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Home My WebLink About03460 - Technical Information Report �� Core Design,lnc. O CORE 14711 N.E.29fhPlace,5uite 101 � � DESIGN Bellevue,Washington98007 425.885.7877 Fax425.885.7963 � www.coredesigninc.com '-! ' TECHNICAL INFORMATION REPORT (T.I.R.) FOR TALBOT RIDGE ESTATES KING COU:�TY, WASHINGTON � is �� O � C '? !n,� i�� "�OS __ =s. �_Af�1� I��- ;r_RVICES UIVISION P dr `� �� . �y o�cP Prepared by: Gina R. Brooks, P.E. a�e o �� I James A. Morin, P.E. a��'�' I Date: March, 2007 ' i Revised: November, 2007 �nEs 2-10-O '� Core No.: 04120 �_ _p--1 � ENGINEERING � PLANNING � SURVEYING �y�� KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET � -- _ _ _ ,- � , Part 1. PROJEGT OWNER AND - Part 2: PROJECTLOCATION AND ` - __ -_- PROJECT ENGINEER - - � DESCRIPTION , ` - _ _ Project Owner3�lm�r�- 1-�ome.�l nG• Project Name � � R,,� � Phone o20(D-��q--Z I �[�� DDES Permit# �.... 1� ' Address po �� a�� Location Township o2� IY'�QY1C� � ��' 9��3 Range �J' Project Engineer ��1(10..�Y'U6�.�� • Section _� Company �,�� 1 L• Site Address ��,�.�0 �� k �U�.� :�,�.�G Phone - � �� - _ - ,._. . : .. -. : _ -__ Part 3`-`TYPE OF PERMIT APPLICATION: � �'�' Part 4=-'OTHER REVIEWS'AND PERMITS - � . _ ._ . _ ,� Landuse Services ❑ DFW HPA ❑ Shoreline � u diviso Short Subd. / UPD ❑ COE 404 anagement ❑ Building Services ❑ DOE Dam Safety Structural MIF/Commerical / SFR ockeryNaulU Clearing and Grading ❑ FEMA Floodplain ❑ ESA Section 7 Right-of-Way Use ❑ COE Wetlands ❑ Other ❑ Other _ . , _ _._: _ Part 5_ �FLAN AND REPORT INFORMATION . - ,. . _ _ __ , _ __ . Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review Full / Targeted / Type (circle one): Full / Modified / (circle}: arge Site mall Site Date (include revision �1dlX�C.�'�..o�.�� Date (include revision rn(J�.r U� o�-�� dates): dates): - Date of Final: Date of Final: _ -_ -_= - - - �. _ _ _,. - . . . , � .: _ Part 6 ADJUSTMENT APPROVALS = ;�" ' _ '� � ` _ _ .. _. :. .. . . _ ... -- - - __ _ _ . _�. :. ..._._ _:, ... ___� __.. ._. ... . Type (circle one): Standard / Complex / Preapplication / Experimental/ Blanket Description: (include conditions in TIR Section 2) ► Ad' . -� 5t��m Cc�YI . 1 - L S 1 �rZ n .� - Date of A roval: 1 �� 1 O 9 02� 2005 Surface Water Desion Manual 1/1/OS 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL � TECHNICAL INFORMATION REPORT (TIR) WORKSHEET , Part 7_-.MONITORING REQUIREMENTS � - - _ = . _ . _ . . . . . . . . ._. ._ _ _ . Monitoring Required: Yes / No Describe: Start Date: Completion Date: :; -. . - - _ - _ _ ; ... , _ < .Part_8 ;;SITE GOMMUNITY ANb DRAINAGE BASIN -� .:.; _ . - � _ _.:: _ ,.= Community Pian : �(�pS �Y'LQ.,k Special District Overlays: Drainage Basin:��l.C�k '�,1 • Stormwater Requirements: e0 �,1'1/C��?(3►'� Parf,9 ONSITE AND ADJAGENT SENSITIVE AREQS = � = _ _ . _ . . , _ . . _ . ❑ River/Stream Steep Slope ❑ Lake ❑ Erosion Hazard ❑ Wetlands ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain ❑ Seismic Hazard ❑ Other ❑ Habitat Protection ❑ .;. _ , .- � - >_� _ ; - , ; . , : - Part.10 SOILS . .�: : Soil Type Slopes Erosion Potential fP►1 c�e�wc�oe� Cp��-� Co- I 5�e v�nnd-�ra.�4-�. ! ❑ High Groundwater Table (within 5 feet) ❑ Sofe Source Aquifer ❑ Other ❑ Seeps/Springs ❑ Additional Sheets Attached �- 2005 Surface Water Design Manual 1/1i05 � KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET _ - _ _ Part 11 - DRAINAGE DESIGN LIMITATIONS - REFERENCE LIMITATION/SITE CONSTRAINT ❑ Core 2—Offsite Analvsis ❑ Sensitive/Critical Areas ❑ SEPA ❑ Other '� Co,� I � � 1._. 1 C� ❑ Additional Sheets Attached �lls 2 pCSY-�' Pa�t 12 TIR SUM _._ ; - _ _ : . . , . ..- - , _ , _ _ MARY SHEET. � (provide one T1R Summary.Sfieetper-Threshold DiscFiarge A�ea) Threshold Discharge Area: name or descri tion Core Requirements (all 8 apply) Dischar e at Natural Location Number o atural Dischar e Locations: Offsite Analysis Level: 1 2 / 3 dated:� OS� I Flow Control Level: 1 / 2 3 or Exemptio Number �— incl. facilit summa sheet Small Site BM s tr rGt�'C U Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor: Y1 1(' QS ►�1'1 � Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: Private Public If Private, Maintenance L Re uired: Yes /No Financial Guarantees and Provided: Yes ! No Liabilit Water Quality Type: Basic / Sens. Lake / Enhanced Basicm / Bog (include facility summary sheet) or Exemption a Landsca e Mana ement Plan: Yes / No ' S ecial Re uirements as a licable I Area Specific Drainage Type: CDA/SDO/MDP 1 BP/LMP/Shared Fac. None I Re uirements Name: Floodplain/Floodway Delineation Type: Major / Minor / Exemption None 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: Source Control Describe fanduse: (comm./industrial landuse) Describe any structural controls: 2005 Surface VVater Design Manual 1/1/0� 3 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL ', TECHNICAL INFORMATION REPORT (TIR) WORKSHEET I Oil Control High-use Site: Yes / No I Treatment BMP: Maintenance Agreement: Yes / No with whom? ' Other Draina e Structures Describe: ._. Part 13 EROSION f�ND SEDIMENT CONTROL RE�2UIREMENTS ; - `° � MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION Clearing Limits � Stabilize Exposed Surfaces Cover Measures � Remove and Restore Temporary ESC Facilities � Perimeter Protection � Clean and Remove All Silt and Debris Ensure � Traffic Area Stabilization Operation of Permanent Facilities � Sediment Retention ❑ Flag Limits of SAO and open space preservation areas � Surface Water Control ❑ Other Dust Control Construction Se uence Part:-14 STO:RMWAT.ER=FACILtTY-'DE-S..CRIPTIONS Nofe_.Include Facih _Suirmma ;;and Sketch =� , Flow Control T e/Descri tion Water Qualit T e/Descri tion � Detention va�'� ❑ Biofiltration ❑ Infiltration � Wetpool �aU�� ❑ Regional Facility ❑ Media Filtration ❑ Shared Facility ❑ Oil Control ❑ Small Site BMPs ❑ Spill Control ❑ Other ❑ Small Site BMPs ❑ Other 2005 Surface Water Design Manual 1/1/0� 4 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET ' Part 15 EASEMENTS/TRAC.TS Part 16 STRUCTURAL ANALY5IS ❑ Drainage Easement �Cast in Place Vault ❑ Access Easement ❑ Retaining Wall ❑ Native Growth Protection Covenant �Rockery > 4' High �Tract ❑ Structural on Steep Slope ❑ Other ❑ Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER': I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the information provided here is accurate. �`a �� Si ned/Date � 2005 Surfac�e�T��ater Design Manual 1/1;05 � 5 TALBOT RIDGE ESTATES TABLE OF CONTENTS 1. Project Overview 2. Conditions and Requirements Summary 3. Off-Site Analysis 4. Flow Control and Water Quality Facility Analysis and Design 5. Conveyance System Analysis and Design 6. Special Reports and Studies 7. Other Permits 8. CSWPPP Analysis and Design 9. Bond Quantities, Facility Summaries, and Declaration of Covenant lO.Operations and Maintenance Manual I I 1. PROJECT OVERVIEW: The project site is located south of SE 192"d Street and west of 102"d Avenue SE,just outside the City of Renton City Limits in unincorporated King County. Specifically the project is in the northwest quarter of Section 5, Township 22 N, Range 5 E. See attached vicinity map following this section. Also see the following "King County Aerial Map" for an overall view of the area. The King County tax parcel ID for this property is 0�22059045. The site is bordered by SE 192°d Street and single family residences on the north, 102na Avenue SE on the east, an existing single family residence to the south and the Plat of High Park Tracts to the west. The property is 4.36 acres in size and vacant. Ground cover is predominately forested except for pavement along the west boundary that is part of the road section for 102"d Avenue SE. The property generally slopes downward to the west with the western third of the property as steep as 4:L No upstream drainage is received by the property. Existing sheetflow drainage is received by three existing single family lots adjacent to the west boundary of the subject property. See Downstream Analysis (Existing Course) in Section 3 of this Report for a description of the existing downstream system. The approved preliminary plat had a layout w�ith 27 lots. This number of lots required a transfer of development rights (TDRs). It has since been decided to increase the lot size and reduce the lot number so TDRs are no longer required. Some of the lot numbers in the Hearing Examiner's Conditions no longer make sense unless the preliminary plat is referenced. The proposed project includes constructing 22 single-family residential lots with associated roadways and utilities. Access to the site will be via 102"a Avenue SE. Half- street improvements on 102"d Avenue SE along the property's east frontage , including minor pavement widening and installation of curb, gutter, and sidewalk, will be completed as part of the subject project as well as more extensive improvements along SE 192°d Street which��-ill address existing inadequate stopping sight distance. Developed drainage will be conveyed to a proposed combination water qualityldetention vault that will be located in the northwestern corner of the property. The vault will discharge to an existing ditch located just beyond the northwest corner of the property ��ithin the SE 192"d Street Right-of-Way. The existing ditch is located within a separate basin from the existing discharge location described above. See Downstream Analysis (Discharge Course) in Section 3 of this Report for a description of the proposed discharge downstream system. Discharge to the existing ditch has been approved via the 2005 KCSWDM Adjustment Request(File No. LOSV0061). See copy of approved adjustment in Section 2 of this Report. As a requirement of the SWM Adjustment, a 10% volumetric factor of safety will be applied to the detention facility. 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CONDITIONS AND REQUIREMENTS SUMMARY: � Attached on the follow7ng pages are the Hearing Examiner's conditions along with the 2005 KCSWDM Adjustment Request(File No. LO�V0061), Road Variance (File No. LOSV0066), and letters from affected neighbors authorizing regrading of existing ! driveways adjacent to revised SE 192"d Street. 1. Compliance with all platting provisions of Title 19A of the King County Code. 2. All persons having an ownership interest in the subject property shall sign on the face of the final plat a dedication which includes the language set forth in King County Council Motion No. 59�2. 3. The plat shall comply��ith the density requirements of the R-6-SO zone classification. All lots shall meet the minimum dimensional requirements of the R-6-SO I� zone classification or shall be as shown on the face of the approved preliminary plat, � j whichever is larger, except that minor revisions to the plat which do not result in substantial changes may be approved at the discretion of the Department of Development and Environmental Sen-ices. 4. The applicant shall provide the TDR certificate ��ith the submittal of the engineering plans and the final plat. If the TDR certificate cannot be obtained, the applicant shall redesign the number of lots based upon the allowable density. This will result in the reconfiguration and loss of lots. 5. All construction and upgrading of public and private roads shall be done in accordance with the King County Road Standards established and adopted by Ordinance No. 11187, as amended (1993 KCRS). 6. The applicant shall obtain documentation by the King County Fire Protection Engineer certif��ing compliance with the fire flow standards of Chapter 17.08 of the King County Code. 7. Final plat approval shall require full compliance with the drainage provisions set forth in King County Code 9.04. Compliance may result in reducing the number and/or location of lots as shown on the approved preliminary plat. Preliminary review has identified the following conditions of approval which represent portions of the drainage requirements. All other applicable requirements in KCC 9.04 and the Surface Water Design Manual (SWDM) must also be satisfied during engineering and final review�. a. Drainage plans and analysis shall comply with the 1998 King County Surface Water Design Manual and applicable updates adopted by King County. DDES approval of the drainage and roadway plans is required prior to any construction. b. Current standard plan notes and ESC notes, as established by DDES Engineering Review, shall be shown on the engineering plans. c. The following note shall be shown on the final recorded plat: "All building downspouts, footing drains, and drains from all impervious surfaces such as patios and driveways shall be connected to the permanent storm drain outlet as shown on the approved construction drawings # on file with DDES and/or the King County Department of Transportation. This plan shall be submitted with the application of any building permit. All connections of the drains must be constructed and approved prior to the final building inspection approval. For those lots that are designated for individual lot infiltration systems, the systems shall be constructed at the time of the building permit and shall comply with plans on file." d. The stormwater facilities for this site shall be desi�ned to meet at a minimum the Conservation Flow Control and Basic Water Quality requirements in the 2005 King County Surface Water Design Manual (KCSWDM). A Surface Water Drainage Adjustment (LOSV0061) is approved for this site. All conditions of approval for this adjustment shall be met prior to approval of the engineering plans. e. To implement the required Best Management Practices (BMP's) for treatment of storm w�ater, the final engineering plans and technical information report (TIR) shall clearly demonstrate compliance with all applicable design standards. The requirements for best management practices are outlined in Chapter 5 of the 2005 KCSWDM. The design engineer shall address the applicable requirements on the final engineering plans and provide all necessary documents for implementation. The final recorded plat shall include all required covenants, easements, notes, and other details to implement the required BMP's for site development. 8. The applicant's geotechnical engineer shall provide recommendations for the design and construction of the road, onsite grading and compaction, drainage detention vault, and any required retaining walls. The geotechnical recommendations shall be included in the TIR and incorporated into the design urith submittal of the engineering plans. 9. Special geotechnical construction inspection of the road improvements, onsite grading and compaction, drainage detention vault, and any required retaining wa11s is required to ensure compliance with the geotechnical recommendations. Daily inspection reports shall be submitted to the assigned Land Use Inspector during the construction phases of those facilities. A final construction report shall be submitted verifying compliance with the geotechnical recommendations. Notes requiring the above shall be shown on the engineering plans. 10. Geotechnical engineer review of the future home foundation construction is required. Notes to this effect shall be shown on the engineering plans and the final plat. 11. The proposed subdivision shall comply with the 1993 King County Road ' Standards (KCRS) including the following requirements: a. Road A shall be improved at a minimum to the urban subaccess street standard, with a cul-de-sac at the west end. If Road A is improved with only a 24-foot roadway width, then it shall be signed "No Parking" on both sides of the road. b. FRONTAGE: The frontage along 102°d Ave SE shall be improved at a minimum to the urban neighborhood collector street standard (west side). The design shall require compliance with Section 4.01(� of the KCRS; asphalt overlay when widening. c. FRONTAGE: The frontage along SE 192°d Street shall be widened and lowered, as approved by DDES and in compliance with the conditions of approval for Road Variance LOSV0066. The frontage shall be widened to the urban neighborhood collector standard on the south side. The road lov��ering is required to improve the entering and stopping sight distance at the SE 192°d Street/102°d Ave SE intersection. Details of this improvement shall be shown on the engineering plans and routed to KCDOT for approval. d. The proposed private access tract and joint use driveways shall comply «rith Sections 2.09 and 3.01 of the KCRS, unless otherwise approved by DDES. These tracts shall be owned and maintained by the lot owners served. Notes to this effect shall be showed on the engineering plans and the final plat. e. Modifications to the above road conditions may be considered according to the variance provisions in Section 1.08 of the KCRS. 12. All utilities within proposed rights-of-way must be included within a franchise I approved by the King County Council prior to final plat recording. 13. The applicant or subsequent owner shall comply with King County Code 14.75, Mitigation Payment System (MPS), by paying the required MPS fee and administration fee as determined by the applicable fee ordinance. The applicant has the option to either: (1) pay the MPS fee at final plat recording, or(2)pay the MPS fee at the time of building permit issuance. If the first option is chosen, the fee paid shall be the fee in effect at the time of plat application and a note shall be placed on the face of the plat that reads, "All fees required by King County Code 14.75, Mitigation Payment System (MPS), have been � paid." If the second option is chosen,the fee paid shall be the amount in effect as of the i date of building permit application. 14. Lots within this subdivision are subject to King County Code 21A.43, which imposes impact fees to fund school system improvements needed to serve new � development. As a condition of final approval, fifiy percent (50%) of the impact fees due for the plat shall be assessed and collected immediately prior to recording, using the fee schedules in effect when the plat receives final approval. The balance of the assessed fee shall be allocated evenly to the dwelling units in the plat and shall be collected prior to building permit issuance. ' 15. The planter islands (if any) within the cul-de-sacs shall be maintained by the abutting lot owners or homeowners association. This shall be stated on the face of the final plat. 16. Suitable recreation space shall be provided consistent �vith the requirements of I KCC 21A.14.180 and KCC 21A.14.190 (i.e., sport court[s], children's play equipment, picnic table[s], benches, etc.). A detailed recreation space plan(i.e., azea calculations, dimensions, landscape specifications, equipment specifications, etc.) shall be submitted for review and approval by DDES and King County Parks prior to or concurrent with the submittal of the engineering plan. This plan must not conflict with the Significant Tree Inventory & Mitigation Plan. b. A performance bond for recreation space improvements shall be posted prior to recording of the plat. 17. A homeowners' association or other workable organization shall be established to the satisfaction of DDES which provides for the ownership and continued maintenance of the recreation, open space and/or sensitive area tract(s). 18. Street trees shall be provided as follows (per KCRS 5.03 and KCC 21A.16.050): a. Trees shall be planted at a rate of one tree for every 40 feet of frontage along all roads. Spacing may be modified to accommodate sight distance requirements for driveways and intersections. b. Trees shall be located within the street right-of-w�ay and planted in accordance with Drawing No. 5-009 of the 1993 King County Road Standards, unless King County ' Department of Transportation determines that trees should not be located in the street ' right-of-way. ' c. If King County determines that the required street trees should not be located within the right-of-way, they shall be located no more than 20 feet from the street right- of-way line. d. The trees shall be owned and maintained by the abutting lot owners or the I�' homeowners association or other workable organization unless the County has adopted a maintenance program. Ownership and maintenance shall be noted on the face of the final �' recorded plat. e. The species of trees shall be approved by DDES if located �-ithin the right-of- way, and shall not include poplar, cottonwood, soft maples, gum, any fruit-bearing trees, or any other tree or shrub whose roots are likely to obstruct sanitary or storm sewers, or that is not compatible with overhead utility lines. f. The applicant shall submit a street tree plan and bond quantity sheet for review and approval by DDES prior to engineering plan approval. g. The applicant shall contact Metro Service Planning at 684-1622 to determine if SE 192nd Street and/or 102"d Avenue SE are on a bus route. If SE 192"d Street and/or 102°d Avenue SE aze a bus route, the street tree plan shall also be reviewed by Metro. h. The street trees must be installed and inspected, or a performance bond posted prior to recording of the plat. If a performance bond is posted, the street trees must be installed and inspected w7thin one year of recording of the plat. At the time of inspection, if the trees are found to be installed per the approved plan, a maintenance bond must be submitted or the performance bond replaced with a maintenance bond, and held for one year. After one year, the maintenance bond may be released after DDES has completed a second inspection and determined that the trees have been kept healthy and thriving. i. A landscape inspection fee shall also be submitted prior to plat recording. The inspection fee is subject to change based on the current County fees. 19. To implement SO-220 pursuant to former KCC 21A.38.230, a detailed tree retention plan shall be submitted with the engineering plans for the subject plat. The tree retention and engineering plans shall be consistent with the requirements of SO-220. No clearing of the site is permitted until the tree retention plan is approved by DDES. Flagging and temporary fencing of trees to be retained shall be provided, consistent with SO-220. The placement of impervious surfaces, fill material, excavation work, or the ' storage of construction materials is prohibited with the fenced areas around preserved ' trees, except as may be permitted under the provisions of SO-220. A note shall be placed on the final plat indicating that the trees shown to be retained on the tree retention plan shall be maintained by the future owners of the proposed lots, consistent with KCC 21A.38.230(B)(6). The tree retention plan shall be included as part ', of the final engineering plans for the subject plat. '� 20. In the event that any archaeological objects are uncovered on the site, the ' applicant shall comply with RCW Chapter 27.53, Archaeological Sites and Resources. Immediate notification and consultation with the State Office of Archaeology and Historical Preservation, King County Office of Cultural Resources and relevant tribes (including the Suquamish, Puyallup and Muckleshoot tribes) is required if discovered materials are prehistoric and a site is present. 21. All future residences constructed within this subdivision aze required to be sprinkled NFPA 13D unless the requirement is removed by the King County Fire Marshal or his/her designee. The Fire Code requires all portions of the exterior walls of structures to be w�ithin 150 feet (as a person would walk via an approved route around the building) from a minimum 20-foot wide, unobstructed driving surface. To qualify for removal of ! the sprinkler requirement driving surfaces between curbs must be a minimum of 28 feet in width when parking is allowed on one side of the roadway, and at least 36 feet in width , when parking is permitted on both sides. Additionally, minimum 20-foot wide driving ' surfaces must be provided on Tracts A and B, and the driveway serving Lot 11; or � residences constructed on Lot 11, and Lots 16 through 19 and 23 through 26 will have to i be sprinkled. % � ICing County Department of Development and Environmental Services 900 Oakesdale Avenue SW Renton,WA 98055-1219 November 17, 2005 Robert Wenzl Robert H. Stevens, P.E. Belmont Homes, Inc. Core Design, Inc. P.O. Box 2401 14711 NE 29�' Place, #101 Kirl:land, VJA 98083 Bellevue, VJA 98007 RE: Talbot Rid�e Subdivision 200� KCSV�rDM Adiustment Request (File No. LOSV0061) i Deaz Applicant and Engineer: The Land Use Services Division, Engineering Review Section, has completed revie�� of the adjustment request for the Talbot Rid�e subdivision. You are requesting approval for an adjustment from the 200� King County Surface Water Design Manual (I�CSVi�"DM) Core Requirement No. 1, Section 1.2.1, Discharge at the Natural Location. Our reviev��of the information and a site visit provides the following findings: 1. The proposed Talbot Ridge subdivision is located adjacent to the southwest comer of the intersection of SE 192nd Street and 102"d Avenue SE. The 27 Iot, 4.36 acre, proposed Talbot Ridge subdivision is filed under Land Use Services Division (LUSD) � file number LO�P0007. 2. The Talbot Ridge subdivision is located in the Springbrook Creek tributar}� area, Black River subbasin of the Lower Green River basin. The site is subj ect to the Conservation (Level Two) flow control and Basic water quality requirements of the ?005 KCSVti'DM. �. The east-west oriented rectangular site slopes moderatel}� from east to west. The «�estern edge of the site contains slopes steep enough to prevent development. Sheetflow fi•om the site then enters the backvards of the lots on the east side of 99�' Place South, migrates through the lots and ends up on 99`h Place South. The 99`h Place South drainage s}�stem directs flows south and enters the Springbrook Park v��atershed area characterized by very steep slopes and designated landslide and erosion hazard areas. Flow continues west through the «�atershed area until passing v�rest via culvert under Talbot Road South. Flow continues northwest through the Sprin�brook Trout Farm, a designated wetland area and then crosses north under South 5�� Street(the City of Renton's designation for SE 192"d Street) and turns west to pass under Highway 167. By this time, the stream is designated salmonid. Very little upstream flo« enters the site. Talbot Rid�e,�L0�V0061 November 17, 200� Paae 2 of 3 4. The proposal is to collect most runoff from the project site and direct it to a single detention and water quality facility located near the northwest comer of the site just shy (east) of the steep slope area. The allowed release would then be conve3�ed to the western property line that abuts the right-of-way and outlet to an open ditch. Flow would then enter a catch basin on the south side of SE 192"d Street and be diverted from its natural dischazge location by crossing to the north side of the road. Drainage would continue west along the north side of SE 192"d Street. After crossing Talbot Road South, the di`�erted downstrea.m path would realign with the original downstream path before reaching Highway 167. Nuisance flows to the abutting lots on the western property line would see sheetflow sienificantly reduced. There would be a reduction in flows through the Iandslide and erosion hazard areas of the Springbrook watershed. Frontage improvements are included in the conceptual drainage plan. �. No decorative ponds or shallow wells have been identified that vvould be affected by the proposed diversion. 6. The Level One Draina�e Analysis identified no restrictions or problems associated ��rith the proposed discharge location. In fact, it is the natural discharge location that has e�perienced drainage complaints. VVhere flowrs enter the watershed area at the southern end of 99`�' Place South erosion has been reported. In addition, the dovvnstream Trout Farm has experienced erosion problems from suspended sediments during nev��construction. The diverted path«-ould help to reduce these occurrences. Based on these findings,we hereby approve this adjustment to allo«�the off-site diversion of runoff from the stormv��ater facility draining to the north side of South 192"d Street with the � follo��ing conditions: 1. The release rates for the detention facility will be based on the tributary area being directed to the facilit��. 2. The volume for the detention facility «--ill be based on all flows directed to the facilit�� at full development under current zoning. The allowed release rate will be reduced by az�y undetained flows that would bypass the proposed subdivision drainage facilities. The detention volume shall be sized using the Conservation flov�- control standard in ' the 200� KCSVi�I?M. A 10 to 20 percent volumetric factor of safety must be applied to all storm events requiring detention. The design Technical Inforn�ation Report shall state the factor of safety selected and the basis of that determination. 3. VJater quality facilities must be sized based on the entire proposed subdivision draining to the facilities including any required frontage improvements. ' 4. All onsite or offsite drainage facilities must be located in a pubiic right-�f-way, recreation space tract with easement or storm drainage tract dedicated to King Counn-. Talbot Ridge/LO�V0061 November 17, 2005 Page 3 of 3 �. Additional storm drainage requirements identified by SEPA or the plat hearing review will apply to this project. The applicant retains all rights and privileges afforded in ', Section 1.4. ' If you have an3r further questions regarding this KCSWDM adjustment or the design requirements, please contact A�ark Bergam at (206) 296-7270. S incerely, ' / \ ' �� James Sanders, P.E. Jim Chan, P.E. Development Engineer Supervising Engineer Engineering Review Section Site Engineering and Planning Section Land Use Services Division Building Services Division cc: Curt Crawford, P.E., Managing Engineer, Stormwater Services Section, KCDNR Bruce V�'hittaker, Engineer III, Engineering Review Section, LUSD Trisha Bull, Project/Program Manager II, Current Planning Section, LUSD I�1ark Berg,am. P.E.. En�ineer IIt, En,ineering Reviev�� Section, LUSD � , � � !_ , � S�rface Water Design Manual �g�°�ty Requirements 1 Standae�ds Department of Devdopmertt and Envaonmental Serviees ��w�A�ggp��2W g Adjustment* Request Project Name: DDES Project File No.: L05P0007 Talbot Ridge Estates DDES EngineeNPianner Name: _ Bruce Whitaker / Trishah Ball Project Address: Design Engineer: Phone: 19200 102nd Avenue SE Robert �„ Stev�ns pE 42�-885-7877 Appiicarrt/Agent Phone: Signatur�,.