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Home My WebLink AboutSWP272004(6) (2) Ale Kondelis From: Ronald Straka [Rstraka@ci.renton.wa.us] Sent: Wednesday, July 18, 2007 11:57 AM To: Ale Kondelis Cc: Allen Quynn Subject: Re: North Fork Springbrook Creek Regional Bypass PipelineConnection Allen Quynn will be the person in the Surface Water Utility that will review this request, but others in the City's Development Services may also need to review if there are any City permits required. Allen's phone number is 425-430-7247 and his email is aquynn@ci.renton.wa.us Thanks >>> "Ale Kondelis" <Ale@cramernw.com> 07/18/2007 9:43 AM >>> Ron, If you recall we had a discussion last week regarding a development project we have in unincorporated King County. If you recall we have a 18 lot proposal on parcel #052205-9085. A portion of the pipeline runs through the southern portion of our site, in a ravine. During our preliminary plat stromwater review, the County is requiring us to contact you regarding a possible connection to the pipeline. Currently we are proposing to tightline all stormwater to a vault north of the ravine and then pipe the treated water underground to a new connection to the pipeline. Our site does not contain exposed stream/creek. The stream/creek daylights on a site west of ours. A copy of the preliminary drawings, the downstream analysis, the letter from the County and a copy of the geotech report is provided in hard copy through the 6th floor administration staff. Your feedback on this would be greatly appreciated, as we can not obtain preliminary approval from the County without some sort of plan on how we will get the treated water into the creek/stream. Thanks, Ale (Alley) Aleanna Kondelis, MPA Planning Manager Cramer Northwest, Inc. 945 N Central #104 'lam Kent WA 98032 (253) 852-4880 (253) 852-4955 Fax T far: Mlle« 4 q An �m Ale Yveram'I'r �tl1�Y h'e Flo rah Fa rk �� - �� 070n CAG-92-099 AGREEMENT BETWEEN THE PROPERTY OWNER OF KING COUNTY, WA TAX LOT NUMBER 052205-9085 LOBRUCH, INC. and THE CITY OF RENTON for CONSTRUCTION AND PERPETUAL MAINTENANCE OF A STORM SYSTEM The agreement, made and entered into this day of 1992 by and between the City of Renton, Washington, a municipal corporation of the State of Washington and the property owner of Tax Lot Number 052205-9085, Lobruch Inc., a corporation licensed to do business in the State of Washington. WHEREAS, the property owner of Tax Lot Number 052205-9085, Lobruch, Inc. has granted an easement for the construction of the City of Renton/King County North Fork Springbrook Creek Rpg�^nal Pipelir'^ WHEREAS, a condition of the easement specifies that an optional bid item(s) be included in the City/King County project to allow the construction of a parallel 12" diameter high density polyethylene (HDPE) storm pipe with associated appurtenances to service the grantor property and this work will be included within the scope of the City of Renton/King County North Fork Springbrook Creek Regional Bypass Pipeline project; WHEREAS, when construction bids are closed by the City of Renton, the grantor (Lobruch, Inc.) will be notified and have the option of activating the option for construction of the 12-inch HDPE storm pipe and associated appurtenances as part of the City of Renton/King County North Fork Springbrook Creek Regional Bypass Pipeline Project; WHEREAS, if the grantor elects for this option, the 12-inch HDPE storm pipe and associated appurtenances will be paid in full by the easement grantor (Lobruch, Inc.), prior to the start of construction of the City of Renton/King County North Fork Springbrook Creek Regional Bypass Pipeline project; and, WHEREAS, the City of Renton and King County has agreed to construct the North Fork Springbrook Creek Regional Bypass Pipeline Project through an interlocal cooperative agreement. NOW THEREFORE, in consideration of the mutual covenants herein it is agreed as follows: Section 1: Purpose and Scope The scope of this Agreement is the construction of storm drainage facilities, including pipes, appurtenances and materials to satisfy the condition specified in the easement granted by the property owner of Tax Lot Number 052205-9085, Lobruch, Inc., to allow the construction of the City of Renton/King County North Fork Springbrook Creek Regional Bypass Pipeline project. The subject storm drainage facilities, hereinafter called "the storm drainage facilities serving the grantor property", are shown on Exhibit "A" Section 2: Effective Date of Agreement This Agreement shall be entered into by Lobruch, Inc. prior to the award of the construction contract for the City of Renton/King County North Fork Springbrook Creek Regional Bypass Pipeline project. Section 3: Term of Agreement This agreement shall remain in full force and effect and be binding on both parties hereto. This agreement must remain in effect in perpetuity because of the maintenance requirements. Section 4: Construction, Construction Management, Construction Schedule, and Maintenance The storm drainage facilities shall be constructed in accordance with the terms and provisions of the construction contract documents prepared for the City of Renton/King County North Fork Springbrook Creek Regional Bypass Pipeline project by the City of Renton and King County. The City of Renton shall be responsible for the administration of the project including construction contracting and management. The storm drainage facilities serving the grantor property shall be identified under separate bid items in the construction bids. The subject bid items shall be reviewed and approved prior to 50 percent completion of the North Fork Springbrook Regional Bypass Pipeline Project by the owner of the Tax Lot Number 052205-9085, Lobruch, Inc. In the event the owner of the Tax Lot Number 052205-9085, Lobruch, Inc. elects not to pay in full for the construction of the storm drainage facilities serving the grantor property, the bid items associated with this work will be deleted from the project and will not be constructed. The owner of Tax Lot Number 052205-9085, Lobruch, Inc. shall inspect the construction of the storm drainage facilities serving the grantor property and shall participate in the final inspection and preparation of the "punch list" items for final contractor correction and completion of construction for this work only. Upon completion of construction, the maintenance of said storm drainage facilities, being a 12" diameter HDPE storm pipeline 550 feet in length located in the City of Renton, in the North Fork of the Springbrook Watershed in King County, WA Tax Lot No. Agreement between Tax Lot Number 052205-9085 Property Owner, Lobruch, Inc. and the City of Renton Page 2 793100-0120 and Tax Lot No. 793100-0126, serving the grantor property will be the perpetual responsibility of the current or future property owner of King County, WA Tax Lot Number 052205-9085 or their heirs or assigns (see Exhibit A). The property owner shall have the right to use the easement for maintenance purposes following the construction of the storm drainage facilities. All maintenance activities are to be coordinated with the City of Renton a minimum of one week prior to performance. Section 5: Funding of the Project The property owner of the Tax Lot Number 052205-9085, Lobruch, Inc., or their heirs or assigns, shall be responsible for all construction cost payments for the storm drainage facilities serving the grantor property (see Exhibit B). The cost of the facilities shall be determined at the time the construction bids are closed and based upon the City's selection of the lowest, responsive, responsible bidder selected for award of the City of Renton/King County North Fork Springbrook Creek Regional Bypass Pipeline project. Prior to the City of Renton's award of the construction contract to the lowest, responsive, responsible bidder, the owner of Tax Lot Number 052205-9085, Lobruch, Inc., or their heirs or assigns, shall make payment to the City of Renton for the cost of construction of the storm drainage facilities serving the grantor property based upon the City selection of the lowest responsive, responsible bidder for award of the construction project. Section 6: Legal Relations The property owner of Tax Lot Number 052205-9085, Lobruch, Inc., or their heirs or assigns, shall indemnify and hold harmless the City from and against all claims, costs, demands, expenses, and liability which may result from construction of storm drainage facilities as a result of this Agreement. Section 7: Termination This agreement will be terminated if the property owner of Tax Lot Number 052205-9085, Lobruch, Inc., or their heirs and assigns, decides not to, or fails to act upon the option to construct the storm drainage facilities serving the grantor property prior to 50 percent completion of the North Fork Springbrook Regional Bypass Pipeline Project, or fails to make payment in full for the cost of construction of that portion of the project which serves the grantors property as described in Exhibit "B", for the City of Renton/King County North Fork Springbrook Creek Regional Bypass Pipeline project. Section 8: Permits The City of Renton shall be responsible for obtaining all permits necessary for construction of the storm drainage facilities covered by this Agreement. The property owner of Tax Lot Number 052205-9085, Lobruch, Inc., or their heirs or assigns, shall support the City, upon request, during the application of the required permits for the project. Agreement between Tax Lot Number 052205-9085 Property Owner,Lobruch,Inc.and the City of Renton Page 3 Section 9: Coordination and Project Management Assignment The City's representative for this project is: Ron Straka City of Renton 200 Mill Avenue South , 4th Floor Renton, WA 98055 The representative of the property owner(s) of Tax Lot Number 052205-9085, Lobruch, Inc. is: �" I ?race W 6oldr-"Anr, �thua6 1e,5e IC/,1 (, Section 10: Project Audit and Project Acceptance The City will provide documentation of partial pay estimates for payment to the contractor for the bid items for the construction of the storm drainage facilities serving the grantor property. Upon completion of construction and prior to project acceptance and final pay estimate approved by the City Council, the property owner of Tax Lot Number 052205-9085, Lobruch, Inc., or their heirs and assigns, shall review and approve the final pay estimate to certify acceptance of the storm drainage facilities serving the grantor property. If during the construction of the storm drainage facilities serving the grantor property, the cost of said facilities construction is reduced the cost saving shall be refunded to the property owner of Tax Lot Number 052205-9085. Associated change order documentation will be provided to verify the cost change. If during the construction of the storm drainage facilities covered by this agreement, the cost of said facilities construction is increased, the cost increase shall be paid for by the property owner of Tax Lot Number 052205-9085. The associated change order documentation will be provided for the owner's approval to verify the cost increase. Section 11: Amendments Any amendments or modifications to this Agreement shall be made in writing and signed by the parties hereto, and neither the City nor the owner of Tax Lot Number 052205- 9085 shall be bound by verbal or implied agreements made by any official, agent, or representative of either the City or the property owners of Tax Lot Number 052205-9085. Agreement between Tax Lot Number 052205-9085 Property Owner, Lobruch, Inc.and the City of Renton Page 4 Section 12: Waiver No waiver by either party of any term or condition of this Agreement shall be deemed or constructed as a waiver of any other term or condition. No waiver shall materially effect the terms of this agreement unless the waiver is in writing, and is signed by both parties of the agreement. \./if This Ag cement alltheFizzed by the Gity Geuneil on , 1992. /V/1q Marilyn J. P s , City Clerk Approved by the Mayor on lAltEalyrni ` .�-Gti 1992. e , Mayor Approved as to form: 0 e6u Lawrence J. Warren, City Attorney Approved by the owner(s) of Tax Lot Number 052205-9085, bruch, Inc. on day of 1992. Name and Title C:DOC S:92-529:R J S:ps Attachment: Exhibit'A' Agreement between Tax Lot Number 052205-9085 Property Owner, Lobruch, Inc.and the City of Renton Page 5 SEC.6,T.22N„R.bL., •n.n.. , KCA S P::::Sxt"r:g y..f is TR;I I • r1..� \ _ I /C.IE IN FEET k' IDe.LOIf •.'^ 0•WOM[ 0.20 7 I ..� —' I ,fir � �� ✓' t -�� " -�,� p•....� -Y^_tL. �?x•�,x•a,ep�• s urea lurro8` ♦\� � / I I \1�1 ��r'--„ ... .. `�\•�\� I 1IIIIiI +��f II// am { I I r I • - i I 1 i CI d AE,no, i I BEOIN.R:SIECT '�fi '+y,t I •\\\`\�A♦�` i I 550 L.F. HDPE Storm System to be owned and maintained by the property owner of Tax Lot N052205- - i` ICI SEC. 6, T. 22 N., R. 5 E., w.M. 9085 located in Section 5, Township 22, R 5E, King / - c "'> •-'`' County WA. �-SEC.5,T.22N.,R.SE., W.M. r .- OT— ,.:: r� dx•IrlNfe I nil �'? .L =�� " ?.` 1`� \. ,� ,.: •T!w a. r �- \—�—� ..... .,,,;,'114.'•',•�"':;Ij. abT \. � \�'1:..\ a w ..�'• unallrnw b� ...",��•\� — •�`�.�,"`.�•r:4w,,,ry',� ^..`.,�.ti^�.Sl�xi-';='=�'�.-i.�a"" - '�^`",... I r\�. �1�� 1 1� � ��-�'\> roT R -t .r�i!i* -tG_••.. t'1to _e.:' .,.•••,I_�.. � •l�' r. _ 1 i tonu•IWfIM .+', -:•cam xTc _ �.,, -/-r, O" '♦ ♦ �..- .. iE or [w . •.� \\,_ x,w—:r:i�<:::•.� • . . . . a ,;=. *-.,�•_ �� `'^'".• ,_.i..... �+ farrorltNTON - ................. .......... T! .........._... rff EMD►lq ECT� i OIw..0 urt1l••.,.rUr 1•tl[D I•[n rrOOMONOr •MtrrODgyYDMw•.O.aOwr\In•ar AMn6. E •e•,[•T.a Mro4rOItOOWrq fI�D.•[wa.e[ar[tMty for N..Onl eta•MMrltro 70 cffT S CITY OF R E N T O N Nf![•Mp•rt0 t0[OaCep�40a![eDtlp•Op0lt•r{ ♦B T u!N r O n I V!1.I C w 0 II R B +. rgUr•f,q n[IIMYf•rafr rOM wlrrMO MOYfIMCNOA14tl�OM1dIOIOCI.KMOMYfrO (. •,• ^ .��=�.•M•o-•o+.wrw.•wra..�•ws.M.�Iw •,,,u.,no.,n n,u l,o.t n,Dro,reNo-an.nr.oan.w �" -NORTH FORK $PRINCBROOK CREEK a.NMsory rw[aIr[.rco- nmttwwrcawwrowlt teem wrr[o•fonra Q ""[a^'°"°"°"^"'t"'•^e•m^+Df r•WrOl r4tr AMnlaroao tn.luwl Mft>y,r lraafr[,vD!!,a! {.. REGIONAL BYPASS PIPELINE �rmwr„cTtD.re Non+•lo-rwawrowatYr.aror oa wwMir.l.�,ta�ano�i n+�Toi[�mnNsearO•�or.r•DD•wr,raTo—lo.w lr.r rsrrr.,a,r•.n. �ropw.a.emow.•anurrrron M[r4tt. r�ROJL C' ('f�y:�,�^,-:Mw[.n•rN DD.D•q r•p,rOa WIr�WO.,••re ,� •IRt•--tM rY/ilMrrrlN rTrrOfMO Nri • µ .. . rc+D•.Coenawvwa tWrM Mrlx4vrq•r<pa NINa,r n[InlrrltNOw•NB ODVr•V Mrarw4 rK"fD LY,ap4 y,l M1.11?t, .:1 W•Qum- TAr,,Orp,afOM(r[DrOpra,rw rO.OYr[[,04r 10 A�.00[MriMM[vu.Q,l�O�iNYdaD14,/ICP.IMI•M1ry,• LHt rODrrr[O t,IM•rY,.aa:NOCD n',.Orly W,I .r'•.PtO O OL•w +V YNL CL•ID W,Teq♦ADC YTt •T 4it•f0[.u� 1Gif•LE!4!•.l.. 0(Wa�aL D•rf •f n1P ., NOO,R Cr�i,D „C CO,wf• •h.0`<D - - — - 2000-93(3) EX1:IBIT "A" EXHIBIT "B" Page 1 CITY OF RENTON PUBLIC WORKS DEPARTMENT AND KING COUNTY SURFACE WATER MANAGEMENT NORTH FORK SPRINGBROOK CREEK REGIONAL BYPASS PIPELINE (Talbot Road and SE 196th and vicinity) SCHEDULE B SCHEDULE OF PRICES (Lobruch Storm System) TO: City of Renton Renton, WA The undersigned hereby certifies that he has examined the location of the North Fork Springbrook Creek Regional Bypass Pipeline regional facility in the vicinity in the vicinity of Talbot Road and SE 196th Street and has read and thoroughly understood the plans, specifications,and contract governing the work included in this improvement,and the method by which payment will be made for said work,and hereby propose to undertake and complete the work included in this improvement,or as much thereof as can be completed with the money available,in accordance with the said plans, specifications,and contract and the following schedule of rates and prices: (Note: Unit prices for all items all extensions and the total amount of bid must be shown. Show unit prices in both words and figures and where conflict occurs the written or typed words shall prevail.): ITEM APPROX. ITEMS WITH UNIT PRICE BID UNIT PRICE AMOUNT NO. QUANTITY (Unit prices to be written in words) Dollar/Cents Dollars/Cent s DRAINAGE 1 550 Special High Density Polyethylene Lin. Feet Pipe (12 in dia) Ten and No/100 $10.00 $5,500.00 Per Lin Feet (words) (figures) 2 10 Special High Density Polyethylene Lin. Feet Pipe (14 in dia) with 2-ea expansion sleeve fasteners "A" Forty Eight and No/100 $48.00 $ 480.00 Per Lin Feet (words) (figures) Schedule "B" Subtotal $5,980.00 8.2% Sales Tax 490.36 TOTAL Schedule "B" $ $6,470.36 Change Order 4 1 $ $1,000.87 REVISED TOTAL SCHEDULE $'Be$ Is $7,4 r1.23 92-548.JDH/Ikl LXHIBII "B" Page 2 CITY OF RENTON PUBLIC WORKS DEPARTMENT/UTILITY SYSTEMS DIVISION CONTRACT CHANGE ORDER AGREEMENT CONTRACT: North Fork Springbrook Regional C.O_# 1 Bypass Pipeline CONTRACTOR: Jack Johnson Construction, Inc. SUMMARY OF PROPOSED CHANGE: Schedule "B" New Item 1#3 12" HDPE Stub end, CAP, backing ring, Lump Sum $925.02 bolt set, gasket and weld Sub-Total Amount: $925.02 Washington State Sales Tax: 75.85 Change Order No. 1 Total: $1,000.87 ORIGINAL CONTRACT CURRENT CONTRACT ESTIMATED NET ESTIMATED CONTRACT AMOUNT AMOUNT CHANGE THIS ORDER TOTAL AFTER CHANGE $178 286.55 $178,286.55 $1 000.87 $179,287.42 SIGNATURES: ti� Contractor: Date: Z f- Cf Z_ Project Engineer: Date: i4 I�� Lobruch, Inc.: �!yG Date: q 9� Signature of Repres)entativvee ' / Please print name Approved By: Date: (Utility Sy- a Di ton) C:DOCS:92-660:.IDH:ps CITY OF RENTON PUBLIC WORKS DEPARTMENT/UTILITY SYSTEMS DIVISION CONTRACT CHANGE ORDER AGREEMENT CONTRACT: North Fork Springbrook Regional C.O.