.39/cfs (Per Drainage Report) 2 x 0.39/0.00096= 812.50 SF Top of Berm= 138.0 Weir Elevation= 137.0 Water Surface Elevation= 136.0 Surface Area Required= 812.5 SF Surface Area Provided= 900 SF Bottom of Trap= 133.5 2,150 LF of`V' Ditch Interceptor with rock check dams set at prescribed intervals will route silt laden runofFto the sediment trap. �� 'I � � � �'I i � i P:1Project Files19804819848 drainage report.doc ' ..:;-�� _ I VIII. COST ESTIMATE P:�.Project Files1980<t8\9848 drainaee report.doc � `- j�' .,