`r,+`,�„� ;' si Date: Belmont Hoanes � 206-71 a-7161 ��'��+ �,� ,� � S G5 Signa � • , ate: " Engineering Firtn Name: � / [�5 Core Design, Inc. Ad ress: Ci ,Sta ,Zip Code: Address: City,State,Zip Code: 2� � � l 47?1 NE 29th P�. #10'! , B�...11evue, WA, 98007 IHSTRUC'P70NS TO APPLFCANT/DESIGN ENGINEER: Please be sure to indude all plans(T.I.R,if available),sketches, photos and maps that rnay assist in complele review and consideration of this adjustrnerrt requesL Failrae to provide all pertinent information may resuft in delayed processing or denial of your request. Please submit two oomoiete conies of this reauest.aoofication form.and aoolicable fee to the DDES IrHake Countes,at 900 Oakesdale Avenue Southwest,Re�rt�,Washington 98055-1219. For additional infortnation,phone RandaA Parsons,P.E.,at(206)296-7207. RSFSR TO 38ClION 1.4 IN CSAPTS& 1 OF TFIB SURFACB S�TBR DSSIGIS MANQAI, FO& ADJUSTMS1aTS DESCRIFTfOW Q�F A�.iilS'i'fl�E�i i REQUES�: Ci Standard �i Compiex 0 Experimental ❑Bianket ❑Pr�application APP@.ICABl.E VERSION KCSVI/DAA: ❑ 1990(11/95)° ❑ 1998 (9/98) � 2ppS "(Note: the term"�ariance"repfaced by"adjustment") APPLICABLE SECTfOt�9(S)OF STANDARQS: . Core Requir�nent #1 � ;� � � n n� � JUS'�lFICA310N PER KCSWDAA�'SECTION 1.4.2 IS I' 1 IJ ❑See attachments listed below. QU� ;"� �� .G. D.�.�.�. �urHVR�anor� si��: DETERMINATi01�: ❑Approval �Conditiona!Approval(see below) ❑Denial ❑ DNRNYLRD Approval Signed: Date: (Experirnerrtal�Blanket variances only) DDES Staff RecommerxiaCron Signed: . Date: Gf'��Q� Condltions of Approval: �See attached Memo Dated: Gt `t�'"Q '� DDES DIRECTOR/DESIGNEE: DDES,Land Use Services Div.,Engineering Revierr Supervisor. DDES,Bfdg.Serv.Div.,Site EngineerinQ�Planning Supervisor. igned: � Signed: jDate: � j pi7 Dat • �j e �� ; x39/E2S/SNDM-FDJ.dCC F96i�/SWDM.a.-S.�y22.dcc __�_ ,-_ cic � � � �.�'��` � ��, ` � IC�.�`*<u(e-,,.�`�`Tca� �`' �+-� � 4a� :. � -� L'._ . Talbot Rid�e Estates -Adiustment Justification An adjustment is requested to Core Requirement#1 —Discharge at the Natural Location, Section 1.2_1 of the 1998 King County Surface Water Design Manual for the Talbot Ridge Estates proj ect. Currently the site's stormwater sheet flows to the west property line to the rear yards of the adjacen#lots which front onto 99�'Place S. The drainage then flows to the south through an existing storm drain system on 99�'Place S. Once to the south end of 99th Place S., the stormwater discharges through an SAO Landslide Hazard Area and then on to an SAO Emsion Hazard area. Drainage complaints 2003-0194 and 1998-0461 have been filed relating to slippage of the landslide hazard area at the south end of 99�'Place S. After the stream exits the SAO Erosion Hazard area, it joins with Springbrook Creek, crosses under Talbot Rd. an�passes through the Gallagher property, a trout farm u�ith a history of siltation due to neighboring developments. Drainage complaint 1998-0045 has been filed relating to silt entering the trout farm pond. The flow then discharges into an SAO Class 2 wetland. The flow exits the northwest edge wetland and flows north under S. 192nd St. and continues northwest. This point is approximately 0.6 miles from the project site. We have proposed a dischatge location that will connect the discharge from the site into an existing storm drainage that runs west along S. 192na St. The system crosses under Talbot Rd. S. and continues west until discharging into Springbrook Creek, conver�in� on the discharge location stated above, approximately 0.6 miles from the project site. There are no SAO hazard areas or drainage complaints associated with this drainaae ' route. The proposea discharge of stormw�ater into the system on S. 192°° St. n.ilfilis ali the. criteria for �anting an adjustment which are: 1. To produce a compensating and comparable result that is in the public interest, AND 2. To meet the objectives of safety, function, appearance, environmental protection and maintainability based on sound engineering judgement. For these reasons we request this ad;ustment to the discharge location. � �u ;� �= " ,-�,' � I �.,� � � � �,�� = nt LJ Ll lJ J �'� 1 � 2005 �,...; -y.-- �.�. f�.�.�.�. ,�: `% -! ,�-. �� ` �TtA�r9�3'{rr'"�';, ��:: .:..�` _��t�," i,•..-�-�'-::,=_ ;' �:�(r'. `�!'—c � �� ,� """'�i�,�• �"� '��:,'�� '�1 ...—__."..��. ,,,C;� C ' � . -�'-"^'rY�r_ q i.`f_ , ""! i='�f R� ...y� Lr• � �f'l�L I ..' ' .- ... �,.��,._-�_. .�Y,L,-•y (� � 0 1 �� + ! � �i •I��J�tS il� `�.P_ , �v ;�1�" 9 I�tt . 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' , �• I, 'o� 1 �'`,�:C .♦ ��. .. . . , � I.. � '��;—:u''�.. � R .�j ,� Vj- �� ;�,,,-�� r;�a' . i - . � , ��.i" > :vs '� , . , • _ ' ; .. , ` _ _, ,. _ .. , _. , , . 1 �ep 28 06 02: 16p Ciiff Williams Helmont Ho 2069331049 p. l � , 09/27/2D06 WED 10:37 PAX G25B93B498 Belmont Homes --- Cliff Home f ; ._ �001/004 ■ ■ a��.p� ��r �� E �i Post-it" Fax Not 7B71 Date- Pa�� T I From � ' r �' . Co./Dept Co. KI� COV� Phone p Phone A` ' � Road Servtces Division Fax�� Depa�tment of Transportntion �� . KSC-TR-0222 ZU1 South]ackson 5treet . . Seattle,WA 98104-3856 � SCQ�CIII�L 21,?Q� ci�w�li�, PE. . P.O.Box 2401 . - Kirkland,WA 9�116 �� • ' RE: Road Vaziance LOSVa066—Talbot Ridaae Estates—R,elated File LOSP0007 . Dear Mr. VJilliams: . T�ank you for your application for variances from thc King County Road.Standards(KCRS). ' You requested varisnces from Sections 2.12 and 2.l 3 of#he KCRS conceming the entering sight distance (ESD) onto, and the stopping sight distence(SSD) along SE 192nd Street. A- crest vertical curve at the inters^.,ction with 102nd Avenue SE lirnits sightiines. . We reviewed your prop�sal to reconswct the vertical alignment of SE 192nd Street to improve the SSD to meet the American Association of State H'ighway and Traasportation Officials' (AASHTD)minimums. A.minimum 280 feet of SSD should�be provided uttIizing-a two-fo�t targct This would"require up to five feet of fiIl=on�S� r92n�"Street,�west o€the�intersectinn"� with.t 02nd Avenue'SE.-��apprbve�a va�ianae�tn`utilize t�ASI iT�standards•for:�e S SD.witl�� . the following conditions: . 1. The applicant must adjust the driveway approaches to the realigned SE 192nd Stree� � Letters have been provided permitting the driveway adjustments on the private properties. 2. Clearing must be performed within the right-of-way(ROV►�of SE I92nd Sh-eet to � maximize the�ESD for the driveways along the reconstructed road. � The proposed 415 feet of ESD to the Ieft(west)on 102nd Avenue SE,exceeds the minimu� AASHTO criteria of 390 feet for the 10 over posted design speed of 35 mph. Actual approach speeds from the west are reduced by the curvilinear horizontal alignment as evidenced by the measured 32.2 mph 85th percentile eastbound speed on SE 192nd Street. I approve a variance , for reduced ESD to the le�t(west)with the condition that cleariug be performed in the ROW to provide a minimum 415 feei. The available ESD co the rig)nt exceeds t�e KCRS rniniraum of 490 feet. The Departmedt of Development�aatc�Environmental Services(DDES)will be determining the cross�section for the reeonstrueted road and reviewing the engineering submittal.for compliance with the KCRS_ The requested variance for the proposed six percent[�orizontal curve � superelevation on SE 192nd S�eet was not n�cessary. Your proposal ars to m��u_____—� . . � . . ��`-'��X�� 'LY��'. . . _ � _4��.._.k . � SEP Z 7 Z�fls �•��N61 ' � �Vr. ). - � ��:. ..,.;, �. ..�-�..,.v r . ...�� - .... . . .A:;._, . �. ",.':'. .. � . . '.I'. . L. s!; .J'� . �ep 28 06 02: 17p Cliff Williams Belmont Ho 2069331049 p . 2 09/�7/2006 wED 10: 37 FAR 425893BQ96 Bel�mont Homes —�� Cliff Bome �002/D04 Cliff V✓illisms,P.E. � � � September 21,2006 - � Page 2 � � i superelevation criteria in Table 2.2 of the KCRS if a three perce�t superelevation�s provided . � for the 360-foot horizontal curve raciius. The design details should be coord'u�ated with the reviewmg�.gency,the DD£S. � Tlus de�ision applies only to King C�unty Road$tandards identifie�in the varianc�request. Al!other design requirements in the KCRS and other regulations,such as surface watee I rnanagement amd zoning,must still be satisfied for a land use permit agplication. The applicant� � ietains the rights and privileges afforded by Kiag Cocmey Code aad adopted Public Rules pertaining to roa��rariance processing{KCC 14.42,PUT 10-Z). T'�is variance de�ision is valid � � i for one year frnm date of letter unless an associatec� land use pemxit is peading or submitted within the one year period. In these cases, the variance decisian is valid for the�ation of the . permit pro�essicig. � � . � .- A copy of staf�s$na]ysis,findings,and concIusions is enclosed, If you have any questions, please call Craig Comfort,Road Variance Engineer,�raffic Engineering Secaon, at "� 2Q6-263-6109. � � . Sincerely, � � �Er��Lv�> ' . . : �� . _. Paulette Norman,�.E. � . . .� i Caunty Road Engineer � . � . PN:CC:kc . � � � cc: 3ames Sanders,P.E.,Development Engineer, Land�Jse Services Division(LUSD), � Depactment of Development and Environmental Services(DI�ES) � Pete Dye P.E., Senior Engineer,LUSD,DDES Linda Dougheriy,Division Director,Road Services Division (RSD},Department of Transportation(DOT) � � Matthew Nolan,P.E.,County Traffic Engineer,Traffic Engineering Section,RSD, � D�T � Fatin Kara,P.E., Supervising Engineer,Traffic Engineering Section,RSD,D4T � Kris Langley, Senior Engineer,Traffic Engineering 5ection,RSB,DOT � Craig Comfor�P.E.,Road Variance Engineer,Tra�c Engineering Sectioa, RSD,�3OT ; . . . ; i � , .,:., .. .. _ , _ . . . ., ,. . . , -,.. .. .. „ , , , . . , .�.. �ep 28 06 02: 17p Cliff Williams Belmont Ho 2069331049 p- 3 09/27/2006 WED 10: 37 FAg 4258938998 Belmont Bomes �� Cliff Home �003/004 � Hing Couaty 1Load 9ervices Division Departmeat o['l�auepartetion � 7Ya�c EnQineering Section M6 ASGTR•0222 2015outh Jackeon Sdee: 9eattlq WA 98104 SCptCII1�CT 21,20fl6 TO: Variance File FM: Craig Comfort,P.E.,Road Variance Engineer,Traffic Engineering Section RE: Road Variance LOSV0066—Talbot Rid�,e Estates—Related File Ld5P0007 ADvlicant's Presentation� �1. The Talbot Ridge Estates preliminary plat has 27 jots and fronts SE 192nd Str�et and t 02nd Avenue SE. Variances are requested for reducea entering sight distance(ESD) looking to the leR(west)frocn 102nd Avenue SE otrto SE 192nd Str�eet,and for reduce� � stopping sight distance(SSD)along SE 192nd Street for the 250 feet of urban frontage improvements. A crest curve along SE 192nd Sh�et at I�02nd Avenue S. iimits sight lines. The King County Road Standards(KCRS)minimum ESD for the 10 over posted design � speed of 35 mph is 520 feet,and the minimum SSD is 250 feet 2. The measured ESI?tn the left(west)fro� lOZnd Avenue SE is 340 feet Sightlines are restricted by�ees along the north edge of tb.e right-of-way(ROV�at th� inside of a horizontal curve. VVith clearing in the ROVd,ESD can be impr�oved w 415 feet. With the trees removed,fencing and structures along property lines would restrict the sightline. The � ESD deficiency is mitigated by speed reductions along the curvilinear road alignmetrt and upgrade in the SE Z92nd Street approach to the intersection. West of the site are cautionary 15 mph warning signs in both directions of travel. A spt,•ed study determined that the 85th , percentile approach speed of eastbound vehicles is 32.2 mph. Accident report data for the l�t four years showed only one accident at the SE 192nd Street intersection. The ES� does not appear to be a factor in that accident. 3. The SSB over the crest vertical curve to�e east of the intersection w�ith 102nd Eovenue SE does not meet KCRS. The applicant proposed two atternative designs,one meeting KCRS based upon a six-inch target and one meeting the fimerican Association of State Highway and Transportatian Officials' (AASHTO)manual SSD criteria with a two-foot targe� A minimum of 317 feet of downgrade adjusted SSD vwuld be provided. The prafile based upon the six-inch target would resuit in rec:onstruction of 1,lOd feet of SE 192nd Street with fill sections to four feet deep. The profile meeting the AASHTO two-foot targei would result in reconstructing 700 feet of SE 192nd Street with fills to five feet in depth. Note that both altematives propose filling on both sides of the crest curve because the road cannot be Iowered due to utiTity conflicts and the i.ntersection approaches on 102n�Avenue SE. The applicant requests a variance to use th�t�wo-foot target Qrofile because of . , . ... .. �. �.._. ... . .. _ , ,., _. , . �,..,. ; , ,..:. : .., . , ,. ,,, . ; _;, _. . _ ;� ,. ,� .. _ .� . , . _ � ep 28 06 02: 17p Cliff Williams Belmont Ho 2069331049 p. 4 09/27/2006 WED ID: 37 FAX 4258936496 Belmont Homes �-- Cliff Bome �004/004 Variance File September 21, 200b � Page 2 tru ' or the six inch et ro le s ha.ve been rovided from � I extensive cons ciion f targ p fi . Letter p homeovimers along t$e adjusted roadway that will sllow for driveway adjus�ents for the realigned vertical profile. The applipnt provided an analysis showing that the ESD�d SSD foa the driveways along the road reconstruction are either improved or equivalent to the existing conditions. � �t�$'s Findings and Conclusions: 1. Clearing should be performed in right-of-way(ROV�to the extent possible to enhance the ESD. The minimurn AASHTO ESD for the 35 mph design speed is 390. �Iearing will provide over 400 feet of ESD. 2. The design of the soutEieasi quadrant af the intersection of 102nd Avenue SE and SE 192nd Street will be reviewed by the Depa�nerrt of Development and Environmental Services. The minim�un curb return zadius�d t�sition paving ta}�ers must be evaluated , � 3. The proposed SSD variance with a minunusn of 317 feet of SSD is more than the downgrade adjusted AASHTO value of 280 feet(Exhibit 3-2)for a 35 mpl�design speed. - The two-foot target altemative for the revised vertical profi�e would result in fewer problems with driveway a�jus�ents and result in a Iower construction time period. 4. The Deparnnent of Transportation's Traffic F�gineering Section files shows rivo 2�ccidents at the intersection in the past five years. In addition,two accidents were within l 80 feet of� the interscctioa The proposal to improve t�e SSD stiould 'unprove the safety aIong the i road . . 5. A variance was also requested on resubmittal for a non-standard superelevation design. . This variance request was not necessary ba�ause a superelevation desigu per Table 2.2 of the KCRS can be provided. Sep 11 07 03: 59p Cliff Williams Belmont Ho 2069331049 p. z � I - _ July 31, 2006 Mr. Craig Comfort King County CIP and Planning Section 201 S Jackson Street MS KSCTR-031'7 10033 SE 192°d Street Seattle, WA 98104-3856 Renton, WA 98055 RE: Talboi Ridge Estate Preliminary Plat Road Variance File No. LOSV0066 Dear Sir: I understand Belmont Homes, Inc, plans to develop a site adjacent to my property at 10033 SE 192na Street. Cliff Williams of Belmont Homes, Inc has advised me that King County will be requiring regrading of a portion of SE 192nd Street west of 102°d Ave SE to improve site distance conditions. I further understand that this work will require some regrading of my driveway. Please be advised that I am willing to allow the regrading of my drivaway on my property to accomrnodate the pr�posed improvements on SE 192nd Street. Yours truly, Roger M McDonald � I , I ^ ,.�/�`�. C,�" � � �i��.�- � I . �.� . � � � � �� o � � Sep 11 07 03: 59p Cliff Williams Belmont Ho 2069331049 p• 3 August 7,200b ' Mr. Craig Comfort King County CIl'and Planning Section 201 S Jackson Street MS KSCTR-0317 Seattle, WA 98104-3856 RE: Talbot Ridge Estate Preliminary Plat Road Variance File No. LOSV0066 Dear Sir; I understand Belmont Homes, Inc. plans to develop a site aczoss the street from my '� property at 10042 SE 192�Street. Cliff Williams of Belmont Homes, Inc has advised I me that King County will be requiring regarding of a portiott of SE 192°a Street west of � 102�AVE SE to improve site distance conditions. I further understand that this work will require regazding of my driveway. 'i Please be advised that I am willing to allow the regarding of my driveway and connecting � "turn out"to accommodate the proposed improvements with the understanding that I am able to review and �ve input to the plans and work. I would like specific attention given to storm water drainage and to the e�isting landscape to create a safe and pleasing driveway. Yours tnily, %�l %d� �� `��r� Michael W. McKee Arlene L. McKee 13337 SE 195�' ST Renton, WA 98058 3. OFFSITE ANALYSIS: Upstream Tributary Area No upstream drainage is received by the property. A possible area of tributary upstream azea was investigated but, deemed not tributary as described below. There is a 2.1-acre basin which sheet flows to a depression on the eastern side of 102"a Avenue SE which coincides with the south property line extension of the project site. See Upstream Basin Map exhibit on the following pages. There was no defined conveyance system found from this low area and no apparent sign that the storm water ever overflowed the road here. There was also no indication of any concentrated runoff collecting on the western side of the property. 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Downstream Analysis RESOURCE REVIEW The site is located within the Black River Drainage Basin which is within the Du�-amish- Green River Watershed. Resources listed in the KCSWDM were reviewed for existing/potential problems within the study area, i.e. the site and writhin 1-mile of the site along the dowmstream drainage route. FEMA Ma�s: FEMA map dated May 16, 199� numbered �3033C0987F ��as revie��ed. The site is not located within a flood plain. Sensitive Areas Folio: The King County Sensitive Areas Map Folio ��as revie��ed to confirm ��hether or not wetlands, streams or floodplain areas, erosion hazard areas, landslide hazard areas, or seismic hazard areas aze located within the study area. See attached sheets on the following pages. Along the existing downstream route, drainage is received by a wetland identified as 20 on the Wetland sheet. There is an unclassified and a Class 2 stream downstream of the site per the Streams and 100-Year Floodplains sheet. Along the existing downstream route, there is an erosion hazard area and landslide hazard area that appear to be associated with the unclassified stream. These areas are delineated on the Erosion Hazard Areas and Landslide Hazard Areas sheets. There are no seismic hazard areas within the study area as shown on the Seismic Hazard Areas sheet. DNR Drainage Problems Maps: See attached iMAP e�ibit on the following page delineating complaints within the study area. Also, see complaints filed with King County. Note that none of the complaints are directly adjacent to the property and that the `proposed' discharge point for this project is into the ditch along the north side of SE 192°d Street, which has no recorded downstream complaints. See field investigation following this Section for a description of the existing downstream route and discharge downstream route. � �� + . ai � _.,-_, - ` _ ie �a� . `��,�';�,:.- � �ob ,4 ,� ,. � ;u':, . � Lower cedar Rivx ,. 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" . , . . , . . .`-+:afE�rafrs�;�r�ciw.Ys�ana.:,.d+as..�aaa„4riili�:t -.:xr�kr.,A�w iW�e�„s - - -,.,Citl7il�ii8�:a_.....�..o..�.: . ::� .. _ _.. '� -��iu� �. � � � � r�v � r ay'" �y � � ti f � #�,�1! � . Ai - �� .� � . / ¢"r '` . F,•� " _ :u� . _ . , � _� �� _ , � �� ' � :. . . �1.. . Y I . T - • . � .. � ;;' . � S � _ " l �"� � ' .. . �\ �a.��4 . , . � � \ r �� i � _ � \. � � � ... � T L/ -� � � 1 Y 'i - Y � ` � ` � � � i^ .. -- _� � � � � � � � `'' I � �� III �- �,�tC-� I � � � _ � � , . . T _ � . : ' � �, �. .� ; :, � � - �. �. � . � ��"�C� - r � .� , � � , - - - - : .. ;:, �, . ��' . : �. _ . . �:� .�+ �., ,..�::. ' �t_. � . ..y � ' . ��s�.�11c.#"" �.. � :�5 � � � � .�;i.. . . _ =. . . .. .� . �.-- . �a�c # �� . . . . . . .. - - - ... _ -;�� . � i�r 4 '�,r„��, �> a�¢-} � . i �� : . � • ; . . .�. ., .. . . .. � . • • ��,'_ . i _ ; .. � � . �__i__I� � � �.LL.�- � � n�r�g �.o�t y iMAP _��,... 9028 ;�92R5�'; -_9� '�`l4t - � ':��:i..� 9:7�3 P`� --- - - _ S3i� �aE i Renton �,5 -- --- �_-: �o�_ :� aos� a�oeu �1 x s ss�t,a �L�� ` ea2s � � d oaro � ~ a�;a ni9� p�g� :�:;8 � 9a2a D�BO 0:30 ! 9i86 D�?o OisO �.y -- .- _514�tD� � J�� Q2�U d13d 9182 � 5 --_ __ - ---"' "►-- _. _ S SSTN S'f _-. _ 0210 i ,, - — SE 19�C � � r �e� D762 �. ;� �i � :a e3 ��;1 '�.- a� �— oa� ^ �s � � l r� � r %.�._._��:�o � as�„4� �s � _ � . --.__-_-_-� - r ---='a �" .. � � A s. r- _ n - 96t9'' ' (� 1 � ., tu - � �� --- � 4�a� c � � � �9a6i '- .-,�`,D92539 � 0200 �i '-., ;-...__ _ . .__. _.,_ _---,-- - _ 9G'3'' o . .' �"_._ - . . . . _ ., ��i' . IF --� � '' `L.I-----�._ \ s rytr►,sr � _Ji .atso ��, � s_�; _ � =_� . _ .�" ��~ Oi7� -G•6�- g I ' � :-- .�� -_�- "�.�t �, - - . � so�rs � `, � 5 ai�1 '� , _ �t.12005K�i4t;aun!} p;�.r� 0:7iJ '.... 0 4$8#t y Legend j�t Caunty Buundary ��n,�v ;t Mountain Peaks �� Drainage Studies �� Neighborhoad Dr�inage Projects Parcels � Ragional Starmwater Facilities � L�kes and Large Rivers � Residentisl Si9rmwater Facilities $Neams � Commercial Starmwater Facilities �ainage Complaints Highways f1 ��Paated Area Streets (cont► The information included on this map nas been compiled by King County staff from a variery of sources and is subject to change without notice King C makes nc represei�tafions or warranties express or impifed as to accuracy.completeness timeliness or rights to the use of such inforrnatien.King Cc shall nct be liable for any general.special,indirect.�ncidental,or consequential damages including,but not limited to,iost revenues or lost profits result the use or misuse of the mformation contained on this map A.ny sale of this map or+nfermation on this map is prohibded except Gy written permission; Counry. Date:3-19�00' Sv�rce K�ng County iM,�P-Stormwacer rhttp.r�www.,netrokc•�oviGlSiiMAP; ,o�FEB, 23. 2005 3; 02?M KiNG CO3 w�ltD h0. 0977 P. 9�'12 � � . �.sanv'G Coviv�y wA�AZrID Larrn R�ovxe�s Dzv�orr DRA,INA�E INYF,STIGATIOl�R�PORT �� ' uJVEsrtoanox REQv� Typc -.s,o,..— ' 'ROBLEM:�nA�,O�� . �.GI.Li�.GLl B�.��/�/Y� LaLG. � l! ?d b `� 0� V OJ � � Recei�ved frona: t��y� L.� (E�e) .�-1 '�; � � PxorrE _�� -��f.,7� .�.Dp�s= PL S c�� s�� z��s^S aCATfON OF PRORT�g'DIFF�f: , _ � -;---_ - ': d ccess Permirsion Granted ❑ Call First (would L�ce To B�Present) � , . �, -r F-1- °- �-. y��- 1�,�,e c� c�' . . - - � ,� .��e . �� iu,�� _ . - i ��v�n��e. �� . . . . �FIt�6vJ N� (�.q ,vd�r�w'F /�t/ y��;Qr�9 PG�j � � . at aame; • �.��/LQ�C.C� 1�j(� — J�' ,� Lot No: Block No: . .�►her agencies invo 'ved.: � �No.�iel,d it�v� ' alion tiir�d Si P v/ � . � . .f��iL.�`� ^ � r`j��Mr:N YNMvi��wmj�"n tiw41fN. , • • ,�BE�3'�1'1��3��a'!�Rl.l M°•' '�:u�;>„ .;,r'.•'�.�:w. � � . 1/a S T R Parcel No._.�'�j,�C� 1�. Krc�ll�,� Th.Bias: Nevr �JP Basin,�� Coua:cil Distric��,�,^ Cii.y Chazge No_ , SPONSF_ Citizen notified on `1 ��"b�7_ by: �ghume ].ettCt m person • • _�-�3 �i-r'T' �c�-r, . , , , , l2�Ic73 i� � !, . ' � �0 3 ,�-( c�-�'+l� fc�cf�-�w �} � r�-� S��-� . � ' S�"��3 w►�� w q,�p�, f"`SPOSITION_' T �'�to- 1 on �_i_� bY c?R: No fiather�cti:on recommended because: Lead age�cy has been noti[fied: - s � Prohlem has been corrected_ No pmblem has been idenii�ed Ptzor invesdgetion addresses problesn: � � � �FII.E# . . . _ Private pXobtem-NDA�'will not considor because; . _ • '� ' Water originates onsite and/ r �e:=ght�ormgparceL ' • , Other{Specify): L__'T� CIASED: �i/-�i �� sy- �.- �A,��,e�/�� ^-1 s�o� �r� �j �t�y -- ��C��/ �' 6 ' �=��FEg, 23. 2n�,�� ? , ��2PN�;-?f-�� KING CO3 W'��J;��; p,•.;� � :.,::,;,,:..� .y:.�,�:,�:.;,:�j;,,;:,� •�S.x-N0. 99?7�.;y•�P, i0i�12E�� Yr;t�y;t:, li ., �,f �-..,��r,ri.� �� „�,7f;.Z.��`,rF lA��ti '.`v]t:'� �S' �5��r.A '�+ r,'k.. "S ��v � r S• K�fY�� `ur. ;�.t. �l'r �3.', {' .;n'�,.':�;� 'I 04� '� �.'�i �� ']:� !+ v tiF4'+; ,.»;�'''r.x%y�^�� ' �` ' . �3� •�h:;� rr ,b'� '¢ — eparEment o ai�usl Resources �. �� , Water and Land Resource Divlsinn �� 2� g,r� r,�74 �pA� 6gg 2 DRAINAGE INYESTIGATtON REPORT ��Pe� �4 D� 5-13-�3 EIELD INVESTIGAT10Id �r D�'�� T�•r c_� I DEZ'AIIS O�IlW�SIIG�TIOM: . . . , N '' S"ite visit with Harry Trapp on 5-8-03. There Es some eroston on the steep tsank to the Easi af 98'�PL. S. (private ro� and he would like some technical assistance. The arosion�S caused by a brealc in a 4"ADS pip�appro�amately 2�' ' �� abov�e the road in fhe bank The origin vf thi�pipe ts not t�nwn. Hany p}ans on connecGng the pipe tc the inter�cep�or ', drain he instaled behind the curb a few years ago beoaas�the`dov�ir►s�+eam end ofthe 4'ADS�S pk�gged wiEh sedimer� ue to minimal grade.This vv7 etiminate the e�ion�,e. , !arry would a�o I�c+e assistar�ce with the foltawings ' (1� is Tract'C'paR of the NGP�? According ba the R�aorded F�at documerrt,only#he southemmost 2S of Tract`C'is �aK of fhe NGPE ;�Can the H.OA. remov�e the bladcb�rries from Trac�`C'and replace w�t ather plsMings to minintfrr�erosion? Contact ! � Jim Baliweber at Iang CpuMjr(20fr296�'T/9)t�deterntine r'f a pem�tt is require�d. .Pm may al5o be able to help wRh the �+pe of pian�ngs best suib�ed for hiAside er�ion cantnd. 3j Is S, i 92"d ST.Renton CL or is �maintained by KC? S. 182n°ST is wtthin Renton'CL at�d is mainfamed by Rertton. �4)Can thay repFaae Blaakberries with other plantfi�gs;n tf�city of ReMon's easement on KC ptvperty? Confact Bemard Thon�son at K'ing County{286-296-7456)fia appiy for s perm�. . � SKBTCH __'------------ s �9?�� ,' • . , sT __._./ � , � � , -rr��t�c� ;�._—�o--- � D _ � , , � � . , , , �_ �. � -_____ .�- . , ' ��3 � � i �� , _ , � . �' �-- ---------------�--�—_�_-�_�__—__ � � ---� ► - � � I 6reak in P�Pe t r 3 1 (� � ' . ( �._— f ��_ I --------------�------------,------ ?I 6 �fEB. 23. 2005 3 : O1 PM KING CO3 WLRD �0. 0977 �P, y7/?2�� '� � ,�.1NG CUu1vTY wa,�r�APTJp LpND RLsouxCFs DIVISIUN . U DRA�TAG� .lIYVESTIGATION REPO�tT . INSIEST[CiA3'[ON REQUEST T�C � - �oB�: 1��t� . . , -�c�vm BY: 1�Ati � c� D�re:?�`� z�' �� oR'a C�'b�i�No. 003 - � Receivea.from: �� (�Y) ��2 t�V�) i�—.1 �'.vvt�:�� t s �(Z�s� � Pxc� $✓�. — �0 7 O 5 �o�: /93�-� 9`y�� L ;��L � �,�{-��, s�� p ��6�.�" ' ACATION OF PROBLPd�i,ff DIfFEREN'I: �', �� ..' .' —�f� Access Per�nission Granted ❑ Call First �ouId L�ce To Be�eseat� S��T � � � S �G w � � � � �� , � ��5 � � , r"� c� �..1� �oTi��i�'�e.n. --�"�.�v!- �, ��e �.�e.. b.l�-s �a �1,� �� , � ' � 3�e c� h s�vvz� � /a�5 rJ'�� `�' . ! L"�G J1 � C� �d S GD N��J t�� ,Sl� S�Y►�- �-1 1 S��e I9 �Q �Z vv►/ , � , �i i� � � Gt � L.� a�P/�-'� �� . � � � � �� l � ��.,,;� -�-�..r � �1 // ,� . t� l'-� ` �Ii- i�anli rt'x� t5r�"��' �� ;c� � . . �iax name: �j��/�} l��j,d�. G.('/t,Q,o ��--� Lot No: Block No: �� v „ther ies involved: . No.field investi 'on r vired ' � . ....r�r.r•'i:,i ii wr.`.;Y.w�Ks.a...�.�a»�w ��w.+aw'AM..r.-rw��+ (� ... r o .;• , -• . �.»�w+w wlia r •. '�d••�,;:- • l�I�hNn10.� w��'�MrJ� ^�,7��Yi 6�J i. ��'' 1�1M�ii.Ti v1��1��•.M��1 �� 3-��- - _ . 1�4 S T R Paicel No � � a �ou� ��: rr� (o G 3 �P Basin�_ Council District � Crty Charge No. :�'PONSE: Citizen notified on �'� �� by: V phone Ie� it�petSOII • • �1 Nt�`'? #�`<�.US ��/�rT tN�'��`��1l� t�� f � �� .`'i�� -�=-� '�� 'F•�-fi�� - �=--�-�f`"�`S� �,��'��'�t-�-�--'� >,Lj� ��;�� -. •��}� �..r '��`4�.�� /�st��.s��T' �L-ct{�',�'Ck� L�-tz_ . -�'� � � � �� `��-��f�" �t� - '�.� �� ► i�#��'�-`T� ��c'�,�- M.��i�� '�..�i��(�.�'�l�T�, osrTiox: .Turnod to an 1 � _ by OR No furthex actio�n rocotnmended becauso: Lead agency.has bee�n notifted: � � � � Problem has been carnecbed, No problem has beea identificd. � Prior investigat'ton addresses problem: ��rr l _ Private problem-NDAP wi11 not consider b�ca.use: ' . Waxer ori�inates onsite and/or on neighboring parc.el. � �: Oti�cr(SP�Y)= : .� ci,osEb: 3 �l 03 � �N� �� _FEB� 23, 2005;, 3 ,02PM�'KI-� N� G�O. Wlk� v N�, 0977-�p, 8�`'12. . _. . I � � '� 7 , FIF,E NO.:�b03-0194 . . �� 1�1 NG COlJNTX �- N�: P��s .� ADDRESS: 1934�. 99 �ace Sout�,Cit�of Ret�to� ' PH�NE: (253)852-67t15 DRAIl�TAGE Il+i�ESTIGATiON RE�ORT� DATE OF TNVESTIGATI4rI: 0�-a�-a3 �i.,n nw�,saca.�ox . Il�?VESTIGATED s'Y: vir�Ps�ampara � � � � to t�e site an 3/OSl03 at?:30 AM to iuve�te an iaqair.y�out a pmpatp ta ttu�af Mt�.�ed�at has a Far�il.y Pond.T�e notifir�nn$at 8£�ce was to b�oo�stracted alc�,�t�ir pra�i.p liae.14�oe was oonthuc#�ad some distaa�fi�m the propetty 1 arc Wonda�g if�omal�ce w�l bt in�alled. �gatiam shaa�ed that the perime�er f+�ooe was iastalted�t�e City a�'R�ton 9Va�e�It�ras a projec�o�the City o�Reuton for se�cQ ; �oa arovad the wateisbe8 azea.It is aa S-9 foot high chaia:tmk fenc�.Tbe Pirr',�t M�r o�is Mr.Rick Msmno.T7ye notificabion ldte : ie from tbe(��.p of Ren�boa.TLey d�cl�i all the opar a�Wrthm tbe wab�rt5l�ss� [spoke to h�na abotrt tbe i�oqnup oFlo�s.��+eed,He i�m�tl►�tl�ey are doae with tLe pmject ana tiue fcnce vfa�s�installal at the oii�al brn i-'.ch is located at the down�am not the up�t�esm.Aca�rding to him tbcy abando�ed the plan af in�mg the�Ce next ta the property � Freed duc to somc bv�dispate and]itigabion's v�ifh other adjaceut property�t the NS side af fhe watershed. (�ed Mis.Fnaed'bo him pdr bis permi.ssioa , � ' ; i g�pL So. i � � t•` � DNTS � � ' � � � i t . � � � ., � I t "� Residentisl Houses 192 �'------ .^._�_.•--� 98�'A've.SE F+ . �;� � � Freed __ #I94:14 _,� . V.� �.'�" •�SS„�� .......... ...a�.r • .......■.......�............•. ' � �• ,�� Newlp instelled f�nce for searrity zeasan. --. ,� = g ��''' , • �il�,''� �rattea b�►cbe citv t�ERg�, •. �� ■• �.n��r�. .��.0��t..•� •• •: �!�r�� . 7�,„.��,�a • •� � J/�r177F V�v ��1 •� . � ' ``-`•' , •��• � '4��1■ �� >�'• •�� w •��Y ��: ��lets��r • :• y • •• �� . ■ � r �Tt�s �� •.a�vs��o� }.�lllti �� a: •. � C`�llO7nne$�on � . . : . . � . . � � • - . . - . • : . . . : � � : . . � . . . '; .... ... ; . ;' , ., . ••........�..� �: . : � �E 200 S�eet. ...• •.. � � � ii � . - GRI�FAG�TTY . ` �FEB, 23, 2045 3; OOPM K i NG C0. ihlk� k0, 0977 P. 3/120 �lN�COUN'I'�WAT�R AND��,A,ATD RESO�'itt.'�S DIVISiON /�,� l�� DRAiNAGE IN'iTE�TI�A,T'��I REr+URT /�11 � 3 -�S n�.sTrc�no�r REQv�s�r . ' Type � �oa�: 17/��A ��.-=' � - Ec�vEn BY: L. C�---Tf'�-G= ba�te: .�lt3�J?� OK'd bv: ��C� Fu.�No. zOO� -C3 l�"?�.•, Reccived itom: E� ^a �'T�. � � t� (UaY) Z�� (��) �—� • aNtF: �L-�C /�c�,��E'�/.c vs�_� �'Rox� 273—� �3� ADDREss: ! J�.�3 �d . //��.•v D S?Cit�,� ��M'�.�! State t- � Z�P ��vS.� )CATION OF PROBLEM,IF DffFERErTt': ';cess�ermission Grmeted Q Call First (wou�a z�ro�ee�r�uc) �•�A'yc+Z �.,+��J<' Dc/ T �/� .c�ied✓.�l3 ]�t��s..� � yitYt D , �a�S �s}�/�Il�c x/.v2�G�-- /��-�pvn✓��'� Ye'�`"e��-�r i..✓r�D �a � � -/}'i7 . �.✓.�C �- �l 'S�S�, � r�'�`c�_ : �n�ne: Lot 3�To: , �lock No; � -''~her ag�en�:es involved: ' � No feld anves ' "oz� uired . 111�. TqM� ' � ��:��1��D��,L'�'�-Q��:n�ITP�RAIC!`-��'�FR + ' . I � � � � S T R Pa�cel No.��:C9t�yy� Kroll.�._ Th.Bros: Ne.xr' f'�P � Basin�� . Co�m.GilDisf�xct_�_^ ChargeNo. -- -- I SPONSE: Citizezr notifiod on Z� bv: ��pb.one _lctter ian per9on j �� a��,..k- Afi�-�5 --�-� Ck o�:,- �-t: 4-� �zw 'L �„J,ati�?