# 3 Bypass Pipeline CONTRACTOR: Jack Johnson Construction, Inc. SUMMARY OF PROPOSED CHANGE: Schedule "B" New Item #4: Delete Item 3: 12" HDPE Stub End 1 each -$925.02 New Item #5: 12" HDPE connection, coupling, pulling head and installation 1 each $656.03 Sub-Total Amount: -$268.99 Washington State Sales Tax: $53.79 Change Order No. 3 Total: -$215.20 ORIGINAL CONTRACT CURRENT CONTRACT ESTIMATED NET ESTIMATED CONTRACT AMOUNT AMOUNT CHANGE THIS ORDER TOTAL AFTER CHANGE $178 286.55 $184,386.00 -$215.20 $184,170.80 SIGNATURES: l Contractor: a. Date: /0 �!2— 7- Project Engin r: Date:- Lobruch, Inc.: G ' `"�-- Date: Signature of Representative Please print name Approved By: Date: ility S s s Division) C:DOCS:92-832:JDH:ps Project: 047032 Springbrook Drainage Facility Council District(s): 9 CIP Planning Area(s): SODS CREEK Status: Description: Construction scheduled for 2nd half of 1991, The Springbrook Drainage Facility consists of stabilizing approximately 1,700 feet of channel within the north fork of Springbrook Creek pending permit approval. in Renton's watershed. The project includes an inlet berm with approximately 1,700 feet of HDPP pipeline being placed in the channel bed and terminating at a constructed gabion energy dissipator. Project Comparison(vs.List count Approval) Cost Data: Cost Estimate (1986): $247,000 ® No Changes ❑ To Be Abandoned ❑ To Be Merged ❑ Total Cost Change ❑ Site Change Net Annual Operating Costs: ❑ New ❑ Revenue Change ❑ Scope Change ❑ Schedule Change Project Data: FUND 3180 SURF&STRM WTR MGMT CNST DEPARTMENT PRIORITY REQUEST 0 PRINTED FEBRUARY 1992 DEPARTMENT 0748 SURF&STRM WTR MGMT CNST LOCATION-SPRINGBROOK APARTMENTS FUNCTION 53700 FLOOD CONTROL CURRENT PROJECT COST ESTIMATE 186085 SERVICE 53713 SURFACE WATER FACILITIES EXPENDED &APPROPRIATED (INC RECOMMENDED) 186085 PROGRAM 53724 DRAINAGE IMPROVEMENTS FUTURE FUNDING REQUIRED TO COMPLETE PROJECT 0 8 MONTH ACTUAL EXPENDITURES 10319 EXPENDITURES 91 92 EXP+BUDGET+ PROGRAM PROJECTIONS IN THOUSANDS OPTION OPTION TO12/31190 BUDGET ADOPTED ADOPTED PROGRAM ACCOUNT (A) (B) (C) (A+B+C) 93 94 95 96 97 TOTAL TOTAL • . . . EXPENDITURE SOURCES -------------------------------------- ------- ------- ---------------------------------------------- 002 () ACQUISIT RIGHT/WAY 5655 29345 0 35000 0 0 0 0 0 0 35000 003 () CONSTRUCTION 0 82000 0 82000 0 0 0 0 0 0 82000 005 () CONTINGENCY 0 15996 0 15996 0 0 0 0 0 0 15996 007 ( ) COUNTY FORCE DESIGN 37189 2814 0 40003 0 0 0 0 0 0 40003 008 () COUNTY FORCE ACQ R/W 7042 958 0 8000 0 0 0 0 0 0 8000 009 () CONST ADMIN/ENGINEER 253 4833 0 5086 0 0 0 0 0 0 5086 EXPENDITURE TOTALS 50139 135948 0 186085 0 0 0 0 0 0 186085 . . . REVENUE SOURCES------------------------------------------------------------------------------------------------------------------ 30800 (A) BEG UNENCUMBERED FUND BAL 0 135946 0 135946 0 0 0 0 0 0 135946 • 49999 (A) PRIOR YEARS REVENUE 50139 0 0 50139 0 0 0 0 0 0 50139 REVENUE TOTALS 50139 135946 0 186085 0 0 0 0 0 0 186085 REVENUE AVAILABLE 186085 REVENUE PENDING 0 • SWM-95 CITY OF RENTON MEMORANDUM DATE: November 18, 1991 TO: Marilyn Petersen FROM: Randall Parsons SUBJECT: NORTH FORK SPRINGBROOK CREEK REGIONAL BYPASS PIPELINE INTERLOCAL AGREEMENT WITH KING COUNTY Enclosed for recording in your files is the City's original agreement endorsed by the Mayor and the King County Executive. Please give me a call at X-5548 if you have any questions, D:91-836:RP:ps CC: Dick Anderson Ron Straka 6, 665 Attachment King County Surface Water Management Division Department of Public Works Yesler Building 400 Yesler Way-Room 400 Seattle,WA 98104-2637 (206)296-6519 November 1, 1991 Mr. Randall Parsons, P.E. CIT`,, OF RENTON Utility Engineering Supervisor Engineering City of Renton g Dept. Stormwater and Wastewater Utility Section 200 Mill Avenue South Renton, WA 98055 RE: Northfork Sprin brook Creek Regional Bypass Pipeline Interlocal Agreement Dea Mr: ar o Enclosed are two original , fully executed interlocal agreements between King County and the City of Renton. Thank you for your help in putting this agreement together. I look forward to working with you on other mutually beneficial projects. Sincer y, Susan Thomas Intergovernmental Relations Coordinator ST:vs M24:LT2 Enclosure cc: Ken Guy, Assistant Manager, Surface Water Management Division Dick Thiel , P.E. , Manager, Engineering Services Section ATTN: Larry Gibbons, P.E. , Supervising Engineer, Project Management and Design Unit Doug Chin, Senior Engineer Steve Oien, Administrative Services Officer, Finance and Billing Section UTILITIES COMMITTEE COMMITTEE REPORT AUG 13 1991 August 12, 1991 E CITY OF RENTON t. Interlocal Agreement with King County for the North Fork Springbrook Creek Pipeline Project (Referred 8/5/91) The Utilities Committee recommends concurrence with the Planning/Building/Public Works Department's Utility Systems Division's recommendation for Council approval of a resolution authorizing the Mayor and City Clerk to execute an interlocal agreement with King County to implement the North Fork Springbrook Creek Bypass Pipeline project. The Committee further recommends that the matter be referred to the Ways and Means for adoption of the Resolution. Kathy Keo er-Wheeler, Chair (absent) Theresa Zimmerman, Vice-Chair esse Tanner, Member D;91-551:RJS:ps Copies: Dick Anderson Randall Parsons Ron Straka I AGREEMENT BETWEEN RENTON AND KING COUNTY TO CONSTRUCT THE NORTH SPRINGBROOK CREEK REGIONAL BYPASS PIPELINE CAPITAL IMPROVEMENT PROJECT 1I This agreement is made and entered into by King County, Washington, 2I hereinafter referred to as "King County" and the City of Renton, a municipal 3 corporation in the State of Washington, hereinafter referred to as "Renton" , 4 to design, build and maintain a drainage related capital improvement project 5 on the North Fork of Springbrook Creek in the Springbrook Creek Watershed. 6 WHEREAS, King County has planned to design and construct a drainage 7 improvement in the area; and 8 WHEREAS, Renton has planned to design and construct several drainage 9 improvements in the area; and 10 WHEREAS, by cooperating in the design and construction of solutions to 11 the drainage problems , the jurisdictions can avoid duplication and achieve 12 more satisfactory results at lower cost; and 13 WHEREAS, the parties previously entered into an interlocal agreement for 14 the design and construction of drainage projects in the Springbrook Watershed 15 area; and 16 WHEREAS, the design of the project, completed under the previous 17 agreement, requires changes to the budget, schedule, and scope of work for the 18 project as originally conceived; and 19 WHEREAS, the parties desire to enter into a new interlocal agreement 20 setting forth terms for the project which has been designed and is planned for 21 construction; and 22 WHEREAS, the parties are authorized to enter into a cooperative agreement 23 pursuant to RCW Chapter 39.34; 24 NOW THEREFORE, the parties mutually agree as follows: I 25 I. Purpose 26 The purpose of this agreement is to provide for the cooperative and joint 27 management of the design, construction and maintenance of a drainage 28 improvement project, known as the North Fork Springbrook Creek Regional Bypass 29 Pipeline Project, by Renton and King County and to assinn responsihilities and 30 costs for project activities as agreed to by the parties. 31 32 (M20:5-10) - 1 - (6/19/91) it ! i I 1 II . Findings 2 A. This project is located in the Springbrook Watershed area, which is 3 bounded on the west by Talbot Road, on the south by South 200th 4 Street, on the east by 108th Avenue Southeast, and on the north, by 5 South 192nd Street. 6 B. The North Fork Springbrook Creek Regional Bypass Pipeline will be 7 located within the Springbrook Watershed area along a section of the 8 North Fork of Springbrook Creek approximately 1,700 feet in length as 9 shown on the location map attached to this agreement as Exhibit A and 10 incorporated herein. 11 The Pipeline is designed to intercept and convey storm water flows 12 past highly erodible soils underlying this portion of the Creek. 13 C. This agreement covers all project activities related to the 14 surveying, design and engineering, right-of-way acquisition, obtain- 15 ing permits, construction and any other related activities undertaken 16 by the parties specifically for the purpose of building the pipeline. 17 D. King County has completed the design of the Pipeline Project and 18 Renton has reviewed and accepted the design. 19 III. Responsibilities 20 A. Renton: 21 1. Renton will construct the North Fork Springbrook Creek Regional 22 Bypass Pipeline in 1991. Construction is expected to occur dur- 23 ing that time period allowed by the Washington State Departments 24 of Fisheries or Wildlife under an approved Hydraulic Project 25 Approval permit. 26 2. Renton will act as lead agency in conducting the SEPA process for 27 the project. 28 3. Renton is responsible for obtaining any remaining property rights 29 required for construction, maintenance, and operations of this i 30 project. Property rights already obtained by King County under 31 this or the preceding agreement are assigned to Renton as of the 32 effective date of this agreement. (M20:5-10) - 2 - (6/19/91) • r 1 4. Renton will be responsible for the maintenance of the North Fork 2 Springbrook Creek Regional Bypass Pipeline following 3 construction, including that portion of the Pipeline which passes 4 through King County. 5 B. King County 6 1. King County will be responsible for providing the necessary 7 engineering and legal description information to assist Renton in 8 obtaining the required rights-of-way and permits for constructing 9 the Bypass Pipeline Project. Renton will be designated as the 10 "permittee. " 11 2. King County will be responsible for the maintenance of any other 12 drainage improvement projects, resulting from this agreement or 13 the project which is the subject of this agreement, on property 14 within King County' s jurisdiction and within the Springbrook 15 Watershed area, except for the portion of the North Fork 16 Springbrook Creek Regional Bypass Pipeline which passes through 17 King County. 18 3. All property rights known to be required for the construction, 19 maintenance, and operation of this project which have acquired by 20 King County are hereby assigned to Renton as of the effective 21 date of this agreement. 22 IV. Costs 23 A. The parties agree to share equally in the cost of completing the 24 North Fork Springbrook Creek Regional Bypass Pipeline up to the esti- 25 mated total project cost of project of $372,000. 26 B. King County' s contribution to the project will not exceed one-half of 27 the total project expenditures or $186,000, whichever amount is less. 28 C. Renton' s contribution to the project will not exceed one-half of the total project_ expenditures or t1A� ' 29 y� ,nnnc�v ri. i�v r 3,ir:Urii 1$ it�J. 30 31 32 (M20:5-10) - 3 - (6/19/91) �I 1 D. Project costs include staff costs, overhead, supplies, equipment, 2 contracted and consultant costs incurred in the research, design, and 3 construction phases of this project. Costs are cumulative, beginning 4 in January 1988 and continuing until project construction is 5 completed. 6 E. The parties agree that changes to the project which cause the cost of 7 the project to exceed $372,000 will be reviewed and approved by the 8 executors of this agreement and said costs are subject to obtaining 9 any required additional budget authority. 10 F. Each party will keep records documenting all expenditures which are 11 attributable to this project as described in Section IV.D of this 12 agreement. These records will be used by the parties to assure equal 13 expenditures on project activities up to the maximum $186,000 contri- 14 bution by each or $372,000 total for the project. 15 G. When the project is completed to the mutual satisfaction of the 16 parties, project expenditures will be reconciled. Outstanding bal- 17 ances will be invoiced to the party having expended less. Payment 18 will be within sixty (60) days of receipt. 19 V. Duration and Effectiveness 20 A. This agreement shall become effective upon signature by all parties 21 to this agreement. 22 B. This agreement shall be in force until the drainage improvements have 23 been constructed or for two years after the effective date, whichever 24 date is later. 25 VI. Continuation, Amendment or Termination 26 A. This agreement may be amended, altered, clarified, or extended only 27 by written agreement of the parties hereto. 28 B. This agreement may be terminated by either party upon sixty days 29 written notice. 30 C. In the event of termination, the parties are each responsible for 31 one-half of the costs incurred up to the effective date of 32 termination, subject to the provisions of Section IV of this agreement (M20:5-10) - 4 - (6/19/91) 1 VII . Indemnification 2 Both parties agree that as to all claims, actions or causes of actions of 3 whatever kind or nature including those by any person directly or indirectly 4 employed by either party made or asserted against either or both parties and 5 relating in any way to the subject matter of this Agreement each will be 6 liable to the other only to the extent of each party' s fault or causation and 7 shall indemnify the other for such amount. As to all such claims, actions or 8 causes of action which are a consequence of the sole fault, negligence or cau- 9 sation of a party to this Agreement, such party shall have the duty to defend, 10 save and hold the other harmless, and upon failure to do so shall pay reasona- 11 ble fees, costs, and expenses incurred by the other party to this Agreement in 12 defense of any such third party claims or actions or in asserting its rights 13 pursuant to this paragraph. 14 IN WITNESS WHEREOF, the parties hereto have executed this agreement as of 15 the day first mentioned. 16 17 18 Approved t form: KING COUNTY 19 20 21 Deputy r f-ecutivng A to ney k cutive King C u ty 22 23 24 Legal Counsel 25 Renton 26 Title: Mayor 27 ATTEST: 28 29 ty Clerk 30 31 32 (M20:5-10) - 5 - (6/19/91) 1 ux FTl c1 •Xl :2.!.'_-ILrI(rl�' - S 1/ � Ii1M 1/IIO rev w 1l 7 111I0 .+ lea.... 71 +mac ' � Ii1ra , �1�•IOIM /�It � Illr•-.M� r�1yy( 777xtl111 {e1 7 1 - /le �.. 6♦ m AAA - i I n reel �\ r :ll rM Or � � N!t Ir.•• � 1 l\..n r ,!r ri»eror•e .- u \� e / 1.. A S '��v.,,, In-.max ,. 1 y ..v iii\ lar....x wl\'dlre � ♦ •.r.e r �<,'r♦"' ll �v 1 I Iwr •� 7 .. yJ rs+er - io:c� --I - lift .1 i rll.' It 111r r 1 r•.e IM M ♦ 11>+ e j w x r 11 r.He' fro re 11 � � i rnt • 11+ _ nlw a LOBRUCH, INC. File #31, Parcel 32 (29) DRAINAGE EASEMENT THIS INDENTURE made this _2 day of uS , 19go , between Lobnca, T Ltc , r hereinafter called the GRANTOR, and King County, Washington, a political subdivision of the State of Washington, hereinafter called the GRANTEE. WITNESSETH: Whereas, the GRANTOR, herein is the owner 'of that certain parcel of land described as follows : The West 410 feet of the South 1/2 of Government Lot 4, all in the Northwest 1/4 of Section 5, Township 22 North, Range .5 East, W. M. , in King County, Washington. That the said GRANTOR, for and in consideration of the sum of �f SG, ioc-) receip& whereof is hereby acknowledged and the benefits which will;, accrue to the land of GRANTOR by the exercise of the rights herein granted, do by these presents grant, bargain, sell, convey, and ` confirm unto the said GRANTEE, its successors and assigns, a right- of-way easement for a drainage facility over, through, across, and under the property hereinafter described, situated in King County, Washington, being more particularly described as follows : Easement : The True Point of Beginning being the Southwest corner of said Government Lot 4; thence Northerly along the West line bearing North 00 '23153" East, 121 . 0 feet; thence South 80*03132" East, 222 . 78 feet; thence South 59'26122" East, 173 . 83 feet, more or less, to the South line of said Government Lot 4; thence Westerly along said South line to the True Point of Beginning, all in the Northwest 1/4 of Section 5, Township 22 North, Range 5 East, W. M. , King County, Washington. Contains an area of 29, 202 . 77 sq. ft . , or 0 . 6704 acre, more or less . Additional conditions as noted on the attached Exhibit "A. „ Said Grantee, its successors and assigns shall have the right at such time as may be necessary to enter upon said property for ` the purpose of constructing, reconstructing, maintaining, and repairing said drainage facility . Any areas disturbed as a result of construction will be adequately stabilized with hydroseading or some other method as needed. By accepting and recording this Grant of Easement, Grantee agrees to indemnify, hold Grantor harmless and defend Grantor from any and all claims for injuries and/or damages suffered by any ` person which may be caused by the Grantee' s exercise of the rights AFL. herein granted, provided that Grantee shall not be responsible to Grantor for any injuries juries and/or damages to an g y person caused by acts or omissions of Grantor. Page 1 of 2 i File No . 31 Parcel No. 32 (29) IN WITNESS WHEREOF, said GRANTOR has signed' this instrument the day and year above written. GRANTOR 10 gRQ(-4 )MC- - V� P GRANTOR STATE OF WASHINGTON) ) ss COUNTY OF KING ) On this day of 19 aV , Ij before me personally appeared �qz4(V- Xy\a Y\ and to me known to be the 1/,Ce- P�Ps►c� r� and x of the corporation that executed the foregoing instrument, and acknowledged said instrument to be the free and voluntary act and deed of said corporation for the uses and purposes therein mentioned, and on oath stated that authorized to execute said instrument, and that the seal affixed is the corporate seal of said corporation. GIVEN under my hand and official seal the day and year last above written. NOTARY PUBLIC in and for the State of Washington, residing at : a h;0 Svn My commission expi s: 4-Zo-�(I Page 2 of 2 . t EXHIBIT A This is an optional bid item for the Grantor for the construction of a parallel 12-inch diameter high-density polyethylene •,-(HDPE) pipe next to the project' s 24-inch diameter . HDP,E pipe. This 12- inch diameter pipeline will begin at the gabion energy dissipator and outlet structure at the downstream end of the channel, and extend upstream to the edge of the Grantor' s property, approximately 550 feet . At the time the construction bids are closed by the City of Renton, Grantor will be notified by the City and have approximately two weeks to decide to activate this Option for Construction of the 12-inch pipe . If Grantor elects for this Option, cost of the Option will be paid by Grantor at that time. King County Surface Water Management Division V Department of Public Works Yesler Building 11 400 Yesler Way-Room 400 ,r,n Seattle,WA 98104-2637 J. (206)296-6519 .1 OF ,,ENTON February 18, 1992 CST Dept Mr. Randall L. Parsons, P.E. Utility supervisor Storm and Waste Water Utility Section City of Renton Department of Public Works 200 Mill Avenue South Renton, WA 98055 RE: North Fork Springbrook Creek Regional Bypass Pipeline Gallagher Easement Dear Mr. Parsons: Enclosed is a copy of the Gallagher easement for the above referenced project. If you have any further questions, please call Doug Chin, Project Management and Design Unit Senior Engineer, at 296- 8315 or 296-6519 . Sincerely, ar Gibbons, P.E. rvising Engineer LG:DC Enclosure cc: Jim Kramer, Manager, Surface Water Management Division ATTN: Ken Guy, Assistant Manager Susan Thomas, Intergovernmental Relations Coordinator Dick Thiel, Engineering Services Manager Doug Chin, Senior Engineer, Project Management and Design Unit s MCuunty MProperty Qgt Of mile 31, Parcel 32 (30) DRAINAGE F.ASLMLNZ vision THIS INDENTURE made this 21st day of January 1992 , between__ l/,o hereinafter called the GRANTOR, an King County, Washington, a political subdivision of the State of Washington, hereinafter called the GRANTEE. WITNESSETH: Whereas, the GRANTOR herein is the owner of that certain parcel of land described as follows: CO That portion of Tract 9, SpringBrook Acre Tracts, according to the plat i thereof recorded in Volume 12 of Plats, page 60, in King County, Washington, lying Northeasterly of a line described as follows: � u f 7 Commencing at the Northeast corner of said Tract 9; thence South 00023'32" West along the East side, 271.50 feet to the True Point of Beginning of the herein described line; thence North 78021.'42" West, 336.34 feet; �� thence North 26009'56" West, 106.78 feet; thence North 83020'02" West, 289.79 feet; thence North 70034'46" West, 222.76 feet; thence North 75038'37" West, 190.83 feet; thence North 72()11'44" West, 139.55 feet to the North line of Tract. 9 and the terminus of the described line; EXCEPT the North 100 feet of the East 175 feet thereof. The said Grantor, for and in consideration of and other valuable consideration, receipt whereof is hereby acknowledged, do by these presents grant, bargain, sell, con- vey, and confirm unto said GRANTEE, its sticcessors and assigns, a right of N'Tay ease- ment for a drainage facility over, through, across and under the property hereinafter described, situated in Bing County, Washington, being more particularly described as follows: Easement: The True Point of Beginning being the' Southwest corner of the Plat of Springbrook Terrace; thence Westerly along the North Line of said Tract 9, bearing North 85()42'27" West 473.53 feet.; thence South 72011'44" East, 139.55 feet; thence South 75()38'37" East, 190.83 feet; thence South 70034'46" Fast, 222.76 feet; thence South 83020'02" Fast, 289.79 feet; thence South 26009'56" East, 106.78 feet; thence South 78()21'42" East, 22.0 feet; thence North 25049'19" West, 1:30.24 feet; thence North 81022'29" West, 180.04 feet; thence North 69014'01" West, 159.35 feet; thence Northwesterly 67.98 feet, M/L, to the True Point of Beginning, all in Tract 9, Springbrook Acre Tracts, according to the plat thereof recorded in Volume 12 of Plats, page 60, in King County, Washington. CONTAINS AN AREA OF 39,489 SCE. FT. OR 0.91 ACRES, hl/L. Subject to the limitations set forth in Stipulation Regarding Agreed Decree of Appropriation (K.C. Cause No. 91-2-05698-6). Said Grantee, its successors and assigns, shall have the right at such time as may be necessary, to enter upon said property for the purpose of constructing, reconstruct- ing, maintaining and repairing said drainage facility. IN 14ITNESS WHEREOF said GRANTOR has hereunto set his hand and seal the day and year first above written. GRANTO j GRANTOR STATE, OF WASHINGTON) SS COUNTY OF li.ING ) r7 :ii On this day of _- �'�� i�i�;�/� , 19 before me persomally appeared before sae _— l.:e 1c"I i• to me known to be the individuals described. n and who executed the I'oregoine instrument, and acknowledged that they signed the same as their free and Voluntary act and deed, for the uses and purposes therein mentioned. GTXIP-N under my hand and official seal the dad- and ye��tf";last a6o�,Te.