►afL '� t3� ��. t� .i=;- �4�Sr�� C�i.vs �� C��S�E_. . � � � f� li\'�^��. �� r.�1,Gi�W\ , iPOSTTION: Turned to on / / by _ QR: N�nuthac aciion recominend�d Iyecause: � �, L;ad a�ency has been motified:�_ - - - - . _ Problem�been corrected_ No problex�has been identified. Priar�in�vestigation addresses problem: • � 6E$Fx4L# � Privatc probletm�NU.AP will not consi.der becauae: Water origm.a.tes onsite a�d'or on ne�boring parceI. . ' _..,..��tbar(Spe�if3'); ,d.� cr�os�n: � �27i �—sy: __ .�'�eo.,�„�,nrc�2 . ��r�� F FEB. 2;. 2005 2 :�9PM K?NG C0. 14!;D N0, 0971 P. 2/12 , . File No: ¢ei;z, �:; C0�1P NO � y:��t:::'�s;'s T e .:� �3i ..=x�. ��:._.,:L.3.., _, YP . NAME: �v:�:,�� S7A1'US � Date InvES��Bt�t ��'�� FD_ INV • � Aasigned �y.•---_� __ , Pr�blem COMMENTS �_. �r"- -, l ��,�, Type � �1 � � � ,�'�� . � cla� �•ti_ IJL�:1 ,�5,�`''`�.';^�',,1 Cbsed Da6e ._� Dispos�on �� . ;�.;. 'i12N TO `�� ToSueener DateStreer� ;., o�- c�C� � �`��3/ � .�� . . . _ � . � � A 1 :��1�� ii ,a��FE6. 23. 2005 3: 03PM KING �0. Ih'L��------,. N0, 097] P, 11%12.....,._, li1NCx CUUN'1'Y W A`i'ER AND LAND RESOIIRCES bIYjSI011� '-'r':' _ � DRAINAGE �NVESTIG-ATION REPURT IN�E.STIGATION RFQiJES1' �'pe �!S�� ROBLEM: ��'��l� � � Sc�2�� I ro/6 ' ''.ECEt 'eY; � ��'%L-� I�te;/O�� 4� OK'd bv: ��' � �No. 2�i3 -�(a�l Received from: � �� . � � -�E�Y1 ��.� -{�' L�� AME: � U Ll � �1 /✓AJv�-� _ P�iONE ,�� 86�/ ��"',� A.DDRESS: /�IZ �d �� •S' City�t�'�� Sffite�!/� Zip r Bss OCATTON OF PRQBLEM,IF Dl'�FERENT. ', 5 • I Access Permissio't fr'tanted ❑ Call First (wouia L�e To Be P�re.seut) � � �j�}-,e�- � �� ,�rr•��L ��y �o�/�Z�+� � . , �� _,D�/y,,,/,p,�/-�'S �A.o.�i-T� . . .�.�.5 �S' �o'•�,+�~ ./�9 l� ' �.sz. ,v�,�✓-T' �i�-�rT��J.c/ . J� ��O�c=, /S' . �"`� '� �� T`�� ,: /��,a,/u--�9 a�2 �l,ti d��e�r°� ? -��- /Q�3��.- CO� �'��'`�`.� . - , t n,ame: ��d� �3�%�S � 9��3 � . Lot I�a: $1�ock No: er agencies iavoXved: Na field inv ' tion I _.� . , . �.,x��;:.: ....... . : �a,� ,� � "•':�,:�:'....� •�,�„�''^:: . .�.k��w�i+n�r�cr �.�`� rvi......nw� �• � ' • .M M101�� 1 T• � / - r/a S T R Parcel No�� Kroll� Th,Bros: New f� ;.,�►P Batiu�� Cozm.eil Dis�ict�� City___� GhaiB�No. ! sPoxs�: Ci�zep�uotified on. by: � p}�ona letbe�r in persan L�-kt'Nrr�s�Fy c--� C'�r,�P. `` � � i '9 Py`e^"'F•�:�`.y�•� J�s r�� trlvt� , . ��_� � sT��, . � - - . ' � � SP�� -��. . _ �,�'Z� L�� 6ss,4��+�f�� evr�r��, �sra�-��s>z,7�s ,q,vb I�1�. ��3 c�Zar�n �..r j�.�J� .fc�6�,..-,- onr PRfm�9�'� P��'f��, ,•�PosrrTc�N: Tm.neci�o on / I __ 1�'�.._ QR: Na�cr acxion recomm�ded beceuse: _ T.ead agency has been�tified: � .:,� ,. . . � _ Probietni has bxn correeted � No problem�as bc�n identifi�d. Prior investigstion addresses p.oblem: � � � SEE FII.E# _ Private problem-NDAP w71 not consider iiccanse; � , 'QV'ater origiastes oasite and/or Gn neigi�bc�rimg�cel. .. � _ other(Spcc�y): � r� c�osEn: �� i � ��3 By, .D R� _. �!�-� F� ��D��p�6.1� � • FEB, 23, 2005m 3. 03P •M,�::�,,:r�,KING C0. �JL�:� � '� •'� �" �' `;��`� '�a'�NO, �)a77�• r.�:p, t2;12% �`''�� • Y ;1.i�NR' 'Y'\��e�1'i. .� l'/ ( !��'�• ��1 . F. f .,rc � ri,ri. S'. -� KIN�oCQ�UNTY � u�ie � � 9612 S. 194 ST Wa�d Land R�source Divisibn '��253..g� .iG89 68682 .. �0� TB PA4E KR�LL PAGE --� DA� 1 O-�3-03 DRAlNAGE INVESTIGATION R�PdRT �yT n�bN �_ �,ITeTs_� . FlELD tNV�ST1CATlON DBTAIL.S OF INVL.S?IGATIUAT: � . f� . 1VT� On site 9 0-10-03 to investi8ate repoct of vegetatlon�`eyesor�` at Tatbot Estates facii'ity#D92539. Faciliiy appears to be functioning properiy snd in good shspe. Alt vegetafivn appesrs to be kepf in good order ecept for a smaq amount of vegetation grawing ift the gravel access road_ This f,acilify has a S.U.P, for the H_O.A. to msintain the v�getation within�A. { �KETC� . 1 -----------------------._--- - -�---i- ---------- I . . S� 194��° �T .- --=--------- � _ �-_____--- � ' �_ _� . r -� ' ----.� � ► 1 ; '�, , � � � � � � � Lot 4 �,�� t'� ti°�'� \�`� � � � � : ; .-� � _ - z �i !; I ,,� T�- -..�--� . � _ �.,__.I � ,,i , �, �ot � � � � I .-� � ,� . � ; I � , � , , p , �` '� � � : r� � ' �' . � , ; � � �'' �• , � , 9612 � � 1 � � Lot3 / Lot2 � � 3� , � i � 1 \� ` � � � � i f ` ; � � � � 1 � c � i ' E j � � I I �` � i � t � �___i_-.._............._ -� .-...........�.. ,... ` � I r...,,.}..�_._._...,o � -��------___�.-l_--------_--.---.-_--__�_-----_-�------� � �� ,FEB. 23, 2005 3: OOPM KING C�, WLRD N0. 0977 P. 5;'12� `> KnvG covrrrY wA�x Axn I,.4rm R�,sovxc�s Dmrsrox. jc� �,N� DRAINAGE.INVESTIGATION REPURT �sixctiartoN R�vEsr TYPe � PRosL�r �-Irt�.�'= � IvEn sY: G �n�: 1 l a3 oK'd b �`� No. Z�d3 - Receiued from: �:�0 -r �v��" � �`xo� ?3 y) �.� (Eve) �� 1AMB: _ L�Y �,�'��I�"'IISk"S� � I.3 , AnnREss: '9S� So ��2 u �"7' City ae�! Stabe_�/��i.p BSS ACA'CION OF PROBLEM,IF DIFFERENT: . ', - l • -� � ; - �ccess Permissian Granted ❑ Call F'n�st (would Lflce To Bc Rresr.ut} [� i�� -- �p:3 n ', O�r=��c'n!G e� B 2`�zd'? � �1 � � . � � ..�L� ��EZ'� � s �"U�'��?'�' ��aa D S 72p�-► acJ��co��•.>Z � �/�1tG�= �S�STa� �✓rTH-,..�J ��' ��t-��.✓�o }�S /a�r�T�'��E. �I � ��'�'!'/ �77g� ��-T�s�+��..�� v✓..�fl a/.� T�iC � ��ib✓S � . . ��c`�J�� y !I r�9 ��',t^ .��.C/C/..,�J't.': �.-►��i i►/T Qi�C� . � ��-'�d� ` � ' . �at name;, Lot No: Blnck No: Uthes agcncies involved: � No field inv ' � "an. uired � • �Y• ��. T�r►. � (.��y`��/:��ry± Y(y��-{r�N{}•� rM�rsm�Mw�s �,�.,+ n n+1'�k r��• �'�r.� , �1LY11�:'V��-a.�111t�.L� i[i�Y.�� O�T.'Tw �1yy I . � ___._ _... .�. ___�_ Iir M'.% IN,M.iM.rLLLa.. Mr�ln�• �_ _ �'r Z Z .�' 1/4 S . T R Parce�No.�2?��',f/�� Kroll�� 'I'h.Bros: New_��L KDP Basin� Council District� City Charge No. • . �cPolvsE_ Citizen motified on 2 � _. by: � ph�e ' Ietter in person � �.o� -PcYL-� �.,! �'�cti+�,,� .-j� C� t T�t D � i�c�-T--a-� 5 �a<<,�c�..i++�c�. �t�'� `�� Z3 ��.�ExnN�-,.�L.� �C'- �S � � `��9 sA-,.1 � C�� o� ��►! ;. �� `rsposTr�oN: Tunaed to on / / by �R No fiuther actian recommended because: �, Lead ageney has been not�ed: ��`l a�r ��D�-_= Problem has becn corrcctcd.. No probl�n�as�een identifieci. Prior iavestigation addr�sses pmblem: � ' ,SEE FII.E# Private problem-NDAP will aat consider F.ec�use: � • . Water originates onsite and/or cm ncighbc►�ing garceL � Other(Specify); �,ATE CLOSED: 1 O By: _ /�� '�� . � �� yrt�. �� - , �. _ :�.,�:,c�;� .r:.� ��,�°.�:t�r'�s�itin 0977f�' � �,:,. ;,�,.,� � �� Z3. ZUUS 3: UU � �k � �'' �.,�P. 4/12�n,,;y;�.. _ ,4� � N�K 1 h LU. W 4 ��„�,l�i��i liT�'�+.�6 �- '. .. - "" ._.�...... . . i ' " Complaint 2002-0207 KOzhenevsky . Investigated by A�ew McDonald on ivf�rcJR 19,2002 . I atGcmpted to raak�cont�uct wif�h complainaut,A1ex gozhcn�vsky,but I vv�umable to reach him � after leaving several messages on his ccll phone voice mau1. T visit�cd the site as noted above and took photogia�l�s of the site. Tbe site sits arijacent to a wetla�d and w�s ravie�wed wnder DDES building pezmit number B96R0578. The site was reviewed fo�r both wetian.d and drainage ' concerns on sitc. Wctiand conditions iu�tudcd a notice on trtle for thc sct asid�of weti�nds on tke pioparty to be maiatained as bative growth per t�e SAO. TY�e gcncrat area has be�u the subj�ct of previous groundwater compleir�,.s. Complainant's praperty sits at the bottom of the hill �� o'ti tho west side of Talbot RD S. Thc building pad far the residen�ce sits appz�oximatc}y tea feet , below thc road grade fvr Taibot RD S. The yaFd staroimding the residence vvhile landsc8�ed with plautings aad gtass Iawns has many varie�ties o�'Rushes�tvwing on site wher�lawn has gi�ven way to wet sat�irated soi�s, Se�ps'ari�d s,�,�r�ngs ftorv from ti�.e esstcro side of lot and$ow towards the wrtIands behind t�e res�d�nce anti det�rched gara.ge on site. Water is a]so flowin� from cracked azeas of stucco walls swround'ung th,c st�irvvay Ieadi.ng to the frant entrance of tha residence. The eas6cm yard of ti�c pmperty is highl.y saxu�tted aad would need to have intercoptor t�ren,ches placed an.d discharged to wetiands requiring the coznplainemt to conta,ct . DDES regarding worlang within the SAO buffez. SE 19�nd ST -� ' . � 3 6 S . r � . � � ' � �e �---� 9533 � _ � 4 � 5 � � og i , -- . rt�. z�. 1uu�- 3 Ulr�!c±�G c;c;, Wl�)-��a- -•-_.�� --- .=--�;�-.1�-:,�... .•:,NO. 0971 P, 6/12 Complaint 2003-0011 Kozheaevsky , - - Tnvestigated�by Andrew McDonald on Jauuary 9,2003 Visited site and met with Mr.Kozheaevsky. Fie is concemed with wa�er eate�g his sit.�from Talbot RD S and from S 192ad S?. The Coutrty-City boundaty I�.e is S t92"d ST. On the Aorth � side of the st�is tbe City of Reaton azicl on the south si�,e is Ki�g Connfiy. Mr.Knzhsnevsky is cancaned about the waber ho gds fivm his eastern�d northern pmperty lmes whiah bordcr Tallsot RD S to t�e east and S 192�ST to the nurth. �Ie believes that�aiture to mamtam t� roadsidc�tch on the westem side of Tall�t RD S an�d along thc so�xhet�u side of S 192�ST,east of Talbot RD have caused water bo shect flow acrass Taibot and onto his�ot at the mtersection. Mr.Knzhcnc�vsky i�hoping that Km.g Catmty R�oads caa provide somc rclief in cleanmg the ditches and kvep waxer from en�ing lus sitc. IVLx Ko�nevsky also wishes to bu�d a retaming walUrocksry along his property Iine. I reficr�:d him to DbFS for pe�mitting and requiremeats. ' . Addendum lEntereti�Z1-03): I spoke to 7o]sn Thom�psoa at G�ty af Reaton Public Wo�cs/ � Itnad.�iaiatanance. I relayed the psoble�Mr Kozl�evsky rqaortad to Mr.T�psan as this _ portion of right-of-way is ma�mxained by the(�y of Renxon and not by Kaag County Roads per B�1 Conn�rr at Kiag Co R.oads. I toId Mr.Kozhetle�vsky thax I had givea this cotnplaint to#he , � City of Rsnton. He wozild prefer tbax his name not be given to the C�ty nar his teleph�one n�ber. ;. , '�"� , Z � � . � ' of � ows por Mr. �� I �� ' f�� A► ,I . � � S �9�nd St 2 3 1 ,�0 5 6�--T- � � �-- — �J � �� .' '7 , 4 g 9533 � �►a�to��a�ng� .r�n��,a�s�o�cR . f Kin� Count�� Soils Surveti�: The soils on site are Alderwood gravelly sandy loam. See Soils Map in Section 3A of this Report. Wetlands Inventory Maps: There are no wetlands on this site. ' � FIELD INVESTIGATION Existin� Course On July 26th, 2005, a site visit was conducted. The weather was warm, 85 degrees and sunny. The week prior to this site visit was moderately dry and warm. The downstream analysis begins at the western property boundary(point A). See Downstream Analysis Existing Course exhibit on the following pages. The drainage sheet flows southwest for approx. 120 ft. across three lots and dischazges onto 99�'Place S. (point B). The flow continues south along the flow line for approximately 150 ft. until it enters a type I catch basin(point C). The flow continues south through an existing storm drain system consisting of 12"concrete pipe and type I catch basins for approximately 440 ft. The pipe enters a type I catch basin on the edge of a cul-de-sac at the south end of 99�' Place S. where there aze signs of the flow passing over the top of the catch basin and flowing down the steep slope into the ravine (point D). The flow continues south through an SAO landslide area for approximately 75 ft. through a 12" corrugated metal pipe and dischazges via a type II catch basin at the bottom of the ravine (point E). The flow continues southwest though the SAO landslide azea via a stream channel for approximately 75 ft where it leaves the SAO landslide area and enters an SAO erosion area(point F). The flow continues west through the SAO erosion azea via a stream channel for approximately 100Q ft. where it connects with another stream and exits the SAO erosion area(point G). The flow continues northwest along the stream channel for approximately 200 ft. where it enters a culvert which crosses under Talbot Road S. (point I�. The flow continues northwest through the culvert for approximately 200 ft. and discharges west of Talbot Road S. (point n. The flow continues northwest for approximately 350 ft. via a stream channel where it enters the Gallagher property which I has a drainage complaint on file with King County Surface Water Management(point�. � The flow continues north for approximately 150 ft. through the Gallagher properly where it discharges into an SAO wetland(point K). The flow then dischazges at the northwest edge of the wetland (point L)and enters a culvert which dischazges on the north side of S. 192"d St. (point M). This point is approximately 0.6 miles from the project site. This ends the field investigation. i �� ` � �� n � te� � �� j� ��:�v;. ,,� ,.,,�py,Fart _ ;!��' - _ W _ _ _,� Y` i ' : - � , .�p . � � , ._. �.�2 � �` T F �:�, ; x s ' , �� h�`�� fl . �:.,. `- �.�� . . , � �, C `� .•ti �; � � tl? �i NI � . .��. ��f ��f ��r�'�' li� � r� M i i �. . �„�� ' ' _ .rl.� n; '�J `� �. Z9�� Sj C� `'W��y�'� ,nar Sheehar� ', ,� ~ ' '' \ 'r j`�•`� %" -~' ,'� �Y 1 ! G n 4 F__ J_ _., (21 � , 'I .� ` � �a,: r �, 4b� �Y -i.g0 1 ti,+ ' ` - y� '' . J.D� �' ' ' , . . ,; _^ - .�"�� -`�`� d5 p S.?It77007 ca ��._._.:.�_. < s .,�•� `�� i} ,�i�� •��. � Fa'�:�:h�`��i'� : y ` � zse• p j � �, ', :' . ��, ,C., � y�1� •" � Q ` ��i ♦' ^.�i .. •�M1� : . � C �e-�^ .. :w. �� ai...�,� � : r a�_ --^'^� � ' { R � .t:. =l I� � . � � � .7 � � �� 011 ie .�. Burtan o �'aiv e^ ' ` �-- ------ t� � J�Y � ,• sba -- i.41 Ac - iI � � -y� � ----�= `a 92/9� �n�y I . ; �; ��`----- •,� --- --5 6ofdman ��4 �'' j3 f � Q` `` m c30°f�S � , � - -- - - �. l._ BE1rtOYl 1.83l;G_+ c �� t�_ _��_-=� I.93 Ac t.,, � �, � `g' =i ��``5 :``G{OV �C� i� ��SZzg ,��'^ r' , � ,.j, j Q o53!4 -----�� Z� �0659 `�J r �� '�3-'� 3�_�5 f AC. . � "�,�:� ', Z�lla :�. RuthA � � _ /i�� I.��HG. � . I � �� I � ♦� � � i i � �.SJ aG �0`�t � ,�, ��, . � � � j � �: � •-�-y s ar u34 °��S l.t j r�/'�f y��CL; �.`�` j ��c � t '-a��`� _- - =��t, ��'' " ' ii _ �?�� _ ^: „ i �,; � l, :;:r . << ; � :� �^� �r�n; � �t I ...,'� � `�. f, �� --4 � f I �` -i�i I�1 �" �� {. . ' --�- ��7ii'�i3i .r.'. ��7a�� vj `��r%I�ait? ; / � - - - - - - - - - - - - - - - - - - - -- - - - --a� •�,.. ' ! t _F, b� ..,�::. � , � � �. �,.t �, 'r'� '"°j � ,�"+ � �` � 'kis . ► , , �6,r� '� ! lC�I �j � ' I �� t� � :,��,.� �Q.�G.T � i_^�:�C.- I � �.�8 i�C.t r'� � -.y I � I �,�=j ; �� - � - -- --�---- - -�..,_ __----- __ _ -�' � � �.— �:�.� ; _ � ; .— � —�--�-- ;=:.,� E � �'`'�� _�-�-;N . � r :�' I1 _ .. .._ . _ _ i � f � t �V / --� - - - - - - -- - - - - - - - - .��_�� 1 +1 r � � *=i � _ � _,� i , .,.: � > >— -"�;� ' r'. . � us �. �cKP..=n NORTH � �cz6 � ' '+ � r �'I ti lOu �. ''7C . $3 1�5 ��w � �� a a � o . ; s:p SCALE: 1"=200' . A I �--, C O 2 m.� �`�b"• ' '� ai . � r ;1-.�oi I, 6'-'4 y: �5 ,�`t6 7 � I,[ P ` _ �`��4' �3P"r' a y'l�` !� : i � \? _r'r�,,�'� 7 t37_IO r� O ' I DOWNSTREAM ANALYSIS ! { : �-.,�, .... ,•�. . ,` - ;;��_�'�'- 9 3 �� 17�9 S$� � EXIST'ING COURSE � r, `q• -y r.� ' �"s�� `�=� �' `p 'a �^ TALBOT RIDGE � . � � � `� �s ��° � { ; o �� CORE PR4JECT NO. 04120 'j�� = iso >�i �' /_I _s- ;c �" ;�"�_'1 ol G`' �� 5 "�� f � T .- �� -I�-:,�i :a i i"; Li:E"'�;�r 9�:�►�! - -.. - OFF-SITL ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement#2 Basin 04120 Talbot Ridge-E�cisting Course Subbasin Name: Subbasin Number: ym o ra►nage ramage omponent ope istnnce �xishng otenha O servations o ie inspector Component Type, Description from site Problems Problems resource reviewer,or resident Name,and Size discharge : ype:s ect ow,swa e, canslnctions,un er capac�ty,pon mg, see nwp streum,channel,pipe, drainage basin,vcgelation,cover, % 1/4 rni= 1,320 t overlopping,flooding,hahilat ur organism tnUutary area,likclihuod of probl�m, pond;Size:dis►meter, depth,type of sensitive area,votume de:siruction,scouring,bank sloughing, overtlow palhways,poeential impacts. � surlace area se�3imentation,incision,ulher crosion site-A sheet flow site discharge 0' . A-B sheet Flow adjacent lots 0'-120' E3-C shallow channel roadway&adjacent property 120'-270' C-D pipe flpw roadway&adjacent property 270'-710' D-E pipe flqw roadway&adjacent property 710'-785' SAO Landslide Area evidence of flow bypassing CB E-F channel flow adjacent property 785'-860' SAO Landslide Area evidence of scouring F-G channel flow adjacent property 860'-1860' SAO Erosion Area evidence of scouring G-H channel flow adjacent property 1860'-2060' I li-1 pipe Flow adjacent property 2060'-2260' I-J channel flow adjacent property 2260'-2610' J-K channel flow adjacent property 2610'-2760' WLRD Drainage Complaints K-L plug flow in wetland adjacent property 2760'-2960' SAO�Vetland L-M pipe flow adjacent property 2,960'-3,130' � FIELD INVESTIGATION (continued) Discharge Course On February 22nd, 2005 a site visit was conducted. The weather was cool, 45 degrees and sunny. The week prior to this site visit was moderately dry and cold. , The downstream analysis begins at the northwest comer of the property(point 1). See Downstream Analysis Dischazge Course exhibit on the following pages. This is where the outfall for the site will be located. The roadside ditch, on the south side of SE 192°a Street, is well defined here and protected from erosion with rip-rip. There aze standing pools of water in the ditch where debris is piled but there is no running water in the ditch at this point. The open ditch goes from the culvert under the existing driveway to another pipe before entering a catch basin(point 2). This CB is connected to the next CB on the north side of the road(point 3). There aze a series of CB's,perhaps two that aze not visible and may have been buried because of recent shoulder and driveway construction along the north edge of the road(point 4). The storm conveyance system does emerge around the bend of the road and still on the north side (point 5). The pipe was partially buried and covered with debris but looked to be 18-inch. From the end of this pipe the water enters a deep, rectangular shaped channel approximately 6-feet x 6-feet in size. The channel appears to be man-made and is heavily protected with lazge rip-rap. The channel goes through heavy underbrush and emerges from the property on the north side of the fmal easterly bend in SE 192"d Street (point 6). At this point the channel,the roadside ditch on the north side of the road, and a minor cut-off ditch from the north all combine into one grated catch basin before continuing west along the north side of SE 192°d Street in a combination of short culverts and open ditch. The ditch is heavily protected with rip-rap (point 7). Over topping of driveway culverts has happened along here but flow that remains in the ditch does not appear to be eroding the ditch. This ditch I has not been well maintained and it appears that the overtopping of the driveway culverts and the ditch in most locations could be minimized by removing the lazge accumulations of debris in the ditch at the upstream ends of the culverts. The culverts aze full of sediment; therefore it is difficult to deternune the size. They appear to be 18-inch. There is no running water in the ditch at this point. This ditch continues west to where it drains to a 24-inch pipe and continues west under Talbot Road. The pipe invert is deep,perhaps 4 feet down below the roadway and heavily protected with riprap. There is no sign that the runoff overtops the road(point 8). This point is '/4-mile from the project site. The pipe enters a CB in Talbot Road that has a solid locking lid. There was no outfall found from this CB. Reseazching County records will be needed to deternune the exact outfall location (see addendum that follows}. All water within this basin converges about '/4-mile further west(point 9) with stream flow from the south that passes under SE 192"d Street in a 36-inch CMP culvert. The upstream end of this culvert is partially buried with sediment deposited because of debris in the end of the pipe. The downstream end forms in a 20-foot diameter pool with the culvert end hanging about the stream channel by approximately 1-foot. The stream ' channel takes a 90-degree bend at this pool and parallels the road until it reaches the SR � 167 highway where it continues west in a 48-inch pipe. This point is one mile from the project site(point 10). This ends the field investigation this day. , Addendum to Investi a�2 tion I On Mazch 18�', a sunny dry day,the manhole at point 8 was revisted to remove the locked top since City of Renton records where not cleaz as to the existing conveyance system. After removing the top a 24-inch pipe entering from the ditch previously j mentioned along with an 18-inch from the north along Talbot Road was found. The I outfall pipe is a 36-inch going west,after taking a bearing on this pipe another locked CB I, was discovered about 100 feet west that was covered by dirt and landscaping (point A) I and continues 200 feet west to a CB at point B then 50 feet more to a ditch at point C on the north side of SE. 192°d Street. The ditch is well defined and continues west to point 9 described in the previous investigation. There is no sign of overtopping or erosion in this ditch but the ditch is heavily chocked with vegetation between point C and point 9. This ends the 2°d field investigation. �, It was reconfirmed that this basin does not enter Spring Brook Creek above the fish farm. I��, �•l�,� µ '! �� .�� f,; ._..� __ . ._..? .B!I � _ -n r � _ . -: __. , i � ! �. iq. +s.. � ib'�tK' . . . j{; r,F'.1j:v_ _1 sl "I � .��. i _. . , . 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M' M. \t �''� � �y ',� - � � ,\��• .``` �. , . � . 1 � x �.� � � � ,ti . � ' � � r �` . _ �. l`• ,.,,. `�a � t. t � *r .,` f f 1 ,✓ � i . . - ., f,- �; i, ?`� ., ' � � � �� , J }.t / M 1• �.� t ,'a i^ . � 'I { . � . ' . O � L '` -,� � � i . . N � / � � ' , � . • 1 . � � � ;' ` f /� �.. F� � lr'i 1� �,�, 't '� , o e'.. � , � �/'� �,� 1 . I 1 � 1 i w � a t f . . ~ J `� � ,� � ` � "' I\�P`j :f•�r. } :l`'.� ',� �+' ,4 O O %� Z o �.>•' \, �v . •..,, .r' �� ,�• , �[ �� '� .�' '�,I� �,�:; � �;� 't � {`� c�v z ,`J':�r � t �".�' 6 j i �j ; � � ��.. r � � •i ;,��.� a � � z , � ,,"' � . t�� . . . 1 R. � �, ;�' �,,., � .� o � c � rl=' � . , r, .. ./, .+ �� A�� t �� i 4. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN: A. Hydraulic Analysis The drainage analysis was modeled using the King County Runoff Time Series softvvare. The onsite soils are Alderw-ood (AgC), KCRTS group Till per the Soils Map attached on the following pages. The site is located in the Sea-Tac rainfall region with a location scale factor of 1.0. EXISTING CONDITIONS EXISTING BASIN BOUNDARY The existing drainage basin boundary will include the property area, 190,123 square feet, �, less the existing pavement within the property boundary that will remain as is along the I west boundary that is part of the road section for 102"d Avenue SE, 4,011 square feet, less , a portion of Tract D that will remain undisturbed, 23,860 square feet, plus proposed ', improvements along SE 192"d Street and 102"d Avenue SE outside the property boundary, � 18,660 square feet. Existing ground cover will be modeled as Till-Forest. �� ', ?he following information was used for generating time series and flow frequencies. , EXISTING CONDITIONS Total Area= 180,912 sq. ft. or 4.15 acres ' (04120ex) GROUND COVER AREA(acre) Till-Forest 4.15 � ' - p � �f' i I.- ° �(�. �.�f.'��:,� II `� �M '�An F � �,� .� AB` 1V!?VlTCKdL' M Sy�.�+ S - � ___-__ __=_=_ ---�\ �-- - �17�..��- -'— II .r. i. .�_.'. -- —�h---� -- 93 �` a:; ��o -� u. '`_ f.: '/ ;• , � y�, � \ 3y4 � . u.- • �' • `} .i '� �.. � � � �/ • sf' .1�11 \ •5 =,;�: :�� —g . ,'• �1. .��_. �:� ' ai; ,'. �f Jy,i t � . � N� ' ••{ RIi,B 7 � 1 .N 1 . ' ' " ,h r u \� x �`• ' ''g=-x-a � •. . _ n�a., tlY. - I . a �• ==f� §�.�;',_� .�� 4-+ t• •S`:`:....;� ' �gC 'n ,F �-�� '. . u y, �� t1 } -. � � .� �i x � .. :II....... 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Y ( f:. . . �_ `� t` . � C � t' �( `. � • f _ - .� �',. .. _ . __ Yi 11 I i� � �� vC:�j,� t r� 11 ; ° � � i . . �-�:- a t � �4 j♦ i . 1 A ��1� 3 j� ~ t�� 4� f � i .l �``; �11 � � .. � . • .} � ; � r� 7 � yS S , i• ,.. 4 .`Y ' r � ` "' H • � .i-w • ��,.,i '=1:,: .. � ,'�_ s.t� y i� . II�� . • �1 r.t� i--�4 4 �n e � . s."._ . . �..� �_� �• ..;.: ��• � ; ` ; } • .�,,.,_i -. } t -- . . . . � i � -:. . .. i ; �.• 1 ��? `�• .- `� .i k ' ___��_:. v .. } t �i i_ � � •� ' �7railer e� a _,- " `" ` -.,.i �.. .x :, � �. i� �: � ' 'P`�Tc f �• ''"4 T +�� j �� :'f' 1 - .� : � ._._. � k �` i � "c ' � � 1 . . �'. .�_.,_: � . �` � � •� �` �. � "� i_.,� � 4 !1 \� • � • � �' 1 ,_,,,.,,, , =is• . ,, ..� . .a e` .. _t = • -!�Y � � .''_ : ..;t ..\\\` • • '. J '. •�-v_ �j� ��, . • _= ; `�4•-- —3 • --' r' —�—�.� su,`�_---}-�---� --r_t - --- _ t*.�--- . � p - • , . , ---�F . -� T� ; : �. _ � � i` ',• ., . „ �_ , : � � = � ',,,, ,�.. '� 1 '� , '�� e �; _ �,r'; �` ?. �. � � ,, , ?'� . K ' �� ` � i �.�� t' � � .. ' '-. �1 ' `� .k. ` ` � �{�• �f�, � „i'.d;• - "`' � i ��`,T. r � �- �•;- -:"s •J �r � , � ��i�;z'_'%i ,� � ,l ;_• � . .`y ._r�s ti`•,��_ •• ,�.- ' ._.. , _ �, � , �� / a r�� r� .� . �� ' _ ' ' � �� •� { `r/' • •1• \4`�91� i � . _'� � �•'�.�,,,,. � r - � u -'-•�� iBM`,;= 1 � , , , f• ` � ".,'n �, � �. 5 -- -� -},,�"I r'� _ j�"','7 "" `* f _.. . �. . ♦ ; a ��,� \ : '_ ,.:' _- `� . i � � � ,, , . � �_ •__, � ` ��, � SOILS MAP :��- -- --- ---{ -- --=�=�°,- -'"" •� -.�==.� ._�_ �_ ., TALBOT RIDGE ESTATES .. � � i i__ ----r: .•, �;,: � ; \.�` : CORE NO. 04120 . .,,`, � ;' _ � . �_ � .s� .�. k: � •.�," �' i`. �`' � ' ' � � I � � ' �: �,� � • ' �'i �� • ►I • L �� . �a e.. i 6.4.1 �VETPOI�"DS—B.aSIC AND LARGE ,�fETHODS OF,4,�ALYSIS I I FIGURE 6.4.1.A PRECIPITATION FOR MEAN A1V11�UAL STORM IN INCHES (FEE'1� I��I ST 1.0/ Lp 1.2 ST 1.i ST 1.0 LA 0.8 LA. 0.9 �„�„�,„�o�„„ ��'. .,� ; r.Q. . . � ; - r; a �,��o�..,. -. - '�' <�.' ��-�„--�_ i./I, `F �I.`S ..�" a� .cr�� .r _ `_� ,`d `r� ,/r �" . =T _� ;--, ;� ,. , . ,. _ ;, � �,.� f:. t '�:w ��( +`'� '� � � a .�'p' f �1 -i �A' � < — _ � �� , �, � - - ae ��_' � � ,+ w F . r � f� � _ � �=`, '' �,, :� �„ � o �� `:,,,'°�Y ' 3 ��.P c � EUAen. � .i� 6EL.[Y�'g'� .9� � , &7 \ Y �� !�~l .SCI �l�� t y' ,.r b i.: ,.�:, = � i\ ,�; t' - _ .:�` r ; ,irY.�,, � � � -- � '� i- ��6„�i�'. `SEA�.ttt rn ^� � +� � � J �d K\i �lYlG1 S��; J "� �.1 �W �� I —4 1 � � "T: - —+ �, / Ce. � 1 _ F�R7 � f: "�f�, �� j ' k.�i 'S o� � ' , A f' , c.. .,.�r� � q�Trr..i.� .,,t` '{ � r-ra:r_.+ 3 "s � ' ' i _ ,�� . '� .,� � �_.. ' � �` � - .S _ - � . �; �'4 ! s� � � V�� s�' � �•.'^i �y �_ , �— P � - Y'. 7`: ,��, 1 L� ♦ "" 't. 1.� / � ,�`� �I _ — � > �: uv�:p� }. y,..' 0.54" ',,,�.;�-.. s,. .-� , ` ! .r: I 4� j � � 1 (0.045'J °�.. `.i:. �; ,:- 0 ��,�� IIF�CF f0 i• 0.47" (0- � • G:�� Incorporated Area `;� f +64-�� ...c� River/Lake � 0.47" � — Major Road (0.039') 0.52" (0.043'� 0.65" NOTE:Areas east of the eastemmost isoplwial should use 0.65 D.S6�� (0.054�� inches unless raintall data is availabie for the location of interest (0.047�� 24 The mean annual storm is a conceptual stortn found , by dividing the annual precipdation by the total number of storm events per year result, generates large amounts of runoff. For this application, till soil types include Buckley and bedrock soils, and alluvial and outwash soils that have a seasonally high water table or are underlain at a shallow depth(less than 5 feet)by glacial till. U.S_ Soil Conservation Service (SCS)hydrologic soil groups that are classified as till soils include a few B,most C,and all D soils. See Chapter 3 for classification of specific SCS soil types. 2005 Surface Water Design Mattual 1i24/2005 6-71 Flow Frequency Analysis Time Series File:04120ex.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) {CFS) Period 0.262 2 2/09/O1 18:00 0.335 1 100.00 0. 990 0.071 7 1/06/02 3:00 0.262 2 25.00 0. 960 0.199 4 2/28/03 3:00 0.201 3 10.00 0. 900 0.007 8 3/24/04 20:00 0. 194 4 5.00 0.800 0.115 6 1/05/05 B:00 0. 169 5 3.00 0. 667 0.201 3 1/18/06 21:00 0. 115 6 2.00 0.500 0.169 5 11/24/06 4:00 0.071 7 1.30 0.231 0.335 1 1/09/08 9:00 0. 007 8 1.10 0.091 Computed Peaks 0.310 50.00 0.980 I DE VEL OPED CO.'�DI TIO:'�'S The proposed project includes constructing 22 single-family residential lots with associated roadways and utilities. Access to the site will be via 102"d Avenue SE. Half- street improvements on 102°d Avenue SE along the property's east frontage , includin� pavement widening and installation of curb, gutter, and sidevvalk, w�ill be completed as part of the subject project as well as more extensive improvements along SE 192°d Street which will address existing inadequate stopping sight distance. FLOW CONTROL BMP REQUIREMENTS Per Section 1.2.3.3 in the 2005 KCSWDM, projects subject to Core Requirement �3 rnust apply flow control BMPs to impervious surfaces as directed by this section to either supplement the flow mitigation provided by required flow control facilities or provide flow mitigation where flow control facilities are not required. Flow control BMPs must be selected and applied according to the basic requirements, procedures, and provisions detailed in Section 5.2 and the design specifications for each BMP in Appendix C, Section C.2. Since approval will be required for the subdivision as well as the building permits for the ne�ti�ly created lots, both kinds of flo��control BMP implementation are required as described in Section 5.2. Individatal Lots Per Section 5.2, for individual lots, implementation shall be in accordance with the "Individual Lot BMP Requirements" in Section 5.2.1. The individual lots on the subject project are smaller than 22,000 square feet and therefore, fall under the Section 5.2.1.1 "Small Lot BMP Requirements". Since full dispersion and full infiltration are not feasible, one or more of the following BMPs listed under Section 5.2.1.1 (3.) must be applied to an impervious area equal to at least 10% of the lot for lot areas up to 11,000 square feet. The "Reduced Impervious Surface Credit" per Appendix C, Section C.2.9 will be applied to the lots for the subject project. A "Restricted Footprint" �vill be the technique used to receive the "Reduced Impervious Surface Credit". Without the reduced impervious surface credit requirement, the maximum impervious area per lot is calculated using the criteria in the 2005 KCSWDM page 3-27 and K.GC.21A.12.030. The proposed development is urban residential. The site is R-6 zoning. Per K.C.C.21A.12.030, the maximum imper�-ious area per lot is 70%. The total lot area is 114,8�5 square feet. The maYimum impervious area for the lots is therefore, 70% * 114,8�5 square feet= 80,399 square feet. The average maximum impervious area per lot is 80,399 square feet/221ots = 3,654 square feet per lot. Per the 2005 KCSWDM '�, page 3-27, the maximum impervious area per lot��ould either be 4,000 square feet or the maximum impervious area as stated in K.C.C.21A.12.030, whichever is less. The impervious area will therefore, be equal to 80.399 square feet for all the lots since �,6�4 square feet is less than 4,000 square feet. Utilizing the restricted footprint technique to receive the reduced impervious surface credit, the maximum impervious area for the lots will be 60%, 70% (lot area) - 10% (lot area). The maximum impervious area for the lots is therefore, 60% * 114,855 square feet = 68,913 square feet. The distribution for the impervious area over the lots will be � decided at building permit such that when the total imper�.�ious area for the lots are summed, the total lot impervious area will not exceed 68,913 square feet. Subdil�ision Pro'�ects Per Section 5.2, for subdi�rision projects, credits are applied for the application of flow control BMPs per Table 5.2.2A (p. 5-12). Per Table 5.2.2A, the flow control BMP that will be implemented is the"Perforated Pipe Connection" v►�hich has no facility sizing credit. DEVELOPED BASIN BOU?�1DARY The developed drainage basin boundary will include the property area, 190,123 square feet, which includes the existing pavement within the properiy boundary that will remain as is along the west boundary that is part of the road section for 102"d Avenue SE, less a portion of Tract D that will remain undisturbed, 23,860 square feet, plus proposed improvements along SE 192"a Street and 102°d Avenue SE outside the property boundary that ��vill be captured �•ithin the proposed conveyance system, 14,649 square feet. ' Developed Draina�e Basin Area Bypassing Proposed Combination Water Qualitti�/ � Detention Vault A bypass area equal to 3,821 square feet of landscaped area within the storm drainage easement within Tract D will be compensated for within the detention calculations. ', Developed Draina�e Basin Area Tributarv to Proposed Combination Water Quality/ Detention Vault The developed drainage basin boundary tributary to the proposed combination water quality/detention vault is equal to The developed drainage basin area less the bypass area � or 190,123 square feet—23,860 square feet+ 14,649 square feet—3,821 square feet= 177,091 square feet. DEVELOPED CONDITIONS Total Area= 177,091 sq. ft. or 4.06 acres BREAKDOWl�' TRIBUTARY TO VAULT AREA DESIGNATION AREA(s . ft.) � 102 AVE SE AND SE 192 ST R/W 23,031 ! " Existing Im ervious 4,011 Pro osed Im ervious 16,478 Pervious 2,542 SE 192 PL 20,414 Im ervious 19,210 � Pervious 1,204 I� DEVELOPED CONDITIONS Total Area= 177,091 sq. ft. or 4.06 acres BREAKDOWN TRIBUTARY TO VAULT continued AREA DESIGNATION AREA(s . ft.) TRACT A 3,066 Im ervious 2,676 Pervious 390 TRACT B 3,444 Im ervious 2,703 � ; Pervious 741 PORTION OF TRACT D 12,281 Pervious 12,281 1 �, LOTS 114,855 � Im ervious 68,913 Pervious 45,942 DEVELOPED CONDITIONS Total Area= 3,821 sq. ft. or 0.09 acre BREAKDOWN BYPASSING VAULT AREA DESIGNATION AREA(sq. ft.) PORTION OF TRACT D 3,821 Pervious 3,821 The following information was used far generating time series and flow frequencies. DEVELOPED CONDITIONS Total Area=4.06 acres TRIBUTARY TO VAULT (04120d) GROLTND COVER AREA(acre) Till-Grass (Landsca ing) 1.44 Im ervious 2.62 DEVELOPED CONDITIONS Total Area= 0.09 acre BYPASSING VAULT (04120by) GROLJND COVER AREA(acre) Pervious 0.09 ' 21A_12.030 A. Densities and dimensions - residential zones RES[DENTdAL Z nuw�t uxeaw unsnra 0 x �re �sroema� E 5 STAPIDARDS RA-25 RA-5 RA-10 RA-ZO UR R-1 Ra R�i R-8 p-12 Wi8 R-24 R�8� f7� Bse Densitr: 02 42 0.i 0.05 0.2 7 4 fi 8 �2 18 24 qa ; Dw�Wn9 dWat dulae duhe dulae dulac dWx dWx dufx dufx dWat dWiC 61Yx dWaC � UnmAc» (2!1 [61 ('� Iluln�Dmslly: Od O.t i 9 t2 1a 27 36 72 . DYwYlnp UnWAus dWx OUFx dWx dWac dufae dufx Eufx dulae tluhc �� RDl (ml C�1 . 16nbwm Ds�nily: SSX 86X 85X BO�: 75X 70x 65�G � n� r� c+2� r8� ��ei �,� r� 1+�1 1+� (+81 l�l Sh�anan Lot 135 tl 135}t 7�5 R 135 ft 35 R 35 R �0 ft JO R 30 tt 30 R 3Mt 3Q ft �p}� �^ m m rn eanrn�s�e.e 70 ft ]O R �OR 301t 3p 1t YD R 10 h 101t 10}t iD R tO R 10ft 'I D R � f91 19) {� (� (7) (71 (sl (� (83 I81 fs) 1� fel 13I Wnimum Inarlor S R 10R 10 E 70 tt 5 R 5 R 5 R 51! 5 R 5 h 5 R 5 K 5 ft � ro� � rn ro► m m c+o� c�a► �+o� ro� a�ne� Ba�HeIgM 40 R 40 tt �0 A 40!t 35 R 75 R 35 ft 35 ft JS R 60 tt 60 tt 60 h 60!t l41 45 R 451t 00 R s0 R EO}t 1�41 (�4) (u) (�4) (141 Malmron 2SX 20% 141. 12.Sx ]G'.4 30"/. 557L 70% 757. 657G 897L 85X 907L � �mp.rvio�n {»� 1») h�) N�1 (1�) 1») s��: �,eti n9� r9i r9� �cs� '_ _ ��_ , � . .. -� r;,�._... ., �lc.. __�qLen^, ._-��1_°si� Tin:� Series Fi-�e: ��120�.t�� Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency F.nal,,.�is------- Flow Rate Rank Time of Peak - - Peaks - - Rar.k Returr. Frob (CFS) (CFS) Period 0.764 6 2/C9/Ol 2:00 1.54 1 100.00 0. 99C 0. 626 8 1/C5/02 16:00 - 0. 988 2 25.00 0. 96C 0. 918 3 2/27/03 7:00 0. 918 3 10.00 0. 9Q�� 0. 680 7 8/26/04 2:00 0.818 4 5.00 0.8G0 0.818 4 10/28/04 16:00 0. 811 5 3.00 0. 66i 0.811 5 1/18/06 16:00 0. 764 6 2.00 0.500 0. 988 2 10/26/06 0:00 0. 680 7 1.30 0.231 1. 54 1 1/09/08 6:00 0. 626 8 1 .10 0.091 Cor.�uted Peaks 1. 36 5C.0� 0. 9g0 i Flow Frequency Analysis Tir.,e Series File:04120by.tsf Prc;ect Location:Sea-Tac ---Annual Peak Flow RaLes--- -----Flow Frequency Analysis------- �-ow Rate Rank Time of Peak - - Peaks - - Rar.k Return Prob (C�S) {CFS) Period � . 008 3 2/09/O1 2:00 0.019 1 100.00 0. 990 �i. 004 7 1/05/02 16:00 0.010 2 25.00 0. 960 ��. �10 2 2/27/03 7:00 0.008 3 10.00 0. 900 �i . �02 8 3/24/04 19:00 0.008 4 5.00 0.800 �i. �04 6 1/05/05 8:00 0.007 5 3.00 0. 667 ��. �08 4 1/18/G6 16:00 0.004 6 2.00 0.500 :�. �07 5 11/24/06 3:00 0.004 7 1.30 0.231 C�. �19 1 1/09/08 6:00 0.002 8 1.10 0.091 �c�p�.:_�d Feavs �.01� ;�,rn 0. 9�C � B. Detention Routing Calculations i Conservation (Level Two) Flow Control shall be utilized to mitigate for the developed ' storm drainage flows. The live storage portion of the combination water quality/detention vault will satisfy this requirement. The vault will be located in the northwestern corner of the subject property. As a requirement of the 200� KCSWDM Adjustment Request (File No. LOSV0061), a 10%volumetric factor of safety will be applied to the detention facility. See copy of approved adjustment in Section 2 of this Report. The proposed vault includes compensation for the developed bypass area. The vault (04120v1t.rdfl was sized based on the 200� KCS��'D�1 and KCR"rS Computer Software Reference Manual. See attached KCRTS printouts. Per the KCRTS printout, the vault surface area is 5,353 square feet. Per the 2005 KCSWDM Adjustment, the required surface area was adjusted with a 10% volumetric factor of safety. The vault to be constructed will therefore, have a minimum surface area equal to 110%*�,3�3 square feet= 5,888 square feet. The rip mary overflow for the vault is the riser pipe on the control structure. The«�ater surface elevation above the riser for the 100 5�ear, 15-minute developed flow is calculated assuming all orifices are plugged. To pass the 100-year, 15-minute return period storm, 3.82 cfs, through a 15" overflow riser will require 0.46 feet of head per the follow7ng equation: Q = 9.739DH"2 or 3.82 =9.739(1.2�)H"z. See attached flow frequency analysis on the following pages for calculation of the 100-year, 15-minute return period storm. The primary overflow elevation would therefore, be equal to the elevation of the top of the riser plus the amount of head required to pass the l 00-}ear return ��eriod storm, Elev. 368.83 + 0.46 feet= Elev. 369.29. Retent_o�:'De��n�_or. �G��_i� �~';�-�,�� \I �� ' �- u l 'I��pe c= �aci�ity: L,e=2ntio� ��a�s1t Facili�y Leng�h: �3. 64 tt Facility Width: 64.00 rt Facility Area: 5353. s�. f� Effective Storage Depth: 9.89 f� Stage 0 Elevation: 359.09 f� Storage Volume: 52941. cL. ft Riser Head: 9.�4 ft Riser Diameter: 15.00 ir.��res � Number of orifices: 3 Full Head Pip� Orifice # Height Diameter Discharge Diameter i (ft) (in) (CFS) (inj i , 1 0.00 0. 91 0.069 2 6.30 1. 63 0.133 4 .G 3 8.40 �.8� ^. �21 4 .0 Top Notch Tr�eir: "Iore Outflow Ratir.g Cu�.��: I1cr_e � Stage Elevatio� Storage Discrarge Pe��olat;�n (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs; 0.00 359.09 803. 0. 018 0.000 0.00 0.01 359. 10 857. 0.020 0.002 0.00 0.02 359. 11 910. 0.021 0.003 0.00 0.03 359.12 964. 0.022 0. 004 0.00 0.04 359.13 1017. 0.023 0.004 0.0�� i 0.05 359. 14 1071. 0.025 0.005 0.00 0.06 359.15 1124 . 0. 026 0.005 O.O�i 0.07 359.16 1178. 0. 027 0.006 0.00 0.08 359.17 1231. 0.028 0.006 0.0� �� 0.27 359.36 2248 . 0.052 0.011 0.0� 0.46 359.55 3265. 0.075 0.015 0.0� 0.65 359.74 4282. 0. 098 0.018 0.0� 0.84 359. 93 5299. 0.122 0.020 0.0� 1. 03 360.12 6317. 0. 145 0.023 0.0� 1.22 360.31 7334 . 0. 168 0.025 0.0" 1.41 360.50 8351. 0.192 0.026 0.0� ` 1. 60 360. 69 9368. 0.215 0.028 O.00 1.79 360. 88 10385. 0.238 0.030 O.00 1. 99 361.08 11455. 0.263 0.031 O.00 2.18 361.27 12472. 0.286 0.033 O.00 ' 2.37 361.46 "'-3489. 0.310 0.034 O.00 2.56 361. 65 14507. 0.333 0.036 0.00 2.75 361. 84 15524. 0.356 0.037 O.00 2. 94 362.03 16541. 0.380 0.038 O.00 3. 13 362.22 17558. 0.403 0.039 O.00 3. 32 362.41 18575. 0.426 0.041 O.00 I � 3.51 362. 60 19592. 0.450 0.042 0.00 3.70 362.79 20609. 0.473 0.043 O.OG 3. 90 362.99 21679. 0.498 0.044 O.OG 4 .C9 30'3. 18 2269?. 0.52,_ 0 .045 0.00 _ .�8 303. 3� �?�14 . ��. 54'-_ � . �Y6 C . ;'0 I 1 � . 4 �G� . ..�i� �_ , __. J , ��,� �•, �� I�i, I��I 4. 66 363.75 25748. 0.591 G.048 0.00 4.85 363. 94 26765. 0. 614 0.049 O.OG 5.04 364 . 13 27782. 0. 638 0. 050 0.0�� 5.23 364 .32 28799. 0. 661 0. 051 0.00 5.42 364 .51 29616. 0. 684 0. 052 0.00 5. 61 364 .70 30833. 0.708 0. 053 O.CO 5.80 364 .89 31650. 0.731 0.054 O.CO 6.00 365.09 32921. 0.756 0.055 0.00 6. 19 365.28 33938. 0.779 0.055 O.CQ 6.30 365. 39 34527. 0.793 0.056 0.00 6.32 365. 41 34634 . 0.795 0.056 0.00 6.33 365.42 34687 . 0.796 0.058 0.00 6.35 365.44 34794 . 0. 799 0.061 O.OG 6.37 365.46 34901. 0. 801 0.065 0.00 6.38 365.47 34955. 0.802 0.070 O.00 ' 6.40 365. 49 35062. 0.805 0.076 O.OG 6. 42 365.51 35169. 0.807 0.081 O.00 6. 44 365.53 35276. 0.810 0.083 O.00 6. 63 365.72 36293. 0. 833 0.098 O.00 6. 82 365.91 3731C. 0. 857 0.110 O.00 7.01 366.10 38327. 0. 880 0.119 O.00 7.20 366.29 39344. 0. 903 0.128 0.0� ; 7.39 366.48 40361. 0.927 0.135 0.0� ' 7.58 366. 67 41378. 0. 950 0.142 0.0� 7.77 366.86 42395. 0. 973 0.149 0.00 7. 96 367.05 �3413. 0. 997 0.155 0.00 8. 15 367.24 44430. 1.020 O.i61 0.0� � 8.35 367.44 45500. 1.045 0.167 0.00 8. 40 367.49 45768. 1.051 0.168 0.00 8. 41 367.50 45821. 1.052 0.169 0.00 8.42 367.51 45875. 1.053 0.169 0.0� 8.43 367.52 �5928. 1.054 0.171 0.0� 8. 44 367.53 45982. 1.056 0.173 0.00 8.45 367.54 46035. 1.057 0.174 O.G�� 8. 46 367.55 �6089. 1.058 0.1�4 0. 0� 8. 47 367.56 96143. 1.059 0.175 0. 0� 8.48 367.57 46196. 1.061 0.175 0.00 8. 67 367.76 47213. 1.084 0.185 O.GO 8. 86 367.95 58230. 1.107 0. 193 O.QO 9.05 368.14 �9247. 1. 131 0.200 O.O�i + 9.24 368.33 50264. 1. 159 0.207 O. GO i 9. 43 368 .52 51281. 1.177 0.213 0.0� 9. 62 368 .71 52298. 1.201 0.219 O.G�- 9.74 368.83 52941. 1.215 0.223 0.0�, 9. 89 368. 93 53476. 1.228 0. 611 O.O�i 9. 94 369.03 54011. 1.240 1.320 0.0�'� 10.04 369. 13 54547. 1.252 2.230 O.O�i 10. 14 369.23 55082. 1.265 3.310 0.0�� 10.24 369. 33 55617. 1.277 4 .420 O.G�'- 10. 34 369.43 56153. 1.289 4 .820 O.G�; 10.44 369.53 56688. 1.301 5. 190 0.0:; 10.54 369. 63 57223. 1.314 5.530 O.GO � ' 10. 64 369.73 57756. 1.326 5.850 O.O�i 10.74 369. 83 58294. 1.338 6.160 O.G�i �0. 84 369. 93 58�s29. 1 . 351 6. 450 O.G�i "�0. �4 3?0. 03 5��64 . 1 . 363 o. 73C n.G� ( � 1�i. 04 3?� . 1? �9°CC;. 1 . 3?5 � . 0.0 O, OG 1i. 14 37�.23 6043�. 1.387 7 .250 O. u� 11.24 370.33 60970. 1.400 7.500 0.0� 11. 34 370.43 61506. 1.912 7.740 0.0� 11. 44 370.53 62041. 1.424 7. 970 0.0� 11. 54 370.63 62576. 1.437 8.200 O. 00 Hyd Inflow Outflow Peak Storage Stage Elev {Cu-rt) "' , �t:'---t- , 1 1. 54 0. 96 9.89 368. 98 53742. 1 .2=� 2 0.76 0.22 9.79 368. 83 52938. 1.21� 3 0.99 0.17 8.32 367.41 45361. 1.C�� 4 0.92 0.18 8.55 367.64 46546. 1.C69 5 0.61 0.11 6.79 365.88 37142. 0.8�3 6 0.82 0.05 6.09 365.13 33117. 0.�6� 7 0. 63 0.05 5. 69 364 .78 31283. 0.7_= 8 0. 68 0.04 3.75 362.84 20896. 0.98C� Hyd R/D Facility Tributary Reservoir POC Outflc:•: Outflow Inflow Inflow Target Ca��c 1 0.96 0.02 ******** ******* 0. 9� 2 0.22 0.01 ******** 0.24 0.23 3 0.17 0.01 ******** ******* 0. 17 4 0.18 0.01 ******** ******* 0. 18 5 0.11 0.01 ******** ******* 0. 1"_ 6 0.05 0.00 ******** ******* 0. 06 7 G.05 O.OG *�"***** **�**** 0.06 8 0.04 0.00 ******** ******* 0.04 ---------------------------------- Route Time Series through Facility Inflow Time Series File:04120d.tsf Outflow Time Series File:vltout.�sr POC Time Series F�=�: ��;=2=;�.u= Inflow/Outflow Analysis Peak Inflow Discharge: L �4 CF� a� �5: �0 _r� Jar 9 -r_ _ear � Peak Outflow Discharge: 0. 963 C�� u_ __ . _ _ �-� ��-� �+ -r: ��=ear � Peak Reservoir Stage: 9.89 _- Peak Reservoir Elev: 369.98 -t Pea;c Reservoir Storaae: 53�42. Cs-F� . : .��4 .._-F� Add Time Series:04120by.ts` Peak Swn�ned Discharcre: �. �� "_� �- :� : �� .. ��. _ i.� �.��_ � Point of Compliance File:04120out.t=- F1ow Duration from Time Series File:vltos`.tsf Cutoff Count Frequency C��F Exceedence Prc�abil_�� CFS $ ° $ 0.003 28457 96.4C7 46.4C7 53.593 0.536E+Cn 0.009 7540 12.296 58.704 91.296 0.413E+OG 0.016 5599 9.131 67.834 32. 166 0.322E+00 0.022 5236 8.539 76.373 23.627 0.236E+OG 0.028 4902 7.994 84 .367 15.633 0.156E+n_; 0.034 3883 6.332 90.?00 9.300 0. 930E-01 � .��i4 - 1�- � . 11� a3 . _:l _ F . 1�� C�. 6_?=-��l �� 0.047 1725 2.813 96.628 3.372 0.337E-01 0.053 1300 2.120 98.748 1.252 0.125E-01 0.059 420 0.685 99.432 0.568 0.568E-02 0.066 18 0.029 99.462 0.538 0.538E-02 0.072 4 0.007 99.468 0.532 0.532E-02 0.078 9 0.015 99.483 0.517 0.517E-02 0.089 20 0.033 99.516 0.484 0.484E-02 0.091 38 0.062 99.578 0.422 0.422E-02 0.097 28 0.046 99.623 0.377 0.377E-02 0. 103 26 0.042 99. 666 0.334 0.334E-02 0. 109 34 0.055 99.721 0.279 0.279E-02 0. 116 19 0.031 99.752 0.248 0.248E-02 0. 122 17 0.028 99.780 0.220 0.220E-02 0. 128 15 0.024 99.804 0. 196 0.196E-02 0.139 9 0.015 99.819 0. 181 0.181E-02 0.141 12 0.020 99.839 0. 161 0.161E-02 0. 147 13 0.021 99.860 0.140 0.140E-02 0. 153 14 0.023 99.883 0.117 0.117E-02 0. 159 11 0.018 99. 901 0.099 0. 995E-03 0. 166 14 0.023 99. 923 0.077 0.766E-03 0.172 8 0.013 99. 936 0.069 0. 636E-03 0.178 7 0.011 99.948 0.052 0.522E-03 0.184 6 0.010 99.958 0.042 0. 424E-03 , 0. 191 7 0.011 99. 969 0.031 0. 310E-03 0. 197 3 0.005 99. 974 0.026 0.261E-03 0.203 2 0.003 99. 977 0.023 0.228E-03 O.LOy 4 O.GG7 99. 984 0.016 0.163E-03 0.216 4 0.007 99. 990 0.010 0. 978E-04 0.222 4 0.007 99. 997 0.003 0.326E-04 Flow Duration from Time Series File:04120out.tsf Cutoff Count Frequency CDF Exceedence Probability CFS o � % 0.003 28579 46.606 46.606 53.394 0.534E+00 0. 010 7710 12.573 59.i80 40.820 0.408E+00 0. 016 5608 9.145 68.325 31. 675 0. 317E+00 0. 023 5201 8.482 76.807 23.193 0.232E+00 0.029 4884 7. 965 84.772 15.228 0.152E+OC 0.035 3824 6.236 91.008 8. 992 0.899E-01 0.042 1885 3.074 94 .082 5. 918 0.592E-01 0.048 1700 2.772 96.854 3.146 0. 315E-01 0. 055 1179 1. 923 98 .?77 1.223 0. 122E-01 0.061 401 0. 654 99.931 0.569 0.569E-02 ', 0. 068 19 0.031 99.462 0.538 0.538E-02 '� �.074 5 0.008 99.470 0.530 0.530E-02 I 0 .08� i0 0.016 99.986 0.514 0.514E-02 I �.087 21 0.034 99.521 0.479 0.479E-02 C.093 37 0.060 99.581 0.419 0.419E-02 O. i00 27 0.044 99. 625 0.375 0.3�5E-02 C. 106 24 0.039 99.664 0.336 0.336E-02 C. 113 37 0.060 99.724 0.276 0.276E-02 0. 119 20 0.033 99.757 0.243 0.243E-02 0. 125 16 0.026 99.783 0.217 0.217E-02 0. 132 14 0.023 99. 806 0.194 0.194E-02 0. 138 11 0.018 99.824 0.176 0.176E-02 G. 145 10 C.016 99.890 0. 16� 0. 160E-02 U. l�l 13 C. �2"_ �9. E�51 G. 1�9 ri. =39E-�i2 � r: .��8 _3 C. C21 �9. �83 0. �1�' � . L" _-02 C.lE4 "�2 0. 020 G9. 9u2 O. G98 0. 97��-03 0.171 14 0.023 99.925 0.075 0.750E-03 0.177 7 0.011 99. 936 0.064 0.636E-03 0.183 9 0.015 99. 951 0.049 0.489E-03 , 0.190 4 0.007 99. 958 0.042 0.424E-03 0.196 7 0.011 99. 969 0.031 0.310E-03 0.203 3 0.005 99. 974 0.026 0.261E-03 0.209 2 0.003 99. 977 0.023 0.228E-Os 0.216 4 0.007 99. 984 0.016 0.163E-03 ' 0.222 4 0.007 99. 990 0.010 0. 978E-04 0.228 4 0.007 ?9. �y' �i. OC ; ��. _�6E-�i� Duration Comparison Anaylsis Base File: 04120ex.ts� New File: 04120out.ts= Cutoff Units: Discharge -n �r� � i -----Fraction of Time----- ---------ChecK of Tolerance------- Cutoff Base New �Change Probability Base New oChange 0.057 I 0. 95E-02 0.61E-02 -35.3 I 0. 95E-02 0.057 0.056 -3. 0 0.073 I 0. 63E-02 0.53E-02 -=5.1 � 0. 63E-02 0.073 0.057 -21 . - 0.089 I 0.49E-02 0.46E-02 -6. 6 I 0.49E-02 0.089 0.085 -4 . G 0. 105 I 0.37E-02 0.35E-02 -6.2 I 0.37E-02 0.105 0. 101 -3. 9 0. 120 � 0.29E-02 0.24E-02 -16.0 I 0.29E-02 0.120 0.112 -6. E 0. 136 � 0.22E-02 0. 18E-C2 -17.0 I 0.22E-02 0. 136 0. 125 -8. � 0.152 I 0. 15E-02 0. 14E-02 -6.7 I 0. 15E-02 0. 152 0.149 -1. 9 �. 167 I O. 10E-02 0. 86E-03 -14 . 5 I O. 10E-02 0.167 0.163 -2. 8 �. 183 I 0. 62E-03 0.49E-03 -21. 1 � 0. 62E-03 0.183 0. 179 -2.3 �. 199 I 0.34E-03 0.29E-03 -14 . 3 I 0.34E-03 0.199 0.194 -2.2 '�.215 I 0.21E-03 0.18E-03 -15. 4 � 0.21E-03 0.215 0.210 -2. 1 0.230 I 0. 16E-03 O.00E+00 -100.0 � 0.16E-03 0.230 0.216 -6. 4 0.246 I 0.98E-04 O.00E+00 -100.0 I 0. 98E-04 0.246 0.222 -9. E 0.262 � 0. 16E-04 O.00E+00 -100.0 I 0. �6_-04 0.262 0.229 -12. 4 , There is no positive excursicr Maximum negative excursion = G.019 c�s (-24 . 3=} occurring at 0.077 cfs on the Base Data:04120�y.�s- ar_� a� �.05� �=s o_, th� _:�!•; Cata: '_'=1�^o :t.-sf � � N � \'n:Ut�Uf G 0�12Goutdur ♦ _-- --- t�:��=`.dur N � �� O �, I R !. ��Y� �. N o Y r< � 000 `-' n i N � � ,„ LL � ` U O �`` Z '� d K „ m 4• W ti� L u � �, 0 O � O O 00 t� _ �` � � 0 O O O � I 10 5 10 , 10 3 10 � 10 � 10° Probability Exceedence I _1 Flow Frequency Analysis Time Series File:04120d15.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.25 6 8/27/O1 18:00 3. 82 1 100.00 0. 990 0.884 8 1/05/02 15:00 2.68 2 25.00 0. 960 2. 68 2 12/08/02 17:15 1.74 3 10.00 0. 900 1.00 7 8/23/04 14:30 1.52 4 5.00 0.800 1.52 4 11/17/04 5:00 1.49 5 3.00 0. 667 1.49 5 10/27/05 10:95 1.25 6 2.00 0.500 1. 74 3 10/25/06 22:45 1.00 7 1.30 0.231 3.82 1 1/09/08 6:30 0.884 8 1.10 0.091 Computed Peaks 3.44 50.00 0. 980 � I C. Water Qualih� Volume Calculations Basic Water Quality Treatment shall be utilized to mitigate for the developed storm drainage flow�s. The dead storage portion of the combination water quality/detention vault v�711 satisfy this requirement. The required volume was designed per 200� KCSWDM Section 6.4.1.L The following variables were used in the calculation: Volume Factor (� =3 Rainfall = 0.039 feet or 0.47 inches Area=developed basin tributary to proposed water quality facility Where A; = area of impervious surface (s� Ata= area of till soil covered with grass (sf} A�f= area of till soil covered v�rith forest (s� Ao= area of outwash soil covered vvith grass or forest (s� Vr= [0.9A; + 0.25At�+O.IA�+ O.OIAo] * (R/12) Vb = f'kVr Vb = 3*[(0.9)(2.62) + (0.25)(1.44)]0.039 * (43�60sf/ac) = 13,852 CF The lst cell of the vault accommodates a dead stora�e volume of 2�'*24'*6.09' = 3,654 CF. The 2°d cell of the vault accommodates a dead storage volume of 25'*67'*6.09' _ � 10,201 CF. The vault therefore, provides a total dead storage volume of 3,6�4 CF + 10,201 CF = 13,855 CF which exceeds the required 13,852 CF. 5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN: The conveyance system for the site was designed for the 25-year, 15-minute and 100- year, 15-minute return period storms. Conservatively and for simplicity, the total KCRTS 100-year, 15-minute time step flow from the entire site tributary to the proposed detention facility w�as input into each pipe segment to confirm adequate sizing. See attached KCRTS Flow Frequency Analysis (04120d15.ts� in Section 4B of this Report. The 100- year, 15-minute time step flow for the entire site tributary to the proposed detention facility is 3.82 cfs. The tailwater elevation within the vault was derived from the KCRTS outfall information. The 100-year tailwater elevation is El. 368.98. , The backwater analysis was performed to ensure that during the 25-year design storm, the headw�ater elevation in each structure does not exceed any of the rims and during the 100- year design storm, the m�imum water surface elevation either does not exceed any of the rims ar exceedance of a rim would be allowed if the topography would allow the overflow to be conveyed to the next downstream catch basin or if the topography could ensure that ponding wrould not cause structural damage. During the 100-year, 15-minute return period storm, all headwater elevations remained below•the rims. Since all headwater elevations during the 100-year design storm remained below the rims, the headwater elevations during the 25-year design storm would also, remain below the rims. The conveyance system is therefore, adequately sized. The outfall design for Outfall 1 A is based on the developed 100-year, 15-minute return period storm, 3.82 cfs. Based on the velocities within the pipe upstream of Outfall 1 A, � the outfall was designed according to Table 4.2.2.A in the 2005 KCSWDM. The pipe ', upstream of Outfall lA can carry a full flow of Q(full) = 1.49/n*A*RZi3*S»Z = (1.49/0.012)(�/4*12)(0.5/2)2�3(0.01)112= 3.87 cfs and a full flow velocity of V(full) _ ' Q(full)/A= 3.87/(�/4*12) =4.93 fps. To calculate the actual velocity w•ithin the upstream pipe during the developed 100-year, 1�-minute return period storm to Outfall lA, Figure 4.2.1.G in the 2005 KCSVdDM was used. See attached. The proportional discharge is 3.82 cfs/3.87 cfs= 0.99. The proportional velocity, based on Figure 4.2.1.G is 1.14. The actual velocity is therefore, 1.14*4.93 fps = 5.62 fps. A rip rap outfall was designed based on the discharge velocity falling within the range of 5 to <_ 10 fps per Table 4.2.2.A. , . ...:.:. . . . ... .,._:: . - .;.; . . .:�: --�� ..,..�. �. ... . :: .. :�.�.��'DACKII�A'C�R:i;AI,E`EiUhTIONS.. . ... . ...,. . ,. ,., ... .,. . .,.,., . .... . . ... �.�..�.�.� �..� �.. ..... . .�.�. �.� � . ..... �.�... � .�.�.... . .. � ... .. .�.. �.�.� .�.�. .� .. ... ..,..,., IOB NAMN.: TAL601'RIUCN:N:J'I'ATES PREPARED�Y: G.6rook� I JOR NIIMBER: 04I20 DESICN ti'fUR�i: 100 YEAR ENTRANCE @:NTRANCE N:XI'1' OUTLET IIVI,F:T APPROACH dL�ND JUNCTION PIPE PIPE MANNING'S OUTLET INLET PIYN: FI,OW VELOCCTY TAl1,WA'1'ER FRICTION H(:L IiEAD IIM:AD C'UNTROL CON'fR01. VELOCITY HF.AD HEAD HEAUWA'PN:R FROM '1'O FLOW LENGTTI ll1A. n ELEVATION ELEVA'1'ION ARF,A VF,LOCTTY IIEAD N:LFVATION LOSS BLM:VATION LOSS LUtiti F.I.F.VATION ELN:VA'PION iIF.AD LOSS I.OSS ELEVA'170N CB CA CFS REE't' (IN VALUR FF:�'1') FEF.T 5 FT I�T/SEC N'EET FEF.T N'N:B'1' FF.F.T FEE'1' PF.F.T �EE7' Fl:F.T FEET) N'F.F.T FEET P'N:E7' Rlhf EL 3A 3 3.62 G2 12 0.012 357.09 367.70 U79 4.R6 037 3GR.98 0.60 369.SR OJS 037 370.13 3G923 0.37 OA7 0.00 36983 3722t 3 4 3.x2 88 12 0.012 367J0 372.53 0]9 4.86 U.37 369,83 O.AS 373.53 O.lx 0.37 374.OR 374.II 037 031 0.00 i74.06 378A8 4 5 3.82 28 12 0.012 J72.53 372.81 0.74 4.Rti O.i7 374.06 11.27 374.33 0.18 0.37 374.N% 374.42 U.37 0.49 O.UU 375.00 377J�3 5 6 3.82 240 tt 0.012 372.R1 396.09 0.79 4.ft(, 0.37 375.O0 233 S9Z09 0.18 U.37 397.6A 397.ti5 0.37 Q00 0.20 397.4) 400.9i ti 7 3.82 .8 I2 0.012 396.09 39(.51 OJ9 4.ri6 037 397.49 027 }97.76 0.18 0.37 39891 398.11 097 OAO 0.00 397.9q 400.19 7 8 3.82 27 12 0.012 396.51 396.69 U.7) 4.86 037 397.74 016 37821 0.18 U.37 398J6 198.49 0.00 0.00 0.00 39R.76 40U38 6 9 3.82 103 12 0.012 396.09 398.43 077 4.86 0.37 397.49 1.00 39'7.43 0.18 U37 399.98 4U003 0.37 OA9 010 400.:15 405.92 ') 10 3.82 9G 12 0.012 3')8.43 398.91 0.79 4.86 037 4U0.35 0.93 40126 0.18 0.37 401.83 400.52 0.00 0.00 O.W 40L83 401.9 0 0 0.00 9 II 3.82 64 12 0.012 398.43 404.00 0.79 4.%6 037 400J5 0.62 405.W 0.18 0.37 405.55 40557 U.00 0.00 UAO 40557 4uZU5 4 12 3.82 169 12 0.012 372.53 378.99 0J9 4.ri6 037 774.Oti 1.64 379.99 0.18 0.37 3N054 380.58 11.37 0.49 ODU 380.70 383.00 12 13 3.82 109 12 0.012 37R99 387.57 0.')J 4.R6 0.17 3N0]0 1.1J 38R57 0.18 097 389.12 189.14 037 0.49 000 38916 3')G.00 13 14 3.82 4G 1: Q(l12 387.97 387.80 0 7e A.86 037 i89.26 OAS 389.71 0.18 037 390.26 3Ne 41 0.37 U.I S 0.00 390.04 392.86 14 15 3.82 32 12 U 012 387.80 387.96 0 79 A.86 037 )90.04 0.31 39035 0.18 0 37 390.90 1%e,57 0.00 U.(N) 0.00 390.90 390.96 4.2.1 PIPE SYSTEMS—METHODS OF ANALYS/S FIGURE 4.2.1.G CIRCULAR CHANNEL RATIOS 1.4 PRQPORTIO AL HYD AULIC �ADIUS ( i 12 I �_�= �•l�' ; , � � , 0 �' � I ' - =0. �9 k�u� Q � 0 � = ROPOR IONAL �' DISC RGE � � ! I 0 o.s ' � w PR PORTI NAL PROPORTIONA � � VE OCiTY u.i cs ' � a ' _ U N 0 0.6 � W I � a ' � '' J a z i I o � �, ; � 0 0.4 a O � � i a � I ! 0.2 i � ( � 0 . , , , , . , . , 1 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 RATIO OF FLOW DEPTH TO DIAMETER (d/D) 1998 Surface WaterDesign Manuai 9,�1/98 4-21 6. SPECIAL REPORTS AND STtiDIES: Included in this section are the postmaster appro��al; Geotechnica] Engineering Study b}� GEO Group Northwest, Inc., dated March 17, 200�; Rockery Design report by GEO Group Northwest, Inc., dated February 28, 2007; and an email from King County Metro confirming that Metro does not have service within the project area and �Till therefore, not need to review the street tree plan. � CORE �DESIGN Technical Mem�randum To: file Fr+orre Robert H. Stevens, P.E. Date: March 19, 2007 Re: SE 192`�Street stopping sight distance, superelevation and runoff design Background The�lat of Talbot Ridge Estates has been required to construct frontage improvements along SE 192 Street. SE 192'� Street is classified as a Urban Collector Road. Frontage improvements for SE 192"�will consist of vertical curb installed at 16 feet from road centerline. A Road Variance(L05V0066) has been granted allowing the use of AASHTO to meet the minimum stopping sight distance. As stated in the variance approval letter,"a minimum of 280 feet of SSD should be provided utilizing a two- foot target.° Additionally, the letter conditions the approval with two design constraints: 1. The applicant must adjust the driveway approaches to the realigned SE 192`�Street. Letters have been provided permitting the driveway adjustments on the private properties. 2. Clearing must be perfortned within the right of way(ROV1�of SE 192`�Street to maximize the ESD for the driveways along the reconstructed read. The variance letter fu�ther clarifies that a thee percent superelevation is appropriate for the 360 foot curve in the road Stopping Sight Distance The posted speed on SE 192`� Street is 25 mph, the design speed has been specified as 35 mph, 10 'I miles over the posted speed limit. The base stopping sight distance requirement has been designed in accordance with AASHTO exhibit 3-1 which specifies a stopping sight distance of 250 feet for 35 mph design speed. Exhibit 3-2 mod�es the stopping sight distance for various downgrades. The road i variance has specified that a minimum stopping sight distance of 280 feet should be provided for this road, utilizing a two-foot object height, utilizing AASHTO standards for SSD. The preliminary design assumed a stopping sight distance of 317' which required a longer vertical I curve and filling east of the 102`� Avenue SE intersection. With the reduction of the stopping sight distance to 280 feet, the vertical curve length was able to be reduced and the fill east of the 102`� Avenue SE was negated. The road profile was designed over the right of way centerline. Since the existing road east of 102"d Avenue SE is situated 17 feet north of the location of the right of way line, the proposed (and existing) road centerline elevation east of 102`� Avenue SE will be 0.34 lower than the centerfine elevation as presented on the profiles. Therefore stopping sight distance will be achieved. As 192�d Street is 1 widened out in the future,the road(and n�qht of way)centerline will be raised to maintain the 2%crown, matching with the 2% crown west of 102 . Superelevation Runoff Design (east end of curve) The frontage curve for SE 192"� has been set at a three percent superelevation with a crown road transition on either end of the curve. The easterly transition from crown to superelevation was designed based on the WSDOT Design Manual, January 2005, Figure 642-5a, Superelevation Transitions for Highway Cunres. The pivot point, as presented in this figure, will be located at the right of way line. For a 35 mph design speed and a 3% superelevation, a basic runoff length of 60 feet is suggested. Since the road will be designed as an Urban Neighborhood Collector with 16 offset from the centerline to edge of traveled way, an adjustment has been made for tt�e width of the road over 12 feet (LR = LB(1+0.04167 * x, where x = distance in excess of 12 between pivot point and the furthest edge of traveled way, in feet}. The final runoff length (LR) has therefore been adjusted to 70 feet(60 ' 1.16663). Based on the equations in figure 642-5a, the distance from the normal crown to the IeveUcrown section is 47 feet (LR*C/S = 70' "`2/3 = 47'); the distance from the IeveVcrown section to a full 2% slope is another 47 feet;the distance from the IeveUcrown section to the PC is 49' (0.7 *LR=0.7 *70=49); the distance from the PC to the full crown slope is 21 feet (0.3 *70). These distances are presented on sheet C3.02. Superelevation Runoff Desi9n (west end of curve� The horizontal alignment of curves west of the frontage curve is very constraining, not allowing the full runoff design as stated above for the east end of the curve. A tangent length of 140 feet is present west of the design curve before another curve with a radius of 130 feet tums in the opposite direction. This 130' tight radius curve west of our improvements is substandard and would require a variance of some sort when it is improved. The 1993 King County Road Standards require a 135 foot radius for a design speed of 25 mph and 6% superelevation. With an assumption that the 25 mph design speed and 6%superelevation would be allowed, a basic runoff length of 105 feet and a final runoff length of 122 feet would be calculated by the same means as above. The distance required from the PC of the curve to the beginning of the transition would be a total of 126. If the west end of the frontage curve were designed to have the full runoff length as described above for the east end, the curve would need a runoff of 96 feet from the PC. With back to back appropriately designed runoifs, a total length of 222 feet would be needed from PC to PC, far less than the existing 140 feet that is available. It is clear that this area is extremely constrained. With this in mind, we have designed the westerly n.inoff length to be far less than what would normally be prescribed. We have opted for a runoff length of 25 feet which neatly ends the superelevation runoff at the same location as vertical curve matches existing grade. Transition to the east East of the 102`� Avenue SE intersection, the existing roadway is constructed on the northern 30 feet of the existing 60 foot right of way. The intention of the design is to provide the appropriate curb locations based on the right of way centerline along the frontage of the subject property, but to maintain the existing alignment of the traffic flow east of the site. 