�,rit.teri. Notary Pliblic in �6nc3 fcu� the � to of Washin--ton, re*idinsr at: M� V V V A� us1000 -1OMWI iu.�i.ao r GALLAGHER, DONALD STORM/DRAINAGE EASEMENT File 31 #32 (30) 19225 Talbot Rd S ,,, Tax Lot 7931000120004 Renton, WA 98055 THIS INDENTURE made this day of 19 _, between DONALD GALLAGHER Grantor, and King County, a political subdivision of the State of Washington, Grantee: WITNESSETH: that Grantor, in consideration of receipt of which is acknowledged, and the benefits whic will accrue to the land of Grantor by the exercise of the rights herein granted, do hereby remise, release and forever quit claim unto the Grantee, its successors and assigns, an easement and right of way described below for the purposes hereinafter stated over, through, under, along and across that certain parcel of land situated in King County, Washington, described as follows: That portion of Tract 9, Spring Brook Acre Tracts, according to the plat thereof recorded in Volume 12 of Plats, page 60, in King County, Washington, lying northeasterly of a line described as follows: Commencing at the northeast corner of said Tract 9; thence south 0'23, 32" west along the east side 271.50 feet to the True Point of Beginning of the herein described line; thence north 78°21'42" west 336.34 feet; thence north 26°09' 56" west 106.78 feet; thence north 83°20'02" west 289.79 feet; thence north 70°34'46" west 222.76 feet; thence north 75°38' 37" west 190.83 feet; thence north 72°11' 44" west 139.55 feet to the north line of Tract 9 and the terminus of the described line; EXCEPT the north 100 feet of the east 175 feet thereof. EASEMENT: The True Point of Beginning being the Southwest corner of the Plat of Springbrook Terrace; thence westerly along the North Line of said Tract 9, bear- ing North 85°42'27" West, 473.53 feet; thence South 72°11' 44" East, 139.55 feet; thence South 75°38' 37" East, 190.83 feet; thence South 70°34'46" East, 222.76 feet; thence South 83°20' 02" East, 289.79 feet; thence South 26°09' 56" East, 106.78 feet; thence South 78°21'42" East, 22.0 feet; thence North 25°49' 19" West, 130.24 feet; thence North 81°22' 29" West, 180.04 feet; thence North 69°14' 01" West, 159.35 feet; thence Northwesterly 67.98 feet + to the True Point of Beginning, all in Tract 9, Springbrook Acre Tracts, according to the plat thereof recorded in Volume 12 of Plats, page 60, in King County, Washington. Area: 39,489 square feet or 0.91 acres Said easement and right of way is for the following purposes: To construct, reconstruct, and maintain a storm drainage facility. The consideration, above mentioned, is accepted as full compensation for the rights above granted. To have and to hold, all and singular, the said easement and right of way together with appurtenances, unto Grantee, its successors and assigns forever. GRANTOR GRANTOR STATE OF WASHINGTON ) )ss COUNTY OF KING ) On this day personally appeared before me to me known to be the individual(s) described in and who executed the within and foregoing instrument, and acknowledged that signed the same as free and voluntary act and deed, for the uses and purposes therein mentioned. GIVEN under my hand and official seal this day of 19 _ NOTARY PUBLIC in and for the State of Washington, residing at LOBRUCH I,VC. STORM/DRAINAGE EASEMENT File 31 #32 (29) POST OFFICE BMX 5956 TAX LOT Q5 :ENT, WA M8064 THIS INDENTURE made this day of 19 , between LOBRUCH INC. Grantor, and King County, a political subdivision of the State of Washington, Grantee: WITNESSETH: that Grantor, in consideration of 5-0 , C'lc"-) receipt of which is acknowledged, and the benefits which will accrue to the land of Grantor by the exercise of the rights herein granted, do hereby remise, release and forever quit claim unto the Grantee, its successors and assigns, an easement and right of way described below for the purposes hereinafter stated over, through, under, along and across that certain parcel of land situated in King County, Washington, described as follows: Beginning at the Southwest corner of Government Lot 4, Section 5, Township 22 North, Range 5 East, W.M. , in King County, Washington; running thence North 660 feet along the West line of said Lot; thence East 410 feet; thence South 660 feet parallel to the West line of said Lot, to the South line thereof; thence West 410 feet to the Point of Beginning; all in the Northwest one-quarter of Section 5, Township 22 North, Range 5 East, W.M. , in King County, Washington. EASEMENT: The True Point of Beginning being the Southwest corner of said Government Lot 4; thence Northerly along the West line bearing North 00°23' 53" East, 121.0 feet; thence South 80°03' 32" East, 222.78 feet; thence South 59026' 22" East, 173.83 feet + to the South line of said Government Lot 4; thence Westerly along said South line to the True Point of Beginning, all in the Northwest one-quarter of Section 5, Township 22 North, Range 5 East, W.M. , King County, Washington. Area: 29,202.77 square feet or 0.6704 acres. Said easement and right of way is for the following purposes: To construct, reconstruct, and maintain a storm drainage facility. The consideration, above mentioned, is accepted as full compensation for the rights above granted. To have and to hold, all and singular, the said easement and right of way together with appurtenances, unto Grantee, its successors and assigns forever. GRANTOR GRANTOR STATE OF WASHINGTON ) )ss COUNTY OF KING ) On this day personally appeared before me to me known to be the individual s) described in and who executed the within and foregoing instrument, and acknowledged that signed the same as free and voluntary act and deed, for the uses and purposes therein mentioned. GIVEN under my hand and official seal this day of 19 NOTARY PUBLIC in and for the State of Washington, residing at (W8: 11-6) 83061 L �N 1 p le ^cif �'• I tp y ✓8 —a3-31 V � I -3� 4 bJ i b _ sqog 0o LC) `_ �3=3Z ,,E z It 3 1 ' ,. 6si T 130 .4 9 SJ.�o � 3/ pO 1--5 5.)!F0 61ti��c;�l I �� • U D J � � I r9 01 dti �Zc IL co - m to d? 0i M t 3" kv, 01 1 PL D' PL P AJ W39137 e VJ ,. co n� 1� `' t- 19t��g0 m �Kti m W S \• 1� V M (r�ol hh Ott ZO ?� S I M t _ /79. it i _ /73. �S 0 (N` r 4 00 0 LLJ Ih 1� 5� t M 040 r �t S.BB Z 7- 0-f X. to V89-37-Z ►4 Jl\• m °IV 0/3 o n g 8 h 0 tL n•�.os °r w 20 2a o f I A SEC' 6 T ZZ N L�C6 ry ° v, � �� o o ?8 . a a O u h' r ' S�1�� r- � Ut.52 Q ito,47 N v D •�'c^ 8�109-37-ZdW `�� 14o��YAA,'90 21 1ylolOr `� yN KN\r 6 QN u�'. ' 2 / d 4oi55t' o'A p2 N UN 0140 0050 �0 N h 115.BG• �� 94.27 co \ T � 0 61R�0 N vl 93 V 116.13� .17`� /39. 32 p0 l4.5 N \9 03Q 19 A1189-37-Zd14 � to `t�o ,t Q ti� y•� aj � n p 13 '0 22 oy° ,2, ��ti N 0 6 t N LJ M � o t '� . t` Q 7 N h M 7t0 E? �3� 0n2�t35 OZ?p oj� �� o/50 N ^ ooG o \ / SCALE I"z 1 aD s�-2 39.48 N79 �� E � >2 O 3y t t f�G 5lp �N/ /LS s/ N.a /37.3¢ a ti 38.55tt dN N AC. g t0E 3/ IQ oil yK y h h " rn - -- 5 /f 0,15 0 'v UA 0 51 5z-•�6 to" �''x ml NJ COcr) t.r_ boo o_ �p �,fa �l \ $ St \D�9�o0 O� try v m ��°��` 0fo P �}.97 9 I �N I0 N85-•40-Z51d N \� So9 6s r73 S'3 6.' 5 o 2� 8 5''AO 9 ` � v f S 0 1 \�` ro _99.68 1op�0° 7 ot� 20 k c, of co 9 '� "' 8 ooao All �5t sy� ��. a � •� ../239. 20 7Z.03 S.c9S'. 3.4 w q�Y 3 I6 ( D `I (� Vb� N' o t tj $ 79 C I 9so�o 3js� 0 0�\ R \?� •1 4� 1�1 ,(� I I1 �1 ��\OLV o v c 3��c ; 3 In G oa Nr /fL'2.�'S% L).c I W v 3* -•" `cr Nam- -�3.o7 A q tS t+y L' g010 _ tJ 4 - / k '. g ,.,.� ^ ►� o�d.3io9 1bb o,t�2 A� P ?' 10 N� f 7 I 1988 Introduced By: URY GRANT April 12, Proposed No. : J MOTION NO. 1 A MOTION authorizing an interlocal agreement between King County and the City of Renton to 2 cooperate in the planning , design, construction and maintenance of drainage improvements in the 3 Springbrook Creek Drainage Area. 4 WHEREAS, King County and Renton have a mutual interest in improving the S drainage conditions in the Springbrook Drainage Basin area, and 6 WHEREAS, King County has planned to construct a regional detention pond 7 in the area adjacent to Renton' s City Waterhshed, an 8 WHEREAS, Renton has planned to construct drainage improvements in the 9 same area to protect and enhance the City water supply, an 10 WHEREAS, the parties recognize that by cooperating in the construction 11 of drainage improvements, they can achieve better results and more effectively 12 serve the public, 13 NOW, THEREFORE, BE IT MOVED by the Council of King County: 14 The county executive is hereby authorized to enter into an interloca 15 + designing, constructing, agreement with the City of Renton for the planning, 9 16 and maintenance of drainage improvements in the Springbrook Creek Drainage 17 Area within the Black River Drainage Basin. PASSED this 2�( day of 19 KING COUNTY COUNCIL 20 KING COUNTY, WASHINGTON 21 22 Z3 Ch ir 24 ATTEST: 25 26 27 Cl rk af—�ne Council —;; - � _ .' �; 'r''' •-- : ', 26 (MOD412BB) 29 30 31 32 JUN 3 19g8 33 CAG-028-88 Springbrook Watershed Capital Improvement Projects Interlocal Agreement 1 2 This agreement is made and entered into on this day of 1988, 3 by and between King County, Washington, hereinafter referred to as "King 4 County" and the City of Renton, Washington, a municipal corporation of the 5 State of Washington, hereinafter referred to as "Renton" , for drainage related 6 work in the area of Renton' s Springbrook Watershed and an adjoining area in 7 unincorporated King County as shown in the map attached as Exhibit 1 and S incorporated by reference herein. 9 WHEREAS, King County has planned to design and construct a drainage im- 10 provement, known as the Springbrook Regional Detention Pond, in the area, I and 12 WHEREAS, Renton has planned to design and construct several drainage 13 improvements, known as the Renton Drainage Facilities , in the area, and 14 WHEREAS, drainage improvements planned by one jurisdiction may have an 15 impact on the drainage improvements planned by the other jurisdiction, and 16 WHEREAS, by cooperating and joining together to accomplish the needed 17 improvements, both jurisdictions can achieve better results at lower cost 18 and avoid duplication of effort, and 19 WHEREAS, the parties wish to divide the required tasks between them and 20 split the costs equally, and 21 WHEREAS, the parties are authorized to enter to a cooperative interlocal 22 agreement, pursuant to RCW Chapter 39.34 , �3 NOW THEREFORE, it is mutually agreed as follows: 24 I . Purpose 25 The purpose of this agreement is: 26 A. To enable the parties to effectively cooperate in the survey, design 27 and construction required to provide drainage improvements in the area. 28 B. To divide and assign responsibility for the work required to both 2' jurisdictions in order to achieve an equitable division of responsi- 30 bility and cost sharing. n 31 e^ C. To benefit the public served by both jurisdictions by achieving 32 economies and efficiencies and providing the best alternatives for 33 drainage problems in the area. -1- T , T II . Definitions 1 2 The parties agree to the following definitions for purposes of this 3 agreement: 4 A. "Detention Pond" means the Springbrook Regional Detention Pond planned t 5 for design and construction in 1988 by King County. The Detention 6 Pond is proposed to be located at 100th Street Southeast and Southeast 7 200th Street, approximately 200 feet east of Renton' s water reservoir 8 in unincorporated King County. 9 B. "Renton Facilities" means improvements Renton has planned to design to and construct in the Springbrook Watershed area including, but not 11 limited to: stabilization of approximately 300 feet of channel , con- 12 struction of a sedimentation pond, upgrading a pipe system along 200th 13 Street and improvements to an existing detention pond and all other 14 improvements mutually agreed upon by the parties. 15 C. "Springbrook Watershed area" means the area bounded by Talbot Road on 16 the west, South 200th Street on the south, 108th Avenue Southeast on 17 the east and South 192nd Street on the north. is D. "Project" means all activities related to the surveying, design and 19 engineering, right-of-way acquisition, and construction of the 20 drainage improvements agreed to by the parties to this agreement. 21 E. "Drainage Problems" means erosion, sedimentation, flooding and other 22 surface and stormwater problems. 23 III.Resoonsibilities 24 The parties agree to the following responsibilities: 25 A. Renton 26 1. Renton will be responsible for the topographical surveying and for 27 obtaining the soils data for the Springbrook Watershed area, inclu- 28 ding, but not limited to, an expanded soils report to identify the 29 areas of erosion and landslide, particularly along the North Fork 30 of Springbrook Creek. Renton will provide the information to King 31 County, along with the best available topographic map of the area, 32 by June 31, 1988. 33 -2- 1 2. Renton will confer with King County and participate in the project 2 design process. Renton will assist King County in selecting design 3 criteria of proposed projects and will contribute to the choice of 4 design concept for controlling drainage problems in the Springbrook 5 Watershed area. 6 3. Within 30 days of receiving them from King County, Renton will revie 7 the construction plans for improvements to control drainage problems 8 in the Springbrook Watershed area as designed by King County. Upon 9 mutual agreement by the parties on the construction plans, Renton 10 will accept the plans for construction. 11 4. Renton will be responsible for constructing the Springbrook drainage 12 improvement facilities. Renton will let the contract for construc- 13 tion of the improvements by June 1, 1989, following all accepted 14 public bidding g practices. 15 5. Renton will be responsible for obtaining rights-of-way required for 16 construction of the drainage improvements agreed to by the parties. 17 Said rights-of-way will be obtained by February 28, 1989. 18 6. Renton will be responsible for the maintenance of drainage improve- 19 ments constructed under this agreement on property within Renton' s 20 jurisdiction. 21 B. King County 22 1. King County will be responsible for identifying all the drainage 23 improvements needed in the area, working cooperatively with Renton. 24 After all the improvements are identified, the parties will priori- 25 tize the drainage improvements and select for construction those 26 which can be built within the Project budget as shown in Section 27 IV.A. Said prioritization and selection of projects will be comple 28 ted within 120 days of King County' s receiving soils and survey 29 information and topographic map from Renton, as set forth in Section 30 III .A. 1. of this agreement. 31 2. King County will be responsible for designing the drainage improve- 32 33 ments required to control drainage problems in the area. King -3- I County will provide Renton with detailed construction plans for all 2 proposed improvements by January 31 , 1989 or within 120 days of 3 prioritization and selection of projects as set forth in Section 4 III.B. 1. of this agreement. 5 3. King County will be responsible for coordinating the public infor- 6 mation and involvement process related to designing and constructing 7 the drainage improvements in the designated area. g 4. King County will be responsible for obtaining the required permits 9 for constructing the drainage improvements, designating Renton as 10 the "permitee". 11 S. King County will be responsible for maintaining the drainage improve 12 ment projects constructed under this agreement on property within 13 King County' s jurisdiction. 14 IV. Cost 15 A. The parties agree to share equally in the cost of completing the 16 Springbrook drainage improvement facilities. The parties agree that 17 the total test of the Project shall not exceed $240,000, or $120,000 18 each from Renton and King County. 19 B. King County commits $120,000 to the costs incurred in this Project. 20 C. Renton commits $120,000 to the costs incurred in this Project. 21 D. The parties will account for all costs incurred and funds expended as 22 a result of this cooperative Project, subject to the provisions of 23 section IV.E of this agreement, and will jointly review the costs 24 and budget on a monthly basis to assure an equitable division of costs 25 for the overall Project. If, at the completion of the Project, one 26 party has expended more than the other party, the parties shall devise 27 a reimbursement method whereby the costs can be equalized between the 2B parties. 29 E. Costs applicable to this Project shall include staff, overhead, 30 services, supplies, equipment, and contracted and,; consultant costs but 31 shall not include the cost of maintaining the facilities after 32 construction. 33 -4- V. Duration and Effectiveness 1 A. This agreement shall become effective upon signatures by all parties 2 to this agreement. 3 B. This agreement shall be in force until the drainage improvements 4 decided on by the parties have been constructed or until December 31 , S 6 1990, whichever comes first. 7 VI . Continuation, Amendment or Termination 8 A. This agreement may be amended or altered only by written agreement 9 between the parties hereto. 10 B. This agreement may be terminated by either party upon sixty days 11 written notice. 12 C. In the event of termination, the parties are responsible for costs 13 incurred up the effective date of termination. 14 IN WITNESS WHEREOF, the parties hereto have executed this agreement as of the 15 day first above mentioned. 16 Approved as to form: KING COUNTY: 17 By V 19 K g un y Executive 20 Date Date 21 RENTON: 22 23 (� 24 Approved as to form: By Ma o 25 C j�,�-,..�---:.-° ��1/i1�-� (Title) 26 Lawrence J. Warx�n, City Attorney Date 27 ATTEST 28 City Clerk 29 30 31 32 33 -5- (S1287.5) Cramer Northwest, Inc. • Surveyors *Planners •Engineers LEVEL 1 OFFSITE DRAINAGE ANALYSIS OF VIEWPOINT PLAT NEAR SE 192 ND ST. & 102ND AVE. SE RENTON, WA 98055 FOR SATWANT SINGH License/Sea 13306 SE 240TIlST. RENTON, WASHINGTON 98042 S K R UFG WAS y��'v Revised May 7, 2007 36049 S�G/S3E�F�,��C�`' C.N.I. JOB NO. 2004-239 DNA L EXPIRES 11/26/2007 Prepared by Hubbel Ongking, E.I.T. Checked by Larry S. Krueger, P.E. 945 N. Central, Suite#104 Kent WA 98032 (253)852-4880 Fax(253)852-4955 www.cramemw.com E-mail: cniAgramernw.com TABLE OF CONTENTS TASK1 STUDY AREA DEFINITION AND MAPS TASK 2 RESOURCE REVIEW TASK 3 FIELD INSPECTION TASK 4 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS TASK 5 MITIGATION OF EXISTING OR POTENTIAL PROBLEMS APPENDIX THRESHOLD, DETENTION & WATER QUALITY CALCULATIONS TASK1 ;STUDY AREA DEFINITION AND MAPS TASK 1 STUDY AREA DEFINITION This project's north property line is located approximately 630' south of the intersection of SE 192"d St. and 102"d Ave. SE. It's parcel # is 0522059085. The site is approximately 6.0 acres. The northern half of the property is pasture, while the other half is forested. The existing drainage tends to sheet flow from the east to the west. The site does receive some upstream runoff from the property to the east. Access is provided to lots 5 — 13 and 14 — 16 via the main road. Lots 1-4, 17, and 18 are served by the private access tract. MAPS A vicinity map, topo/sensitive areas map, aerial photo, and offsite drainage map can be found in the proceeding pages. • • lclnl*ty Map S-h 4-jst St ' f 1 v PAN BY: j ;`it j p I ��' I FULL SCREEN /Se Carr Rd ;, P Othst d3rdSt ='� �a L t m I 181-s-t St �40 =; `� �S Sep 8I 3r a _ HALF SCREEN 102nd Ave Se ' -{ }> = i S g5thPte�i86th52 ; 187th t -- kv Ir' �I ..CS 1Er r K. r 90thSt L1 3 w- �Se`1`92�nd St + 102nd Ave Sel FZOOM FAR IN S ZTsJsz-s�TrZT7.