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DATIA�I O W � 2 TELfPHChE 5ERVICE G7lE5i N � �n V �� v.unLmes muerz t�+aN n�s�+aN nar oasr a�niis srt�. a+�r n+�ur�mes wn+enoQ+cE oF n� TAX PARG�L/S IT� ADDR�SS "`LVD.ee x v > g `�'� W3TALLATION N9�LE AT GRDIND 9UI�ACE AI�SFKNN FER[OrL II�IDEWiR01PlD UhLRY LOGATIU49 6FIOLLN NZE ELEGiRIC(TT PRDYID92 FWii 50UA B�RGY �� C� � � o� Ari'FmXCWTE ONL7. U�DERSRAW CQtgC�lON6 ARE 9FqUN A9 BiRAKi{T L�ES BEN�!911�ACE URR7 NA7URAL GA9 PRONDER RY�T 801ND BEF3GY TAX PARGEL: 0573059045 » r � O a LOCATION9 BIJi I'1AT CLMAN BBDS q2 CIRVEB NOT 9NOW1 ` 'E UDERWZplII'�LOCATIQI4&��IW!ffF£ON ��A� SCALE: 1 = 40 � � � > � MA7 HAV£BEQI T�KBI Rap9 RHLIC I�C01�8. GOF�DESKd�A,S^U'E8 NO LIABILITI"FOR TVE ACCIRAGI'OF SITE ADDRESS- 192U0 BLK 102ND AVE SE �� SEfBALKB R70NT-10 F$T KPY COWTY POMT•IZEMIBl7 z z p SIDE-5 FEEi GOPPER Ptl`,�ET N<RdGN`,�ilAl�GRl�TE hIGTL'BdT. 0 20 a0 BD w '� 3 � t�AR-5 F�T IIY BELdU%mN ttONl'RSIi GASE � I o 0 o a 7 SEGTION°AEDMSIOH F92 P�EA57 I YO p2�FGS.�5-�b,fOIf�D dW VF1D NORfN1E97 SEG7ICN 57i��SmE�'ARD-b F�T . a w ¢ a COR�R dla F6.D LP1E TO FOUID NORiH QJARfER GOfd�ER BA919 OF BEARMG IS NORfH LR�OF NOR7i�lE5T Q1dRiER OF 9EGfiCN 5. GAIWaE•20 FFEi LOCATED AT 1FE W7E'ItiEGTION OF 5.1921D.S7F�ET MID - ._' R£GREATION AREA REG311f�Ep 1l LQf9 X 3'90 SO.FT..10,530 9Li FT. 99Ti1 PLACE S. SHEET OF �ATICN AI�A PImNDED IOS30 9Q R. . ELEVATICN 3t344 Ft.l9�364 M1 � 1 1 PRCJEC7 NVMBER , �4�0 __ � GEOTECffivICAL ENGINEERING STUDY PROPOSED 33-LOT RESIDENTIAL DEVELOPMENT SW CORNER AT SE 192`�'D ST. & 102"D AVE. SE K�1G COUNTY, WASHINGTON G1992 Prepared for � Mr. Cliff Williams = Belmont Homes, Inc. P.O. Box 2401 � Kirkland, WA 98083-2401 March 17, 2005 GEO GROUP NORTHVVEST, INC. 13240 NE 20�' Street, Suite 10 Bellevue, Washington 98005 Phone: (425) 649-8757 Email: info@geogroupnw.com -_-- _^=i 3 _ .� . .''1_.. �� i� � r ' � � , iv,�� , ; 005 I. -. ; . -�:, ; �� Geotectmical Fngineers,GeologFsts � Group Northwest, Inc. ��,�S�e� March 17, 2005 G-1992 Mr. Cliff Williams Belmont Homes, Inc. P.O. Box 2401 Kirkland, WA 98083-2401 SUBJECT: GEOTEC�INICAL ENGINEERING STUDY PROPOSED 33-LOT RESIDENTIAL DEVELOPMENT SW CORNER AT SE 192ND ST. & 102''rD AVE. SE KL�1G COUNTY, WASffiNGTON Dear Mr. Williams: Geo Group Northwest, Inc. has completed an investigation of subsurface soils at the above referenced site in King County, Washing-ton. This work was performed in accordance with our proposal to you dated February 28, 2005. Geo Group Northwest, Inc., explored subsurface soil conditions at the site by excavating ten exploratory test pits on March 9, 2005. Soils encountered in the test pits consisted of loose silty SAND and gravelly silty SAND with some cobbles overlying dense to very dense silty SAND and gravelly silty SAND with some cobbles at depths ranging from two to three feet below ground surface (bgs). Based on the results of our study, it is our professional opinion that the site is geotechnically suitable for the proposed development. The proposed buildings can be supported on conventional spread footings bearing on the dense native site soils or on compacted structural fill placed on top of the dense native soils. The loose site soils and fills are not suitable to support foundations due to their loose and variable condition. Based on the findings from our soil investigation at the site, we anticipate that the dense soil under the building areas are present between 2 and 3 feet below ground surface (bgs). Please refer to the text of the report for more specific recommendations regarding the site development. We appreciate this opportunity to have been of service to you on this project. We look forward to working with you as this project progresses. Should you have any questions regarding this report or need additional consultation, please feel free to call us. 13240 NE 20th Street, 8uite 10 • Bellevue, Washington 98005 Phone 425l649-8757 • FAX 425J649-8758 Mazch 17,2005 G-1992 Proposed 33-Lot Residential Development, King County, Washington Page ii Sincerely, Geo Group Northwest, Inc. ti1AM C� ti�' of.W�N9� a'�w , �,��, �� _r � � ^1 � 20111 William Chang, P.E. �'��ISZ��, PrinCipal �NAL EXPIRES: 2119/ob Geo Group Northwest, Inc. TABLE OF CONTENTS JOB NO. G-1992 Page 1.0 INZRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1.1 Project Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1.2 Scope of Services . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 2.0 SITE CONDIT'IONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 2.1 Site Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 2.2 Geologic Overview . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 2.3 Field Investigation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 2.4 Soil Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 2.5 Groundwater Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 3.0 SEISMIC CONSIDERATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 4.0 STEEP SLOPE EVALUATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 5.0 CONCLUSIONS AND RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 5.1 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 5.2 Site Preparation and General Earthwork . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 5.2.1 Temporary Excavation and Slopes . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 5.2.2 Structural Fill . . . . . . . . . . . . . . . . . . . . . . . . . . . . : . . . . . . . . . . . . . . . . . . 6 I 5.3 Spread Footing Foundations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 5.4 Permanent Basement and Conventional Retaining Walls . . . . . . . . . . . . . . . . . . . 9 5.5 Slab-on-Grade Floors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 ' 5.6 Footing Drains . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 I 5.7 Pavements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 6A LIlVIITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 �' 7.0 ADDITIONAL SERVICES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 ILLUSTRATIONS Plate 1 - Site Vicinity Plate 2 - Site Plan Plate 3 - Typical Footing Drain Detail APPENDIX A: TEST PIT LOGS AND SOII, LEGEND , Geo Group Northwest, Inc. � GEOTECHNICAL ENGINEERING STUDY PROPOSED 33-LOT RESIDENTIAL DEVELOPMENT SW CORNER AT SE 192''�ST. & 102'�'D AVE. SE KING COUNTY, WASHINGTON G-1992 1.0 INTRODUCTION 1.1 Project Description T'he project site is located at the southwestern corner of the intersection at SE 192"a Street and 102°d Avenue SE in King County, Washington. The site is near the city limits for Renton, Washington. The project site consists of a 4.36 acre undeveloped pazcel. We have been provided with a Conceptual Site Plan for the proposed development by Core Design which is dated December 17, 2004. According to the site plan the development will consist of 33 new residential lots, as shown on Plate 2 - Site Plan. Finish floor elevations for the new buildings were not provided at the time of this study. An access road and cul-de-sac turnaround are planned to be located near the center of the lot,running east and west off of 102'�Avenue SE. We understand that a detention vault is planned for the northwestern corner of the project parcel with excavations on the order of 10 to 12 feet below existing grade. 1.2 Scope of Services ��, The tasks we completed for this study were conducted in general accordance with the scope of work presented in our proposal dated February 28, 2005. The scope of work included the following: i 1. Field exploration with ten test pits; 2. Preparation of test pit togs containing subsurface soil and groundwater observations; , 3. Preparation of a written geotechnical report with the following recommendations: I • Allowable soil bearing capacity and foundation design criteria; • Slab-on-grade floors and capillary break; i Geo Group Northwest, Inc. March 17, 2005 G-1992 Proposed 33-Lot Residential Development, King County, Washington Page 2 • Excavations, including temporary cut slope recommendations; • Grading and earthwork; • Drainage recommendations • Seismic design criteria • Earthwork and design recommendations for detention vault construction. The results of our subsurface investigation and our recommendations regarding the proposed development are summarized in the following report. 2.0 SITE CONDITIONS 2.1 Site Description We have been provided with a Conceptual Site Plan for the proposed development by Core Design which is dated December 17, 2004. We understand that the topography shown on the plan and incorporated into Plate 2 -Site Plan of this report is based upon lidar data and is therefore only an approximate representation of slope conditions. Based upon the site plan the site consists of gentle to steep west-facing slopes. According to the site plan the parcel ranges in elevation from approximately 408 feet at the east property line to 326 feet at the west property line. Tlie majority of the site consists of gentle to moderate west-facing slopes. Moderate to steep slopes west-facing slopes with inclinations of 36 to 40 percent are located at the northwestern corner of the project parcel. The site is currently undeveloped and highly vegetated by grass, blackberry bushes, ferns, and trees. The trees at the site consist of primarily deciduous trees with a few mature evergreens located on the northern rnargins of the site. 2.2 Geologic Overview According to the Geolo�,ic Map of the Renton Quadrangle, King County, Washin t�on, by Mullineaux, dated 1965, the surficial geology in the site vicinity is mapped as Ground Moraine Deposits (Qgt). The ground moraine deposits consist of glacial till soils which are generally described as an over-consolidated mixture of sand, silt and gravel which was deposited during the Pleistocene Fraser Glaciation period about 14,000 years ago. Geo Group Northwest, Inc. March 17, 2005 G-1992 Proposed 33-Lot Residential Development,King County, Washington Page 3 2.3 Field Investigation Geo Group Northwest, Inc., explored subsurface soil conditions at the site by excavating and logging ten exploratory test pits TP-1 through TP-10 on March 9, 2005. The test pits were spaced relatively equidistant across the site, as shown on Plate 2 - Site Plan. The test pits were excavated to �epths ranging between 5 and 11 feet below ground surface ' (bgs). Soil samples at varying depths were collected, classified and returned to our laboratory for moisture testing. The test pits were then backfilled with the excavafed site soils and tamped into place by the excavator bucket. 2.4 Soil Conditions Soils encountered in the test pits consisted of loose silty SAND and gravelly silty SAND with I' some cobbles overlying dense to very dense silty SAND and gravelly silty SAND with some cobbles at depths ranging from two to three feet below ground surface (bgs). , We interpret the dense silty SAND and gravelly silty SAND with some cobble soils to be the II ground moraine deposits, glacial till, discussed in the geologic literature. The following table summarizes the depth to dense site soils at each test pit loeation: Test Pit Number Project Area Depth to dense native soil ft TP-1 Southeast 3 , TP-2 Southeast 2.5 TP-3 Southwest 3 TP-4 Southwest 2.5 TP-5 West 2.5 TP-6 Northwest 2.5 TP-7 Northwest 2 TP-8 Center 2 Geo Group Northwest, Inc. I March 17, 2005 G-1992 Proposed 33-Lot Residential Development, King County, Washington Page 4 TP-9 Northeast 3 TP-10 Northeast 3 Copies of the Test Pit Logs are presented in Appendix A: Test Pit Logs. 2.5 Groundwater Conditions No groundwater seepage was encountered in the test pits. It should be noted that groundwater conditions may fluctuate seasonally, depending on rainfall, surface runoff and other factors. 3.0 Seismic Considerations Based upon our subsurface investigation at the site, it is our opinion that the project buildings may be designed using the Class C soil profile from the 2003 International Building Code, Section 1615.1.5. It is our opinion that the soils at the project site are not susceptible to liquefaction, due to the absence of groundwater within the loose soil zone. 4.0 Steep Slope Evaluation Based upon the site plan and our site reconnaissance moderate to steep west-facing slopes are '� located at the northwestern corner of the project site. Based upon the site plan the slopes have an inclination ranging from 36 to 40 percent from the horizontal. The slopes at the northwestem corner of the site are vegetated primarily by deciduous trees, fems and bushes. At the time of our site visit the ground was covered with a lazge amount of leaves and forest floor detritus. We observed no signs of soil movement at the northwestern corner of the site, such as scarps or slumps. Based upon our site reconnaissance and the soils encountered in out subsurface investigation, the moderate to steep slopes located a the northwestern corner of the site appear to be relatively stable in their present condition. Preliminary plans indicate that a detention vault will be located at the moderate to steep slopes at the northwestern corner of the site. We understand that the detention vault may require excavations of between 10 and 12 feet below ground surface. The primary concern with regard to locating the detention vault in the moderate to steep slope area is that temporary excavation slopes be excavated in accordance witb this report. Excavation slopes in the overlying loose Geo Group Northwest, Inc. March 17, 2005 G-1992 Proposed 33-Lot Residential Development, King County, Washington Page 5 soils may be sloped no steeper than 1 H:1 V. Excavations in the underlying dense soils may be sloped no steeper than 1H:2V. If groundwater seepage is encountered Geo Group Northwest, Inc. should be contacted to evaluate the stability of the excavation slopes. It is our opinion that the proposed detention vault may be located on the moderate to steep inclination slopes. Appropriate erosion control measures such as silt fences and plastic sheeting should be implemented during construction to prevent sediment laden runoff from being transported out of the work area. In addition, we recommend that permanent erosion control on the moderate to steep angle slopes should consist of jute netting and slope stabilizing vegetation. 5.0 CONCLUSIONS AND RECONIlVIENDATIONS 5.1 General Based upon the results of our study, it is our professional opinion that the site is geotechnically suitable for the proposed development. The proposed buildings and detention vault may be supported on conventional spread footings bearing on the dense native site soils or on compacted structural fill placed on top of the dense native site soils. The overlying loose site soils are not suitable to support foundations. We anticipate that the dense soils are located at depths ranging from 2 to 3 feet below ground surface. Consequently we anticipate that a minimal amount of over-excavation may be required for the foundation at the building locatior.s. 5.2 Site Preparation and General Earthwork The building pad areas should be stripped and cleared of surface vegetation and forest duff soils. Silt fences should be installed around areas disturbed by construction activity to prevent sediment-laden surface runoff from being discharged off-site. Exposed soils that are subject to erosion should be compacted and covered with plastic sheeting. 5.2.1 Temporary Excavation and Slopes Under no circumstances should temporary excavation slopes be greater than the limits specified in local, state and national government safety regulations. Temporary cuts greater than four feet in height should be sloped at an inclination no steeper than 1H:1V (Horizontal:Vertical) in the loose site soils. Temporary cuts in the dense site soils may be excavated no steeper than 1H:2V provided that no seepage is encountered. If groundwater seepage is encountered during Geo Group Northwest, Inc. March 17, 2005 G-1992 Proposed 33-Lot Residential Development, King County, Washington Page 6 construction, excavation of cut slopes should be halted and the cut slopes should be re-evaluated by Geo Group Northwest, Inc. .Permanent cut and fill slopes at the site should be inclined no steeper than 2H:1 V. Surface runoff should not be allowed to flow uncontrolled over the top of slopes into the excavated area. During wet weather exposed cut slopes should be covered with plastic sheeting during construction to minimize erosion. 5.2.2 Structural Fill All fill material used to achieve design site elevations below the building areas and below non- structurally supported slabs, parking lots, sidewalks, driveways, and patios, should meet the requirements for structural fill. During wet weather conditions, material to be used as structural fill should have the following specifications: 1. Be free draining, granular material containing no more than five (5) percent fines (silt and clay-size particles passing the No. 200 mesh sieve); 2. Be free of organic material and other deleterious substances, such as construction debris and garbage; 3. Have a maximum size of three (3) inches in diameter. All fill material should be placed at or near the optimum moisture content. The optimum moisture content is the water content in soil that enables the soil to be compacted to the highest dry density for a given compaction effort. The majority of the surficial site soils will be moisture-sensitive because they consist of silty ', SAND and gravelly silty SAND soils. The site soils should be suitable for use as structural fill as long as they are placed near their optimum moisture content. If these soils are too wet they will be very difficult to compact because of their silt content. Alternatively, an imported � granular fill material may provide more uniformity and be easier to compact to the required structura] fill specification. Geo Group Northwest, Inc. March 17, 2005 G-1992 Proposed 33-Lot Residenrial Development, King County, Washington Page 7 If the on-site soils are to be used as engineered structural fill, it will be necessary to segregate the topsoil and any other organic- or debris-containing soil, because such soils would be unsuitable for use as structural fill. Excavated on-site material that is stockpiled for later use as structural fill should be protected from rainfall or contamination with unsuitable materials by covering it with plastic sheeting untiI it is used. Structural fill should be placed in thin horizontal lifts not exceeding ten inches in loose thickness. Structural fill under building areas (including foundation and slab areas), should be compacted to at least 95 percent of the maximum dry density, as determined by ASTM Test Designation D-1557-91 (Modified Proctor). Structural fill under driveways,pazking lots and sidewalks should be compacted to at least 90 percent maximum dry density, as determined by ASTM Test Designation D-1557-91 (Modified Proctor). Fill placed within 12-inches of finish grade should meet the 95% requirement. We recommend that Geo Group Northwest, Inc., be retained to evaluate the suitability of structural fill material and to monitor the compaction work during construction for quality ; assurance of the earthwork. 5.3 Spread Footing Foundations The proposed buildings can be supported on conventional spread footirigs bearing on the dense native site soils or on compacted structural fill placed on top of the dense native site soils. Based on the findings from our soil investigation at the site, we anticipate that the dense soils are present between 2 feet and 3 feet below ground surface. Some over-excavation and placement of structural fill may be required at foundation locations, dependent upon the proposed finish grades. Individual spread footings may be used for supporting columns and strip footings for bearing , walls. Our recommended minimum design criteria for foundations bearing on the dense site soils or on compacted structural fill are as follows: i - Allowable bearing pressure, including all dead and live loads I�I Dense native soil =2,500 psf Compacted structural fill =2,500 psf Geo Group Northwest, Inc. _ _ March 17, 2005 G-1992 Proposed 33-Lot Residential Development, King County, Washington Page 8 - Minimum depth to bottom of perimeter footing below adjacent final exterior grade = 18 inches - Minimum depth to bottom of interior foorings below top of floor slab = 18 inches - Minimum width of wall footings= 16 inches - Minimum lateral dimension of column footings=24 inches I� - Estimated post-construction settlement = 1/4 inch � - Estimated post-construction differential settlement; across building width= 1/4 inch A one-third increase in the above allowable bearing pressures can be used when considering short-term transitory wind or seismic loads. Lateral loads can also be resisted by friction between the foundation and the supporting compacted fill subgrade or by passive earth pressure acting on the buried portions of the foundations. For the latter, the foundations must be poured "neat" against the existing _ undisturbed soil or be backfilled with a compacted fill meeting the requirements for structural fill. Our recommended parameters are as follows: - Passive Pressure (Lateral Resistance) • 350 pcf equivalent fluid weight for compacted structural fill • 350 pcf equivalent fluid weight for native dense soil. - Coefficient of Friction (Friction Factor) • 0.35 for compacted structural fill • 035 for native dense soil We recommend that footing drains be placed around all perimeter footings. More specific details of perimeter foundation drains are provided below in Section 5.6 -Footing Drains. Geo Group Northwest, Inc. March 17, 2005 G-1992 I� Proposed 33-Lot Residential Development, King County, Washington Page 9 5.4 Permanent Basement and Conventional Retaining Walls At the time of report preparation finish grades for the proposed residences were undeternuned. We understand that a below-grade detention vault will be located at the northwestem comer of the site. We understand that the vault may have conventional retaining walls on the order of 10 to 12 feet in height. The following design recommendations may be used for permanent basement and conventional retaining walls at the project site. Permanent basement walls restrained horizontally on top are considered unyielding and should be designed for a lateral soil pressure under the at-rest condition; while conventional reinforced concrete walls free to rotate on top should be designed for an active lateral soil pressure. Active Earth Pressure Conventional reinforced concrete walls that are designed to yield an amount equal to 0.002 times the wall height, should be designed to resist the lateral earth pressure imposed by an equivalent fluid with a unit weight of: • 35 pcf for level backfill behind yielding retaining walls � • 45 pcf for a 25 percent sloped backfill • 60 pcf for a 50 percent sloped backfill At-Rest Earth Pressure Walls supported horizontally by floor slabs are considered unyielding and should be designed for lateral soil pressure under the at-rest condition. The lateral soil pressure design should have an equivalent fluid pressure of: • 60 pcf for level ground behind permanent unyielding retaining walls • 75 pcf for a 25 percent sloped backfill • 100 pcf for a 50 percent sloped backfil] Geo Group Northwest, Int March 17, 2005 G-1992 Proposed 33-Lot Residential Development, King County, Washington Page 10 Passive Earth Pressure and Base Friction The available passive earth pressure that can be mobilized to resist lateral forces may be assumed to be equal to 350 pcf equivalent fluid weight in both undisturbed soils and engineered struchu�al backfill. The base friction that can be generated between concrete and undisturbed native soils or engineered structural backfill may be based on an assumed 0.35 friction coefficient. We recommend that a vertical drain mat,Miradrain 6000 or equivalent, be used to facilitate drainage behind permanent concrete basement and conventional retaining walls. We recommend that the drainage mat be installed on the back side of the wall extending from the finish grade down to a footing drain pipe. The wall footing drain pipe should consist of a 4-inch diameter perforated rigid PVC pipe surrounded by a bed of washed gravel and separated from site soils by filter fabric, Mirafi 140N or equivalent. The drain pipe should be tightlined to discharge. Backfill behind conventional retaining walls should consist of free-draining sand or gravel soils which are compacted in lifts. Bacl�ill in areas adjacent to basement or conventional retaining walls should be compacted with hand held equipment or a hoepack. Heavy compacting machines should not be allowed within a horizontal distance to the wall equivalent to one half the wall height, unless the walls are designed with the added surcharge. 5.5 Slab-on-Grade Floors j Loose site soils should be excavated from all slab subgrade areas or compacted to a firm and unyielding condi�ion. Slab-on-grade floors may be constructed on top of inedium dense to dense native site soils or on top of compacted structural fill placed on top of the competent site soils. The slab-on-grade floors should not be constructed on top of the loose fills at the site. To avoid moisture build-up on the subgrade, slab-on-grade floors should be placed on a capillary break, which is in turn placed on the prepared subgrade. The capillary break should consist of a minimum of a six (6) inch thick layer of free-draining crushed rock or gravel containing no more than five (5) percent finer than the No. 4 sieve. A vapor barrier, such as a 6-mil plastic membrane, is recommended to be placed over the capillary break beneath the slab to reduce � Geo Group Northwest,Inc. i March 17, 2005 G-1992 Proposed 33-Lot Residential Development, King County, Washington Page 11 water vapor transmission through the slab. Two to four inches of sand may be placed over the bamer membrane for protection during construction. 5.6 Footing Drains We recommend that drains be installed around the perimeter of the foundation footings. The drains should consist of a four(4) inch minimum diameter perforated rigid drain pipe laid at or near the bottom of the footing with a gradient sufficient to generate flow, as schematically illustrated in Plate 3 - Typical Footing Drain Detail. The drain line should be bedded on, surrounded by, and covered with a free-draining rock, pea gravel, or other free-draining granular material. The drain rock and drain line should be completely surrounded by a geotextile filter fabric, Mirafi 140N or equivalent. Once the drains are installed, the excavation should be backfilled with a compacted fill material. The footing drains should be tightlined to discharge into the storm water collection system. Under no circumstances should roof downspout drain lines be connected to the footing drainage system. All roof downspouts must be separately tightlined to discharge into the storm water collection system. We recommend that sufficient cleanouts be installed at strategic locations to allow for periodic maintenance of the footing drains and downspout tightline systems. 5.7 Pavements Based upon the site plan we understand that a new access roadway and cul-de-sac turnaround will be constructed running east-west near the center of the site. The adequacy of pavements is strictly related to the condition of the underlying subgrade. We recommend that all pavement subgrades be compacted by several passes of a large vibratory drum roller prior to placement of the crushed rock base. Before paving, we recommend that the subgrade be proof-rolled under the supervision of the geotechnical engineer to verify that the subgrade is firm and unyielding at the time of paving. The proof-roll may be performed by driving a fully loaded dump truck over the subgrade areas. If loose or yielding soils are encountered it may be necessary to over- excavate and replace with compacted structural fill in some areas. For firm and unyielding native subgrade soils we recommend the following minimum pavement sections for driveways: Class "B"Asphalt Concrete (AC) 3 inches Crushed Rock Base (3/4-inch minus) 6 inches Geo Group Northwest, Inc. March 17, 2005 G-1992 Proposed 33-Lot Residential Development, King County, Washington Page 12 Or Concrete Pavement 6 inches Crushed Rock Base (3/4-inch minus) 4 inches ' In accordance with the Washington State Department of Transportation Construction Manual, transverse cracks will develop in concrete slabs at about 15 foot intervals along the ]ength of slabs and a slab wider than 15 feet may crack longitudinally. To control cracking of the concrete, contraction joints should be installed. Contraction joints are weakened planes which collect the cracking into a controlled joint, creating a maintainable joint in the slab, and preventing random ragged cracks which spread and require expensive maintenance. We recommend that contraction and construction joints be connected with #5 dowel bars, 30 inches long, 18 inches on center. The contraction joints should be placed at maximum 14 foot intervals. 6.0 LINIITATIONS This report has been prepared for the specific application to this site for the exclusive use of Mr. Cliff Williams of Belmont Homes, Inc. and his authorized representatives. We recommend that this report be included in its entirety in the project contract documents for use by the contractor. _ Our findings and recommendations stated herein are based on field observations, our experience and judgement. The recommendations are our professional opinion derived in a manner consistent with the level of caze and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area and within the budget . constraint. No warranty is expressed or implied. In the event the soil conditions are found to vary during site excavation, Geo Group Northwest, Inc. should be notified and the above recommendation should be re-evaluated. 7.0 ADDITIONAL SERVICES w'e recommend that Geo Group Northwest Inc. be retained to perform a general review of the final design and specifications of the proposed development to verify that the earthwork and foundation recommendations have been properly interpreted and implemented in the design and in the construction documents. We also recommend that Geo Group Northwest Inc. be retained Geo Group Northwest, Inc. March 17, 2005 G-1992 Proposed 33-Lot Residential Development, King County, Washington Page 13 to provide monitoring and testing services for geotechnically-related work 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 anticipate the following construction monitoring inspections may be necessary: 1. Site clearing and grubbing; 2. Over-excavation and structural fill placement at building foundation locations; 3. Verification of bearing soil conditions for foundations; 4. Structural fill placement and compaction; 5. Slab-on-grade preparation; 6. Subsurface drainage installarion; ' 7. Proof-rolling of pavement subgrade areas. � We appreciate this opportunity to have been of service to you on this project. We look forward to working with you as this project progresses. Should you have any questions regarding this report or need additional consultation, please feel free to call us. Sincerely, ti1AM C�t Geo Group Northwest, Inc. �w°��W��`� �,� � . � G� J f "/ i� � 7 �y , O�.�.Gt�1�G� G�,�- ti�'— �.��'��. ,�o si�n¢' NAL Adam Gaston William Chang, P.E. EXPIRES: 2/19/0� Staff Engineer Principal Geo Group �iorthwest, Inc. 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'1 . �� , � �' i , ' ` ��` - �� . 3p8 _�$'; 3� � I � � ; � :��.ti- . � ,� �t . `� � � . .� • � 3i O � • 3� �� " .390� - -� � �_ _-•. � : ' � � .� � `� t°, r t L`• `� �' � j 382 386 , ' � _ Jo� i � . .-. `�� .�:� � � - `;��. . - - --- , . - �a� 23 . �� . - as � .. --- .---� -- - �T � b .. . . . � . ' �; :' �ae.:E �; -• - . � . � . � - ``, . s _ti,.; � _ ,,1 f •, t . + . ;. .. . �;3-� � �n -T,2 , - i y; ` � , , . ' � �t0 � . , � 1 ; . - l. , ; . . ± '. : TP-8 � ' ;� � ?'4 � � � i �� . � ' • } : " ` . . TP-10 . - � �! _-_. -- �F `' �� . � . ; ' ��i-*� ` • _ y�� ' � : � , � '� � , �` �D } i ' , ; `� ��013 .� . ' .. � 1 �O'1 . , � � � i � f _ -_ . =r . . t , ` , - ..�._ ` - .• _ � .. ` . . ' ��, .aT � —y • 'L - i •, t� ' _ . . J9� � �� _ ` � �12 � :�I , �; I' �i `. , ' . •: ' , t' ' • .... . � . -�0 ''' .. ._ . O � i ` � �i. _ � . 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I Site Plan based upon preliminary plans provided by Belmont Homes, Inc. i - � � �.._. SITE PLAN _____ LEGEND � Group Northwest� IIIC. PROPOSED 33-LOT RESIDENTIAI,DEVELOPMENT � SW CORNER AT SE 192ND ST. & 102ND AVE SE Geotechnical Ergineers,Geologists,8 TEST PIT NUMBER AND APPROXIMATE Esrvironrtental ScienCsts I��IG COU�FTY,WASffiNGTON �Tp_� LOCATION SCALE 1" =40' DATE 3/11/OS MADE AG CHKD WC JOB NO. G-1992 PLA1'E 2 i i _ I „ T �>;;;f 6"to 12" :SLA6 > I . ' ;` BACKFILL WITH COMPACTED i' � NATIVE SOIL � � - III GEOTEXTILE FILTER FABRIC, D�IIRAFI 140N OR EQUNALENT I ,":� •�_, FREE DRAINING BACKFILL FOOTING � �� CONSISTTNG OF WASHED -• •�, ;,:'.,.;. : ROUND ROCK OR CRUSHED I ROCK . MINIMUM 4 INCH DIAMETER I PERFORATED PVC PIPE LEVEL OR WITH POSITIVE GRADIENT TO DISCHARGE I I NOT TO SCALE � NOTES: I 1.) Do not replace rigid PVC pipe with flexible corrugated plastic pipe. 2.) Perforated or slotted PVC pipe should be tight jointed and laid with Iperforarions or slots down,with positive gradient to dischazge. 3.) Do not connect roof downspout drains into the footing drain lines. I I ' - TYPICAL FOOTING DRAIN DETAIL � Group Northwest, Inc. PROPOSED 33-LOT RESIDENTIAL DEVELOPMENT — Geotechnical Engv�eers,G�srS,� SW CORNER AT SE 192ND ST. & 102ND AVE. SE I — Envconmental Scientists KING COUNTY�WASHIlVGTON SCALE NONE DATE 3/11/O5 MADE AG CHKD WC JOB N0. G-1992 PLATE 3 LEGEND OF SOIL CLASSIF�CATION AND PENTRATION TEST UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) � MAJOR DNISION GRouP Typ�CAL DESCRIPTION LABORATORY CLASSIFICATION CRfiERlA SYMBOL CLFAN GW W0.L GRADED GRAVELS,GRAVEISAND Cu=(D60/010)preater than 4 . GRAVELS MIXTURE,LITRE OR NO FlNES DETERMINE �=1��)�(D1 D•D80)between 1 an0 3 PERCENTAGES OF GRAVELS (IitGe or no GP POORLY GRA�ED GRAVELS,AND GRAVELS�IN GRAVEL AND SAND �T MEEIING ABOVE REQUIREMENTS COARSE- (More Than Half fines) MIXNRES L(TTLE OR NO FINES FROM GRAIN SIZE , GRAWED SOILS� ��C'�� DISTRIBUTION ,Larger Than No.4 CURVE A��G LIMfTS BELOW �,�� DIRTY GM SILTY GRAVELS,GRAVEL-SAND-SILT MIXTURES 'A'LINE. GRpyELg �Fl�� or P.I.LESS THAN 4 (with;,ortK CLAYEYGRAVELS,GRAVEL-SAND-C1AY IIXCEEDSI2% ATTERBERGLIMffSABOVE fines) GC MIXTURES ��E GRAINED , 'A'LINE. SOILS ARE or P.I.MORE TFUW 7 � WELL GRADED SANDS,GRAVELLY SANDS, C FOLLOWS� Cu=(D60/D10)greater than 6 SANDS CLEAN SW LIfTLE OR NO FINES Cc=(D302)/(D10'D60)beNveen 1 and 3 � SANDS � (More Than Half ��e«� pppRLY GRADED SANDS,GRAVELLY SANDS, <5%Fne Grained: More Than Half �Oa�G��^S I fines) SA LITRE OR NO FINES GW,GP,SW,SP NOT MEETING ABOVE REQUIREMENTS by Weight Larger ��ler Than No. Than No.200 4�e�) j ATTERBERG LIMRS BELOW >12%Rne Grained: ��e DIRTY I SM SIITY SAN0.S,SAND-SILT MIXTURES GM,GC,SM,SC CANTENT OF �A�LINE SANDS � with P.I.LESS TFU+N 4 FINES 5 to 12%Fine �CEEDS 12% ATTERBERG LIMffS ABOVE �� SC CUIYEY SANDS,SAND-CLAY MIXTURES Grained:use dual 'A'LINE I fines) syrtiwls with P.I.MORE THAN 7 I Liquid Llmit INORGANIC SILTS,ROCK FLOUR SANDY SILTS SILTS �S�y ML OF SLIGHT PLASTICfTY 64 (Below A-Llne on { PLAST7CRY CFIART A-Line Plasticity Chart, FOR SOII PASSING FINE-GRAINED Negiigible Organic uQ��d V� �,,�H �NORGANIC SILTS,MICACEOUS OR � 50 SOILS >SO Y. DIATOMACEOUS,FINE SANDY OR S�LTY SOIL e NO.40 SIEVE i X CH or OH INORGANIC CLAYS OF LOW PLAST1CffY, w � � CLAYS �Q�X� CL GRAVELLY,SANOY.OR SILTY CLAYS,CLEAN Z ' (Above A-Line on CLAYS } 30 Plactidty Chart, F= Negligible Organic) Liquid Limil �H INORGANIC CLAYS OF HIGH PLASTICITY,FAT � >5p96 CIAYS � 20 CL or OL More Than Half � by Weight Small QRGANIC SILTS V4�d Vm� OL ORGANIC SILTS AND ORG/W IC SILTY CIAYS OF a 1� MH a OH Than No.200 8 CLAYS '�� LOW PLASTICITY � I Sieve A - � (Below A-Line on V�id Limil a 0 10 20 30 40 60 70 80 90 10 11 ��ry�� >50% OH ORGANIC CLAYS OF HIGH PLASTIClTY 0 0 LIQUID LIMff(%) HIGHLY ORGANIC SOILS Pt I PEAT AND OTHER HIGHLY ORGANIC SOILS , i SOIL PARTICLE SQE GENERAL GUI�ANCE OF SOIL ENGiNEEPoNG PROPERTIES FROM STANDARD PENETRATION TEST(SPn ' U.S.STANDARD SIEVE FRACTION � P�sing Retained SANDY SOILS SILTY 8 CLAYEY SOILS Steve m�m Sieve m�m Blow Relative Fridion g�o,,, Unconfined ! ) ( ) ca,na � �ensiry � nngle oescr;p6a� co�nls 5�"a� oes«iplion SILT!CLAY #200 0.075 N i % p,degree N (,� �{ SAND 0-4 0-15 Very Loose <2 � <025 Very soft FINE �40 ' 0.425 #200 0.075 4-10 15-35 26-30 Loose 2-4 025-0.50 Soft MEDIUM #10 2 #40 0.425 10-30 35-65 28-35 Medfum Dense 4-8 0.50-1.00 Medium Stlff COARSE #4 4.75 #'10 2 30-50 65-85 35-42 Dense B-15 1.00-2_00 Stiff GRA �50 85-1 DO 38-46 Very Dense 15-30 200-4.00 Very Stiff FINE 19 #4 475 >30 >4_00 � Hard COARSE 76 �I 19 � COBBLES 76 mm to 203 mm � Group Northwest, Inc. BOULDERS >203 mm � _ Geotechnical Engineers,Geologists,& ROCK Ernionrtental Scientists . >76mm FRAGMENTS 13240 NE 20th Street,Suite t2 Bellevue,WA 98005 � Phone(425)649-8757 Fax(425)649�758 PLATE /-1� ROCK I >0.76 cutic meter in wlume TEST PIT NO. TP-1 L06GED BY AG TEST PIT DATE: 3/9105 DEPTH SAMPLE Water OTHER TESTS/ ft USCS SOIL DESCRIPTION No. 7o COMMENTS 4"thiclrness forest duff Probe 6-12" S 1 Zp.'7 Probe 12" SM �angish Brown silty SAND with some gravel and cobbles,moist, loose --------------------------------------------------- S2 19.9 SM Tan silty SAND with some gravel and cobbles,moist,dense ', 5 SM some cementation S3 21.2 � Total depth of test pit=5 feet bgs �' No groundwater seepage ' 10 15 TEST PIT NO. TP-2 LOGGED BY AG TEST PIT DATE: 3/9/OS DEPTH SAMPLE Water OTHER TESTS! ft. USCS SQIL DESCRIPTION No. °/a COMMENTS 4"thiclrness forest duff Probe 24" SM �Sish Brown silty SAND with some gravel and cobbles,charcoal _ nieces.moist.loose ___________ S1 15.6 --- ---- ---------------------------------------- Probe3-4" SM Mottled gravelly silty SAND with occasional cobbles,moist,dense S2 15.4 Pjobe 2-3" 5 SM/ Gray fine silty SAND to sandy SILT with some gravel and occ. S3 143 ML cobbles,very dense Total depth of test pit=6 feet No groundwater seepage 'f 0 15 TEST PIT LOGS �� PROPOSED 33-LOT RESIDENTIAL DEVELOPMENT � Group Northwest, I1lC. SW CORNER AT SE 192ND ST.&102ND AVE.SE �� Geotechnical Frgineers,Geologists,& j{j�'G CQjJj1j'j'�(,WqSHINGTON Environrrerttal Scierrtists JOB NO. G-1992 DATE 3/10/OS PLATE A2 TEST PIT NO. TP-3 LOGGED BY AG TEST PIT DATE: 3/9/OS DEPTH SAMPLE Water OTHER TESTS/ ft. USCS SOIL DESCRIPTION No. % COMMENTS SM 12-18"thicimess loose forest duff Probe 12-18" -------------------------------------------------- S] 18.7 Probe8-]0,� SM Orangish Brown gravelly/cobbly silty SAND,moist,loose --- --------------------------------------------------- S2 17.6 SM Mottled gravelly/cobbly silty SAND,moist to wet,dense 5 SM/ Gray silty SAND to sandy SILT with some gravel,moist to wet,very ML S3 17 Total depth of test pit=6 feet bgs No groundwater seepage 10 15 TEST PIT NO. TP-4 LOGGED BY AG TEST PIT DATE: 3/9/OS DEPTH SAMPLE Water OTHER TESTS/ ft. USCS SOIL DESCRIPTION No. % COMMENTS 6"thiclrness loose forest duff Probe 24" SM Orangish Brown fine silty SAND with some gravel,cobbles and ____ boulders,moist,loose ____________ Sl 12.I --- - --------------------------------------- SM Tan silty SAND with some gravel,moist dense ' Probe 1-3" 5 some cementation and cobbles S2 13 Tota1 depth of test pit=6 feet No groundwater seepage 10 15 TEST PIT LOGS _ � PROPOSED 33-LOT RESIDENTIAL DEVELOPMENT � Group Northwest, Inc. SW CORivER AT SE 192ND ST.&102ND AVE.SE �� _ Geotecnnica�En9ineers,Geo�oyists,� IQ1VG COUNTY�WASHINGTON Emironrterrtal Scientists JOB NO. Ci-1992 DATE 3/10/OS PLATE A3 I TEST PIT NO. TP-5 LOGGED BY AG 'fEST PfT DATE: 3/9/OS DEPTH SAMPLE Water OTHER TESTS/ ft. USCS SOIL DESCRIPTION No. % COMMENTS SM 6-12"thiclrness loose forest duff Probe 6-18" --------------------------------------------------- S1 16.8 SM Orangish Brown silty SAND with some grave]and occ.cobbles, moist,loose --- ----- --------------------------------------------------- SM Tan to mottled fine silty SAND with some gravel,moist to wet,dense S2 12.3 probe 1-3" 5 SM Brown gravelly/cobbly silty SAND,moist,very dense Total depth of test pit=6 feet bgs No groundwater seepage 10 15 TEST PIT NO. TP-6 LOGGED BY AG TEST PIT DATE: 3/9/OS DEPTH SAMPLE Water OTHER TESTS! ft. USCS SOIL DESCRIPTION NO. % COMMENTS 6-12"thiclrness loose forest duff Probe 24" --- ----- ---------------------------------------------------- SM Orangish Brown fine silty SAND with some gravel and cobbles Probe 4-10" moist,loose S1 11.9 --- ----- ---------------------------------------------------- SM Tan silty SAND with some gravel and cobbles,moist,dense 5 some cementadon S2 153 SM Mottled gravelly/cobbly silty SAND,moist,very dense S3 14.3 SM Brown gravelly silty SAND with occ.cobbles and boulders,moist, very dense 10 S4 l 1.3 Total depth of test pit=1] feet No groundwater seepage 15 TEST PIT LOGS � PROPOSED 33-LOT RESIDENTIAL DEVELOPMENT � Group Northwest, I11C. SW CORNER AT SE192ND ST.&102ND AVE.SE � _ � Geotechnical Ergineers,Geobgists,S KING COUNTY,WASHINGTON 6rvironrrental ScienCsts � .lOB NO. G-1992 nATE 3/10/OS PLATE A4 TEST PIT NO. TP-7 LOGGED BY AG TEST PIT DATE: 3/9/OS DEPTH SAMPLE Water OTHER TESTS! ft. USCS SOIL DESCRIPTION No. °/. COMMENTS 5M 6"thickness loose forest duff Probe 12-18" Orangish Brown silty SAND with some gravel and cobbles,moist, S1 14.8 Probe 4-10" --- -SM- lsiase----------------------------------------------- SM Tan to mottied fine silty SAND with some gravel,moist,dense S2 13.8 5 SM Gray gravelly silty SAND with some cobbles,moist,very dense Total depth of test pit=5 feet bgs No groimdwater seepage 10 15 TEST PIT NO. TP-8 LOGGED BY AG TEST P!T DATE: 3/9/OS . DEPTH SAMPLE Water OTHER TESTS/ ft. USCS SOIL DESCRIPTION No. % COMMENTS SM 6-8"thiclrness loose forest duff' Probe 10-12" Orangish Brown silty SAND with some gravel,moist,loose S� 17.3 --- ----- ---------------------------------------------------- SM Tan silty SAND with some gravel and occ.cobbles,moist,dense Probe<1" 5 SM Gray gravelly fine silty SAND with some cobbies,moist,v.dense S2 14.7 Total depth of test pit=5 feet No groundwater seepage 10 15 TEST PIT LOGS _ � PROPOSED 33-LOT RESIDENTIAL DEVELOPMENT � Group Northwest, TI1C. SW CORNER AT SE 192ND ST.&102ND AVE.SE ��. _ ceotechnica�r�ineers.Geo�oyy�ts.& IQ1�TG COUNTY�WASHINGTON Fmtronrrerrtal Scierrtist5 �06 No. G-1992 �ATE 3/10/OS P�ATE AS _ . _ � TEST PIT NO. TP-9 !, LOGGED BY AG TEST PIT DATE: 3/9/OS I DEPTH . SAMPLE Water OTNER TEST5/ ft. USCS SOIL DESCRIPTION No. % COMMENTS SM 6"thickness loose forest duff Probe 6-12" SM ��sh Brown silty SAND with some gravel,moist,loose Probe 6-16" --- ---- --------------------------------------------------- S1 12.3 SM Tan silty SAND with some gravel,moist,dense 5 SM Gray gravelly silty SAND with some cobbles,moist,very dense S2 13.2 Tota]depth of test pit=5 feet bgs No groundwater scepage ', 10 15 TEST PIT NO. TP-10 LOGGED BY AG TEST PIT DATE: 3/9/OS DEPTH SAMPLE Water OTHER TESTSI ft. USCS SOIL DESCRIPTION No. % COMMENTS 4"thiclmess loose forest duff Probe 2-8" SM ��sh Brown silty SAND with some gravel and cobbles,moist, Probe 8-16" loose S 1 17.4 --- ----- ---------------------------------------------------- SM Tan silty SAND with some gravel,moist to wet,dense S2 17.6 5 g�q/ Gray silty SAND to sandy SILT with some gravel and occ.cobbles ML and boulders,moist,v.dense S3 14.1 Total depth of test pit=6 feet No groundwater seepage 10 15 TEST PIT LOGS � PROPOSED 33-LOT RESIDENTIAL DEVELOPMENT � Group Northwest, TI1C. SW CORNER AT SE 192ND ST.&102ND AVE.SE - Geotechnical Frgineers,Geobgists.8 KING COUNTY�WASIIDVGTON Ernironrrental ScienYsts JOB NO. G-1992 DATE 3/10/OS PLATE A6 ROCKERY DESIGN Talbot Ridge Estates SW Corner at SE 192°d ST & 102"d AVE SE KING COUNTY, WASHINGTON Project No. G-1992 - Prepared for Mr. Cliff Williams Belmont Homes, Inc. P.O. Box 2401 Kirkland, WA 98083-2401 February 28, 2007 By GEO GROUP NORTHWEST, INC. I 13240 NE 20"' Street, Suite 10 Bellevue, WA 98005 Phone: (425) 649-8757 Fax: (425) 649-8758 February 28, 2007 G-1992 Talbot Ridge Estates - Rockery Design Page 2 Site Geology As discussed in the referenced geotechnical report, "According to the Geolo.iq c Map of the Renton Quadrangle. King Countyy Washington, by Mullineaux, dated 1965, the surficial geology in the site vicinity is mapped as Ground Moraine Deposits (Qgt). The ground moraine deposits consist of glacial till soils which are generally described as an over-consolidated mixture of sand, silt, and gravel which was deposited during the Pleistocene Fraser Glaciation period 14,000 years ago." Soils Conditions The subsurface investigation conducted for the referenced geotechnical report encountered silty sands with variable amounts of gravel and cobbles in the 10 test pits excavated onsite. The consistency of the site soils was evaluated by probing with a %2 inch hand probe as the test pits were being excavated. As discussed in the referenced report, dense soils were encountered 2.5 feet below the surface in test pits TP-4 and TP-5 excavated on the slopes of Lots 10 and 11 respectively near where the rockery will be constructed. Slope Stability Evaluation The slopes onfo which the rockery is to be placed average 26% grade with isolated portions of the slope as steep as 30%. GEO Group Northwest, Inc., evaluated all the sites slopes for the referenced report and found no signs of instability in the slopes at the west end of the property where the fill and rockery are to be placed. Site Preparation and General Earthwork The area where the rockery and associated fills are to be placed should be stripped of all vegetation and surficial loose soils. The underlying dense soil surface on the slope should be graded to form horizontal terraces onto which fill will be placed as shown on Plate 3. Construction of the Designed Rockery As discussed in Plate 4 by The Association of Rockery Contractors (ARC), construction of a rockery is a craft that depends {argely on skill and experience of the builder. Rockery stability depends on the type of rock used, contact area between rocks, and placement of rocks, all of which cannot be accounted for in an engineered design. The rockery should be constructed in accordance with ARC standards. A copy of the ARC Standards is attached to this report in Appendix A. GEO Group Northwest, Inc. February 28, 2007 G-1992 Talbot Ridge Estates - Rockery Design Page 3 ', Implementation of the Tensar Geogrid Design(or equivalent) given on Plate 3 will provide a set of guidelines expected to yield a stable finished product as demonstrated by the best practices in the field. Rockery design requirements were developed in I accordance with Tensar Design Chart and Keystone Retaining Wall Design program ; parameters, with a minimum factor of safety of 2.00 calculated for the designed wall. In ' implementing the Tensar design the following statements may clarify the design and aid in construction: I • The base of the rockery as shown on Plate 3 should be composed of dense to very dense soils to be confirmed by the geotechnical engineer before placement of the first rocks in the keyway. • Rocks or should be placed to maximize surface area contact as iflustrated on the Associated Rockery Standards (ARC) presented on Plate 4. • Rockery construction and compacted fill placement should take place ', simultaneously to insure that the proper 1 Horizontal:6Vertical batter of the face of ' the rockery can be constructed without causing the rockery to collapse uphill. , • Geogrid lengths given on Plate 3 should be measured from the�back of the rockery wall and extend into the fill on a level plane. The geogrids should be pulled tight and anchored down before being covered with fill. • Alternative geotextile products may be used in place of the Tensar product provided long term tensile strength properties are equal or better than those specified. • Wall height is measured as the total height of the rockery less the required keyway embedment. For example a rockery or 8 foot wall height would have a total height of 9 feet of rock. • Alterations to the expected rockery placement (Proposed Site Plan, Plate 2) are allowed as I�ng as they comply with the specifications of this report and are confirmed by GEO Group Northwest, Inc. Structural Fill Placement and Material Fill placement will be required behind the rockery to bring the existing grade up to the proposed grade. Native fill should be placed in successive horizontal lifts of loose soil not to exceed 1 foot thick with each successive lift compacted individually. As discussed in section 5.2.2 of the referenced geotechnical report, "structural fills placed below GEO Group Northwest, Inc. February 28, 2007 G-1992 ', Talbot Ridge Estates - Rockery Design Page 4 , building areas and below non-structurally supported slabs, parking lots, sidewalks, ' driveways, patios or other structures should be compacted to a minimum of 95% of the Modified Proctor standard (ASTM D1557)." If a footing is to be supported on structural ' fill the structural fill should extend out beyond the footings at a 1 H:1 V (Horizontal: ; Vertical) grade. So for 6 feet of fill placed below footings the structural fill compacted to ' minimum 95% should extend a minimum 6 feet beyond the inside and outside edges of the footings. Fills placed behind the rockery and outside the areas discussed above ', should be compacted to a minimum 90% of the modified Proctor Standard. The excavated onsite silty sands may be suitable as structural fill if placed fills are free of roots and organic material and approved by the geotechnical engineer. The majority of the site soils are moisture sensitive because of their silt content. The site soils should be suitable for use as structural fill as long as they are placed near their optimum moisture content. During wet weather or under wet conditions we recommend the use of a free draining granular material with no greater than 5% passing the No. 200 sieve (measured on that portion which passes the 3/4 inch sieve). Native soils stockpiled onsite for use as structural fill should be covered with plastic sheeting to prevent over saturation of the soils. Construction Monitoring . We recommend that GEO Group Northwest, Inc., be retained to perform a review of the - final design and specifications of the project in order to verify that our geotechnical recommendations have been properly interpreted and incorporated into the construction - documents, and that the finalized layout of the project is appropriate. This is to confirm 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. The geotechnical engineer should be retained to perform construction monitoring inspections consisting of the following: 1. Confirm proper rock selection; 2. Full-time inspection of all excavations; 3. Verify keyway depth (D) and inclination; 4. Inspect drainage installation including drain line and filter layer(B); 5. Verify rockery construction according to the specifications of this report; 6. Verify fill compaction as specified in this report; 7. Verify proper length and placement of geogrids, GEO Group Northwest, Inc. February 28, 2007 G-1992 Talbot Ridge Estates - Rockery Design Page 5 Limitations This report has been prepared for the specific application to this project for exclusive use by Mr. Cliff Williams and Belmont Homes Inc. Our findings and recommendations stated herein are based on field observation, our experience, and our judgement. The recommendations are our professional opinion derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area and within the budget constraint. No warranty is expressed or implied. In the event the soil conditions vary from those described herein, or construction plans change, GEO Group Northwest, Inc., should be notified and the recommendations herein re-evaluated. We appreciate the opportunity to perform this geotechnical engineering study and look forward to working with you in the construction phase. If you have any questions about this report, or if we can be of further assistance, please call (425) 649-8757. Sincerely, GEO GROUP NORTHWEST, INC. L,L✓L��'��. Andy Wade ��'1•of W c$9,� Geologist ,� ,�ti � ��' �; � .,, �C20S1� � 5`lE�� William Chang, P. E. ��IONAL � Principal EXPIRES: 2/19/� Attachments: Plate 1 - Vicinity Map Plate 2 - Proposed Site Plan Plate 3 - Tensar Geogrid Design Plate 4 - ARC Typical Rockery Details Appendix A - ARC Standards GEO Group Northwest, Inc. -3 ��U � cfi-1 , ��, .�� 1 ST �} E I80TH PL�"""_"+�� = QI �. SF, �� SE_`_""`! r'T'�o�, I �cx,�� s� ��'� `' c�i�-- -.�� I i SE 18151 �� 181ST 5T=�n ��y �y ,,�.5 � _ . `y , sT SE�jQ 182ND�� V -. - .. 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S7 J 1907N P L !N � �°w=i o.�� F.:' ; . �, 1 _._. � '�� P� � -1 T : � > . � � 192ND ; �"' ST SE � �`�r �� I :� v'�` �c� u,� `•,\n� = o0 1 ..� Q 3 ',!� �_,1 N; `�; ` � � 1 a. ' � $ Z� ,� � � � Q� � �1, - - ° 194 f1 r'� t ;_ �-+� r SE .,� - , �--�� >� � . S� 194TH � sr l.._.� � _ �`N �,,SF.�€ _` � ' � a 195TN�5T�-� - `�.`�� _ SE 1 6TF1 ' �� ST $E ' � - � , _- � ; _..._ ._._. /` � F � �w >� � �. . ; _ ,cn i¢ � � }: .. . .. � �J v� • . 5��78��.;� �� 8 I.gg � �� Q!`�: ��_ t�i �z � � SE t� o �� ,= -:=::� ` � :::� i o`� �o� 199TH ..��a �t �._.�.� ____ _�Z ,_,.��,�.:::::.: .�,� �� S EST , 2/ OOTH ClT -� �wrtr3a.�+J.xnt+.....-e.,._. _�.ia �.+...vtt v".�>�'�'�.....e:_3R�Y.Y�L..R13'!._'^•i.�'�C:x/+�'p�'�Sit.. �R^�'.^.:ar-.. �—'L,.�OTwT. V■ a13'aY2"-"`h0.f�3n:.�s.�a'-,� "�,€�:� 9s�o�_,�_4��.�.V..�,..�.:_:,.�.v.,_�_�..�... ;��N�.--5_ ��:� � �r ��0�1EQ � (�7 w N� O'Q �� ; �N �N � � . , 1-=-V1 ZO.7 1 ,�\ _ � : �� F ~ � �' i �t� �'< i J� a� �:a' w ST _ ST ,c� , SE.,�s ..:a� t a? t i � _- VICINITY MAP ! � Group Northwest, I11C. PROPOSED 33-LOT RESIDENTIAL DEVELOPMENT -- Geatechnical F.ngineers,Geobgists,8 SW COR1�iER AT SE 192ND ST. & 102ND AVE. SE Environmental Scientists KING COUNTY�WASHINGTON SCALE: NONE DATE: 3/11/OS MADE: AG CF�I�: WC JOB NO: G-1992 PLATE 1 February 28, 2007 Project No. G - 1992 Mr. Cliff Williams Belmont Homes, Inc. P.O. Box 2401 Kirkland, Washington 98083-2401 Subject: Rockery Design Talbot Ridge Estates SW Corner at SE 192"d ST & 102"d AVE SE King County, Washington Ref: GEO Group Northwest, Inc., Geotechnical Engineering Study, Proposed 33-Lot Residential Development, SW Corner at SE 192�d ST. 8t �OZND AVE. SE, King County, Washington., dated March 17, 2005. Dear Mr. Williams: This rockery design presents our recommendations for construction of the proposed rockery system in the landscaping area of the subject site. The location of the subject development is illustrated on the Vicinity Map, Plate 1. Surface Conditions The eastern two thirds of the subject parcel slopes down gently to the west from 102nd Avenue SE. The western third of the parcel slopes down to the west with moderate slopes averaging 26% grade. Grading associated with the proposed development will terrace the site to create level building pads. Proposed Rockery A rockery is to be constructed on the west end of Lots 9, 10, and 11 (shown on Proposed Site Plan, Plate 2) in order to expand the level area at the top of the slope increasing the usable area of the lot. We understand fills are intended to be placed behind the constructed rockery to raise the ground surface to the intended permanent grade. Based on your fax and our conversations with you, we understand that a maximum 8 foot tall rockery is planned to face the westernmost edge of the fill. � - - _ - - _ / - ��, _� - - -- - �C - - - - _ - ` - • ` �� .., ` ' .e ��\�� , . / / . � `� �, �\ � . ► , i � , , .. �� • � �� .� � ! i • � � �1 . r. � � ,��'�-- , , 1 �� , ,� ��.�� .I_ � ��► � �-� � � ► �',�,s�„�� / - / � ' , � � '�� -`��'l�=�J ��\�–�� — � ' � �:. ' `—- ��•�-- �� , � ' ^ `�� `�i �j��s�'��'�=�� _ � I��`c� �� `,. 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' �� 1 ��, s ' ,�, _ �� ► .. . � _: .. — ,,I! 1 : , ...: � � � , � �� 1= .� .. .. .. �� re�� . . �► �. �!��...f..��t�� — \ �� ' I 1� /• . � � � — �� i�� • �d.��.�► I� \ — - � `� I� � � ,' �= �� , �� , - �� - /' i / /' • � / /' •' / ''� • / / / / � / / / � � � � I I _ ,� , ' , '. . , t . • ' � � , � � , / / / i � / ' � ' . � • � - - – - - - � � . �. . . � .� � . . � . . � � ' � ' � ' 1 • ' ► GEO f - • � .• . . • . : , . . , .� .� � . � : .:,, � . n . � • : � •• � � • : •� � � • � �� . , SCHEMATIC ONLY ' (NOT TO SCALE) 100 psf Surcharge � , � 6 ��a+.��1�h� ��s �i }�„ �1 Y� '� �a ��, � �yt'"^' _� ��i �"` �.��- . `,�, 1 _.�.�� :.- f --i- + 'fl�:s�- iv'r'' _ , 't .t^' r x� c'� � � .� � ` �.- 'f . . "� � � � Geo�id Layer 2� �•�TRU� URAst�FILL � _ � ''N =- �+R=� rae .r�. ' . i.1'.�;4 r� — � MATERlAL -.:. , � � �- � � ��,�„ �; '' �� {': =''�SEEyRE?,�OR�FOR ��f_:.. • r '�� `' �''r� �`.�'�C.D MPA�T/ON' �r. �� ~r�.;� �'��, r : �' �-,;�REQUIREMENTSJ � `�� H � �I • , � u,._'. ��R, r F�i� c��' -�e2s -�c�r:`_. .. :+,;:_� ��g,?=,�„�;. � = IIII �B� I� Geo+�-�dLa�er`1�_��''�;�� —_��— _ �� _ ��—r, :� , - - �� _ ��—�� ' 1 � �' t�� -� } �`�� _ ��— J e ��`:�, �� =��M= ��— - �� :. �,"��.�;;;�..�` Non-woven Geotextile Fabric-Mirafi 140N,or �r'�,w�; -_,- ��--' Crushed Drain Rock ill1 = 1111 - Keyway (D) 4" O.D.Rigid PVC Perforated Drain Pipe � Geogrid Length —� Tensar UX1500 may be substituted for Height shown is from the top af grade to UX1400 to simplify construction the top of wall. Design heights include 2' embedment of walls 8 feet and taller, with 1' embedment of walls less than 8 feet tall. Desi�n Pazameters: Phi=34 degrees Gamma= 130 pcf Cohession=0 TENSAR GEOGRID SCHEDULE FOR ROCKERY RETAINING WALLS WALL TENSAR GEOGRID GEOGRID HEIGHT (H) GEOGRID GEOGRID �ENGTH (L) HEIGHT (H) (FT} TYPE LAYER (FT) (FT) 4 UX1400 1 4.0 1.50 6 UX1400 1 4.0 1.50 UX1400 2 4.0 4.00 — 8 UX1500SB 1 5.5 2.67 UX1500SB 2 5.5 6.00 1 UX 1500SB 1 7.0 2.00 10 UX1400 2 7.0 5.00 UX1400 4 7.0 8.00 TALBOT RIDGE ESTATES = TENS_AR GEOGRID DESIGN ROCKERY ' 91 Group Northwest, Inc. FACED FILL �� _ GeotecMical Eigineers,ueologsts.8 c-�vironrrenta�Scient�sts PROJECT NO.: DATE: PLATE: G-199' 2,`22;200% 3 �+T4T T� ��AI.,� � � 2 I �r— .� � ,�8�-7� -+� � r'•� ��r �`� � ( _ r � . � r � r,��•��.r��,. ,z�� ' v—' \j,,,..�' �� i` .pq.p�-d+� �� f � a � ♦ < < J . �v��o� � �' ` � ' -� � - ,�s-�•'�-�a aY , � - - . . �� 5 H ` � . t ' � !� ��--'` �+.� `�'.. .' � . `'�,r':�ut . � , �`'� �� y� �..y.,�j� � � r� r �~ 1'7� ! `1�.�1 idr ti ,,y '� �... ,� �s - ^ ��: ,_�.� - � �' � D-. G D -a:� �,_ _ ' . � �► #3oc�c VI�a11 E:levat[an t3odc Wa� Sec#ion •��s��+��cm�� -aui a��l tae.m paa�ida n�raA�iy.Aodes�.�icc ba sf�cbd�cs�baa�ss.'Ch�►should b�pl�r.�al W moid I�l.a'�'�'S: ��#�fa va�l ar laierrol�VYheeswsr pa�a�aor3c s�honid beer am tso a�m�ns torlcts��.iri6 • Aodc x�!cx�tts�rs+c�oPt is a�aad�taEge�jr ca�e s� 9�1bt-b�r�tari and��s af'�6u�da ��11�trmik ciwsr 4�t id height s�toufd 6e�at!�s[s � A nocic wan is a pioe�c�wa syste�n wi�icts help�tetar+d�de o#real!m�s.lsct sqtsua�af facQ wa�riu�g aad am�n pnocese on sn�osad sa�_�. • 1�7e 6y ita t�aWte(�Ss.stta aod s�eps of t�n�j t wdl A�r�eo�a�e �p�oodntabe �te�vidn same�is�x of�on.�t�S rwt�c�igr�ad ar Sbra Wai�+t-� �3mnq�rlar = �sys�em in the sa�as a iair�Eoc�ad co�aeEs rstains�g 1 Yatt :�l1� ?�D t2- 18' � wai�b�oarx�id�ed dasiy�ed ar aaghac�+ied 2 Lao 24�-70t1 i8- k8" ` • The cL�gnee a!�e�emhon�chiw'�d;�e�d�rt ai ihe siza of ftw � �dc ussd;�at is.�ma�ss ar w�¢�,�nd ihs iiaig�t d ihs�a8 3 ibm 7'00-�00 28-36' 6�g m�ruciad.7h�iaagorit��otst.ihw a�ots aoatpielerd rie 41�t �L�O-dn00 36-1Q' �ocic w�!s��cwlat i�. 5 Lfan 41500-80d0 �e-54' • Aor�vwic st�oaiid bi ao�ored�ianc fb�t� 6�a1a SD00 -� 54- 60' riqu�re Pe�do�lc i�ea�faQ a�d t�p�3h�(s�outd b�Iocate�ao fld�u�l;om�4�Y�k'�dll��of t�D '�at'tfir�l c�bB r9idlOd�►�Ca�r'dG'�t��aics beCOme �s tt�a SbG aoofolF of eadf man a�e�u�ed bn.ta�y t.19e8. � • liao3mnaA�ti�a�ion af ihe�opes a�nva�nd baidnd rocic�alls � shnnid be�7 ' flrai�qgo ntaeer�m•r�or�st oE da�r ar�q�ar�io � 1Wo:swaa�cmas�d ro�a�c�-r�ysr a�22;aci�res,l�iaiQum �': 2 i�h�oc a�ae�asa�ei,appcaried lyyr�ha �be�rt D��4 i�ies��d�re sd arcoi��paoed!fI � �e- ' �� pl�cad n amon�aswe wip�t • ��OC�C'Wl��li H= R �. , ' -^. .i• .r717lt9C9��Df��Or� � flDdc��e'feet in heighf b b�e s�d tic�dr ',..:,:�;."t.; ��„ ' ps�ia�e ari�ifwra��of"im d�a gmte�a�gidesc � • F�o�ic�d b*ptavd b gr�dwd�diae�itsim w�r � ��a�a�e soi i�u�g wqt he�t in�ooa+wttt gaa�o� Dwiipap�C 4.i�ch miiintao�.p�d�rried or ��w�o�ad ia�aey�.W.sbanld h�aqrmi io thn �,��J1[36 pip�i�id w�b a pa�e ��ilM�Sai�dc{-r�sdao�mai�dby 9�dc� � �b��e�clrt�Wr�auay6�m ��+�P�a �ne�. . = TYPICAL ROCKERY DETAIL _ � Group Northwest, lllC. BELh10NT HOMES-TALBOT RIDGE ESTATES � SW COR'VER AT SE 192ND ST&102ND AVE SE � Geotechnical Engineers,Geologists,& KING COUi�TY,WASHINGTON Environmental Scientists ALE NONE DATE 2/22/2007 MADE A7W CHKD WC aoB 1vo. G- 1992 PLATE 4 APPENDIX A ARC GUIDELINES , gGQ K'p�a '�` r nbbo� � �1P�:b r. . � ��`: . ceqf ,�,'1;��,.' pp O� � � . K�� . �9� A;:; : `!l- �`:'� . .p: .,:,3.:z...t.,. �G �ts' ,i:.�::. �-g "�x''`Associated Rockery Cantractors Standard Roc� Wall Construction Guidelines P.O. Box 1794 - Woodinvilie, Washington 98a72 � Assoc,iation Representatives (425) 48`��3456 or (426) 481-7222 Contents 1.01 fnfr�duction: ............:............................................................--•................................................................_.......1 1.01.1 Historical8ackground.........................................................................