>I I- - i"> m ZOOM IN �. Se196thSt { ZOOM OUT ZOOM FAR OUT ..f ', ! 4 ! rT BLACK&WHITE T�J A. S zoo St Se,e 200itrSt c ERASE LABELS 't rb Sr202ndSt— 4 cn cn in - F� S•203rdd-St I i + '�, 1n Se 204th si,t. 1 167 p,�' S -WO) < 5208th5t co 5e208t Slt r—- un II `'' - � M ��^! LESS DETAIL 0.4 H.4 SE 192ND-ST& 102ND AVE SE,RENTON,WA 18055 Map by Maps On Us(R) ©1984t2005 TeleAtlas N.Am•,Switchboard.Use subject to LICEMSE• King County M== MMMMV '. WAP - Sensitive Areas all themes LU Ys�412G015i ' 33bb2�913rJ 33rS82JGG,aOti' ti �, on � rJ4iN�0100} r I i I i I 5 �k t `11 1 r l l `Y46120071�rti +� ._... s. 9417U'J14U 3t3tt7taCD V.4 33$$1rJ!ILrSG 1 5 11012} �ti }5 StJ ,`931000744� i a"g t�17G ?-3U 1. I `� 33tSf31ULiU60ti ' ( j Yyd1c,1C,1U�Y9d1dJ11f1 h cn 1 I 1911?rU1�J� y338874U1EiU 5 4 � 54 r� ��1. 44�7G0.11G cjr Sl 33z8SAX080 ti ti `,l t Yf+310fJ0111 1�1i1000720 1� •1 t �,i\� •, � �� , � '� G$12.rr55�D46 S '35�i�a59�'by _ 052204?G85 _ r - JI � .� 13 t r�`t��1'��(Fr�F ll�r`,+ Jl-'�..-�•— „`�.-__��/}J� 1� �5'��.`��•�'�`�„ti�--ffi %J205�304 ICI W13"9Camay '� '+ m' J522054U0� Legend Selected Parcels _ Parcels County Boundary Incorporated Area l - Streets Lakes and Large Rivers ircprK r> Streams Togo Contours(51t) _acr he h formation included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King county makes no representations or warranties,express or implied,as to accuracy,completeness,timeliness,or rights to the use of such nfor,nation.King County shall not be liable for any general,special,indirect,incidental,or consequential damages including,but not limited to, ost revenues or lost profits resulting from the use or misuse of the information contained on this map.Any sale of this map or information on is maD is ornhibited except by written permission of King County. King County I GIS Center I News I Services I CommentsI Search By visiting this and other King County web pages,you expressly agree to be bound by terms and conditions of the site.The details. King County WAP - Sensitive Areas all themes Jy,f11''lOr9_l :9i? r yrsrt. 33ii8:O:N 3Ll 3.itlglilrt_1.f0 W y_. 1441 992 1 Q } 'yi'IU!rv.fri 338F18UU{•fJ 33881!KrUSJ !t5�1!l�yrrr < rM. ti ryit w_r�ln r 3388WM'!6'-' n l �' ;��, s1'� ;u3fJL✓_lt=f=f 511'5y,3.f ry.rr .irrr?Ct!r 33StSr'!rL�?6p n -�uflc'OJ'ZD 3_'•y�K:r`_vi$!l 9fil:nSutf!t ,,,, J am'.!/'/' !% ✓.>/ir/•1fi'r' r/.',i ; J°� rS95•ffi '_r511059169 'fr//%�' fr /1'/f�rJ57�J59J�35rr�r , , r';•/'r`lr� 93f JrllliiiS d J /! r OS22 J59 iU9 f Or J522{r593Ufi! {Cj ]OS King County 4. s,....-- ------- Legend Selo,3ed Parceis ' Ga v2zu na,a County Boundary j _ , Streets J'r.'t-lw 'arry Lakes and Lar:je Rivers M-x-a S trea rns SAO Wetiand Panels SAO Landslide Incorporated Area "T SAO Coal Mine SAC Stream SAO Seism r r SAC Erosion / 2 cm Sensitive Area Natic;e on Tula cvr.; e i formation included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. ng County makes no representations or warranties,express or implied,as to accuracy,completeness,timeliness,or rights to the use of such nfon cation.King County shall not be liable for any general,special,indirect,incidental,or consequential damages including,but not limited to, st i evenues or lost profits resulting from the use or misuse of the information contained on this map.Any sale of this map or information on is map is prohibited except by written permission of King County. KingCounty I GIS Center I News I Services I Comments I Search By visiting this and other King County web pages,you expressly agree to be bound by terms and conditions of the site.The details; h"'//www5.metrokc.gov/servledcom.esri.esrimap.Esrimap?ServiceName=overview&Clie... 5/19/2005 King County R - I CM - WAP -Sensitive Areas all themes w. r �� rr CSr55T',C•IST `.E=;i92^J� �7:_ t G- a.`M1 Ip l n flu,= tct eow x.�ca�„� • Legend Selected Parcels Parcels Counly Boundary " Lakes and Large Rivers streels stfeams I:r•u�r. 2002 Color Aerial Photos NVast KC onlyl A-x-ns ✓xa e info•mation included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. ng Co inty makes no representations or warranties,express or implied,as to accuracy,completeness,timeliness,or rights to the use of such forme fion.King County shall not be liable for any general,special,indirect,incidental,or consequential damages including,but not limited to, st revenues or lost profits resulting from the use or misuse of the information contained on this map.Any sale of this map or information on his m:ip is prohibited except by written permission of King County. K[ug-O my I GIS Center I News I Services I Comments I Search 3y visiting this and other King County web pages,you expressly agree to be bound by terms and conditions of the site.The details. h"://www5.metrokc.gov/servlet/com.esri.esrimap.Esrimap?ServiceName=overview&Clie... 5/19/2005 rr . Q W I im dp 510 L. _ - ?ram +tei a•`__ --o«W f . ti166 ;, a� co y a a �-IR ti HierM f �p kaw to to,, AZ, Cd r '1 TASK 2 RESOURCE REVIEW TASK 2 RESOURCE REVIEW Adopted Basin Plans and Finalized Drainage Studies: The site is not known to be located in any adopted basin plans. Basin Reconnaissance Summary Reports: No existing or potential problem areas were indicated. Critical Drainage Area Maps: No existing or potential problem areas were indicated. (FEMA) Maps: Site is located outside the 100 year flood plain. Other Offsite Analysis Reports: An offsite analysis report by Cramer Northwest for the Singh Residence located to the north of this project was prepared in May, 2001. Sensitive Areas (Folio: The southern half of the site is located in a SAO Landslide, SAO Erosion area, and a Landslide I-,lazard Area. The north half contains a Landslide Drainage Area. A stream flows across the southwest corner of the property. DNR Drainage Problems Maps: Not applicable. Road Drainage Problems: Not applicable. Soils Survey: The soil is an Alderwood Gravelly Sandy Loam (AgC). Wetlands Inventory Maps: There are no known wetlands on site. Migrating River Studies: Not applicable. Drainage Complaints: There are 3 drainage complaints within our site's runoff downstream path. These complaints have been resolved. See attached list of complaints. Complaint#97-0758 The detention pond is a hazard to children Response Pond complies with 3 to 1 side slope ratio. Deemed safe. Complaint #98-0045 The plat across Talbot road is digging a hole in the ground and Don Gallagher is afraid that the silt will get into a stream that feeds his trout farm pond. Response Most of the sediment is related to stream scouring and deposition. New development not Found to be contributing. Contact with King Conservation district established to correct the problem. Complaint #98-04.61 The land is sinking. Response No cracks or other signs of erosion in the bank found. Water from street drainage is pipe to bottom of ravine. Site found to be stable. G COUNTY, WATE.R.e "U-ND 1EsoURCES Div sloN DRALNAGE INVESTIGATION REPOP.T Pagel: MTSTKYATION REQUw..,ST Type C,- ,CEMT,D BY: OIL'd i~ Received fiuin: 4;)aLLZ (Please print plainly for scmjug) Pxorr>r (I)ay) (Eve) ADDMS:(11 z l "`� f` �C 1' t YL State Zip b'G S Location of problem,if different: Reported Problems. t•�' ,. ,�.-x-<� �r�r!v �S G. Ito+.�a•r-� Tc� J Plat name: �j,-ti,L� � - _ ^� I Lot No; ZI Block No: Other agencies involved: No field investigation required (initials} 1/4 S T �R parcel No.i. _ Kr011 h.l3ros: Nei `t(P (, / old 41 E $a5ian Council District 4C Chaxge No. _...................__......... ----------__...r..__----..----,... .... , _._......._..._...._.. _ RESPONSE. Citizen notified on — o 1T hone , _..y letter.__._...�.. per,....n...... ._._....._..._._... 1'y' ...,-�- so . , J� l i�`t ,,¢. Cju�' C FJ,F�,�' d.� !� r.�tai"e.,e.q D14SroSl'ijoN; Turned to on i � by__ OR: No further action recornm,:nded because: Lead agency has been notified: Problem has been corrected. X No problem has been identified. Prior hivestigation addresses problem: SEE FLUE Aprivate problem-NDAP-%A not consider because; v4'ater originates onsite and/or on neighboring parcel. j ocation is oatside WLRD Servi ea, —Other(Specify); DATE CLOSED, _ G� / /i ./�7 By: .�-- Con.pla"r-t 91-0758 Werritis X.nWStsga_ecr by Pat SiMmons 04/2 Q7 I visited the site and tailed to M ke`Jv'ermis concernmi g the R?D pond at is to west of he ap art,_ert that he rr_nts. The pond has a fairly creep slope or.the East side of the poncL ine main corLcem is that when the pond does its job and tvtains water from a storm that his small children will be attracted to tb water and fall in.The clanger w that the pond is close to the apartments and the raoderate slopes could be hard fqr the children to keep upright IL won!d mice to have a fence installed around the pond to protect his cHdrm and the pond q 192na St. f Access Road ^— 98fb Avez S. f s Park;x;g 19215 Berra - .t— Apartments _ Top of Slope r Slope Detention Pond ___j KING COUNTY SURFAC S WAMFj MANAGEMENT DIVISION py- Page 1: 1NVEMATION'REQUEST Type Recalved by. Date: � � OKd by: ��,' File No. Gi�-�✓`��; Recarved from: (aie�se pisinhf 70 :canninD)• {[1aY} Z - (E"e) city P�/�c�✓ star® z� - . -- p �. Lacation of t. _ p.abiam, tF d�eran.. Rnporroed Pr*blem. cl� „ Pia:rtanle: 'fj�-'T� Lot Na: Block No., Mar agencies Involved: NO.Field Investigation Needed Parcel No._O(, Kroll 114 $ s U.Lros: New, (�9'& 0'. Old -( BasinELY-- fioancli Dist 11` Charge No: 7E5POATH, Citizen not;f3ed on by phone_ letter In person JVPS 7`d SCX UV2 4� A � {�d�1 7'�r�>✓, ,'��r'"�J " JEycf'� n, `�"� ,4�>gT "r•�- s) fJ `' o,,►-' s�� Q - N /k''G F6 7-6 J1S'P0s177pOV,• burned to on bY„_, OR; No further action recommended because; Lead agency has been motif"sed: GGI) C��,2�57 Probers; has been corrected.. No problem has beer, idehtr,""► Prior investigation addresses �robie n: Prhate prcblern 'DAP w,11 no., considerbecayse_ see� _Water Criglnatcs onsite and/or on neighbo�-Ing,parcel Location is outside S art SeMce'Arm �Other(SFecily): DATE CLasEL?: --I �-- -.0 �� by ��'�' uv 3L1`t Complaint 99-0045 Gallagher Investigated by Robert Ma=on 1.29-98 1 met with Don CraEagher and his daughter and:looked at tLe c!at and the fish pond area. In the fishponds a natural stream Springbrook Creek is the waiver source for the ponds-Where the sticarn enters the.intake bcw there is a heavy buildup of silt and sedimentation.This silt is the concern because it kills the little Enjtrlings The plat nett door may be centtributing some of she sediment through the outlet pipe from the road that guns into this stroarn,but it is a small,amount. Most of the sediment is material being vrashea downstream. from the creek.The plat is in bond fbrfeitura at the present time due tv some problems with the road and drainage. 1 will pint Don in touch with King Conservation District who caa work with him to help correct the probls rn with the fishpodnds-. Talbot Rd.So. ti rryT Estatft 10225 i i S. 1 � Silt buildup is lover springbrook Creek -L- ID RESOURCES 1:)RIS, --__.o- ER AND AN DRAM AGE ]INVESTIGATION REPORT � Pagel: INVBSMAMNREQUESTPROBLEM: 01 pe ? CEIVEB BY: Date: OK'd bv. Received from: 9 N (Day) s-`"'sueNAME: �� , `� (Eve) 1 PHONE -------------- AN)REss:�'��_ j �Cit3 ` State zap Location cfp,ohlem,if diffcrent: Reported Problem: CALL FIRST Lad (would Like To Be Present) flat name: ;) �-�' "�' Lot?V'Q: BIocl<No: �% 0.ther agencies involved: No field investigation required �TO BE coMYLETED BY COMPLA1N7'I'9bGI2AlVI STAB la S R P'ar=1 NO3 6 0 D III�cll&61 E �s 5; New Basin &--� Council Old Distrio# / Charge No. kCSPONVSE. Citizen notified t'n 3`Q � by: �hone letter _in person DISPOSITION; Turned to on l ! by OR:.No&rther actio:�recommended because: Lead agency has been notified{ problem 11as been corrected. — No problem has been identified. _ Prior inyestigaticr addresses problem: f Private rivate problem `NTDAP will not consider because: SEE tLElf Water originates onsite andlor on neighboring parcel. _______Location is outs de WLRD Service ea, QtileC (Specify): A'n. Complaint 98-0461 Freed Investigated by Pat Sinimons 07'2-1/98 I met with Mr.and Mrs.Freed concerning the south side of there lot which contain a deep rav;,ne that is heavy covered with vegetation,They states that the top of the bank is slipping and slowing sjtWnry,I found no cracks other distress SignSin the lawn.I explained that Ofieta to.tops Would IlCftvb,settle over a runber of YOM Their house is 50 to 75 Ad ba&firosr, he edge and should be safe.There were no signs of erosion in the bank and the water from the street drainage is piped to the bottom of the ravine, 99'Place S I Freed Sinking area IN Ravine TASK 3 FIELD INSPECTION TASK 3 FIELD INSPECTION A field inspection was conducted on February 11, 2005 to inspect the onsite drainage system of the site. Offsite drainage systems were also inspected downstream approximately 1/4 mile from the discharge point of the site. The inspection involved investigation of the ten specific items of a Level 1 Inspection per the King County Surface Water Design Manual, 2005. The inspection yielded the following findings: 1. The resource review indicated no existing problems. 2. The existing drainage system capacity was adequate. 3. There was no evidence of existing or potential flooding problems. 4. There were no existing or potential overtopping, scouring, bank sloughing, or sedimentation problems. 5. No significant destruction of aquatic habitat or organisms was noticed. 6. Qualitative data such as land use, impervious surfaces, topography, and soil types was noted and can be found in Task 4 information. 7. Information was collected on ditches, structures, and pipes. This information is also included in the Task 4 information. 8_ Tributary basins delineated in Task 1 were verified. 9. No neighbors were consulted. 10. The weather conditions at the time of the inspection were clear and cool. TASK 4 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS TASK 4 DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS Site Drainage This project's north property line is located approximately 630' south of the intersection of SE 192"d St. and 102"d Ave. SE. It's parcel # is 0522059085. The site is approximately 6.0 acres. The northern half of the property is pasture, while the other half is forested. The existing drainage tends to sheet flow from the east to the west. The site does receive some upstream runoff from the property to the east The soil types located on this property are Alderwood Gravelly Sandy Loam (AgC) per the King County Soil Survey. Offsite Drainage An Off-Site Analysis Drainage System Table is provided on the next page that describes in detail the offsite drainage components at least '/ mile downstream from the project discharge location. Please refer to the offsite drainage map in Task 1 because the map symbols listed in the table correspond to drainage component symbols on the offsite drainage maps. OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT#2 Basin: BLACK RIVER Subbasin Name: Subbasin Number: Symbol Drainage Drainage Slope Distance Existing Potential Observations of field Component Type, Component from site Problems Problems Inspector, resource Name, and Size Description discharge reviewer, or resident see map T,vpe.,sheet flow,swale, drainage basin,vegetation, % %s ml=1,320 ft. constrictions,under capacity,ponding, tributary area,likelihood of problem, stream,channel,pipe, cover,depth,type of sensitive overtopping,flooding,habitat or organism overflow pathways,potential impacts pond; Size:diameter, area,volume destruction,scouring,bank sloughing, surface area sedimentation,incision,other erosion Al Sheet flow Flows across mostly —25% 0 none none No problems observed forested ground to stream A2 Sheet flow Flows across pasture& —15- 0-200' none none No problems observed lawns to the west and 20% onto 996'Pl. S. B CB & 12"cmp Flows sw to bottom of —50% 200'-350' none none No problems observed ravine C stream 2' wide,2"deep,sandy 15% 350'-450' none none No problems observed w/pebble bottom, moss &fern slopes D stream 5'-8' wide, 3-6"deep, 5% 450'-1400' none none No problems observed pebbles and logs on bottom, light brush E 36"cmp&48"half Flows under Talbot Rd., 15% 1400'-1590' none none No problems observed pipe outlet to half pipe 98-4\inB04 TASK 5 MITIGATION OF EXISTING OR POTENTIAL PROBLEMS TASK 5 MITIGATION OF EXISTING OR POTENTIAL PROBLEMS After a thorough field inspection and a detailed resource review there were 3 existing problems identified. These problems have been dealt with as previously stated in Task 2. The proposed improvements will not produce a significant impact to the existing drainage patterns once the site has been stabilized and the runoff has been controlled via a combined detention/wet vault. A temporary erosion and sedimentation control plan will be created to minimize the transport of sediment laden runoff to the downstream conveyance system. FLOW CONTROL BMPS Perforated stubout connections from the lots convey runoff from the site to the roadside drainage system. Runoff is then routed to the onsite detention facility and released to an energy dissipater where it converges with the nearby creek. APPENDIX THRESHOLD ASSESSMENT DETENTION, & WATER QUALITY CALCULATIONS THRESHOLD CALCULATIONS: The site is 6.0 acres but the southern 2.92 acres is in a sensitive areas tract. Therefore only the 3.08 northern acres and the .40 acres of offsite improvements have been analyzed. Existin : 3.08 acres pasture 0.40 acres pasture Developed: 18 homes @ 2500 ft2 45000 ft2 1.03 acres Road improvements (offsite) 16500 ft2 0.38 acres Road improvements (offsite) 18456 ft2 0.42 acres 1.83 acres impervious 1.65 acres lawn/grass Pre-developed (—Land Use Summary Till Forest 3. 48 acres I Till Pasture 0.00 acres I (Till Grass 0.00 acres I (Outwash Forest 0. 00 acres I IOutwash Pasture 0.00 acres IOutwash Grass 0.00 acres Wetland 0 . 00 acres Impervious 0. 00 acres I Total Area : 3.48 acres I Scale Factor : 1. 00 Hourly Reduced I I I I I Time Series: Predev I I Compute Time Series I I Modify User Input Flow Frequency Analysis Time Series File:predev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.219 2 2/09/01 18:00 0.281 1 100.00 0. 990 0.060 7 1/06/02 3:00 0.219 2 25.00 0. 960 0.163 4 2/28/03 3:00 0.168 3 10.00 0. 900 0.006 8 3/24/04 20:00 0.163 4 5.00 0.800 0.096 6 1/05/05 8:00 0.142 5 3.00 0. 667 0.168 3 1/18/06 21:00 0.096 6 2.00 0.500 0.142 5 11/24/06 4:00 0.060 7 1.30 0.231 0.281 1 1/09/08 9:00 0.006 8 1.10 0.091 Computed Peaks 0.260 50.00 0. 980 Developed rLand Use Summary Till Forest 0.00 acres (Till Pasture 0 . 00 acres Till Grass 1. 65 acres JOutwash Forest 0 . 00 acres JOutwash Pasture 0. 00 acres JOutwash Grass 0. 00 acres (Wetland 0.00 acres ( Impervious 1.83 acres Total Area 3. 48 acres Scale Factor 1 . 00 Hourly Reduced Time Series: dev Compute Time Series Modify User Input Flow Frequency Analysis Time Series File:dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.591 5 2/09/01 2:00 1.21 1 100.00 0. 990 0.466 8 1/05/02 16:00 0.714 2 25.00 0. 960 0.714 2 2/27/03 7:00 0.707 3 10.00 0. 900 0.487 7 8/26/04 2:00 0.626 4 5.00 0.800 0.590 6 10/28/04 16:00 0.591 5 3.00 0. 667 0. 626 4 1/18/06 16:00 0.590 6 2.00 0.500 0.707 3 10/26/06 0:00 0.487 7 1.30 0.231 1.21 1 1/09/08 6:00 0.466 8 1.10 0.091 Computed Peaks 1.05 50.00 0. 980 Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 102.50 ft Facility Width: 33.00 ft Facility Area: 3383. sq. ft Effective Storage Depth: 12.00 ft Stage 0 Elevation: 0.00 ft Storage Volume: 40590. cu. ft Riser Head: 12.00 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.78 0.057 2 7.50 1.40 0.113 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 0.00 0. 0.000 0.000 0.00 0.01 0.01 34. 0.001 0.001 0.00 0.02 0.02 68. 0.002 0.003 0.00 0.03 0.03 102. 0.002 0.003 0.00 0.04 0.04 135. 