•---..................1 1.01.2 Goal .............................................................................................................................� 2.01 Materials:................................................................................................ .....................................................1 2.01.1 Rock C�ualify ...............................................................................................................1 2.01.2 Frequency of Testing ......................:......,......................................................_...........2 2.01.3 Rock Density.................................................:............................................................2 2.01.4 Submittals.................................................••--•--..............._._.........................................2 3.01 R�ck Wall Construction: ...............................................................................................................................2 3.01.i General............ .........................................................:..............................................2 3.01.2 Geotechnical Engineer .............................................................................................3 3.01.3 Responsibifity...............................................•--...................._......................................3 3.01.4 Workmanship..................................................._..........................................................3 3.01.5 Changes to Finished Product ....................................................................... . .......3 3.01.6 Slopes .........................................................................................................................3 3.01.7 Monitoring ..................................................................................................................4 3.01.8 Fill Compaction ..........................................................................................................4 3.01.9 Fill Cflnstruction and Reinforcement......................................................................4 3.01.10 Rock Wall Keyway...................................................................................................5 3.01,1 1 Keyway Drainage...................................................................:.:.:.............................5 ` 3.01.12 Rock Wall Thickness...............................................................................................5 3.01.13 Rock Sefection......................................................:..................................................6 3.01.14 Rock Piacement.......................................................................................................6 3.01,15 Face Inciination .......................................................................................................6 3.01.16 Voids .........................................................................................................................6 3.01.17 Drain Rock Layer.....................................................................................................6 3.01.18 Surface Drainage.....................................................................................................7 . Post Construction Guideline Figure A .................................................................................................................8 TYPICAL DETAIL Native Cut, Any Height Over 4 Feet....................................................................................9 � TYPiCAL DETAIL Overbuild Fill Construction, Rock Wail less than 8 Feet in Height ..............................10 ' TYPICAL DETAIL Geogrid Reinforced Fill Construction, Rock Wall B Feet or More in Height ...............11 ARC STANQARD R��KERY CONSTRI�CTi�N GUIC3ELINES 1.07 in#roduction: 1.Oi.1 These standard rock wall construction guidelines have been developed in an Historical effort to provide a more stringent degree of control on materials and construction Background methodology in tlie Paci.fic�Nbrthwest. They have been assembled from numerous other standards presently in use in the area, from ezpertise provided by local , geotechnical engineers, and from the wide experience of the mernbers of the Associated Rockery Contractors (ARC). 1.01.2 The primary goals of this document are to standardize the methods of construc- Goal tion for rock walls over four feet in hezght, and to provide a means of verifying the quality of materials used in construction and the workmanship employed in construction. This standard has also been developed in a manner that makes it, to the best of ARC's knowledge, more stringent than the other standards presently in use by local municipalities. � 2.01. Materiais: 2.01.1 All rock shall be sound, angular ledge rock that is resistant to weatheri�g. The Rock Quality longest dimension of any individual rock should not exceed three times its shortest dimension. Acceptability of rock will be determined by taboratory tests � as hereinafter specified, geologic examination and historical usage records. AlI rock defivered to and incorporatetl in the projeci shaIl meet the following minimum , specifications: a. Ahsorption Not more than 2.Q%jnr igne��us ASTM C127 and melamorphic rock types and AASHTO T-85 3.0°Yo for sedimentarv rock type.s, h. Acceierated Expausion (1 S days) Nnt more than 1 S%hreakdow��. , CRD-C-148 *l, *2 c. Soundness(MsSO4 at S cycles) Nat grettter than S%lns � ASTM C88 CRD-C-1 d. Unconfin:: ASTM D�2938 greater. e. Bulk Specific Gravity (155pc� Greuter thmi 2.48 ASTM Ct27 , AASHTO T-85 *t. The test sample will be prepared and tested in accordance with Corps of Engineers Testing procedure CRD-C-148, "Method of Testing Stone for Expansive Sreakdown on Soaking in Ethylene G1ycol.". *2. Accelerated expansion tests should also include�analyses of the fractures and veins found in the rock. ��i92 ParF y ARC STANDAR�D ROCKERY:CONSTRU�TION CUIDELINES . 2.01.2 Quarry sources shall begin a testing program when either becoming a supplier or Frequency when a new area of the source pit is opened. The tests described in Section of Testing 2.01.1 shall be performed for every four th�usand {4000) tons for the first twelve thousand (12,000) tons of wall rock�supplied to estabtish that specific rock source. The tests shall then be performed once a�year, every 4o,d00 tans, or at an apparent change in material. If problems with a specific area in a pit or wi.[h a particular material are encountered, the initial tescing cycle shall be restarted. 2.01.3' Recognizing that numerous sources of rock ezis[, and that the nature of rock will Rock vary not only between sources but also within each source, the density of the Density rock shall be equal to, or greater than, one hundred fifty-five (155} pcf. Typi- cally, rocks used for rock wall construction shall be sized approximate}y as follows: � � Rock Size Rock Weight Average Dimensian One man 50-200 pounds 12 to 18 inches Two tnan 200-700 pounds 18 to 28 inches . Three man 700-2000 pounds 28 to 36 inches Four man 2000-4000 pounds 36 to 4$ inches Fve Man 4000-6000 pounds "'48 to 54 inches Six Man 6000-8000 pounds 54 to 60 inches In rock walls eight feet and over in height, it should not be possible to move the large s:z::; rocks(four to six-man size)witb a pry bar. If these rocks can be moved,the rock wall � should not be considered capable of restraining any significant lateral load. Hovvever, it is both practical and even desirable that smaller rocks, particala:i� ;hc��,� ,�:�,'. ;^;�� `�t;t;;�,i.i�:�" purposes,can be moved with a pry bar to achieve the "best fic". 2.01.4 The rock source shall present current geologic and test da�a ior che minimum Submittals guideIines�described in Section 2.01.1 on request by either the rock wali contra, tor, the owner> or c�e applicable agency 3.Oy Rock Wail Construction: ` 3.O1.1 Rock wall construction is a craft and depends lar�ely on the skill and experic�r�. ; General of the builder. A rock wall is a protective system which hei�s to retard the weathering and erosion process acting on an exposed cut �r fill soil face. While by ics natare (the mass, size and shape of the rocks) it wilI provide some undeter- mined degree of retencion, it is not a designed or engineered system in the sense a reinforced concrete ret�+iniug wall would be c�nsidered designed or enDine::r:��l. The de�ee of retention achieved is dependant on the size o�' rock used; that i�.. , _. _ the "mass" or weight, and the height of the rock wall being c�nstructed. The iarger Ehe rock. the mor� �omnetent the rock wall. To accomplish an appropriat` 12/2/92 PAGE 2 ARC STANDARD ROCKERY CONSTRUCTION GUIDELINES degree of competency, all rock wails in excess of four feet in height should be built on a "mass" basis, i.e. by the ton. , To provide a competent and adequate rock wall structure, atI rock walls con- structed in front of either cuts or fills eight feet and over in height should be bid and construcied in accordance with these standazd guidelines and the geotechnical engineer's supplemental recommendations. Both the standard � guidelines and the supplemental geotechnical recommendations should be pro- vided to prospective bidders before bidding and�the start of construction. ; 3.01.2 The geotechnical engineer retained to provide necessary supplemental rock wall Geatechnical construction guidelines shall be a practicing geotechnical/civil engineer licensed Engineer as a professional civil engineer in the State of Washington who has had at least four years of professional employment as a geotechnical engineer in responsible charge, including experience with fill construction and stability and rock wall construction. The geotechnical eugineer shouid be hired either by the rock wail contractor or the owner. 3.01.3 The ultimate responsibility for standard rock wall construction should remain Responsibility with the rock wall builder. However, rock walls protecting moderate to thick , fills, with steep sloping surfaces above or below them, with multiple steps, with '� foundation or other loads affecting them, protecting sandy or gravelIy soils subject to ravelling, with seepage or wet conditions, or that are eight feet or , more in height, all represent special design conditions and require consultation and/or advice from qualified experts. 3.01.4 All workmanship is guaranteed by the rock wall contractor and all materials are Worfcmanship guaranteed by the supplying quarry for a period of six years from the date of completion of erection, providing no rnodification or changes to the conditions existing at the time of completiorr�arc made. 3.01.5 Such changes include, but are not necessarily limited to, temporary excavation of Changes.ta ditches or trenches for any utility within a distance of less than five feet from the Finished back of the top of the rock wall; excavation made either within a distance equal Product to at least two thirds of the free-standing wall height in front of the toe of a rock walt, or that will penetrate a�► imaginary line extended at a 1H:I V (Horizontal: Vertical) slope from the front edge of the rock wall toe (see Figure A); removal of any material from the subgrade in front of the wall, excav�tion of material from any location behind the rock wall within a distance at Feast equal to the rock wall's height, the addition of any surcharge or other loads within a similar distance of the top of the rock wall, or surface or subsurface water forced, di- rected, or otherwise caused to flow behind the rock wal! in any quantity. 3.01.6 Siopes above roc3c walls should be l�ept as flat as possible, but should nat exceed Slopes 2H:1 V unless the rock wali is designed specifically to providc some restraint to the load imposed by the slope. Any slope existirtg above a completed rock wali should be covered with vegetation by the owner to help reduce the potential for _, _ surface water flow induced erosion. It should consist of a deep rooted, rapid erowth vegetative mat, will typically be placed by'hydroseeding and covered with a mvlch. It is often useful to overtay the seed and mulch with either pegged 1212I92 DArc � ARC STANDARD ROCKERY COI�tSTRUCTlON GUtDEL1NES . in-place juie matting, or some other form of approved geotextile, to help main- tain the seed in-place until the root mat has an opportunity to germinate and take hold. 3.01.7 AIl rock walls constructed against cuts or fills eight feet and over in height shall Manitoriug be periodicaily. monitored during construction by the geotechnical engineer to verify that the.nature and quality of the materials being used are appropriate, that the construction procedures are appropriate, a.nd thai the rock wall is being �constructed in a generally professional manner and in accordance with this ARC guideline and any snpplemental recommendations. On completion of the rock wall, the geotechnical engineer should submit to the ciient, the rock wall contractor, and to the appropriate municipality, �opies of his rock wall examination reports along with a final report summarizing rock wall construction. 3.01.8 Where rock walls are constructed in front of a fill, it is imperative that the owner FiII ensure the fill be placed and compacted in a manner that will provide a.compe- Compaction tent fiIl mass. To achieve this goal, all fills should consist of relatively clean, organic and debris free granular materials with a maximum sizc of four inches. Ideally, but particularly if placement and compaction is to take place during the wet season, they should contain no mare than seven percent fines (silt and clay sized particles) passing the number 200 mesh sieve. All fills•should be placed in tfun lifts not exceeding ten (10) inches in loose thic3cness. Each lift should be comgacted to at Ieast 95 percent of the maximum _ dry density, as determined by ASTM Test Method D-1557-78 (Modified Proc- tor), before any additional fill is placed and compacted. In-place density tests should be performed at random locations within each lift of the fill to verify that this degree of compaction is being achieved. 3.41.9 There aze two methods of constructing a fill. The first, which typically applies to Fill rock walls of less than eight feet in height, is to overbuild and then cut back the Construction fill. The second, which applies to all rock walls eight feet and over in height, is � Reinforcement to constrvct the fill using a geogrid or geotextile reinforcement. Overbuilding the �11 allows for satisfactory compaction of the fill mass out � beyond the location of the fill face to be protected. Overbuilding also allows the earthwork contractor to use larger and more effective compaction equipment in his compactive efforts, thereby typically achieving a more competent fill mass. = Cutting back into the well compacted fill also typically resvlts in construction of a competent near vertical fiil face against which to build the rock wall. . For the higher rock walls the use of a.geogrid or geotextilE fabric to help rein- force the fill results in construction of a more stable fill face against which to construct the rock.wall. This form of constniction leads to a longer lasting and more stable rock wall and helps reduce the risk of significant long term mainte- nance, • ��92 PAGE 4 ARC STANDARD ROCKERY CONSTRUCTiON CUIDELIIdES This lattez form of coasiruction reqnires a design by the g�otechnical engineer for each specific case. The vertical spacing of the reinforcement, tlae specific type of reinforcement and the d.istance to which it must extend back into the fili, the amount of iappiug and the construction segnence must be determined�on a case by case basis. 3.01.10 The first step in rock wall consuuction, after general excavation, is to constrnct a Bock�ail keyway in whic� to build the rock wall. The keyway shall comprise a shallow Keyway trench of at least twelve (12) inches in depth, eztending for the full length of the rock wall. The keyway subgrade should be slightly inclined back towards the face being protected. It is typically dag as wide as the rock wall (including the ,, widtt► of the r�ck filter layer). Tf the condition of the cut face is of concern, the keyway should be constmcted in sections of manageable length, that is, of a. i Iength that can be consiructed in one shift or one day's work. ' The competency of the keyway subgrade to svpport the rock wall shall be veri- fied by prQbing with a small diameter steel rod. The rod shall have a diameter of � between three-eighths and one-haif inch, and shail be pushed into the subgrade in a smooth unaided manner under the body weight of the prober anly. Penetration of up to siz inches, with some difficulty, shall indicate a "competent" keyvc+ay subgrade unless other factors in [he geotechnical engineer's opinion shall indi- cate otherwise. . Penetration in excess of six inches, with ease, shall indicate a "soft" subgrade and oue that cauld require treatment. Shallow soft areas of the subg�ade can be "firmed up" by tamping a Iayer of coarse quarry spalls into the subgrade. 3.01.11 Upon completion of keyway excavation, a shaPlow ditch br trench, approximately Keyway twelve (12) inches wide and deep, should be dug along the rear edge of the key Drainage way. A minimum four-inch diameter perforated or slotted rigid ADS drain pipe, or equivalent, approved by an engineer, should be placed in this shallow trench and should be bedded on and surrounded by a free-draining crushed rock. Burial of the drain pipe in this shallow trench provides protection ta the pipe and helps' prevent it from being inadvertently crushed by pieces of the rock wall rack. This drain pipe should be installed with sufficient gradient to initiate flow, and the outfall should be connected to a pasitive and permanent discharge. Positive and permanent drainage should be considered to mean an existing or to be installe� storm drain system, a swale, ditch or other form of surface water flow collection system, a deiention or retention pond, or other stable native site feature or previously installed collection system. 3.01.12 The individual rock waIl thickness should be equal to the thickness of the recom- Roc�C Watl mended size of rock plus the chickness of the drain rock layer. This thickness, Thickness which will be determined on a case by case basis, will be dependant on the specific rock sizes recommended €or each individual rock watl. For example, if four-man rock is ased tfie rock wall thickness will be approximatety five feet_ ' 1212/92 P�C�F 5 . ARC STANDARD ROCKERY CONSTRUCTION GUIDELtNES 3:81.13 The contracior should have sufficient space available so that he can seIeci from Rock among a number of stockpiled rocks for each space in the rocic wall to be filled. Selection Rocks which have shapes whicb do not match the spaces offered by the previous course of rock should be placed eisewhere to obtain a better fit. Rock should be of a generally cubical, tabular or rectangular shape and selected in accordance wi[h Section 2.01.3. Any rocks of basically rounded or tetrahedral form shouId be rejected or used for filling large void spaces. 3.01.14 The first course of rock should be placed on firm unyielding soil. There should . Bock be full contact between the rock and soil, which may� require shaping of the Placement ground surface or slamming or dropping the rocks into place so that the soil foundation conforms to the rock face bearing on it. The bottom of the ftrst course of rock should be a miniinum of twelve (12) inches below the lowest adjacent site grade. As the rock wall is constrncted, the rocks should be placed so that there are no continuous joint planes in either the vertical �r lateral direction. Wherever possible, eacb rock should bear on at least two rocks below it. Rocks should be p�aced so that there is some bearing between flat rock faces rather chan on joints. Joints between courses (the top surface of rock), should slope back towards the cut face and away from the face of the rock wall. Smaller rocks (one to two-man size) are often used to create an aesthetically pleasing "top edge" to a rock wall. This is an acceptable practice provided none of [he events described in Section 3.01.5 occur, and that people are prevented from ciimbing or walking on the �nished wall. This is thi owner's responsibility. ' 3.01.15 The face of the rock wall should be incIined at a gradient of about 1H:6V back Face towards the face being protected. The inclination should not be constructed Inclination flatter than 1H:4V. 3.01.16 Because of Che nature of the product used to construct a rock wall, it is virtually Voids impossible to avoid creating void spaces between individual rocks. However, it I should be recognized that voids do not necessarily constitute a problem in rock � wall construction. As the size of rock used to build a rock wall increases, i.e. to six-man size, the void spaces between individual rocks should be expected to be I arg er. Where voids of greater than six inches in dimension exist in the face of a rock wall they st�ould be visually examined to determine if contact between the rocks exists within the thickness of the rock wall. If contact does exist, no further action is required. However, if there is ❑o r�ck contact within the rock wall thickness [he void should be "chinked" with a smaller piece of rock. 3.01.17 In order to provide s�me degree of drainage control behind the rock wall, and as Drain Rock a.means of helping Go prevent loss of soil through the face of the rock wall, a Layer rock drainage filter shail be installed between [he rear face of the rock waIl and the soil face being protected. This drain rock layer should be at least twelve (12) ' " - inches thick; and for rock walls eight fee[ in height or higher, it should be at 7 2/2192 PAGE 6 - - ARC STANDARD ROCKERY CONSTRUCTI4N GU[DEL�NES � Ieast eighteen (18) inches thick. It should be composed of 4 to 2-inch sized crushed rocic quarry spalls, crushed concrete, or other material approved by the geotechnical engineer. If a random wall rock extends back t� the exposed soil face, it is not necessary that the filter rock layer extend between it and the soil face. - Depending on soil type and potential water seepage, a geotextile fabric may or . may not be required. This can be determined on a case by case basis by the geotechnical engineer during design and prior to bidding. 3.01.18 It is the owner's responsibility to intercept surface drainage from above the rock Surfac� wall and direct it away from the rock wall to a positive and permanent discharge Drainage well below and beyond the toe of the rock wall. Use of other drainage control measures should be determined on a case-by-case basis by the geotechnical engineer.prior to bidding on the project. � . i?12/g2 PAG� r _ ARC STANDARD ROCKERY CONSTRUCTiON GUIDELINES Post Construction Guidline Schemabc Only-Not to Scale . H2 ' 5Fr. _—� � � � . � s ��v:'�Q � . D. �-_� •.o..Qo i �` � °'�°' i �� Q� i ��` ��'�oa i � ''Q CCo ( / ' �QO' u:._�. H _��—� �aoQ¢ � �j �\ •-o P� 'oo^Q \ 51;�'.o, ,� 'e Q � .� � �.o , �-.—� o., 1 � n � � ca;.o ' oo� ��_ �'Q-Gj�. � �y o.a. � Hj 1��_ i ` ..Q: �, '� '40 � � � •o �—zl3 ;, � , , %' : . , :' : �� ; ;' , : , , , , , , , �' . ; ; . , ,' 2H:1 V ; . � .' : , , , , ' Figure A / ;, - 1H_1 V H Height of rock wall. 5� No temporary excavation or trenctung. '!3 H No tem�orary�excavation or trenching. , H' I�io permanent removal of svbgrade allowed. H'- No excavation of material or any surcharge aliowed. � 1 H:!V No excavation below aIlowed. 2N:1 V Maximum finished grade or permanent excavation . 12/2/92 pnr,F R � � Schematic Only-Not to Scale I - /� � a- . . .. .. . .. I / 2,;` opvo:Q . - . : . . . . 1 ,Q.: � . . . . � . 1 6 � - ��:�� .. ' .. � .. . � H f __\3 ``'- ''µ . _ .�� , - . . . - ,_ . . , . � ,,�c 3 � � P''a,. . � . . .. .. . . .' .. .. . . .! . . I \ I '` :pf. r• . . , . " :,7• ' , •�" Q j � 4 , �, � � _ — ` ,8�P' }�---- W Lp LEGEND e:o;o�•Q_p; Crushed rock or other apporoed material ranging between 4 to 2 inches in size and free of organics,with less thao 5 per�ent f'u�es ��4'q•o°a (sik and ctay size partides passing the No.200 mesh steve). � Strudural fill ove►buAd,c:ompacted to at leas135%of maximum dry dens�y as determined by A5TM Test Method D-155B-78 (M�dified Proctor). (� Co►r�acied strudural fill cons�sting af free-draining,organic-free material wdh a maximum s¢e of 4 inches. Should corrtain no more L�� than 7 percent fines(descx�bed above),compacted to at least 95 percent of ASTM D-1557-78 maximum dry density. CT� Und�sturbed fum Native soil O Perforated or slobed drain pipe with 4 inch minimum diameter bedded on and surrounded by crushed rocic fiRer material,described - above. QDesignates size of rock required,i.e. 4 tnan. � NOTES ^ • AU fitl should 6e placed+n thin I�ts not exceeding 10 inches in loose thicla�ess.Each layer should be compacted to no less than 95 peraent of mazirtwm dry density,as determined by ASTM D-1557-78(ModNied Proctor). • Ttuckness of crushed tilter rock layer,B,should be n�less than 12 inches. • Depth of burial oi basal layer of rock,D,shouid be no less than t2�ches. • Height�f rodc wall,H,should not exceed feet. • Lateral extenl ot�i I overbuild,La should be no less than H feet. ' �Minimum width af keyway ezcavation,W,should be equal to tfie thickness of the basal rock(as determ�ed by geotechnical engineels design)plus B. TYPICAL DETAIL Plate " � OVERQUILD FILL CONSTRUCTION B . _ ROCK WALL LESS THAN B FEET IN HEIGHT i Schemetic Only-No!to Scsls i . - � } ,� 3 .� ';�Q�:• • ' • • : , �� .. � . . � � ' .�.c;4►:oq'" • ' ' .' � • • ' I � � ` 'o:•P:�4' '. . . . . , , . . ! I . � :0°�4;0•p°i'� • ' '' '• � - • ' Z I S� 'l:J . . �op;�.o " . • • ' • • ' • ._�' I 1 �� `�' ' 'G'' . �. , T_ • • ' �'� � H , �� .:..:.. .: . , . b �� Z i ` � �_ 6:0 �� . . : : . - : . . , .r:—r � I . � G:o.,. , . , , • z � ` c6�'u' . • , • ' . ': : ' — ��_ , ,.d;,.., ------„ ---T. � t ��'s} _ D� . ' ' • . •• .� ,' •, � • Z i �LJ � �p i� , � . _ • ,o.,� ► i . • •G:O: .�pi, ' , . . . . . . .. • -� 1 � , r' '. .o��:.�� . � ' � . ' • . . i z - � �'�f' Q., . �_ . . . Z�. ____L_ I �. � �.0.�'.0 /.... ♦ • 1 lbc�.f+�l. t ' � a"� i • I ""'—"_ b-- - ' L� +i LEG�ND ' ,Qg p;Qr� Crushed reck ot crushed CO�crete draln rock malerial ranginp batween 4 and 2 inohe5 in size and trce of o.o a.. organics,wlth lesc fhan S percant f�es{bilt and cle�y si�a peRicl9s pass�nfl the Nc.P00 msh sieve). � Compaett�tiruct�raf 611 consisdr�o!(ree-dratning materta�with a maxlrnum size o1<inches. Should Contam no rnore than 7 parcent Ilnec ldacribed above), compaettd to at tesst 95 parcenl ef Modified Proclor ma�dmum dry darsa3ty. '�� Un�sturbed nrm N�tivo so11. L.._. ; . – Geogrid rainforesmont appro��ed Dy geotechn�cal enQineer. O PeAorated or alotted,cmooth•wefl�,plastic tirein pipe wllh 4 Inches mir.imum diamelrr bedded e�and surrou�ded by crushetl cock fiiler mate►ia1.described nbove. � D L�eSipnata siL2 or rack requtr��j, i.e. 5- man. • NOfES • Au f;N shouki bo placed m thin lifts not cxceedinp 10 inches in loose thickness. Each iayet should be compacted eo r�o�ess than 95 perceni ol rruximum dry density,as d�terminoC by Meclfied Proctor. • �ength ol rei�orcinq pQogrid, t�ahaN be feet. • ueoprid re n+or:ement�ayer s�acing,Z,sn�1 be,_,feet as cletcrm;ned by tho gcotecnnlcal cngmeer. • H�ight of rock wall, H,sRould not excsed feet. - Thicknesa o!crusned drain rock layer,bd, should ba na less tt�n t2 inct�e�. • Deplh ot bunn! ot basal tsycer of rock D, snoulo be no less ttw� 12 inches. • Minirnum wiath ol k8yway excavatlon, 6, sheuld be eqcal to the thkknets ot the bas�t rock(as dctermi�ed by �eolecF►r.�cal enqineer)piva ba. � � 7YPICAI ROGf4�Rlf DETAlL Pt3te � �RC , GE00fi1D REII�FGACED FlLL CONST'RUCT�ON 9 RocK waLL a f�eT oR MORE uv H�at+T C s Page 1 of 1 CORE - Rob Stevens From: Comstock, Patt [Patt.Comstock@METROKC.GOV] Sent: Thursday, January 18, 2007 10:55 AM To: CORE - Rob Stevens Subject: RE: Talbot Ridge Estates L05P0007 Hi Rob, You stated it correctly. Metro does not have service at this location, nor do we foresee any in the future. We will not need to review your plans and will not be requesting any transit related improvements. Our closest service runs north/south on 108th Ave SE; Metro Rts. 161 and 169. Thank you for contacting me. — Patt Patt Comstock- Transportation Planner•Transit Route Facilities - King County Metro - patt.comstock@metrokc.gov - (206)684-1523 From: rhs@eoredesigninc.com [mailto:rhs@coredesigninc.com] Sent: Thursday, )anuary 18, 20�7 i0:22 AM To: Comstock, Patt Cc: grb@coredesigninc.com Subject:Talbot Ridge Estates L05P0007 , Patt, Talbot Ridge Estates is located at the SW corner of 192"d Street and 102"d Avenue SE intersection. As you had mentioned in your voice message, there are no cuRent or future planned bus routes on these roads, therefore Metro Service Planning will not need to review the street tree plan. Please confirm by replying to this message. Thanks, Robert H. Stevens, P.E. Principal Core Design, Inc. 14711 -NE 29th Place, Suite 101 Bellevue WA 98007 Tel:425.885.7877 Fau:425.885.7963 ��.coredesigninc.c�m 1/18/07 7. OTHER PERMITS: A pernut from Soos Creek Water and Sewer District is required for the water and sewer construction. I J f % �_; 8. CSWPPP ANALYSIS AND DESIGN: Design of the ESC plan was completed in conformance with Core Requirement#5 per the 2005 KCSWDM. Compliance with the 9 minimum requirements is summarized below. 1. Clearing Limits: Clearing limits have been delineated on sheet C2.01 of the civil plans. The clearing limits extend only to those areas that will be disturbed during construction of the subject project. 2. Cover Measures: The Erosion/Sedimentation Control Notes listed on sheet C2.31 of the civil plans specif�� specific times at which temporary and permanent cover measures vvill be installed. 3. Perimeter Protection: Per sheet C2.01 of the civil plans, silt fence will be used for perimeter protection. Silt fence will be installed along the perimeters of those areas that w�ill be receiving silt-laden runoff. 4. Traffic Area Stabilization: A construction entrance will be installed at the entrance to the project site. See sheets C2.41 and C2.31 for location of construction entrance and detail. �. Sediment Retention: The proposed detention/water quality vault will be used for sediment retention. Sediment retention will be designed per the 2005 KCSWDM Appendix D. Surface Area: Q�o(04120d15.ts� = 1.74 cfs (See attached KCRTS Flow Frequency Analysis in Section 4B of this Report) SA= 2080 sf/cfs * Qlo SA= 2080 sf/cfs * 1.74 cfs= 3,619 SF SA Provided = 5,888 SF> 3,619 SF � OK Riser Diameter: The 15" riser on the control structure wrill be used for the principle spillway. The , riser was sized to accommodate the developed 100-year, 15-minute return period storm. See Section 4B of this Report for sizing calculation. Emer�ency Overflow Spillwa��: The 15" riser on the control structure will be used for emergency overflow. The riser was sized to accommodate the developed 100-year, 15-minute return period storm. See Section 4B of this Report for sizing calculation. � 6. Surface Water Collection: Interceptor swales ��711 be used to direct all sediment- I laden runoff to the sedimentation vault. See sheets C2.01 and C2.31 for location ' of swales and details. 7. Dewatering Control: A note on sheet C2.01 addresses the procedure for discharge/treatment of runoff from dewatering. 8. Dust Control: A note on sheet C2.01 addresses the procedure for dust control should soils become too dry. 9. Flow Control: The proposed detention/water quality facility will be used for sediment retention therefore, dischazge from the facility ��ill be per the Conservation(Level Two) Flow Control standard. Design of the SWPPS plan was completed in conformance with Section 2.3.1.4 in the 2005 KCSWDM. The ESC and SWPPS plan contains notes establishing what materials will not be allowed on the site along with notes describing BMPs for treatment of materials that will be on the site. Since no storage of liquids including fuel will be allowed on the site, no spill prevention report and/or clean up report is required. Vehicle maintenance will not be allowed on the site. Storage of construction materials and wastes will be stored within the "potential stockpile area" delineated on the ESC and SWPPS � plan. Any concrete waste or waste from sawcutting or surfacing will be discharged to formed areas awaiting installation of concrete or asphalt and/or to a lined sump as specified in the notes and shown on the ESC and SWPPS plan. The contractor shall designate a person as the responsible representative in charge of erosion control and maintenance of all erosion control and stormwater poilution prevention facilities. 9. BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT: A blank "Declaration of Covenant and Grant of Easement" along with maintenance and operation instructions for the "Perforated Pipe Connection" and "Restricted Footprint" are attached on the following pages. The blank "Declaration of Covenant and Grant of Easement"will be filled out and recorded during final plat. The "Facility Summary Sheet" and"Bond Quantities Worksheet" are attached on the follo��ing pages. � - RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: RECORDING COVER SHEET DECLARATION OF COVENANT AND GRANT OF EASEMENT ; Crrantor: Grantee: Legal Description: Addirional Legal(s) on: Assessor's Tax Parcel ID#: i DECLARATION OF COVENA�IT AND GR��T OF EASEI�7ENT For Stormwater Flow Control Best Management Practices IN CONSIDER.ATION of the following approved King County (check one of the following) 0 residential building permit, ❑ commercial building permit, ❑ clearinQ and grading permit, ❑ subdivision permit, or ❑ short subdivision permit for Application I�o. relating to real properry("Property") legally described as follows: The Grantor(s), the owner(s)in fee of the above described parcel of land, hereby covenants with King County, a political subdivision of the state of Washington its successors in interest and assigns ("King County"),that it will observe, consent to, and abide by the conditions and obligations � I set forth and described in Paragraphs 1 and 2 and 4 through 7 below with regard to the Property, and hereby grants an access easement on and to the Properiy to King County, for the purposes described in Paragraph 3 below. Grantor(s) hereby grants, covenants, and agrees as follows: 1. Owner(s)of the Property shall retain,uphold, and protect the stormwater management devices, features, pathways, limits, and restrictions, known as flow control best management practices("Flow Control BMPs"), shown on the approved Flow Control BNIP Site Plan for the Property attached hereto and incorporated herein as Exhibit A. ?. O��ner(s) of the. Propert� shall at tl�eir o��n co;t, operate, maintain, and kcep in Qood repair, the. Propertv'; Flo«� Contr�l B�1Ps as described in the appro��ed Desian and �laintenance Details for each BMP attached hereto and incorporated herein as Exhibit B. 3. King County shall have a nonexclusive perpetual access easement on the Propert�� in or�ler to ingress and egress overthe Property forthe sole purn��°; ��f;�T��_rtin_� ��n�l n��>>:ii��r in�< <�� , Property's Flow Control BMPs, and if applicable in accordance with the terms of Paragraph 4 below, performing any corrective work required to bring the Property's Flow Control BMPs into compliance with Title 9 of the King County Code. ' 4. If King County determines that maintenance, repair,restoration, and/or mitigation work is required to be done to the Flow Control BMPs and has not been performed by the Property owner(s), the Director of the Water and Land Resources Division of the King County Department of Natural Resources and Parks shall give notice to the Property owner(s) of the specific maintenance, repair, restoration, and/or mirigation work(Work)required pursuant to Title 9 of the King County Code. The Manager shall also set a reasonable time in which the Work is to be completed by the Property owner(s). If the Work is not completed within the time set by the Division Director, King County may perform the required Work. Written notice will be sent to the Property owner(s) stating King County's intention to perform the Wark. Perfomlance of the Work by King County will nat commence until at least seven(7) days after such norice is mailed. If,within the sole discretion of the`'�'ater and Land Resources Division Director, there exists an imminent or present danger, the owner hereby waives the seven (7) day notice period and the Work will begin immediately. �. The owner(s) of the Property shall assume all responsibility for the cost of any Work required to be done to the Flow Control BMPs. Such responsibility shall include reimbursement to King County within thirty(30) days of the receipt of the invoice for any such Work performed by King County in accordance with the terms of Paragraph 3 above. Overdue payments will require payment of interest at the current legal rate as liquidated damages. In the event that King County does not receive reimbursement within the required time frame, it may elect to place a lien on the Property and act upon the lien in accordance with the terms and procedures specified in Chapter 23.40 of the King County Code, as amended from time to time. If legal action is taken to enforce the provisions of this Paragraph, the prevailing party is entitled to costs and attomey's fees. � 3 6. Apart from performing routine landscape maintenance, the Property owner(s) is (are) hereby required to obtain written approval from the Water and Land Resources Division Manager of the King County Department of Natural Resources and Parks prior to performing any alterations or modifications to the Flow Control BMPs. Any notice or consent required to be given or otherwise provided for by the provisions of this Declaration of Covenant and Grant of Easement shall be effective upon personal delivery, or three (3) days after mailing by Certified Mail, return receipt requested, w�hichever occurs sooner. '� 7. This Declaration of Co��enant and Grant of Easement is intended to promote the efficient and effective management of surface water drainage on the Property, and it shall inure to the benefit of all the citizens of King County, its successors and assigns. This Declaration of Covenant and Graut of Easement shall run with the land and be binding upon Grantor(s), and Grantor's (s') successors in interest and assigns. 8. This Declaration of Covenant and Grant of Easement may be tertninated by execution of a written agreement by Grantor(s)and King County expressing their mutual agreement to terminate tbis Declaration of Covenant and Grant of Easement. =t IN «'ITNESS `�'HEREOF. this Declaration of Coti�enant and Grant of Easement is executed this day of , 20 By Its By Its STATE OF WASHINGTOI� � )SS COUNTY OF KING ) On this day of ,20_, before me, the undersigned, a Notary Public in and for the State of , duly commissioned and sworn personally appeared , to me known to be the individual described in and who executed the foregoing instrument, and acknowledged to me that he signed and sealed tbe said instrument as h free and voluntary act and deed for the uses and purposes therein mentioned. WITNESS my hand and official seal hereto affixed the day and year in this certificate above � written. Printed name Notary Public in and for the State of Washington; residing at My appointment expires � 'VIAINTENA'�ICE AI�D OPERATION INSTRUCTIONS FOR PERFORATED PIPE CONNECTION Your property contains a stormwater management flow control BMP (best management practice) called a"perforated pipe connection," which was installed to reduce the stormwater runoff impacts of some or all of the impervious surface on your property. A perforated pipe connection is a length of drainage conveyance pipe with holes in the bottom, designed to "leak"runoff conveyed to the pipe, into a gravel filled trench where it can be soaked into the surrounding soil. The connection is intended to provide opportunity for infiltration of any runoff that is being conveyed from an impervious I surface (usually a roo fl to a local drainage system such as a ditch or roadway pipe system. The size and composition of the perforated pipe connection as depicted by the flo« control BMP site plan and design details must be maintained and may not be changed �vithout v��ritten approval either from the King County Water and Land Resources Division or through a future development permit from King County. The soil overtop of the perforated portion of the system must not be compacted or covered ��ith impervious materials. :�ZAINTE�IA:�ICE AnD OPERATIOn I:vSTRt'CTIONS FOR RESTRICTED FOOTPRINT Your property contains a stormwater management flow control �3�1P (best mana��ement practice) kno��n as "restricted footprint,"the practice of restricting the amount of impervious surface that may be added to a property so as to minimize the storm�iater runoff impacts caused by impervious surface. The total impervious surface on your I property many not exceed square feet without wTitten approval either from the � King County Water and Land Resources Division or throuQh a future development permit from King Counn�. � KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL STORMWATER FACILITY SUMMARY SHEET DDES Permit L,(�j 1��'j�j� Number (provide one Stormwater Facility Summary Sheet per Natural Discharge Location) ', Overview: I Project Name �'C3�-��'�' �<��t� � �'�-�� Date �� 9 �v� Downstream Drainage Basins Major Basin Name� U�Gtam►S�.- �y�_C_.Yl ��1-2-1� Immediate Basin Name�\p�[ � 1��(rQ_,� Flow Control: Flow Control Facility Name/I�umber Facility Location �� (� � 1/� If none, Flow control provided in regionaUshared facility (give location) No flow control required Exemprion number General Facility Information: Type/Number of detention facilities: Typel��umber of infiltration facilities: ponds ponds �_vaults tanks tanks trenches Control Structure Location �� Type of Control Structure r��.Q,�(' Number of Orifices/Restrictions 3 �� Size of Orifice/Restriction: No. 1 �.`j � � No. 2 �,(� cr No. 3 (�.�<< No. 4 Flow Control Performance Standard COYI�-21(V 0�'�l UYl 2005 Surface Water Design Manua] 1!1/0� 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Live Storage Volume �jaj � � (p �_ Depth �� Volume Factor of Safety 1 V�d / Number of Acres Served _ �}. ��j Number of Lots oZ�.— Dam Safety Regulations (Washington State Department of Ecology) Reservoir Volume above natural grade Depth of Reservoir above natural grade Facility Summary Sheet Sketch All detention, infiltration and water quality facilities must include a detailed sketch. (11"x17" reduced size plan sheets may be used) ,I i 1/1/OS 2005 Surface Water Design Manual 2 KING COUNTY, WASHINGTON, SURFACE WATER DESTGN MANUAL Water Quality: ' ; TypelNumber of water quality facilities/BMPs: !, biofiltration swale sand filter(basic or large) (regular/wetl or continuous inflow) sand filter, linear(basic or large) combined detention/wetpond sand filter vault (basic or large) i (wetpond portion basic or large) sand bed depth (inches) ' �_combined detention/wetvault stormwater wetland filter strip storrn filter �� flow dispersion wetpond (basic or large) farm rnanagement plan weri%ault landscape management plan Is facility Lined? oiUwater separator If so, what marker is used above (baffle or coalescing plate) Liner? catch basin inserts: Ivlanufacturer pre-settling pond pre-settling structure: Manufacturer high flow bypass structure (e.g., flow-splitter catch basin) source controls Design Information Water Quality design flow Water Quality treated volume (sandfilter) Water Quality storage volume (wetpool) �3 5�C�-� Facility Summary Sheet Sketch 2005 Surface Water Design Manual 1/1/OS � KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL All detention, infiltration and water quality facilities must include a detailed sketch. 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' U�Iti: .��Y�i 1 � C� � �/$f��MN��} �� I�Q � STORM DRA/NAGE VAUL T DETA/LS ��Es�W.�E�GR a�s NE____ � H S, �; oa.m�� KK/iq'i1�16' ��N'�wlf�f� u�i�r.eawewa.s�,��.ioi 1'r � a �°a � TALBOT R/DGE ESTATES A�RO�FD GN� �r��' e��.,w,..,,�„�� :.� � - Iv . - --- -- � .as.ees.veneo.,u.eu.�roa �...,A'�\� T CV Z � ' PRO.kf.f MMJAGER �'�j I K S�IE�O.E DESIGN -- r c �' ' VEHIF,�_St;ALE N O m - lNCINEFRINC, � PLANNING � SURVEI'ING ��0�� ,p � � . �'�fiT3�-�T�3T en� is or.e iNCH — -- � P.O. BOX 7�/Ol �N �RiriNAi � — ---- r_/'_.,/'��a>�C.'4� II,C'. K/R/(LAND, WA 98G193-2}Ol nRnwiNc ------- -_ _ _ ii'��1" NO DA7E RENSION B�� CF i.zo�� . ,_ _�ocas�_..,,__n�o�,...._.. M,9� � y � �a �p �y� ��. � � w �v+ n � � 0. �n �► n � ` � a ` .`� ` � ` � � ` �� G�� °j�� ' a a e � � i�� Q �� i � � O �. e� a� � � � �� ,, � � � � � �� •3� � � �� $ � � � �� 3 �� ,�� a� � � � �� : � � � � q�� a� ,� � � � � � � � � � �� .� �� p � � � � � � � � � � � i � � � � � �� g ¢� g� � �� a � � �4 �� a C� �a1i� � � � � � � � � �� s � � � � �`j � Y� �� y � � � �� \ a�, � � > � , � � 3 � � � � � � � � � � � a � �� , � � �� R Q � � ,�� . � � � ni a � , � Q � � � g�A�� € � � �� & � s � � �� q�g� � �� i � � � � �� g � O � � �� R . � � � � � � � � � �i ��g�� i'�� i�i� r � �� * � �i� �� 4 � � �� i � �� y �� y 6��i �� $ � � �t! � � � �i �3 � �� , �� p � � � � � � � �� a� � �� q � � � $� � a � b � � � �� e �� g � � 3y� � -,� � �� s � � � � a� �►.� �< '�� a �� A � � N� �� ti �� O �� q � � � � � � � � �� m�� , � q � $ a � � ��4 � � � �� a � �� W " �� C`� � � � � � _ � �� q g� � � $ �� *� o � � s � � � �, � �� e � � � � O � s �1 � � �� , � � � � � � � � a � � � � � � � � � � � � � � �� g �� , � � � � � � � � � �`g�� a� � . � � �e � � �� €� � � � � � ��b �� ! � � � �� q � � � �� n � �� o � � a � � � �� b � � � � � � � �� a �� , � � � � � o �� , m g � � � � � � � s . g� � , p � ��l�� R� �� '�� 4� � �� A � � �� i ��i ,� � � � �� $ � � �M � � � ��`�� $�� q�;�� a $� � � i� n �B � � g � � � � � � A'� a � � �I�i � � � rq � �� A � � I+� � `�� 9 � � � � � �� i�� 1 � � � � � � � �� $ � � �� . • � � � 4 � � Q � � � � N �, "� � � � � � � �� $ �� a � - � � �� ti � �� 1� , I � � �:�� P�q P�� Z �Q � � , � � � � � � �� o �,; , ,\ ,:� �� e � � �� °�� T T ^ � �S� � C I Y\ g�� 3�� ylg R �A �� ^ ��s� o ` � �� -� � � .� � g g y - �� I. �� 6- I � � 3 ^ � �-, �� g� � ��"�� --- �� +�! �` �� i4 �� r' � � � �� n ! �� +� � a��. � � � t i ^�I . � I � � � � �� R � � � � �� i i � o �� I�� I I I I I I �rta � ^ � � � �� q �� p � �� $ s � � ;' �� ' .-- - � � _ ; ----- ----_ _ � � �� y� � � , � �� o� � �� a � � n�,� � � � �� o � � � � � �, � � � � � ^� � I �� , � g�� t �� ' � �` �� -- `�' �� I � � � I � n _ � R ^ � S� � o ►—�= — � � ;� _�_ . Z I ; � ,r our � � � �� , �� ; �� , � i � L1 _ _ � q� � � � �� : ��. a a �� onit�, J4N/ARY�CVI ._.l lV/3Y/b) LrirE1YlSFl�]PLLIMIY�KIEM L0I IiRt - - - m � STORM ORA/NAGE DETA/LS AND NOTES DE510NED GR�x" _ ,�.ST r� n oanwt� HKM7917Y5 '�rl%�� .�i�re7v�nrro�sw�.iai 8'��K ._..._.. .------- � � � � � � TALBOT R/DGE ESTATES APOR��o �� ..,,.w..we..,�,op�, _:: �'' -- -- ; w f �.a __ _ �� . - ' z I�j c Pao�r.r u�Nnr.rR ,7pD7//(gg'IfJV�p,E DESIGN ^ � 4 .�aeaven re,.u.aaa�ves ` __ � � m VERIF'i i�A�E ENGINEERING � PLANNING• SURVFT'ING �Il�l'P � 1 �� ,p � ,� _rt']TT1(tT�l P.O. BOX2401 enR is oNE wr.H — ON ORIGINAL w . �Cf�,]C",5 II:C K/Rl(LAND, WA 98L1C�-7}Ol oanw�Nc � -- __... -- - U"��1' I1�� C`a'C �FVISIfr��l P�i CY i 10. OPERATIONS AND �VIAINTENANCE MANUAL: A maintenance and operations manual is not required since all drainage facilities wzll be public. Site Improvement Bond Quantity Worksheet Webdate 11/21/2005 O King County Department of Development 8�Environmental Services 900 Oakesdale Avenue Southwest Renton, Washington 98055-1219 For alternate formats, call 206-296-6600. 206-296-6600 TTY 206-296-7217 Project Name: Talbot Ridge Date: 11/6/07 �ocation: 19200 Blk 102nd Avenue SE Project No.: L05P0007 Activity No.: L07SR012 Note: All prices include labor, equipment, materials, overhead and Clearing greater than or equal to 5,000 board feet of timber? profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. X yes no If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 Unit prices updated: 02/12/02 Version: 04/22/02 0412o6C1W.xls Report Date: 11/28/07 Site Improvement Bond Quantity Worksheet Webdate: 11/21/2005 Unit #of Reference# Price Unit Quantity Applications Cost EROSION/SEDIMENT CONTROL Number Backfill& compaction-ernbankment ESC-1 $ 5.62 CY Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each 15 1 1013 Crushed surfacin 1 1/4" minus ESC-3 WSDOT 9-03.9 3) $ 85.45 CY Ditchin ESC-4 $ 8.08 CY 215 1 1737 Excavation-bulk ESC-5 $ 1.50 CY Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF 840 1 1159 Fence, Tempora (NGPE) ESC-7 $ 1.38 LF H droseedin ESC-8 SWDM 5.4.2.4 $ 0.59 SY 14500 1 8555 Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY Mulch, b hand, straw, 3" deep ESC-10 SWDM 5.4.2.1 $ 2.01 SY Mulch, b machine, straw, 2"dee ESC-11 SWDM 5.4.2.1 $ 0.53 SY Pipin ,temporary, CPP, 6" ESC-12 $ 10.70 LF Piping,tempora , CPP, 8" ESC-13 $ 16.10 LF Pi in ,tem ora , CPP, 12" ESC-14 $ 20.70 LF Plastic covering, 6mm thick, sandba ed ESC-15 SWDM 5.4.2.3 $ 2.30 SY Ri Ra , machine placed; slopes ESC-16 WSDOT 9-13.1(2) $ 39.08 CY Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,464.34 Each Rock Construction Entrance, 100'x15'xi' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each 1 1 2929 Sediment ond riser assembl ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each Sediment trap, 5' hi h berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF Sed.trap, 5'high, riprapped spillway berm section ESC-21 SWDM 5.4.5.1 $ 68.54 LF Seedin , b hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY Sodding, 1"deep, level round ESC-23 SWDM 5.4.2.5 $ 6.03 SY Soddin , 1"deep, sloped round ESC-24 SWDM 5.4.2.5 $ 7.45 SY TESC Supervisor ESC-25 $ 74.75 HR Water truck, dust control ESC-26 SWDM 5.4.7 $ 97.75 HR WRITE-IN-ITEMS **** (see paqe 9) Each ESC SUBTOTAL: $ 15,392.73 30%CONTINGENCY&MOBILIZATION: $ 4,617.82 ESC TOTAL: $ 20,010.55 COLUMN: A Page 2 of 9 Unit prices updated: 02/12/02 Version: 04/22/02 041206QW.xls Report Date: 11/28/07 IA 11/ J�� n�C'O'vCi�ler it a0_ _ __ Quai Itlty �Jo� R��ieC� Existing Future Public Private Quantity Completed Right-of-Way Road Improvements Improvements (Bond Reduction)* &Draina e Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost C�uant. Cost Com lete Cost GENERALITEMS Na Backfill&Com action-embankment GI-1 $ 5.62 CY 2112 11,869.44 744 4,181.28 10476 58,875.12 Backfill&Compaction-trench GI-2 $ 8.53 CY Clear/Remove Brush,b hand GI-3 $ 0.36 SY Clearin /Grubbin /Tree Removal GI-4 $ 8,876.16 Acre 0.5 4,438.08 3 26,628.48 Excavation-bulk GI-5 $ 1.50 CY 484 726.00 4843 7,264.50 7639 11,458.50 Excavation-Trench GI-6 $ 4.06 CY Fencin ,cedar,6'hi h GI-7 $ 18.55 LF Fencin ,chain link,vin I coated, 6'hi h GI-8 $ 13.44 LF 148 1,989.12 Fencin ,chain link, ate,vin I coated, 2 GI-9 $ 1,271.81 Each Fencin ,s lit rail,3'hi h GI-10 $ 12.12 LF Fill 8 com act-common barrow GI-11 $ 22.57 CY Fill&com act- ravel base GI-12 $ 25.48 CY Fill&com act-screened to soil GI-13 $ 37.85 CY Gabion,12"dee ,stone filled mesh GI-14 $ 54.31 SY Gabion, 18"dee ,stone filled mesh GI-15 $ 74.85 SY Gabion,36"dee ,stone filled mesh GI-16 $ 132.48 SY Gradin ,fine,b hand GI-17 $ 2.02 SY Gradin ,fine,with rader GI-18 $ 0.95 SY Monuments,3'lon GI-19 $ 135.13 Each 3 405.39 Sensitive Areas Si n GI-20 $ 2.88 Each Soddin , 1"deep,sloped round GI-21 $ 7.46 SY Surve in ,line& rade GI-22 $ 788.26 Da Surve in ,Iot location/lines GI-23 $ 1,556.64 Acre Traffic control crew 2 fla ers GI-24 $ 85.18 HR Trail,4"chi ed wood GI-25 $ 7.59 SY Trail,4"crushed cinder GI-26 $ 8.33 SY Trail,4"to course GI-27 $ 8.19 SY Wall,retainin ,concrete GI-28 $ 44.16 SF Wall,rockery GI-29 $ 9.49 SF 2150 20,403.50 Page 3 of 9 SUBTOTAL 12,595.44 18,278.37 117,365.60 Unit prices updated: 02/12/02 "KCC 27A authorizes only one bond reduction. Version: 4/22/02 04120BQW.xIs Report Date: 11/28/07 J�t� �� 'OVci i1Ei i� �O� �u w „�: N Qua� �tity v�01 n�i1@�� Existing Future Public Private Bond Reduction' Right-of-way Road Improvements Improvements &Draina e Facillties Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cosl ROADIMPROVEMENT Na AC Grindin ,4'wide machine<1000s RI-1 $ 23.00 SY ' AC Grinding,4'wide machine 1000-200 RI-2 $ 5.75 SY AC Grindin ,4'wide machine>2000s RI-3 $ 1.38 SY AC Removal/Dis osal/Re air RI-4 $ 41.14 SY 1275 52,453.50 Barricade,t pe I RI-5 $ 30.03 LF Barricade,t e III Permanent RI-6 $ 45.05 LF Curb&Gutter,rolled RI-7 $ 13.27 LF 890 11,810.30 415 5,507.05 Curb&Gutter,vertical RI-8 $ 9.69 LF 225 2,180.25 206 1,996.14 Curb and Gutter,demolition and dis osa RI-9 $ 13.58 LF Curb,extruded asphalt RI-10 $ 2.44 LF 275 671.00 Curb,extruded concrele RI-11 $ 2.56 LF Sawcut,as halt,3"de th RI-12 $ 1.85 LF 260 481.00 Sawcut,concrete, er 1"de th RI-13 $ 1.69 LF Sealant,as halt RI-14 $ 0.99 LF 260 257.40 Shoulder,AC, (see AC road unit price) RI-15 $ - SY Shoulder, ravel,4"thick RI-16 $ 7.53 SY Sidewalk,4"thick RI-17 $ 30.52 SY Sidewalk,4"thick,demolition and dis os RI-18 $ 27.73 SY Sidewalk,5"thick RI-19 $ 34.94 SY 120 4,192.80 415 14,500.10 Sidewalk,5"thick,demolition and dis os RI-20 $ 34.65 SY I Si n,handicap RI-21 $ 85.28 Each Stri in , er stall RI-22 $ 5.82 Each Stri in ,thermoplastic, for crosswalk RI-23 $ 2.38 SF , Striping,4"reflectorized line RI-24 $ 0.25 LF 1615 403.75 Page 4 of 9 SUBTOTAL 59,901.30 29,044.94 5,507.05 Unit prices updated: 02/12/02 �, 'KCC 27A authorizes only one bond reduction. Version: 4/22/02 o412oBQW.xIs Report Date: 11/28/07 �il� I mprovemen� aor�u Qud��tity vJor r�5he " ` "' ` Existing Future Public Private Bond Reduction* Right-of-way Road Improvements Improvements &Draina e Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost ROAD SURFACING (4"Rock=2.5 base 8�1.5"top course) For'93 KCRS(6.5"Rock=5"base&1.5"top course) For KCRS'93,(additional 2.5"base)add RS-1 $ 3.60 SY 2150 7,740.00 1720 6,192.00 595 2,142.00 AC Overla , 1.5"AC RS-2 $ 7.39 SY AC Overla ,2"AC RS-3 $ 8.75 SY AC Road,2",4"rock,First 2500 SY RS-4 $ 17.24 SY AC Road,2",4"rock,Qt .over 2500SY RS-5 $ 13.36 SY 1720 22,979.20 595 7,949.20 AC Road,3",4"rock,First 2500 SY RS-6 $ 19.69 SY 2150 42,333.50 AC Road,3",4"rock,Q .over 2500 SY RS-7 $ 15.81 SY AC Road,5",First 2500 SY RS-8 $ 14.57 SY AC Road,5",Qt .Over 2500 SY RS-9 $ 13.94 SY AC Road,6",First 2500 SY RS-1 $ 16.76 SY AC Road,6",Qt .Over 2500 SY RS-11 $ 16.12 SY As halt Treated Base,4"thick RS-1 $ 9.21 SY Gravel Road,4"rock,First 2500 SY RS-1 $ 11.41 SY Gravel Road,4"rock,Qt .over 2500 SY RS-1 $ 7.53 SY PCC Road,5",no base,over 2500 SY RS-1 $ 21.51 SY PCC Road, 6",no base,over 2500 SY RS-1 $ 21.87 SY Thickened Edge RS-1 $ 6.89 LF Page 5 of 9 SUBTOTAL 50,073.50 29,171.20 10,091.20 � � li Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. V2fsion: 4/22/02 04120BQw.xls Report Date: 11/28/07 Jil� �A�ro�c� ne�di iu Quailtlty v�Oi n�h�c� V � �� Existing Future Public Private Bond Reduction' Right-of-way Road Improvements Improvements &Draina e Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost C�uant. Cost Complete Cost DRAINAGE (CPP=Corrugated Plastic Pipe, N12 or Equivalent) For Culvert prices, Average of 4'cover was assumed.Assume ertorated PVC is same price as solid i e. Access Road,R/D D-1 $ 16.74 SY 255 4,268.70 Bollards-fixed D-2 $ 240.74 Each 2 481.48 Bollards-removable D-3 $ 452.34 Each 3 1,357.02 '(CBs include frame and lid CB T e I D-4 $ 1,257.64 Each 3 3,772.92 9 11,318.76 CB T e IL D-5 $ 1,433.59 Each CB T e II,48"diameter D-6 $ 2,033.57 Each 3 6,100.71 3 6,100.71 for additional de th over 4' D-7 $ 436.52 FT 6 2,619.12 7 3,055.64 CB T e II,54"diameter D-8 $ 2,192.54 Each for additional de th over 4' D-9 $ 486.53 FT CB T e II,60"diameter D-10 $ 2,351.52 Each for additional de th over 4' D-11 $ 536.54 FT CB T pe II,72"diameter D-12 $ 3,212.64 Each for additional depth over 4' D-13 $ 692.21 FT Throu h-curb Inlet Framework(Add D-14 $ 366.09 Each Cleanout,PVC,4" D-15 $ 130.55 Each Cleanout,PVC,6" D-16 $ 174.90 Each 22 3,847.80 � Cleanout,PVC,8" D-17 $ 224.19 Each Culvert,PVC,4" D-18 $ 8.64 LF , Culvert,PVC,6" D-19 $ 12.60 LF 785 9,891.00 � Culvert,PVC, 8" D-20 $ 13.33 LF Culvert,PVC, 12" D-21 $ 21 J7 LF Culvert,CMP,8" D-22 $ 17.25 LF Culvert,CMP, 12" D-23 $ 26.45 LF � Culvert,CMP, 15" D-24 $ 32.73 LF � Culvert,CMP, 18" D-25 $ 37.74 LF Culvert,CMP,24" D-26 $ 53.33 LF Culvert,CMP,30" D-27 $ 71.45 LF Culvert,CMP,36" D-28 $ 112.11 LF Culvert,CMP,48" D-29 $ 140.83 LF Culvert,CMP,60" D-30 $ 235.45 LF Culvert,CMP,72" D-31 $ 302.58 LF Page 6 of 9 SUBTOTAL 12,492.75 26,582.31 13,738.80 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. VerSiOn: 4/22/02 04120BQW.xIs Report Date: 11/28/07 V ': 11. i �� I� � �Nro�C�nE� �� 8Gi iu Qua�ltl�y vUOi r�a�'lE�� Existing Future Public Private Bond Reduction* Right-of-way Road Improvements Improvements DRAINAGE CONTINUED &Urainage Facilities Gtuant. No. Unit Price Unit Quant_ Cost Quant. Cost Quant. Cost Complete Cost Culvert,Concrete, 8" D-32 � 21.02 LF Culvert,Concrete, 12" D-33 $ 30.05 LF Culvert,Concrete, 15" D-34 $ 37.34 LF Culvert,Concrete, 18" D-35 $ 44.51 LF Culvert,Concrete,24" D-36 $ 61.07 LF Culvert,Concrete,30" D-37 $ 104.18 LF Culvert,Concrete,36" D-38 $ 137.63 LF Culvert,Concrete,42" D-39 $ 158.42 LF Culvert,Concrete,48" D-40 $ 175.94 LF Culvert,CPP,6" D-41 $ 10.70 LF Culvert,CPP,8" D-42 $ 16.10 LF Culvert,CPP, 12" D-43 $ 20.70 LF 179 3705.3 1125 23287.5 Culvert,CPP, 15" D-44 $ 23.00 LF Culvert,CPP, 18" D-45 $ 27.60 LF Culvert,CPP,24" D-46 $ 36.80 LF Culvert,CPP,30" D-47 $ 48.30 LF Culvert,CPP,36" D-48 $ 55.20 LF Ditchin D-49 $ 8.08 CY Flow Dis ersal Trench (1,436 base+) D-50 $ 25.99 LF French Drain (3'de th) D-51 $ 22.60 LF Geotextile,laid in trench, ol prop lene D-52 $ 2.40 SY Infiltration ond testin D-53 $ 74.75 HR Mid-tank Access Riser,48"dia, 6'deep D-54 $ 1,605.40 Each Pond Overflow S illwa D-55 $ 14.01 SY Restrictor/Oil Se arator, 12" D-56 $ 1,045.19 Each Restrictor/Oil Se arator, 15" D-57 $ 1,095.56 Each 1 1095.56 Restrictor/Oil Se arator, 18" D-58 $ 1,146.16 Each Ri ra , laced D-59 $ 39.08 CY 8 312.64 Tank End Reducer 36"diameter D-60 $ 1,000.50 Each Trash Rack, 12" D-61 $ 211.97 Each Trash Rack, 15" D-62 $ 237.27 Each Trash Rack, 18" D-63 $ 268.89 Each Trash Rack,21" D-64 $ 306.84 Each Page 7 of 9 SUBTOTAL 4017.94 24383.06 Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. VefSiOn: 4/22/02 Oa120BQW.xIs Report Date: 11/28/07 V 9: 11, i �7�� I� � �NI"OvciYlEi i� BGi iu Qua�ltl�y vUOi r��'lE�� Existing Future Public Private Bond Reduction* Right-of-way Road Improvements Improvements &Draina e Facilities Quant. Unit f'rice Unit Quant. Price Quant. Cost Quant. Cost Complete Cost PARKING LOT SURFACING No. 2"AC,2"to course rock 8 4"borrow PL-1 $ 15.84 SY 2"AC, 1.5" top course&2.5"base cour PL-2 $ 17.24 SY 4"select borrow PL-3 $ 4.55 SY I 1.5"top course rock&2.5"base course PL-4 $ 11.41 SY WRITE-IN-ITEMS (Such as detention/water ualit vaults.) No. Detention/WQ Vault WI-1 � Each 1 311,000.00 WI-2 SY WI-3 CY WI-4 LF WI-5 FT WI-6 WI-7 WI-8 WI-9 wi-io SUBTOTAL 311,000.00 SUBTOTAL(SUM ALL PAGES): 139,080.93 438,459.88 146,702.65 30%CONTINGENCY 8 MOBILIZATION: 41,724.28 131,537.96 44,010.80 GRANDTOTAL: 180,805.21 569,997.84 190,713.45 COLUMN: B C D E Page 8 of 9 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. VersiOn: 4/22/02 Oa12oBc1W.xls Report Date: 11/28/07 �� Site Improvement Bond Quantity Worksheet Webdate: 11/21/2005 Original bond computations prepared by: Name: Talbot Ridge Date: 11/6/07 I PE Registration Number: GIfl2 R. BfOOkS, PE#36478 Tel.#: (425)885-7877 Firm Name: Core DeSign, Inc Address: 14711 NE 29th PL, Bellevue WA 98007 Project No: L05P0007 I ROAD IMPROVEMENTS&DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND" PUBLIC ROAD&DRAINAGE AMOUNT BOND'AMOUNT MAINTENANCE/DEFECT BOND' REQUIRED AT RECORDING OR Stabilization/Erosion Sediment Control (ESC) (A) $ 20,010.5 TEMPORARY OCCUPANCY"' Existing Right-of-Way Improvements (B) $ 180,805.2 Future Public Road Improvements& Drainage Facilities (C) $ 569,997.8 Private Improvements (D) $ 190,713.4 Calculated Quantity Completed (E) $ - Total Right-of Way and/or Site Restoration Bond*/** (A+B) $ 200,815.8 (First$7,500 of bond'shall be cash.) Performance Bond"Amount (A+g+�+D) = TOTAL (� $ 961,527.0 T x 0.30 $ 288,458.1 OR mimum on amount is 0 . Reduced Performance Bond*Total*** (T-E) $ 961,527.0 Use larger o x 0 0 or( - ) (B+C)X Maintenance/Defect Bond*Total 025= $ 187,700.8 NAME OF PERSON PREPARING BOND"REDUCTION: G1118 R. Bf00I(S Date: 11/6/07 'NOTE: The word"bond"as used in this document means any financial guarantee acceptable to King County. "NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. I The restoration requirement shall include the total cost for all TESC as a minimum, not a maximum. In addition,corrective work,both on-and off-site needs to be included. Quantities shall reflect worse case scenarios not just minimum requirements. For example,if a salmonid stream may be damaged,some estimated costs for restoration , needs to be reflected in this amount. The 30%contingency and mobilization costs are computed in this quantity. ""NOTE: Per KCC 27A,total bond amounts remaining after reduction shall not be less than 30%of the original amount(T)or as revised by major design changes. SURETY BOND RIDER NOTE: If a bond rider is used,minimum additional performance bond shall be $ 760,711.3 (C+D)-E REQUIRED BOND"AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES Page 9 of 9 Unit prices updated: 02/12/02 I Check out the DDES Web site at www.metrokc.qov/ddes Version: 4/22/02 0412oBClW.xis Report Date: 11/28/07