0.003 0.003 0.00 0.05 0.05 169. 0.004 0.004 0.00 0.06 0.06 203. 0.005 0.004 0.00 0.07 0.07 237. 0.005 0.004 0.00 0.27 0.27 913. 0.021 0.009 0.00 0.47 0.47 1590. 0.036 0.011 0.00 0.68 0.68 2300. 0.053 0.014 0.00 0.88 0.88 2977. 0.068 0.015 0.00 1.08 1.08 3653. 0.084 0.017 0.00 1.29 1.29 4363. 0.100 0.019 0.00 1.49 1.49 5040. 0.116 0.020 0.00 1. 69 1. 69 5716. 0.131 0.021 0.00 1.90 1.90 6427. 0.148 0.023 0.00 2.10 2.10 7103. 0.163 0.024 0.00 2.30 2.30 7780. 0.179 0.025 0.00 2.51 2.51 8490. 0.195 0.026 0.00 2.71 2.71 9167. 0.210 0.027 0.00 2.91 2.91 9843. 0.226 0.028 0.00 3.12 3. 12 10553. 0.242 0.029 0.00 3.32 3.32 11230. 0.258 0.030 0.00 3.52 3.52 11906. 0.273 0.031 0.00 3.73 3.73 12617. 0.290 0.032 0.00 3. 93 3.93 13293. 0.305 0.033 0.00 4.13 4.13 13970. 0.321 0.034 0.00 4.34 4.34 14680. 0.337 0.034 0.00 4.54 4.54 15357. 0.353 0.035 0.00 4.74 4.74 16033. 0.368 0.036 0.00 4.95 4.95 16743. 0.384 0.037 0.00 5.15 5.15 17420. 0.400 0.037 0.00 5.35 5.35 18096. 0.415 0.038 0.00 5.56 5.56 18807. 0.432 0.039 0.00 5.76 5.76 19483. 0.447 0.040 0.00 5.96 5.96 20160. 0.463 0.040 0.00 6.17 6.17 20870. 0.479 0.041 0.00 6.37 6.37 21547. 0.495 0.042 0.00 6.57 6.57 22223. 0.510 0.042 0.00 6.78 6.78 22933. 0.526 0.043 0.00 6.98 6.98 23610. 0.542 0.044 0.00 7.18 7.18 24286. 0.558 0.044 0.00 7.39 7.39 24997. 0.574 0.045 0.00 7.50 7.50 25369. 0.582 0.045 0.00 7.51 7.51 25403. 0.583 0.046 0.00 7.53 7.53 25470. 0.585 0.047 0.00 7.54 7.54 25504. 0.585 0.049 0.00 7.56 7.56 25572. 0.587 0.052 0.00 7.57 7.57 25606. 0.588 0.056 0.00 7.59 7.59 25673. 0.589 0.060 0.00 7.60 7.60 25707. 0.590 0.062 0.00 7.62 7.62 25775. 0.592 0.064 0.00 7.63 7.63 25808. 0.592 0.065 0.00 7.83 7.83 26485. 0.608 0.077 0.00 8.04 8.04 27195. 0.624 0.086 0.00 8.24 8.24 27872. 0.640 0.093 0.00 8.44 8.44 28548. 0.655 0.100 0.00 8.65 8.65 29259. 0.672 0.105 0.00 8.85 8.85 29935. 0.687 0.111 0.00 9.05 9.05 30612. 0.703 0.116 0.00 9.26 9.26 31322. 0.719 0.121 0.00 9.46 9.46 31998. 0.735 0.125 0.00 9.67. 9.67 32709. 0.751 0.130 0.00 9.87 9.87 33385. 0.766 0.134 0.00 10.07 10.07 34062. 0.782 0.138 0.00 10.28 10.28 34772. 0.798 0.141 0.00 10.48 10.48 35449. 0.814 0.145 0.00 10.68 10.68 36125. 0.829 0.149 0.00 10.89 10.89 36835. 0.846 0. 152 0.00 11.09 11.09 37512. 0.861 0.156 0.00 11.29 11.29 38188. 0.877 0.159 0.00 11.50 11.50 38899. 0.893 0.162 0.00 11.70 11.70 39575. 0.909 0.165 0.00 11. 90 11.90 40252. 0.924 0.168 0.00 12.00 12.00 40590. 0.932 0.170 0.00 12.10 12.10 40928. 0.940 0.479 0.00 12.20 12.20 41267. 0.947 1.040 0.00 12.30 12.30 41605. 0.955 1.770 0.00 12.40 12.40 41943. 0.963 2.570 0.00 12.50 12.50 42281. 0.971 2.850 0.00 12.60 12.60 42620. 0.978 3.110 0.00 12.70 12.70 42958. 0.986 3.340 0.00 12.80 12.80 43296. 0.994 3.560 0.00 12.90 12.90 43634. 1.002 3.770 0.00 13.00 13.00 43973. 1.009 3.970 0.00 13.10 13.10 44311. 1.017 4.150 0.00 13.20 13.20 44649. 1.025 4.330 0.00 13.30 13.30 44987. 1.033 4.500 0.00 13.40 13.40 45326. 1.041 4.660 0.00 13.50 13.50 45664. 1.048 4.820 0.00 13.60 13.60 46002. 1.056 4.980 0.00 13.70 13.70 46340. 1.064 5.120 0.00 13.80 13.80 46679. 1.072 5.270 0.00 Duration Comparison Anaylsis Base File: predev.tsf New File: rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- CutoffBase New %Change Probability Base New %Change 0.049 1 0.90E-02 0.65E-02 -28.4 1 0.90E-02 0.049 0.044 -9.3 0.062 1 0.62E-02 0.60E-02 -2.9 1 0.62E-02 0.062 0.054 -12.6 0.075 1 0.47E-02 0.50E-02 4.8 1 0.47E-02 0.075 0.078 3.1 0.088 1 0.36E-02 0.35E-02 -4.9 1 0.36E-02 0.088 0.087 -1.2 0.102 1 0.28E-02 0.25E-02 -10.4 1 0.28E-02 0.102 0.097 -5.1 0.115 1 0.22E-02 0.19E-02 -14.9 1 0.22E-02 0.115 0.107 -7.0 0.128 1 0.15E-02 0.13E-02 -11.2 1 0.15E-02 0.128 0.124 -3.2 0.141 1 0.96E-03 0.65E-03 -32.2 1 0.96E-03 0.141 0.134 -4.8 0.154 1 0.59E-03 0.39E-03 -33.3 1 0.59E-03 0.154 0.147 -5.1 0.167 1 0.34E-03 0.65E-04 -81.0 1 0.34E-03 0.167 0.156 -6.9 0.181 1 0.21E-03 0.00E+00 -100.0 1 0.21E-03 0.181 0.160 -11.2 0.194 1 0.16E-03 0.00E+00 -100.0 1 0.16E-03 0.194 0.163 -16.1 0.207 1 0.82E-04 0.00E+00 -100.0 1 0.82E-04 0.207 0.167 -19.5 Maximum positive excursion = 0.002 cfs ( 3.1%) occuring at 0.075 cfs on the Base Data:predev.tsf and at 0.078 cfs on the New Data:rdout.tsf Maximum negative excursion = 0.050 cfs (-23.0%) occuring at 0.219 cfs on the Base Data:predev.tsf and at 0.168 cfs on the New Data:rdout.tsf WETPOND CALCULATIONS The following calculation is per Section 6.4.1 of the KCSWDM. Runoff Volume = Vr = (0. 9Ai + 0.25Atg + O.10Atf + 0.01Ao) x (R/12) Ai= 79956 sf Atg= 71642 sf Atf=O Ao=O R=.47 Vr = [ (0. 9) (79956) + (0.25) (71642) + 0 + 0) x ( .47/12) = 3520 cf Wetpool Volume Vb = f(Vr) f=3 Vr=3520 cf Vb = 3x3520 = 10560 cf Wetpool volume = 33' x 102.5' x 3.5' = 11839 cf, thus satisfying the volume required. GEOTECHNICAL ENGINEERING STUDY 15-LOT RESIDENTIAL DEVELOPMENT 101XX SE 194'" PLACE RENTON,WASHINGTON L&A Job No. 5AO30 Date: April 1, 2005 Prepared for: Mr. Satwant Singh c/o Cramer Northwest, Inc. 945 North Central Avenue, Suite 104 Kent, WA 98032 Prepared By: Liu&Associates, Inc. 19213 Kenlake Place NE Kenmore, Washington 98028 LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology Earth Science April 1, 2005 Mr. Satwant Singh c/o Ms. Aleanna Kondelis Cramer Northwest, Inc. 945 North Central Avenue, Suite 104 Kent, WA 98032 Dear Mr. Singh: Subject: Geotechnical Engineering Study 15-Lot Residential Development 101xx SE 194th Place Renton, Washington L&A Job No. 5A030 INTRODUCTION We have completed a geotechnical engineering study for the site of the subject project, located in the unincorporated King County, Washington,just south of the city limit of Renton. The general location of the project site is shown on Plate 1 —Vicinity Map. We understand that the proposed project for the site is to develop its northern portion into 15 single-family residential building lots with supporting infrastructure. The purpose of this study is to characterize the subsurface conditions of the proposed development area of the site and provide geotechnical recommendations for site grading, erosion abatement, slope stabilization, surface and ground water control, foundation design and construction, etc., for the proposed development. Presented in this report are our findings and recommendations. PROJECT DESCRIPTION For our use in this study, we were provided with a plat plan and a topographic survey plan of the site, prepared by Cramer Northwest, Inc. According to these plans, the site is bisected a steep, 19213 Kenlake Place NE - Kenmore, Washington 98028 Phone (425) 483-9134 - Fax (425) 486-2746 April 1, 2005 15-Lot Residential Development L&A Job No. 5AO30 Page 2 northwest-trending gully. We understand that only the portion of the site north of this gully and its buffer (50-foot setback) zone will be developed, while the remaining area of the site will be left undisturbed. The proposed development area will be platted into 15 single-family residential building lots, with an access roadway and related underground utilities. We anticipate some cut and fill will be required for site grading of the proposed development. A drainage tract is located at the southwest corner of the development area for disposing stormwater collected over the site. SCOPE OF SERVICES Our scope of services for this study comprises specifically the following: 1 Review the geologic and soil conditions at the site based on a published geologic map. 2. Explore the site for subsurface conditions with backhoe test pits to a firm bearing soil stratum or to the maximum depth (about 12 feet) capable by the backhoe used for excavating the test pits, whichever occurs first. 3. Perform necessary geotechnical analyses, and provide geotechnical recommendations for site grading, erosion abatement, slope stabilization, surface and ground water control, and foundation design and construction, based on subsurface conditions encountered in the test pits and results of our geotechnical analyses. 4. Prepare a written report to present our findings, conclusions, and recommendations. SITE CONDITIONS SURFACE CONDITIONS The site is a rectangular-shaped tract of land, totaling about 6.0 acres in size. It is situated on a broad, moderate to steep, westerly-declining hillside. The steep-sloped area of the site southwest of and include the steep gully and its buffer zone will remain undisturbed. The terrain of the remaining area to be developed generally slopes down westerly at aboutl 1 to 25 percent grade. LIU & ASSOCIATES, INC. April 1, 2005 15-Lot Residential Development L&A Job No. 5AO30 Page 3 The site is currently vacant. It appears the area to be developed was previously cleared and is now over-grown with tall grass and berry bushes, with some mature evergreen trees dotting the eastern and southern perimeters of the cleared area. GEOLOGIC SETTING The Geologic Map of the Renton Quadrangle, King County, Washington, by D. R. Mullineaux, published by U. S. Geological Survey in 1965, was referenced for the geologic and soil conditions at the site. According to this publication,the surficial soil unit at and in the vicinity of the subject site is mapped as Ground Moraine (Qgt). The geology of the Puget Sound Lowland has been modified by the advance and retreat of several glaciers in the past and subsequent deposits and erosion. The latest glacier advanced to the Puget Sound Lowland is referred to as the Vashon Stade of the Fraser Glaciation, which has occurred during the later stages of the Pleistocene Epoch and retreated from the region some 14,500 years ago. The ground moraine deposits are mostly thin ablation till over lodgmont till, deposited by Puget glacial lobe of the Vashon Stade of the Fraser Glaciation. The lodgmont till is generally a compact mixture of unsorted clay, silt, sand, gravel and cobble, commonly referred to as "hard pan". The ablation till is similar to lodgmont till, but is much less compact and coherent. The thickness generally varies from 2 to 4 feet for ablation till, and 5 to 30 feet for lodgmont till. The lodgmont till is practically impervious, except local lenses of sand and gravel. It has the strength of a low-grade concrete and can stand in a steep natural or cut slope for a long period. The lodgmont till can provide excellent foundation support with little settlement expected. The overlying ablation till is generally in a looser state, and is more compressible and permeable. LIU & ASSOCIATES, INC. April 1, 2005 15-Lot Residential Development L&A Job No. 5AO30 Page 4 SOIL CONDITIONS Subsurface conditions of the subject site were explored on March 29, 2005, with nine test pits. The test pits were excavated with a track-mounted backhoe to depths from 5.5 to 10.5 feet. The approximate locations of the test pits are shown on Plate 2 - Site and Exploration Location Plan. The test pits were located with either a tape measure or by visual reference to existing topographic features in the field and on the topographic survey map, and their locations should be considered only accurate to the measuring method used. A geotechnical engineer from our office was present during subsurface exploration, who examined the soil and geologic conditions encountered and completed logs of test pits. Soil samples obtained from each soil unit in the test pits were visually classified in general accordance with United Soil Classification System, a copy of which is presented on Plate 3. Detailed descriptions of soil units encountered during site exploration are presented in the test pit logs on Plates 4 through 8. The test pits revealed that the site is mantled by a layer of loose, organic topsoil, from 1.2 to 2.0 feet thick. The topsoil is underlain by a layer of weathered soils of brown to orange-brown to light-brown, medium-dense, silty fine sand, from 2.5 to 3.6 feet thick. This layer of weathered soils is mostly underlain to the depths explored by a brown-gray to light-gray Advance Outwash deposit of dense, clean to slightly silty, fine to medium sand, with occasional cobble, except in Test Pit 1 where the weathered soils were found underlain by a lodgmont till deposit of light- gray, dense to very-dense, weakly-cemented, silty fine sand, with a trace of fine gravel. In Test Pits 4, 6 and 8, the soils in the top few inches of the advance outwash deposit were found to be very weakly cemented, indicating the lodgmont till layer just pinches out over some areas of the site. LIU & ASSOCIATES, INC. April 1, 2005 15-Lot Residential Development L&A Job No. 5AO30 Page 5 The advance outwash deposits underlying the site are stratified sand and gravel with minor amounts of silt and clay, deposited by the meltwater of advancing glacial ice. Due to its generally granular composition, the advance outwash unit is of moderate to high permeability and generally drains well. The advance outwash deposits are glacially overridden and are generally dense to very dense in their natural, undisturbed state, except the exposed top 3 to 5 feet which may be weathered to a medium-dense state. It can stand in steep cuts or natural slopes when undisturbed. When exposed on steep slopes of poor vegetation cover and subjected to storm runoff, the surficial soils of the advance outwash deposits can be gradually eroded and slough to a flatter inclination. The advance outwash deposits in their native, undisturbed state can provide very good foundation support with little settlement expected for light to moderate residential structures. GROUNDWATER CONDITION Groundwater was not encountered in any of the test pits. Although the spotty impervious lodgmont till deposit would perch stormwater infiltrating into the more permeable surficial topsoil and weathered soils, the moderately permeable advance outwash deposits underlying most of the development area of the site would allow stormwater to seep through easily. This explains why the test pits did not encounter shallow groundwater. Stormwater infiltrating into the advance outwash deposits would perch and accumulate over an underlying impervious silt and clay layer at greater depth. We expect minimal impact on the proposed development by this deeper groundwater. DISCUSSION AND RECOMMENDATIONS GENERAL Based on the soil conditions encountered in our subsurface explorations, it is our opinion that the site is suitable for the proposed development from the geotechnical engineering viewpoint, LIU & ASSOCIATES, INC. April 1, 2005 15-Lot Residential Development L&A Job No. 5AO30 Page 6 provided that the recommendations in this report are fully implemented and observed during construction. The topsoil and unsuitable weak soils in the root zone should be completely stripped within the roadway, the building footprints and where the subgrade soils are to support structural or traffic load. The dense to very-dense lodgmont till and advance outwash soils at shallow depth are of high to moderately high shear strength and can provide very good foundation support to the roadway and buildings with little settlement. Conventional footing foundations placed on or into the underlying dense to very-dense lodgmont till and advance outwash soils may be used for supporting the houses to be constructed on the site. Structural fill, if required for site grading, should be constructed over the underlying dense to very-dense lodgmont till or advance outwash soils following the stripping of surficial unsuitable soils. The on-site soils contain a high percentage of fines, and is sensitive to moisture. It can also be saturated quickly and result in heavy runoff with potential soil erosion over the steeper portion of the site during extended periods of heavy rainstorms. One or multiple lines of trench drains should be installed along the upslope side of the construction areas, as required, to intercept and drain surface runoff and near-surface perched groundwater to minimize soil erosion and facilitate site grading during construction. The trench drains may be constructed by cutting trenches to about 6 to 12 inches into the underlying advance outwash soils, lining the trenches with non- woven filter fabric, and filling the trenches with washed gravel wrapped in the fabric liner. Storm runoff over impervious surfaces, such as roofs and paved roadways, should be collected and discharged into a storm sewer. Concentrated stormwater should not be discharged onto the ground anywhere within the site. LIU & ASSOCIATES, INC. April 1, 2005 15-Lot Residential Development L&A Job No. 5AO30 Page 7 GEOLOGIC HAZARDS Landslide Hazards The proposed development area of the site is underlain at shallow depth by dense to very-dense, lodgmont till and/or advance outwash soils of high shear strength. It is, therefore, unlikely for deep-seated landslides to occur on the site. The surficial topsoil and weather soils are loose to medium-dense, and there is a remote chance that shallow, skin-type mudflows may occur in these soils over steeper areas of the site if they are overly saturated. To mitigate such potential, the vegetation cover over the site beyond construction limits should be maintained, concentrated stormwater should not be discharged onto the ground within the site, and spoil soils and yardwaste should not be disposed of onto the slopes within the site. Erosion Hazard The surficial topsoil and weathered soils over the steeper portion of the site can be easily eroded when stripped of vegetation cover, while the underlying lodgmont till and advance outwash soils are of moderate resistance against erosion. To abate erosion potential in the surficial weaker soils, the vegetation cover outside of construction limits should not be disturbed. Concentrated stormwater should not be discharged onto the ground within the site. Spoil soils and yardwaste should not be disposed of within the site. Storm runoff over impervious surfaces, such as roofs and pavement, should be captured with underground drain line systems tied to roof downspouts and by catch basins installed in pavement, and tightlined to discharge into a storm sewer or a suitable stormwater disposal facility. Unpaved, disturbed ground within the site should be re- vegetated to provide erosion protection. Once the drainage control measures for the roadway and houses are in place after the completion of the proposed development, the amount of surface runoff and near-surface groundwater flow will be reduced, which would further alleviate soil erosion and enhance site stability. LIU & ASSOCIATES, INC. April 1, 2005 15-Lot Residential Development L&A Job No. 5AO30 Page 8 Seismic Hazard The site is underlain at shallow depth by dense to very-dense lodgmont till and/or advance outwash soils of moderately high to high shear strength. These competent soils and the general lack of static groundwater table at shallow depth under the site should make it rather unlikely for such seismic hazard as liquefaction or soil lateral spreading to occur on the site. The proposed houses, however, should be designed for seismic forces induced by strong earthquakes. Based on the soil conditions encountered by the test borings, it is our opinion that Seismic Use Group I and Site Class D should be used in the seismic design of the proposed building in accordance with the 2003 International Building Code (IBC) referenced by the 2003 International Residential Code (IRC). SITE PREPARATION AND GENERAL GRADING Site preparation for the construction of the residences should include clearing and grubbing within construction limits. Loose topsoil and weak soils in the root zone should be completely stripped within the roadway, the building pads of the proposed houses and in other areas subject to traffic and structural loads. The exposed soils should be compacted to a non-yielding state with a vibratory compactor and proof-rolled with a piece of heavy earthwork equipment operated on the site. The on-site soils contain a high percentage of fines and are sensitive to moisture. A layer of clean quarry spalls should be placed over excavated areas and areas of frequent traffic, as required, to protect the subgrade soils from disturbance by construction traffic. Silt fences should be erected along the downslope boundaries of the site to prevent sediments being transported by storm runoff onto adjoining properties or the street. The bottom edge of the silt fence should be embedded in a trench and ballasted with crushed rock or gravel. LIU & ASSOCIATES, INC. April 1, 2005 15-Lot Residential Development L&A Job No. 5AO30 Page 9 STORMWATER DETENTION VAULT A detention vault, if to be constructed in the drainage tract at the southwest corner of the development area to store collected stormwater, may be supported on footing foundations poured into the underlying, dense, advance outwash soils. An allowable soil bearing pressure of 4,000 psf may be used for the design of the footing foundations. A drain line consisting of perforated, rigid PVC, drain pipe or slotted, corrugated ADS, drain pipe, at least 4 inches in diameter, should be installed at a few inches below bottom of the perimeter footings of the vault walls to intercept and drain away groundwater which may flow towards the vault. The drain line should be sloped at one-half percent minimum to generate flow by gravity, and water collected in the drain line should be tightlined to discharge into a storm sewer or a suitable stormwater disposal facility. The drain line should be completely embedded in washed gravel wrapped in a layer of non-woven filter fabric, such as 140N by Mirafi Inc. or approved equal. A vertical drainage blanket at least 12 inches thick, consisting of compacted pea gravel or washed gravel, should be placed against the perimeter vault walls. The remaining backfill should be constructed of structural fill. Alternatively, a vertical drain mat, such as Miradrain 6000 by Mirafi Inc. or equivalent, may be placed against the perimeter vault walls as the vertical drainage blanket. The vertical drainage blanket or drain mat should be hydraulically connected to the drain line at the base of the perimeter walls. Sufficient number of cleanouts at strategic locations should be installed for periodical cleaning of the vault wall drain line to prevent clogging. The perimeter walls of the detention vault will also serve as retaining walls to support cut banks and backfill. The perimeter walls of the vault capped with a lid would be restrained at their top from horizontal movement and should be designed for at-rest lateral soil pressure. For the condition that groundwater behind the perimeter vault walls can be fully drained by the drain line provided at the base of the walls, we recommend an at-rest soil pressure of 50 pcf equivalent LIU & ASSOCIATES, INC. April 1, 2005 15-Lot Residential Development L&A Job No. 5A030 Page 10 fluid density (EFD) be used for the design of vault perimeter walls. To counter the at-rest, a passive lateral soil pressure of 425 pcf EFD may be used, except that the passive pressure within the top 12 inches of the finish subgrade should be ignored. The at-rest soil pressure may also be resisted by the friction force between the footings and the subgrade soils based on a coefficient of friction of 0.60. If the site grade is such that it is not feasible to completely drain groundwater behind the vault walls with a gravity drain line system, the hydrostatic pressure on the perimeter vault walls should also be taken into consideration for the design of the vault perimeter walls. For the condition that a perimeter drain line has to be placed higher than the footing level, the perimeter vault walls should be designed for a lateral soils pressure of 50 pcf EFD above the drain line level and a combined lateral soil and hydrostatic pressure of 80 pcf EFD below the drain line level. The above lateral pressures on the walls may be countered by a passive soil pressure of 500 pcf EFD above the drain line and 250 pcf EFD. The above design parameters are unfactored ultimate values. Proper factors of safety should be applied for the design of the vault walls against sliding and overturning failures. STORMWATER DETENTION POND The cut banks of a detention pond, if to be constructed in the drainage tract at the southwest corner of the development area for storing collected stormwater, should be no steeper than 3H:1V in the surficial topsoil and weathered soils, and no steeper than 2-3/4H:1V in the underlying, dense to very-dense, advance outwash soils. The advance outwash soils are of moderately high permeability, and the pond will have to be lined with plastic liner to hold water. LIU & ASSOCIATES, INC. April 1, 2005 15-Lot Residential Development L&A Job No. 5AO30 Page 11 EXCAVATION AND FILL SLOPES Under no circumstance should excavation slopes be steeper than the limits specified by local, state and federal safety regulations if workers have to perform construction work in excavated areas. Unsupported temporary cuts greater than 4 feet in height should be no steeper than I H:IV in the surficial topsoil and weathered soils of loose to medium-dense silty fine sand, and no steeper than 1/2H:1V in the dense to very-dense, light-gray lodgmont till soils or brown-gray to gray advance outwash soils. Permanent cut banks, other than detention pond slopes, should be no steeper than 2H:IV in the surficial topsoil and weathered soils, no steeper than 1-3/4H:1 V in the underlying lodgmont till and advance outwash soils. The soil units and the stability of cut slopes should be observed and verified by a geotechnical engineer during excavation. Permanent fill embankments required to support structural or traffic loads should be constructed with compacted structural fill placed over proof-rolled, undisturbed, dense to very-dense, lodgmont till and/or advance outwash soils after the unsuitable surficial soils are stripped. Permanent fill to be placed on slopes steeper than 20 percent grade should be retained structurally. Sloping ground exceeding 15 percent grade over which fill is to be placed should be benched with vertical steps no more than 5 feet high after stripping of unsuitable surficial soils. The slope of permanent fill embankments should be no steeper than 2H:IV. Upon completion, the sloping face of permanent fill embankments should be thoroughly compacted to a non- yielding state with a hoe-pack. The above recommended cut and fill slopes are under the assumption that groundwater seepage will not be encountered during construction. If encountered, the construction work should be immediately halted and the slope stability re-evaluated. The slopes may have to be flattened and other measures taken to stabilize the slopes. Storm runoff should not be allowed to flow uncontrolled over the top of cut or fill slopes. One or multiple lines of interceptor trench drains LIU & ASSOCIATES, INC. April 1, 2005 15-Lot Residential Development L&A Job No. 5A030 Page 12 should be installed, as required, on the uphill side of the areas to be graded to intercept and safely drain away surface runoff and near-surface groundwater flow. Permanent cut slopes or fill embankments should be seeded and vegetated as soon as possible for erosion protection and long-term stability, and should be covered with clear plastic sheets, as required, to protect them from erosion by stormwater until the vegetation is fully established. STRUCTURAL FILL Structural fill is the fill that supports structural or traffic load. Structural fill should consist of clean soils free of organic and other deleterious substances and with particles not larger than four inches. Structural fill should have a moisture content within one percent of its optimum moisture content at the time of placement. The optimum moisture content is the water content in the soils that enable the soils to be compacted to the highest dry density for a given compaction effort. The on-site till soils contain a high percentage of fines, and may be used as structural fill only under fair weather condition when its moisture content can be controlled to close to its optimum moisture content. Imported material for structural fill should be clean, free-draining, granular soils containing no more than 5% by weight finer than the No. 200 sieve based on the fraction of the material passing No. 4 sieve, and should have individual particles not larger than four inches. Imported structural fill should be stockpiled and covered separately from the on-site soils. Structural fill should be placed in lifts no more than 10 inches thick in loose state, with each lift compacted to a minimum percentage of the maximum dry density determined by ASTM D 155 7 (Modified Proctor Method) as follows: LIU & ASSOCIATES, INC. April 1, 2005 15-Lot Residential Development L&A Job No. 5AO30 Page 13 Application % of Maximum Dry Density Within building pads 95% Roadway/driveway subgrade 95%for top 2 feet and 90%below Retaining wall backfill 90% Utility trench backfill 95% for top 4 feet and 90%below BUILDING FOUNDATIONS Conventional footing foundations may be used for supporting the houses to be constructed on the site. The footing foundations should be placed on or into the underlying, dense to very-dense lodgmont till or advance outwash soils, or on structural fill placed over these competent undisturbed soils. Water should not be allowed to accumulate in excavated footing trenches. Disturbed soils in footing trenches should be completely removed down to firm native prior to pouring concrete for the footings. If the above recommendations are followed, our recommended design criteria for footing foundations are as follows: • The allowable soil bearing pressure for footing foundations, including dead and live loads, should be no greater than 3,000 psf if supported on undisturbed dense to very- dense native soils and no greater than 2,500 psf if supported on structural fill placed over firm undisturbed soils. The footing bearing soils should be verified on-site by a geotechnical engineer after the footing trenches are excavated and before the footings poured. • The minimum depth to bottom of perimeter footings below adjacent final exterior grade should be no less than 18 inches. The minimum depth to bottom of the interior footings below top of floor slab should be no less than 12 inches. LIU & ASSOCIATES, INC. April 1, 2005 15-Lot Residential Development L&A Job No. 5A030 Page 14 • The minimum width should be no less than 16 inches for continuous footings, and no less than 24 inches for individual footings. A one-third increase in the above recommended allowable soil bearing pressure may be used when considering short-term, transitory, wind or seismic loads. For footing foundations designed and constructed per recommendations above, we estimate that the maximum total post- construction settlement of the buildings should be 1/2 inch or less and the differential settlement across building width should be 3/8 inch or less. Lateral loads on buildings can be resisted by the friction force between the foundations and the subgrade soils or the passive earth pressure acting on the below-grade portion of the foundations. For the latter, the foundations must be poured "neat" against undisturbed soils or backfilled with a clean, free-draining, compacted structural fill. We recommend that an equivalent fluid density (EFD) of 350 pcf (pounds per cubic foot) for the passive earth pressure be used for lateral resistance. The above passive pressure assumes that the backfill is level or inclines upward away from the foundations for a horizontal distance at least twice the depth of the foundations below the final grade. A coefficient of friction of 0.60 between the foundations and the subgrade soils may be used. The above soil parameters are unfactored values, and a proper factor of safety should be used in calculating the resisting forces against lateral loads on the buildings. BASEMENT AND RETAINING WALLS Basement walls restrained horizontally at the top are considered unyielding and should be designed for a lateral soil pressure under the at-rest condition; while retaining walls free to move at the top should be designed for active lateral soil pressure. We recommend that a lateral soil pressure of 45 and 65 pcf EFD be used for the design of foundation walls with level/descending backslope and rising backslope, respectively; and 35 and 50 pcf EFD for retaining walls with LIU & ASSOCIATES, INC. April 1, 2005 15-Lot Residential Development L&A Job No. 5AO30 Page 15 level/descending backslope and rising backslope, respectively. To counter the active soil or at- rest pressure, a passive lateral soil pressure of 400 pcf EFD may be used, except that the passive pressure within the top 12 inches of the finish subgrade should be ignored. The above passive pressure assumes that the backfill is level or inclines upward away from the walls. The above lateral soil pressures are under the assumption that groundwater behind the walls is fully drained. To resist against sliding, the friction force between the footings and the subgrade soils may be calculated based on a coefficient of friction of 0.60. The above soil parameters are ultimate values, and proper factors of safety should be used in the design of the basement and retaining walls against sliding and overturning failures. Basement walls or retaining walls may be supported on footing foundations seated on or into the underlying very-dense fresh till or very- hard transitional beds soils, with an allowable soil bearing pressure not to exceed 3,000 psf. A vertical drainage blanket consisting of at least 12-inch-thick free-draining pea gravel or washed gravel should be placed against foundation and retaining walls to prevent accumulation of groundwater behind and buildup of hydrostatic pressure against the walls. The remaining backfill should consist of structural fill constructed per recommendations in the STRUCTURAL FILL section of this report. The top 12 inches of backfill should consist of compacted, clean, on- site soils. The backfill material for the foundation and retaining walls should be compacted with a hand-operated compactor. Heavy compaction equipment should not be allowed closer to the walls than a horizontal distance equal to the wall heights. A footing drain, as recommended in the DRAINAGE CONTROL section of this report, should also be provided for foundation and retaining walls. SLAB-ON-GRADE FLOORS Stab-on-grade floors, if used, should be placed on firm subgrade prepared as outlined in the SITE PREPARATION AND GENERAL EARTHWORK and the STRUCTURAL FILL sections of LIU & ASSOCIATES, INC. April 1, 2005 15-Lot Residential Development L&A Job No. 5AO30 Page 16 this report. Where moisture control is critical, the slab-on-grade floors should be placed on a capillary break which is in turn placed on the compacted subgrade. The capillary break should consist of a minimum four-inch-thick layer of clean, free-draining, 7/8-inch crushed rock, containing no more than 5 percent by weight passing the No. 4 sieve. A vapor barrier, such as a 6-mil plastic membrane, may be placed over the capillary break, as required, to keep moisture from migrating upwards. DRAINAGE CONTROL Building Footprint Excavation Heavy runoff and near-surface perched groundwater may be encountered during and after heavy rainstorms. If encountered, the bottom of building footprint excavation should be sloped and ditches excavated along the bases of the cut banks to direct runoff and groundwater into a sump pit from which water can be pumped into a storm sewer. The inlet of the storm sewer should be covered by a filter sack to keep sediments from entering the storm sewer system. A layer of 2- inch crushed rock should be placed over undisturbed subgrade soils supporting footings and on- grade slabs, as required, to protect the soils from disturbance by construction traffic. Surface Drainage Water should not be allowed to stand in any areas where footings, slabs, or pavement is to be constructed. Final site grades should allow storm runoff to flow away from the building. We recommend the finish ground be sloped at a gradient of 3 percent minimum for a distance of at least 10 feet away from the building, except in the areas to be paved. Runoff over Impervious Surfaces Storm runoff over impervious surfaces, such as roofs and driveway pavement, should be collected by underground drain line systems connected to downspouts and by catch basins LIU & ASSOCIATES, INC. April 1, 2005 15-Lot Residential Development L&A Job No. 5AO30 Page 17 installed in the roadway pavement. Stormwater thus collected should be tightlined to discharge into a storm sewer or a suitable stormwater disposal facility. Sufficient numbers of cleanouts at strategic locations should be provided to the underground drain line systems to allow for periodical cleaning of the drain lines. Footing Drains A subdrain should be installed around the perimeter footings of the proposed houses and along the base of retaining walls. The subdrains should consist of a 4-inch-minimum-diameter, perforated, rigid, drain pipe, laid a few inches below bottom of the building perimeter footings or retaining wall footings. The trenches and the drain lines should have a sufficient gradient to generate flow by gravity. The drain lines should be embedded in washed gravel completely wrapped in non-woven filter fabric to within about 12 inches of finish grade. The remaining trenches may be backfilled with clean on-site soils. Sufficient numbers of cleanouts at strategic locations should be provided to the footing drain lines to allow for their periodical cleaning and maintenance. Water collected by the footing drains should be tightlined, separately from the roof and surface stormwater drain systems, to discharge into a storm sewer. RISK EVALUATION STATEMENT The site is underlain by dense to very-dense fresh till and/or advance outwash soils at shallow depth. These soils are of high shear strength and have good resistance against deep-seated slope failures. The key to maintain stability of the site is to have proper and adequate erosion and drainage control. It is our opinion that if the recommendations in the report are fully implemented and observed during construction and after the completion of the development, the areas disturbed by construction will remain stable and will not increase the potential for soil movement. In our opinion, the risk of damage to the proposed development and from the development to adjacent properties from soil instability should be minimal. LIU & ASSOCIATES, INC. April 1, 2005 15-Lot Residential Development L&A Job No. 5A030 Page 18 LIMITATIONS This report has been prepared for the specific application to this project for the exclusive use by Mr. Satwant Singh, and his associates, representatives, consultants and contractors. We recommend that this report, in its entirety, be included in the project contract documents for the information of the prospective contractors for their estimating and bidding purposes. The conclusions and interpretations in this report, however, should not be construed as a warranty of the subsurface conditions. The scope of this study does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in this report for design considerations. Our recommendations and conclusions are based on the geologic and soil conditions encountered in the test borings, and our experience and engineering judgment. The conclusions and recommendations are professional opinions 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. No warranty, expressed or implied, is made. The actual subsurface conditions of the site may vary from those encountered by the test pits. The nature and extent of such variations may not become evident until construction starts. If variations appear then, we should be retained to re-evaluate the recommendations of this report, and to verify or modify them in writing prior to proceeding further with the construction. LIU & ASSOCIATES, INC. April 1, 2005 15-Lot Residential Development L&A Job No. 5AO30 Page 19 CLOSURE We are pleased to be of service to you on this project. Please feel free to call us if you have any questions regarding this report or need further consultation. w Yours very truly, f, r LIU SSOCIATES INC. J. S. (Julian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer eXP s 7ti7f ®j Eight plates attached LIU & ASSOCIATES, INC. { ,.�,. N� 3 SE 179TH PL w 4 W a $T( tx SE SEBoiH sE 179TNrISS'°4 RD `'00,�.Y £z r` 4a •I$ ST�� SE180TH PL ST SE SE 180TH ST)�1 'ST ] ` ^*7*p� h ��^ 18tST si=�w3 _ SE IBIS, -< vl sr SE < 182ND, 'al ST 1 QI 3., t?�.z„�'•;Y'" �T A� f�axY $ �iP 1 � � a *C A 1.1 '1 N LLJ I I y 45TH`PL ' ate, ? 't _ N SE 183RD 3 cr �-1'^ SE 32 co `'a4. 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ST I- 216TN_ d N Q ti a, F N ae o 1Y-� ----5----- 218TH ST a c Q a z18M T 21 �� 7TH ST F� 219TH PL 219Tr» Z18fX!Ltg SE 218TH PL SE ' m d'<I �I SE gT4TH w s si __.. PL 5E VICINITY MAP LIU & ASSOCIATES, INC. 15—LOT RESIDENTIAL DEVELOPMENT 101 XX SE 194TH PLACE Geotechnical Engineering-Engineering Geology Earth Science RENTON, WASHINGTON JOB NO. 5AO30 I DATE 3/24/2005 1 PLATE 1 374 / N) � L I I �i � w I I i J S00'23'31"W 638.02' 370 Z ' 144.54' F— d 3 74 FINOD FENC—� 4 .48' _ �� 366364� , W Z 372 = — — FAt N WOOD E F 00EN — _ 360 Z W 0 _ 68- 66 --- f -- _Y W Z o �-. "l- 58 _O 2 o J54 < � cv / � S UO � 368- �--. ------� --.� 36 ASO U W F— M 366 --- 362 (`n �' ,cc. O�,a 4 6 0 w Z 364 /- _ ��1 4� z p = _ 362 0 7 3,38 J cn UJ iI�I O36 �' 46 O Q � QQ 358 f� �— F— r" 0 � Q 56 E ti O W co Z 4 SZ 1°12, -�— _j o X O W Z 0 / I REA NOT IN 40% SLOP : 344 z 360 134,059t SO. FT. 3A2 \ )ribI '� (3.08 t ACRES) J� 4 � T-\ o W O �5A I �521 340 / ,h� � p O� N ~ z 3g0 W 338 O 336 elk SENSITNE AREA TRACT z 127,273t S0. FT. a, Tf>__2 328 294 � (2.92t ACRES) 330 2g�_� w 3 Q1 1 372N 304 20 r 300 r J22 2 320 'a 3j4 31 4-- / 3 I � Ig I 312 3� �1 G m 30 10 o - - - - - - 230.75' — z _ � - �"r 406.03' I --- PARCEL C -�� - ' _ / U 0 0 ,---.wa -�_ r� r, r / N00"23'31"E 636.77' � � 295 294= 292= 290 288— 2�'36— 284 ry �o _- 2 CASCADE SEWER DISTRICT OD F c) EASEMENT NO. 2 N REC. f8008O4OO86 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP GROUP NAME SYMBOL GRAVEL CLEAN GW WELL-GRADED GRAVEL, FINE TO COARSE GRAVEL COARSE- MORE THAN 50%OF GRAVEL GP POORLY-GRADED GRAVEL GRAINED COARSE FRACTION GRAVEL WITH GM SILTY GRAVEL SOILS RETAINED ON NO. 4 SIEVE FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL-GRADED SAND, FINE TO COARSE SAND MORE THAN 50% MORE THAN 50%OF SAND SP POORLY-GRADED SAND RETAINED ON THE COARSE FRACTION SAND WITH SM SILTY SAND NO. 200 SIEVE PASSING NO.4 SIEVE FINES SC CLAYEY SAND FINE- SILT AND CLAY INORGANIC ML SILT GRAINED LIQUID LIMIT CL CLAY SOILS LESS THAN 50% ORGANIC OL ORGANIC SILT,ORGANIC CLAY MORE THAN 50% SILTY AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT PASSING ON THE LIQUID LIMIT CH CLAY OF HIGH PLASTICITY, FAT CLAY N0. 200 SIEVE 50%OR MORE ORGANIC OH ORGANIC SILT,ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT AND OTHER HIGHLY ORGANIC SOILS NOTES: SOIL MOISTURE MODIFIERS: 1. FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINATION DRY-ABSENCE OF MOISTURE, DUSTY,DRY TO OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488-83. THE TOUCH 2. SOIL CLASSIFICATION USING LABORATORY TESTS IS BASED SLIGHTLY MOIST-TRACE MOISTURE, NOT DUSTY ON ASTM D2487-83. MOIST-DAMP, BUT NO VISIBLE WATER 3, DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE VERY MOIST-VERY DAMP, MOISTURE FELT TO THE TOUCH BASED ON INTERPRETATION OF BLOW-COUNT DATA,VISUAL WET-VISIBLE FREE WATER OR SATURATED, APPEARANCE OF SOILS,AND/OR TEST DATA. USUALLY SOIL IS OBTAINED FROM BELOW WATER TABLE LIU & ASSOCIATES, INC. UNIFIED SOIL CLASSIFICATION SYSTEM Geotechnical Engineering Engineering Geology Earth Science PLATE 3 TEST PIT NO. 1 Logged By: JSL Date: 3/29/2005 Ground El. 371.8' ± Depth USCS Sample W Other ft. CLASS. Soil Description No. % Test OL Tall grass on surface 1 Dark-brown, loose, organic, silty fine SAND, trace gravel,with fine roots, moist(TOPSOIL) 2 SM Light-brown, medium-dense, silty fine SAND, trace gravel, moist 3 4 SM Light-gray, dense to very-dense, silty fine SAND, trace gravel, 5 weakly cemented, moist(LODGMONT TILL) 6 7 Test pit terminated @ 5.5 ft, groundwater not encountered. 8 9 10 TEST PIT NO. 2 Logged By: JSL Date: 3/29/2005 Ground El. 335.0' ± Depth USCS Sample W Other ft. CLASS Soil Description No. % Test OL Tall grass on surface 1 Dark-brown, loose, organic, silty fine SAND, trace gravel,with fine roots, moist(TOPSOIL) 2 SM Light-brown, medium-dense, silty fine SAND, trace to some gravel, 3 occasional cobble, moist 4 5 6 SM/SP Brown-gray, dense, slightly silty, fine to medium SAND,trace to some gravel, moist(ADVANCE OUTWASH) 7 8 9 Test pit terminated @ 7.5 ft, groundwater not encountered. 10 TEST PIT LOGS LIU & ASSOCIATES, INC. 15-LOT RESIDENTIAL DEVELOPMENT 101XX SE 194TH PLACE Geotechnical Engineering Engineering Geology Earth Science RENTON, WASHINGTON JOB NO. 5AO30 DATE 3/29/05 1 PLATE 4 TEST PIT NO. 3 Logged By: JSL Date: 3/29/2005 Ground El. 308.5' ± Depth USCS Sample W Other ft. CLASS. Soil Description No. % Test OL Tall grass on surface 1 Dark-brown, loose, organic, silty fine SAND, trace gravel, with fine roots, moist (TOPSOIL) 2 SM Light-brown, medium-dense, silty fine SAND, trace to some gravel, occasional cobble, moist 3 4 5 SM/SP Brown-gray, dense, slightly silty, fine to medium SAND, trace to 6 some gravel, moist(ADVANCE OUTWASH) 7 8 9 Test pit terminated @ 7.0 ft, groundwater not encountered. 10 TEST PIT NO. 4 Logged By: JSL Date: 3/29/2005 Ground El. 312.0' ± Depth USCS Sample W Other ft. CLASS. Soil Description No. % Test OL Tall grass on surface 1 Dark-brown, loose, organic, silty fine SAND,trace gravel, with fine roots, moist(TOPSOIL) 2 SM Brown, medium-dense, silty fine SAND,Trace gravel and occasional cobble, moist 3 4 5 SM Light-gray, dense, silty to slightly silty, fine to medium SAND, trace 6 to some gravel, top few inches weakly cement, moist (ADVANCE OUTWASH) 7 8 9 Test pit terminated @ 7.0 ft, groundwater not encountered. 10 TEST PIT LOGS LIU & ASSOCIATES, INC. 15-LOT RESIDENTIAL DEVELOPMENT 101XX SE 194TH PLACE Geotechnical Engineering Engineering Geology Earth Science RENTON, WASHINGTON J06 No 5A030 DATE 3/29/05 1 PLATE 5 TEST PIT NO. 5 Logged By: JSL Date: 3/29/2005 Ground El. 332.3' ± Depth USCS Sample W Other ft. CLASS. Soil Description No. % Test OL Tall grass on surface 1 Dark-brown, loose, organic, silty fine SAND, trace gravel, with roots to 0.5-inch diameter, moist(TOPSOIL) 2 SM Light-brown, medium-dense, silty fine SAND, trace gravel, moist 3 4 5 6 SM/SP Light-gray, dense, slightly silty, fine to coarse SAND, trace gravel, 7 moist(ADVANCE OUTWASH) 8 9 10 Test pit terminated @ 9.5 ft, groundwater not encountered. 11 TEST PIT NO. 6 Logged By: JSL Date: 3/29/2005 Ground El. 307.0' ± Depth USCS Sample w Other ft. CLASS. Soil Description No. % Test OL Tall grass on surface 1 Dark-brown, loose, organic, silty fine SAND, trace gravel,with fine roots moist TOPSOIL) 2 SM Orange-brown, medium-dense, silty fine SAND,trace gravel, moist cobble, moist 3 4 SM Brown-gray, dense, silty to slightly silty, fine to medium SAND,trace 5 to some gravel, occasional cobble, top few inches weakly cement, moist(ADVANCE OUTWASH) 6 7 8 9 10 11 Test pit terminated @ 10.5 ft, groundwater not encountered. 12 TEST PIT LOGS LIU & ASSOCIATES, INC. 15-LOT RESIDENTIAL DEVELOPMENT 101XX SE 194TH PLACE Geotechnical Engineering Engineering Geology Earth Science RENTON, WASHINGTON JOB NO. 5AO30 DATE 3/29/05 PLATE 6 TEST PIT NO. 7 Logged By: JSL Date: 3/29/2005 Ground El. 337.0' ± Depth USCS Sample W Other ft. CLASS. Soil Description No. % Test OL Tall grass on surface 1 Dark-brown, loose, organic, silty fine SAND, trace gravel, with fine roots, moist(TOPSOIL) 2 SM Brown-gray, medium-dense, silty fine SAND, trace gravel, moist 3 4 SM/SP Light-gray, dense, slightly silty, fine to medium SAND, trace to 5 some gravel, top few inches weakly cemented, moist (ADVANCE OUTWASH) 6 7 8 9 Test pit terminated @ 7.0 ft, groundwater not encountered. 10 TEST PIT NO. 8 Logged By: JSL Date: 3/29/2005 Ground El. 361.8' ± Depth USCS Sample W Other it. CLASS. Soil Description No. 1 % Test OL Tall grass on surface 1 Dark-brown, loose, organic, silty fine SAND,trace gravel,with fine roots, moist(TOPSOIL) 2 SM Light-b-brown, medium-dense, silty fine SAND,trace gravel, moist 3 4 5 — SM Light-gray, dense, silty to slightly silty, fine to medium SAND, trace 6 to some gravel, top few inches weakly cement, moist (ADVANCE OUTWASH) 7 8 9 Test pit terminated @ 8.0 ft, groundwater not encountered. to TEST PIT LOGS LIU & ASSOCIATES, INC. 15-LOT RESIDENTIAL DEVELOPMENT 101 XX SE 194TH PLACE Geotechnical Engineering Engineering Geology Earth Science RENTON, WASHINGTON JOB NO. 5A030 DATE 3/29/05 1 PLATE 7 TEST PIT NO. 9 Logged By: JSL Date: 3/29/2005 Ground El. 368.0' ± Depth USCS Sample W Other ft. CLASS. Soil Description No. % Test OL Tall grass on surface 1 Dark-brown, loose, organic, silty fine SAND, trace gravel, with roots to 0.5-inch diameter, moist(TOPSOIL) 2 SM Orange-brown, medium-dense, silty fine SAND, trace gravel, moist 3 Brown-gray, medium-dense to dense, silty fine to medium SAND, 4 trace gravel, moist 5 6 7 SM/SP Light-gray, dense, slightly silty, fine to medium SAND, trace to some gravel, moist (ADVANCE OUTWASH) 8 9 Test pit terminated @ 8.0 ft, groundwater not encountered. 10 TEST PIT NO. Logged By: Date: Ground El. ± Depth USCS Sample W Other ft. CLASS. Soil Description No. % Test 1 2 3 4 5 6 7 8 9 10 TEST PIT LOGS LIU & ASSOCIATES, INC. 15-LOT RESIDENTIAL DEVELOPMENT 101XX SE 194TH PLACE Geotechnical Engineering Engineering Geology Earth Science RENTON, WASHINGTON JOB NO. 5AO30 DATE 3/29/05 PLATE 8 CONCEPTUAL DRAINAGE PLAN i =40„ ' N FOR VIEWPOINT PLAT GRAPHIC SCALE L 0 CA TED IN THE N. W. >/4, OF THE N. W. 114, OF SECTION 5, TOWNSHIP 22 NORTH, RANGE 5 EAST, W. M. , 40 0 40 KING COUNTY, WA SHING T ON e MATCH LINE P.S.P.L. EAS MENT NO. 1 REC. #5390493 z w I I TO BE RELOCATE Q ; nr4ist t 515 rl` I CL iCirrR `2 '6 HIGH CHAINLINK FENCE I 10 ACCESS EASEMENT �� w la�n�d AW 3tit�p1 tX 5 I CASCADE SEWER DISTRI T 30' INGRESS EGSS E S M NT s a ��18 di86th c EME NU 3 R 04 7 REC42 04G 1 200 7 1 a J - - .oath t g .... ..... •....... ................. .. _ ��........ .. Se 192nd St + 102nd Ave Se � o - _ ti w v - - -� - - - - �6329.07 ' #2 y �• - Si 196thSt O I \ < I �q, g s th St �� aac StT W I LO I OT , LOT ^� �' > p S � 0 1 2 I OT3 I L T 4 I m < W I I w \T �4544t 400 N H N� s a d S, 03r 204th5 w 70\ 50\t 000E 5847E Q. FT. PIPE SCHEDULE ,67JU CB# TYPE LENGTH SLOPE, COMMENTS o S - < sza chat s 3a8 JR . r\ v W SQ. �' 6011 f SQ. FT. S . FT I w w 1 to 2 12" CMP 323 0.31% Q I Q. FT N \ L T 12" CMP 1 ` c�`' �o 4�83� 2 to 3 142 9 5% O N 1 0.4 MI SE 192ND ST & 102ND AVE SE, RENTON, WA �v I TRA T B:I 36V8 SQ. FSS SQ. FT. I 3 to 4 12» CMP 185 12.54% --� VICINITY MAP ; N J CB 10 CB 4 to 5 12 CMP 111' 9.01% ...... ..... LEGAL DESCRIPTION: s o $ ,, - - - - - - 5 to 7 12" CMP 159' 16.67% PARCEL B: S \ o I AY & GB THE WEST 410 FEET OF THE SOUTH 660 FEET OF GOVERNMENT LOT 4, I - I 6 to 7 12 CMP 19 2.63% Y I N DRAINAGE ESMT �...... :.,. n.. Ln � � fE » SECTION 5, TOWNSHIP 22 NORTH, RANGE 5 EAST, WILLAMETTE MERIDIAN, r w _ o:. .:::: I I I SE 19,�,ND STREET 7 to 10 12 CMP 81' 32.7% IN KING GOUNTY, WASHINGTON. CB\ I o �, 462 f I 8 to 9 12 CMP 160 12.50% Lr. N I 9 to 10 12" CMP 122 13.11% BENCI-IMARK: Q CN o I ';:: \ 10 to VAULT 12 CMP 5' 20.00% SET W000 STAKE ON SITE. o I I I I I ' I \ VAULT to 11 12" CMP 27' 0.00% ASSUMED ELEVATION OF 369.67 U.S. FEET Z I N M I LOTiLOT I I 11 to EXIST 12" HDPE 314' 16.88%1'1,08T I LO 15505 4059E o 16 5t07f I :; L T 4 32t 5401 f SQ. FT I I DATUM: SQ. FT. SQ. FT. SQ. FT I S FT. I I ASSUMED _ I_ _I _ - 1 I LOT 1tz I I CONTOUR INTERVAL: a' I I 4 43 I I 2.00 U-S. FEET w 0 CB#11 1 CONTROL STRUCTURE, DTL 2/ CB# TRACT D: RECREATION S F I I I Eti 7069t SQ. FT I , ' ; CB SCHEDULE w a' � x � G SF \ CB# TYPE RIM INVERT LOCATION, COMMENTS .4BBREVZ4TIONS h �q�K l�iy RA...••.A.:.• .•.•.•• 1 I I 1 1 400.00 396.00 BLC - BUILDING CORNER MH - MANHOLE !~� \4 I E L T 11 C _ COMPACT MJ _ MECHANICAL JOINT �J O 1 I I 2 1 401.00 395.00 CB CATCH BASIN OVHD OVERHEAD Q...:.. .;r. S FT. N M i I cn CL _ CLASS PL _ PROPERTY LINE N I'• o I 3 1 387.00 382.20 CO CLEAN OUT R RADIUS Q I D - STORM DRAIN R/W - RIGHT-OF-WAY . . ::: . . : : I I z ►ov 4 1 363.30 359.00 r13 \` :.:.:.:.:..:.:.:.:.:.''.:.. .;.'...;.';.:.:.:..:.:.:.: .:.:.:. ..`� I ca I DDCV - DOUBLE DETECTOR CHECK VALVE S - SANITARY SEWER y a+ 5 1 DI - DUCTILE IRON SO FT - SQUARE FEET O 1- 1 I I 353.20 349.00 DS - DOWNSPOUT S/W - SIDEWALK 04 � G r - � I " D/W - DRIVEWAY TC - TOP OF CURB c \ I 6 2-48 333.36 323.00 EL - ELEVATION TP - TEST PIT C� �' f LOT 12\ i c I o I 7 2-48" 333.36 322.50 ESMT - EASEMENT U.N.O. - UNLESS NOTED OTHERWISE N� \ FD - FOUNDATION DRAIN S - SOUTH 8 2-48" 343.00 332,00 FDC - FIRE DEPT. CONNECTION W - WEST 48 6f I N I FF _ FINISH FLOOR E - EAST q FT. I 9 1 316.00 312.00 SOLID LID FHY - FIRE HYDRANT N _ NORTH , I I� FL FLANGE JOINT NW NORTHWEST SOUTHWEST 10 1 315.00 296.00 - HANDICAP SW - IE/C - INVERT ELEVATION NE - NORTHEAST O 11 2-54" 304.00 296.00 SOLID LID CONTROL STRUCTURE LF _ LINEAR FEET SE - SOUTHEAST V ,� Ems. LIS LANDSCAPING G WLT1 I LEE ND: w N 5 90 I I O 064 1 � � � S T. I I DESCRIPTION N�1P EXISTING a I I \go?I STORM SEWER EX_STORM ° 19 296 ` �T 14 - SANITARY SEWER EX_SEWER '\ 83333� S88'1 1'19"E I I WATER Ex_WATER o SQ. FT. I 109. 14' (DEED) I I ^ AC PAVING .,.. �.:, ,,,�r:., x r� I .� c0 Lo o CB#1 CONC. SIDEWALK i.�:.': v.�:... ... O o o ocV.- TRACT E: �� N xx.xx xx.xx v ul `4 .} I SPOT ELEVATIONS W N SENSITIVE AREA N o 0 0 127,273E ACRES) ) �o I CONTOURS 50 50 Z (2.92 t ACRES) I PARKING \ 5\ Q w Q Z ?g ?g6 O I J N M G] STORM CATCHBASIN OD ® CL MO v '�r, N i 00 STORM CATCHBASIN (ROUND) • SANITARY SEWER MANHOLE ® Q m c0 » IE=243.00 _� I WATER VALVE H o� w E p 12 HDPE SHALL OUTLET I Z ° 0 TO BASE OF SLOPE / FIRE HYDRANT PROVIDE RIP RAP AT OUTLET 2s° I rn 1B 18 ( �• UTILITY POLE ro AND PIPE ANCHORS 2 I -� O0 ALONG UPHILL SLOPE �.E 2�6 I -}.-� V) o 0 o N DECIDUOUS TREE O � O A G Z I I CONIFER TREE o O W 1 j o �. > 000 :i >- O 9 I GUY WIRE POLE Q❑ ce II GUY WIRE V) �" I w Z W W W Y WATER METER �.,.� 0 C W Q ?6? o = U �6a ' _ ti i i AREAS HAVING GREATER ® N o Z ^ UN THAN 4OR SLOPE N 0 2�2 o MATCH LINE rn 2T 3 `jo � ,�° 's s `V Z co V (' rn 1. THE FIRST ANCHOR SHALL BE INSTALLED ON THE FIRST SECTION OF THE LOWER W L N END OF THE PIPE AND REMAINING ANCHORS EVENLY SPACED THROUGHOUT THE CONCEPTUAL DRAINAGE PLAN 00 0 0 INSTALLATION. » ul = o 2. IF THE PIPE BEING INSTALLED HAS A MANHOLE OR CATCH BASIN ON THE LOWER END 1 =4 O m N OF THE PIPE THE FIRST PIPE ANCHOR MAY BE ELIMINATED. Z i 3. ALL PIPE ANCHORS SHALL BE SECURELY INSTALLED BEFORE BACKFILLING AROUND Q m THE PIPE. WO CONCEPTUAL DRAINAGE PLAN DETAILS FOR VIEWPOINT PLA T L 0 CA TED IN THE N. W. 114, OF THE N. W. 114, OF SECTION 5, T 0 WNSHIP 22 NORTH, RANGE 5 EAST, W. M. , KING COUNTY, WA SHING T ON removable watertight frame, grate & solid cover coupling or flange marked DRAIN with locking bolts see note 3 & KCRS 1 2' min' elevation per plans dwgs 2-022, 2-023 1' min. under pavement 16" max. vertical bar 6' min. grate for IH secondary inlet Max. 6 min. Access cover or doors required. plate welded to elbow ELEV=296.00 0 See King County Road Standards for B with orifice as specified elbow restrictor,see detail specifications for manholes and ladders. pipe supports handholds, steps or ventilation pipe (12 min.) ladder see KCRS ELBOW RESTRICTOR DETAIL see Note 6 ladder N TS 1.5 xD dwg. 2-006 A 0. 2" min. min. -°off for vaults >1250 s.f. provide a D outlet pipe inlet �c� = 5' x 10' access door or removable see notes 1 & 5 Pipe �!�_ - panel over lowest portion of vault 3 PO '� "V" shaped invert and elevationshear gate with control ,S M 5 10 grate over second cell bottom P N 1Y rod for t as required ON (rod bent as required � i removable (may be provided by a grated 1 section of pipe v �`t` 49 N baffle c 11 for vertical alignment <v 5' x 10' access door or anel attached by gasketed E with cover) see KCRS ALL NEW HOMES SHALL PROVIDE PERFORATED -- band to allow removal 3 v, - access doors or removable panel 102.5' wetpool length N 12 dwg. 2-026 STUB—OUTS PER DETAIL BELOW. tic WO < restrictor plate / �� PLAN VIEW with orifice diameter as -/ Y Pq NTS specified (not needed if SECTION A—A B ISOMETRIC for spill control only) NTS frame, grate and 13' locking cover marked N TS NOTES: random fill drain (typ.) E WQ design WS=296.00 T2' min. clearance 1. Use a minimum of a 54" diameter type 2 \\//\\//\\//\\//\\//\\//\\ filter fabric-_`- F — -- --- _- - _ - to any portion of frop-T catch basin. /\/\/ 6" erf pipe1-4 3 Z including elbows 2. Outlet Capacity. 100-Year developed 18 min ° a v° ° a°a v° P PiP � 0 v °° o 0 0° ° 1/2'-1' washed rock - ' - - average 1' sediment storage F peak flow. 33 min. (first cell) Z _ 00 ° o °°v° o ° ° ° ° r 4 3. Metal Parts: Corrosion resistant. o o °a o v°°°o o °4 o v W W Non-Galvanized parts erferred. ° ° ° w p �I� ladder--- A Galvanized pipe parts to have asphalt 24" min Q W trowel)fini h 1'= =296.00 OUTLET treatment 1. 5/e(min. sloe WQ design WS V 4. Frame and ladder or steps offset so: x SECTION B—B -- i a — p TRENCH X-SECTION NTS removable A. Cleanout gate is visible from top. baffle J angle as NTS INLET IE=295.0 0 - necessar additional ladder rungs B. Climb down space is clear of riser and O 1 NOTE: capacity of outlet see note (in sets) to allow access demout to sloe —� h first cell sized for pipe designed to peak flow elbow restrictor 2 min. P r`, ,& 1 for WQ vaults 2 — to tanks or vaults when C. Frame is clear of curb. to road "�i64 25% to 35% of ; for conveyance see detail I wetpool volume for combined W.Q. catch is filled with water 5. If metal outlet pipe connects to cement drainage system � �6 ►� and detention vaults concrete pipe: outlet pipe to have smooth Qi 2 min. O.D. equal to concrete pipe I.D. less 1/4" 3' min. gravity drain (if grade allows) place 2' X 10' 6. Provide at least one 3 X .090 gage support bracket anchored to concrete wall. a a 1 as low as grade allows but must PLAN VIEW level trench ~' be 6" min. above the base elevation (maximum 3 -0 vertical spacing) w/perf pipe O 7. Locate elbow restrictor s as necessary to provide minimum clearance as shown. bottom slope 0.5-2% SECTION A—A of vault walls or above sediment N ( ) y p A O x V toward inlet end storage area 8. Locate additional ladder rungs in structures used as access to tanks or vaults to V NTS allow access when catch basin is filled with water. average sediment storage bottom slope 0.5-2% towards outlet PLAN VIEW OF ROOF 1' min. (first cell) �+ ~' �' � end of second cell (recommended) � A D TL 2 2 CONTROL STRUCTURE NTS C D TL > ZZ COMBINED DE TE1�rT TION/WET VA UL T U o NTS NTS D TL 312, PERFORA TED STUB — OUT NTS o 44 V o X v V (n Zo'- LLI 0 0 N Z N o ~�I Z a�0 > H J M C -�--� Go C 0 o Z N Y 0) W 00 W (n o 0 0 X:� rn O 0O o � o �w in Y > V) Q00 a W �J N W � W Id UW U0 LAJ 2U U N 0 � v � 't o LiJ (7) ... W ,T{ Z 00 o O Z N N W M = C) O � O N N O Z Z Q m Cr. O im CONCEPTUAL ROAD IMPR 0 VEMENT & GRADING PLAN „ N GRAPHIC SCALE 1 =40 FOR VIEWPOINT PLA T L 0 CA TED IN THE N. W. >14, OF THE N. W. 114, 40 0 40 OF SECTION 5, T 0 WNSHIP 22 NORTH, RANGE 5 EAST, W. M. , KING COUNTY, WA SHING T ON wMAT LINE E I P.S.P.L.I EAS MENT NO. 1 REC. 5390493 `- w STA 46+17 I S TOP OF WALL 399.80 II Q I BOTTOM OF WALL 398.70 I 1 I RETAINING WALL '_ 100 STA 45+84 I _ ; I °.+' STA 43+81 TOP OF WALL 396.0 6 HIGH CHAINLINK FENCE BOTTOM OF WALL 394.20 ►a- I 1 D' ACCESS EASEMENT TOP OF WALL 375.00 STA 44+92.45� RETAINING WALL / BOTTOM OF WALL 371.30 E 386.00 M \ S; o I + CASCADE SEWER DISTRI T 30 INGRESS EGgESS E S M NT R AINING WALL _ �o EME TN(�3 R 080 7 REC. 2 04�1 200 7 1 RETAINING WALL A I T — — 6+:0 , U w _ I -� 9.07 STA +9 - - - - , — — c~,n N 0 I OP OF ALL�3 .70 0 o I TT M 355. 0 6 ar 2 o I LO I OT I I ,'.. LOT F I w RAVEL W �- 0 2 1 I OT 3 I L T 4 I RFACE W o I w � �oT 5 W 544 t I �� c°,�¢,, o 7000 M °' 5000E OOOf 5847E SQ. FT URBAN SUBACCESS STREET, DTL 2/4 Y 3 N < SQ. FT. SQ. FT I S FT. BACC SS STET, U W SQ. FT. 6011 f \ o I Q. FT w Y U I N I\ I 8$ ° 483t 1 dy N cc R IN TRA T B:I RIVA AC ESS I 1 TA SQ. FT. 1 3668 . - - - SQ FT 42+44E EV 3 7.0 U DRAINAAY & J I .. .... .. :: .... CL i CN E ES MT +00 ;: ;. -E = 52. 4 L 1 : .... :N I r sr 42 15 ST 10 00 SE 192ND STREET 33.5 i OT 8 PRIV TE ACC SS 'a'.. 462 f I e}CQ U 5�REUM MDT 3R 4 77 AD Q. FT. AL rn I STA 91+51 I UR '&I GUTTER RETAININ WALL o - o I N, I IE 34�6.00 , a �'::.':: I W w 18T I LOTI LOT LO 15 "' I I i I O 17 w � 0 50 5 4059E I16 5502E ( 4632E I I I I SO. FT. SQ. FT. 5401 f SQ. FT. S . FT. I I SQ. FT. S A� 1 N 50 1 =351.10 — — — — I T TT M EL.EV=348.20 443 A TRACT D: RECREATION 1 � s A ` 7069f1 SQ. FOP OF WAL �46.00\ TA 41+13 I 1 r S BU/�Di BOTTOM OF ALL 43.0 P OF WALL 7.0Q I I I r� NG TTOM OF W 348 11 ► , � � I 1 0� c� rZ4 w I :::1 :9 ' ::: :.':::: ?• 5 48f 1 I i O w ST 40+31 Q:::' S FT. N TOP OF WALL 344. 0 STA 40 66 I cn / O N BO OM OF ALL 5.90 OF � 3352 00 ( oo I ,� E, w 8 M OF �LL �46 0 1 41 •Qi U, N\ L-D -SAC :: :. a o� D 4 I I U O 0+31 / LOT 12 ST 39 3 1 Off�'F WALL 3400 TO OF ALL 42. '�i8(�TTOM OF WALL 3�0 48 6t w � �i \ FT. I I ry �\ ti9ti BO OM OF W L 33 .12 o w a cc I I N � A \ N \\ \ wLT 1 I I \ 1 jN 5 90 TO BE ALIGNED WITH BELMONT �� \ 304 1 S T. HOMES TALBOT RIDGE ESTATES 1 I 3os \\ PROPOSAL ON ADJACENT SITE I I r•' N E x I 6" CURB \ 5' SIDEWALK ?ss \ �OT 14 20' PAVEMENT I 40? I V \ oNo S88'1 1 '19"E I I W o I pOp SO. FT. 109. 14' (DEED) o I � _ Z+ o w �� / N M x C TRACT E `'�� N o \ I CL Mo N SENSITIVE AREA 00 � � �' I Tn 127,273E SQ. FT. � cnV 1 ^ (2.92f ACRES) I _ m °�d — O O 9? `� 64 CID ° 29U I r w % 3 O m V e = 0 1 N O � U =a o I O Ln O `o C N I O } N 280 I W N v J 1B 278 I > 00 am II of I N W W U J P 1 LJ U O w Q A G I � UN � Z ?s8 I o f N L O Lj CD W O �' ?66 m I Z co ?6 rn� � coU 0 ry Z N N ?� � ) 11 t k - O I I ►� C3 I W I + .� M = O 212 00 O 27 4 NI m N CONCEPTUAL ROAD IMPR 0 VEMENT PLAN a 00 1 " =40 ' ROAD IMPR 0 VEMENT DE TAIL S FOR VIEWPOINT PLAT L 0 CA TED IN THE N. W. 114, OF THE N. W. 114, OF SECTION 5, T 0 WNSHIP 22 NORTH, RANGE 5 EAST, W. M. , KING COUNTY, WA SHING T ON 50' ROW 26' 30' DEDICATION 20' EXISTING ROW MIN. CUf�B 2' MIN. 22' 2' MIN. 4.5' 5' 6 z z w w w wLi W a a 611 EXPANSION JOINT w0 w W 5" 0. . .- . .. ::R IZN 0.02 FT./FT. 0.02 FT./�• 0.05 FT FT J 0.02 FT./FT. ~' �:.. O r . �i, ��• •` •• CAME • .o THICKENED EDGE � ' �.�• SIDEWALK '- • o• THICKENED EDGE • �, • , . � NT CONCRETE � SIDEWALK, DTL 6/ s�0 CONC. VERTICAL CURB 1 1-6n d�Y & GUTTER, DTL 5y4 2" COMPACTED DEPTH CLASS B *NOTE: TOP OF LIP AT DRIVEWAYS. 2" COMPACTED DEPTH CLASS B ASPHALT CONCRETE ASPHALT CONCRETE 1 1/2" MIN. COMPACTED DEPTH CRUSHED NOTE: CEMENT CONCRETE CURB & GUTTER 1 1/2" MIN. COMPACTED DEPTH CRUSHED SURFACING TOP COURSE SEE SEC. 2.09 NOTES: SURFACING TOP COURSE 5" MIN. COMPACTED DEPTH CRUSHED 5" MIN. COMPACTED DEPTH CRUSHED SURFACING BASE COURSE 1. SEE SEC. 3.04 K.C.R.S. FOR JOINT REQUIREMENTS. SURFACING BASE COURSE 2. ROLL GUTTER TO MATCH POSITIVE SUPERELEVATION, rF co N REEQUIRED DEPENDING ON MAY 3. FOR INTEGRAL POUR CONSTRUCTION, 1/4" EDGED GROOVE MAY � �w R QUIREDAL TREATMENT ON MAY CONDITIONS. SEE SEC. 4.02 REPLACE EXPANSION JOINT AT INTERFACE BETWEEN THE CURB CONDITIONS. SEE SEC. 4.02 AND ADJACENT SIDEWALK. DTL > 4 > 02nd AVE SE2 URBAN SUBCOLLECTOR STREET DTL 3 4, PRIVATE ACCESS STREET DTL 5/42 CURB DETAIL w NTS NTS NTS A �' E-� � � � E-, � 1,500' MAX.5 40' (OFFSITE) // p O 32'-8" TO 38'-8" (ONSITE) W 6 OFFSITE 6 CURB 5 -6 4 (OFFSITE) 24' 1 '-8" (ONSITE) 7 ONSITE 5'-6" z ~ � r PLANTING STRIP w L � DUMMY JOINT W -J W w �s. c � � z < �Z Q ISLAND Ja� a R/W LINE ��2 (IF REQUIRED) z � O oz 0 CL o Q ►=-Q aLi o 1/4" "V" GROOVE EXPANSION JOINT I 3 O o w .. a w EDGE OF PAVEMENT o ff 3 - - ►� 0.02 FT•/FT. 0.02 FT./FT SIDEWALK, DTL 6/2 `i' �i, S�• rn ocN o DUMMY JOINT W o • 0. DUMMY JOINT Z 00 > � 0 MAX. 15 C-C VERTICAL CURB & SIDEWALK M w o h a- O N EXPANSION JOINT �"� RETAINING WALL HEIGHT----- ALONG .CURB � co VARIES ( SEE PLANS ) CONC. VERTICAL CURB B B m & GUTTER, DTL 5/4 RETAINING WALL HEIGHT " " SRC n l L. co VARIES ( SEE PLANS ) 1 MAX. 5 -C� �✓ 3 .L. B 2" COMPACTED DEPTH CLASS B z v L ASPHALT CONCRETE 1 1/2" MIN. COMPACTED DEPTH CRUSHED NOTE: W 3 cn SURFACING TOP COURSE SEE SEC. 2.09 NOTES: 00 m ,� NOTE: -�-� V) O v N 5 MIN. COMPACTED DEPTH CRUSHED SURFACING BASE COURSE 1. SEE SEC. 2.08. 1. SEE SEC. 3.04 FOR JOINT REQUIREMENTS. O u-) O 2. EXTRUDED CURB IS ALSO ACCEPTABLE FOR OUTER EDGE AS ALTERNATIVE 2. FOR INTEGRAL POUR CONSTUCTION, 1/4 EDGED GROOVE MAY O >- � E Y ApDITIONAL TREATMENT MAY BE REPLACE EXPANSION JOINT AT INTERFACE BETWEEN CURB AND W REQUIRED DEPENDING ON SOIL TO SHOULDER AND DITCH. SEE DWG. NO. 1-006. o CONDITIONS. SEE SEC. 4.02 ADJACENT SIDEWALK. x J avo m i 3. ISLAND AT CENTER OF BULB SHALL HAVE VERTICAL CURB. EXPANSION JOINT m < < W SEE DWG. NO. 3-002. z W Y W 4. ISLAND IS MANDATORY WHEN RADIUS OF PAVED AREA EXCEEDS 40'. v L. w a DTL 214 URBAN S UBA CCESS STREET OFFSI TE & ONSI TE 2 U •'`�4 r Z U N 5. SEE SEC 2.08 FOR CUL-DE-SAC LENGTHEXCEP110N. � '•�-��••"` V) Lo 0 NTS 6. SEE SECS. 2.03, 2.08, AND 2.09 FOR RIGHT-OF-WAY REDUCTION w rn REQUIREMENTS SECTION B-B Z 00 o DTL 414, CUL -DE-SAC DTL 6Z42 SIDEWALK Z NTS W � NTS o N � M = o cq mo I zz am 00 { f CONCEPTUAL ROAD PROFILE & SITE CROSS SECTION FOR VIEWPOINT PLAT L 0 CA TED IN THE N. W. 114, OF THE N. W. 114, OF SECTION 5, T 0 WNSHIP 22 NORTH, RANGE 5 EAST, W.M. , KING COUNTY, WA SHING T ON 440 C. . . 50 . 0 . . . . . . . . V:C. . to 42 25. 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 42 aPVG : : : : : : : . . . . . : V.T. . E.V. . 57: . : : : : PVC LEV 398. 1 . . . o . . . . . PVT : to .4 +44.: 1 400 o : : : o: : : : : : No: : o. . . . . . . . . . . . . . . . . . . . . . . . . PVT LEV 401 , 1 .2. . InLr, . . . 00 . . . . . . . . . . . o Im ,m. . . . . . . . . . . . . rZ : : � . o � . . . v. . : : : : �. . + . : : : . . . . . . . . . .N . . . ov . . . m. . m. . a. o .o �v . . . . 38 ov . . . aom . . . ii 12, 9 �. � . . o . . o . . + . . . . .rrv— . . . oil . . . . . . . . . . . . . . . . . . . . var Oil . . . v . . w: : . . . . . . . . : : : . it . . rr . it . . co> v . . . . . . . . > . . . 36 . . . �w . . . iu. . J. . a . . . . . . . . . . . . . . . . . . . . J . . . aua . . . 3 g �. . . . . . . . . . . . . . . . . . . . . . . > �-' J . J J W : : 0: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Lu : : LiJ : : LU . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34 . . . . LC. . . . . . .5.0. '0 .o.Q. . . . . . . . . In M. . . . . . . . . . . . . . . . . . . . . . PVC: t:a40 Ba. 0 cam : : : : : : . : : . . . . . . . . . . : . : . . . . : . . . : : . . . . . . : : . . . . . . . . . . . . : : : : : : : : : PVC LEV. 346.. 0� 11: . . . . . . . . . . . . . . . . . . ti : . . . . . . . . . . . . . . . . . . . . . 320 1 -11% PVT- LEV; 34:9. B�w : : : : : : : : : : : : : : : : >J . . . . . . . aw . . . . n.w: 300 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 v44� � J .CONCEPTUAL ROAD PROFILE ��. is > " =40' . 380 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . w _. 370 . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . ---.H Q _.-- . . . . . . . . . . . . . . W . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = : : : : x C9 360 �, . . . . . . . - . . . . . . . . . . . . . . . . Cc . . . . . . . . . . . . ; . . . . . . . . . . . . . . . 'a . . . . x . . . . . . y : : : : : . : . . . : : : . . . : : . : . . . . . . . . . . . . : : : . 7':-6" :FT : TAI: ING : ALL : . . . . . . . . . : : REwA � � 350 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - o '°C o- w F- : . . . O � �+\ . . . . Q. . . . . . . . . . . . . , . . . . . . . U) . . .� 340 . . . . a . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O . . . . . . . . . . . . . . . . . . . . �.. . . . . . . . . . _ : . : : : : cn . . . . . . . . . . . . . EXI TT _ _ . . . . . . . . . V 0. F� D SE T I 0 A T. .A. 41 4.0 330 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . W x V . . . . . . . . . . . . . . . . . . . . . . . "�i 320 . . . . . . . . . . , . . . . . . . . -.- . . . . . . . . . . . . . . . . . . . . :D TENT ON .V UL ! . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . W . ! . . . . 12,, CMP- ROM 8 #9 TO C #10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : : : : 310 ,y . . . . . . . . y r .� . . . . . . . . . . . . , . . . . . . . . . . . . . Q "V 6 . .�.l� . 300 V O CROSS SECTION A T STA 41 + 40 " =4 0' HORIZONTAL, I " =2 0' VER TI CAL x �co co 320 In v .0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . W N . to . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . o 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 310 . . . . . . . . . . . . In •• W Z co > f- . . : : . : . : : : : : : : : : : : : . : : : . . . . . . . . . . : . -- ---- --- - - : . . : ^ w Q Jam! M N C EXISTING GRA : . . . . . . . . . . . . . . . . . . . . . . . . . 300 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . CL 0 m as : . : : : : : : : : : . : . . . . . . . . . . . . . . . . . . . . . . . z : : : .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . nn ll m 290 . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 HD E . . . W 3 E co . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . = c°, A ONG XIST NG CONT OL - o . . . G ADE STRU TURF. :Q% 2/.2 . z 280 Y .., 3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - o°'o . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ^ E �M= Oq.:0 IE-2 6 .00 w_ 270 E 260 PROVIDE IP RAP AT OUTLET . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . j N o � Y AND PIPE ANCHORS : : : : : : . . . : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : J v . . ALO G -UPHILL LO . . . . . . . . . . . . . . . . . . . . . . . . . . � � m ill r en 250 � . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N I W W . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . Y . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C 2 U 240 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Z . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ v N . . . . . . . . . . . . . . . . . . . . . . . . . . . . . N 230 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . W : : : : : : : : : : : Z co o0 U z rn Z c� N �/ W co v M = o 0 UTLE T PIPE PROFILE N N " =40 HORIZONTAL, 1 " =20' VERTICAL m _ z 3 = am 00 CONCEPTUAL S TREE T TREE/TREE RETENTION PLAN N FOR VIEWPOINT PLAT L 0 CA TED IN THE N. W. 114, OF THE N. W. 114, W E OF SECTION 5, T 0 WNSHIP 22 NORTH, RANGE 5 EAST, W. M. , KING COUNTY, WA SHING T ON S MATCH LINE FIRE HYDRANT OR SIDEWALK NEXT TO VERTICAL CURB P.S.P.L. EAS MENT NO. 1 �- < UTILITY POLE z I REC. 5390493TO I o I e I RELOCATE I 1 I I J I CL I I 5 I QI ' MIN. 6' HIGH CHAINLINK FENCE I 10'ACCESS EASEMENT A i '+' I I CAT"SEIYER Or 30 INGRESS E SSE NT — — — 13 7 REC2 047a71 200 7 1 1..-_- ------ ® -- - - - - - - - - - - -- - -- -- --_ 3 5.11 } — — I rn N I t I I �+ - ® _ _ ' _ 9•Q7 - - - I 10' MIN. 50' MIN. SE 192ND STREET Z I I LO I OT I 10T I S89'25'40"E 1309.12' OT 3 1 1 2 L T 4 g I 00T �4544t \ Aoo W M 1 47t F Q. T I 15' MIN. 50' MIN. 7000t 506± 000t 58 � LUMINAIRE a PLANTING STRIP W SQ FT 601\1 t I Q. T. I s FT u w w Q. FT N o I I 1 P I I 1 1 4�83t MIN. I I� I TRA T B: NRIVA AC ESS + SQ. I I I f�'l R . 3668 SQ. FT. n I I I ON I I V ��d N co) I I y .- I i < 1� J U i 0R/MNAr� EEEESA I I Y 3 N + + WO \ N M OT 8 I I I ® I 46 t I I I mod' I I 1 i I I Q. FT T3 i i Pb 1 ° 'o ., 74 I % 1 I 'or LOT T5 NO 418 17 I LOT LO 15 I I NOTE i. VERTICAL CURB LINE 16 5�02t L T I T6 I 2 ry I PLAN AT INTERSECTION I I I 5085 1 4059t 1 5I O l t SQ. FT 4 32t T7 I `O I SQ� FT. I SQ. FTC. I S FT. I SQ. FT I - r l T9 I — — J T10 NOTES: LQT 494 T113 1. TREES SHALL GENERALLY BE PLANTED BACK OF THE SIDEWALK. 6; TRACT D: RECREATION ' T13 ^ I I 1 ti I PLANTING STRIPS WILL BE APPROVED ONLY AS PART OF A d' co S"J 7069t SQ. FT �` 77, s T14 15, I I IZ LANDSCAPING PLAN IN WHICH PLANT MAINTENANCE, COMPATIBILITY &� \ iz_NC I 1 I T,s I I WITH UTILITIES, AND TRAFFIC SAFETY ARE DULY CONSIDERED. w ` a 1— T}7 ° T42 S��ACkC7NE� RA OA L T 11 'Tt� I I , 2. IF PLANTING STRIPS ARE APPROVED: 1 19 5t 7 5 48i+ 1 T19 I I w T37 T 'py r41 ` / o. s . T20 I I A. MIN. DISTANCE FROM CENTER OF ANY TREE TO NEAREST w O Too �,. ' i i EDGE OF VERTICAL CURB SHALL BE 4 FEET �\ T36 I T22 I I V A 43 Tz I I 1 B. TREES SHALL BE STAKED IN A MANNER NOT TO OBSTRUCT N\ 1 T� n n2 '`, �\ ,�- - I \4p?i SIDEWALK TRAFFIC. O ti I "vi LOT 12 C. IN CASE OF BLOCK-OUTS, MIN. CLEAR SIDEWALK WIDTH W �+ co S88'11'19"E 1� Q4 I t09.14' DEED I I SHALL BE 5 FEET IN RESIDENTIAL OR 8 FEET IN BUSINESS d' O 48 6t I _ _ ( ) I �� rss �9ti T7' �. �� FT. - - 4oq DISTRICTS. > ~O v T67 N - - i 3. ON BUS ROUTES, PLANS SHALL BE COORDINATED WITH METRO Q a I SERVICE PLANNING. PHONE 684-1622. -T65 W -- ?e�\ rss n p \ Tj7 1 I ,I ' 1�1 r_' ►1 -�' Ts4----n8 s 5 A �\ � \ � I � � I 4. SEE SEC. 5.03. � � �., � I 2�\ T61 Tsd T81 ° 1 1 �\ � J � S .—T. T48 °6 80 N S TREE T TREE STANDARDS I� I � Q I �OT49 I Tao 1,96 ` ,, �T 14 m 2 n 1 ' N T S v 8 C 333� �� is 1 E1 T52 T51 'o \` SQ. FT. I / _ I O V >1 N fr ' I T54 TRACT E: T59 SENSITIVE AREA 127,2731 SQ. FT. co (2.92t ACRES)`� Do T55 \ ki I ti 2 ti I 756 a I I 2ao MATCH LINE o �18 X 7 TREE PLAN � � P 1n u,Lai Lo rn Z N DOO Z ono NON-SIGNIFICANT TREE TO BE REMOVED, 0 TOTAL CONIFER TREE o u) o T1: (3) FRUIT T35: 10" PINE (TBR) T69: (2) 24" MAPLE co " T2: 8" PINE T36: 18" MAPLE T70: (2) 12" MAPLE DECIDUOUS TREE CA _ T3: 13" PINE T37: 14" MAPLE T71: 12" MAPLE SIGNIFICANT TREE TO BE REMOVED, 13 TOTAL 3 m co T4: 13" PINE T38: 13" MAPLE T72: 22" MAPLE T5: 8" PINE T39: (2) 14" ALDER T73: 18" MAPLE 4 _ 0 0 T6: (2) 12" PINE T4O: 15" FIR T74: 32�' MAPLE z ° ; co T7: 10 PINE » T75: 25 FIRuj T41: 16 ALDER o REPLACEMENT/STREET TREE, 19 TOTAL Y o, E T8: 10 PINE T42: 18" ALDER T76: 26 MAPLE 0o m W T9: 10"��PINE T43: 24" MAPLE T77: 22" MAPLE E _ T1O: 12 PINE » T78: 16 MAPLE TREE PROTECTION NOTES: �"'� ° In T44: 22 MAPLE C , I T11: 10" PINE 9" ALDER T45: 15" MAPLE T79: 1 ^ � � � T12: 10" SPRUCE T4 : 15" ALDER T8O: 1 1 " MAPLE 1. NO TREE REMOVAL FOR A PROJECT ACTION SHALL BE ALLOWED PRIOR TO 0 0 W ^ c Y 28" THE COUNTY APPROVAL OF A GRADING PERMIT CONSISTENT WITH TREE RETENTION u- N T13: 12 PINE » T81: 24 FIR W to o T14: 10" PINE T47; 36" MAPLE > J o AND LANDSCAPE PLANS. T48: 28 MAPLE cr " - m U) T15: 14" PINE T49: 26" FIR 2. PRIOR TO CLEARING FOR A PROJECT ACTION, TREES TO BE RETAINED SHALL BE FLAGGED. am I 2 G rII T16: 14" PINE T5O: 10" FIR (/) I W " T17: 10" PINE T51: 22" ALDER 3. PRIOR TO GRADING FOR A PROJECT ACTION AND THROUGHOUT CONSTRUCTION, A w W le " T18: 14" PINE 52 22" FIR TEMPORARY CHAINLINK OR PLASTIC NET FENCE SHALL BE USED TO IDENTIFY �,.) C.) C = v T : T19: 14" PINE T5 : 18" FIR THE PROTECTED AREA OF ANY SIGNIFICANT TREE DESIGNATED FOR RETENTION. T20: 12" PINE THE HEIGHT OF SUCH FENCING SHALL BE ADJUSTED ACCORDING TO THE TOPOGRAPHIC Z v N T54: 5 ALDER AND VEGETATIVE CONDITIONS OF THE SITE TO PROVIDE CLEAR VISUAL DELINEATION (/7 0 T21: 24" COTTONWOOD T55: 18" FIR IF THE PROTECTED AREA. THE SIZE OF PROTECTED AREA AROUND THE TREE SHALL w a, 0 T22: 12" COTTONWOOD T56: 24" ALDER BE EQUAL TO ONE FOOT DIAMETER FOR EACH INCH OF TREE TRUNK DIAMETER W T23: 12" PINE TBR » W (TBR) T57: 22 FIR MEASURED FOUR FEET ABOVE THE GROUND. o (o T24: 12" PINE (TBR) T58: 11" ALDER Z 0000 T25: 12" FIR (TBR) T59: 18" FIR 4. AT NO TIME DURING AND AFTER CONSTRUCTION SHALL THE FOLLOWING BE PERMITTED T26: 10" PINE TBR WITHIN THE PROTECTED AREA: (TBR) T6O: 36» FIR Z 04 N T27: 12" PINE (TBR) W L T61: 18 FIR A. IMPERVIOIUS SURFACES FILL EXCAVATION OR STORAGE OF CONSTRUCTION MATERIALS r l 00 T28: 8" SPRUCE (TBR) T63: 20" ALDER B. GRADE LEVEL CHANGES, EXCEPT IN LIMITED CIRCUMSTANCES WHERE PROPOSED T29: 12" 12" PINE (TBR) T64: 25" FIR IMPROVEMENTS USING PERMEABLE MATERIALS ARE DETERMINED BY AN ARBORIST Lo 04 N T3O: 14" FIR (TBR) T65: 24" ALDER TO BE NON-DETRIMENTAL TO THE TREES ROOT SYSTEM. m •: T31: 10" SPRUCE (TBR) T66: 22" ALDER Z z T32: 10" PINE (TBR) T67: 7" MAPLE 5. ALTERNATIVE OR ADDITIONAL PROTECTION METHODS MAY BE PROPOSED AND BE USED 3 T33: 12" SPRUCE (TBR) T68: 12" MAPLE IF DETERMINED BY THE DIRECTOR TO PROVIDE EQUAL OR GREATER PROTECTION FOR mm T34: 12" SPRUCE (TBR) TREES DESIGNATED FOR RETENTION. o -, i 7 11400e PROJECT LOCATION } w To JCI. Int. 405 in Renton. to Jct. State 900in Renton. a Line_ Sheet « 192nd St 1 t w 2 u ,D SE 192nd St emewwrommorm ' --------- r. Li r4 in y Y 13320 13320 ,. \ ! ►► 2 ' ' 1 S2A0 SE s p `13120 J In SE 1911h P1 $E o 5 In 1951h SE 195th St167 J 4 13220 15220 t:# E..i. _f,.,¢I �..•:;:::: Cl Y 0 REN70N .:� t ; T SHED If * >1,,tip S 19e1h ACCESS fa `�+ `�I t In ROAD 1 y15320�,� 199th rn a :rr% ;r:>• �., :' I < < SE 19vth St In I :' 1 15320St h '^ �:� r •' :1 In 15240 I ` S 2001h St t: 3. `1 SE 200th St 15300 15300 0 15300 en :.,y�`•g Ir 201 In 1340 J • SE 202 St CA s rot a � 15301 N a t to 1 ..:a 5372 > SE 204th St i H 25 p•�,4 �, +?`► F �d'�°R SE I W400 1 S400 205th `t11p"040 �, ,n uw pld SE '°' V P 1 OR KS ,,fi,,� £ S < S 206th Pt o N 1 S®40 ��,` SE 206 PI < ` j�:!eY O1S432 _�li. ,S4S e ,5M1 ` '. �.� A., S 2071h PI 1 �` to I^ SE 207th St i� r a t r q i S4ItJ rn c }. D E PT* OF P U B L �, t 6 `%` � S 2(�t h St r 5 y$ii a SE 206th St a \ :• \. F A M 9 2S 10 J 91356 e cn 1 t 7 7 , d440 ., A �. y OILI W Y aa PAUL H . i,TANr'4. KA G � S 210tn PI SE 210th PA : a N c i y 111. '�' `3 :' Zi! o SE 21 t!I St N 131151 1 -cc. En con 1113 27 5E ?it SE 2121h St �t wa` t '� = SE 212th St w DIK" ECT02mg .� 2510 . . >^`c /��i� Sr tjo436�� i 13220 f t 1 - : ul I L� :: '►s?0 t. '3�1 v t a SE 21 `h �•y 13250 o at 1 ' ! •= ..a.b 1.31h c 1 n of s 213thPl • � '`E � P � 1t3160 � '� 4 SE213thSt� �� < `� 11i830 \ 15500 13070 N 15 SE 2131h Stus If- I� SIM413TV SE 214 p Fi o 1% �' 1 a03 130 x 51 SE " a H c R t ^; S2161h$t to A JI a •- n 146 00 N ` SE 21° St x Z'j « 13E1/b51< c t 48r� 4 �S o 15460 SE 21 7th St �{ I z J SE 218t�1h St rpi .. SE 218th St SE 19th St vpi 12630 SE 2181h PI. SE 218th f u 1 d, 5664�( 15960 U 13100 lu 17040 _A _CL nrv.. e VI VICINITY MAP NOR H FO K ING '""kROOK CR K244, DRAWING LISP" MAP NO. SHEET NO. DESCRIPTION 2000- 93 0 ) 1 COVER SHEET 2000 - 93 (2) 2 SUMMARY OF QUANTITIES AND Y A %1 wz;�)& S IN STRUCTURE NOTES 2000- 93 (3) 3 PROJECT CONTROL 2000- 93 (4) 4 DRAINAGE FACILITIES PLAN a PROFILE 2000- 93 (5) 5 DRAINAGE FACILITIES PLAN a PROFILE CITY OF R E N T O N DEPARTMENT OF PUBLIC WORKS 2000- 93 (6) 6 DRAINAGE FACILITIES PLAN a PROFILE .,sr� 2000- 93 (?) 7 DRAINAGE FACILITIES PLAN a PROFILE NORTH FORK SPRINGBROOK CREEK.��.�� ': �� ip REGIONAL BYPASS PIPELINE 2000 - 93 (8) 8 DRAINAGE FACILITIES PLAN a PROFILE �� J ��' 2000 -93 (9) 9 DRAINAGE DETAILS ST COVER SHEET�s �r 2000 9300) 10 DRAINAGE DETAILS °NAL DESIGNED TUKSAUDOM DATE JUKE 1992 FILE N0. ��=— 2000 - 93 (I 1 ) 11 DRAINAGE DETAILS 6/92 MODIFIED ENERGY DISSI PATOR/ADDED 12r H.D.P.E. W/ MJM- APPROVED: DRAWN TUKSAUDOM SC/{LE NONE FIELD BOOK $7-II3 RRY GIBBONS, P.E. 2000 93 02) 12 DRAINAGE DETAILS CL-10 CONTRCI- SLIDE GATE RECOMMENDED: CHECKED CHIN PAGE N0. DATE REVISION by DOUG CHA KING COUNTY APPROVED SHEETA— OF 12 Diff= OF 8 C WORK ~- M r' 2000 - 93 ( 1 ) ( SURVEY NO. SUMMARY OF QUANTITIES STRUCTURE N OTES PROJECT LIMITS: LENGTH: SALES TAX' PROJECT NUMBERS AS—BUILT • ALL ITEMS IN THIS PROJECT ARE SUBJECT TO PROVISIONS OF SECTION 1-07.2(2) OF THE STANDARD SPECIFICATIONS Q �J ITEM TOTAL STD' NO. QUANTITY UNIT ITEM ITEM NO. THE FIRST NUMBER OF CODE DESIGNATION e REFERS TO THE SHEET NUMBER OF THEO� CONTRACT PLANS. THE SECOND NUMBER CZY - REFERS TO THE CONSTRUCTION �; ��Z �13- FEATURE FOUND ON THE PARTICULAR SHEET. C'7 CJ D (oCi Q � Ov pc GRADI *STRUCTURE EXCAVATION QUANTITIES FOR BERM INCL HAUL �� O Ju Jam✓ � ^ �/ �/ � � Q- ESTIMATING PURPOSES ONLY, NOT FOR O�v -1 �- C1 C1 <v 1 (� �- � � �> � � 2 PAYMENT. (SEE SPECIAL PROVISIONS) Q- _ .Q Q 0 Q ��' q- 5�_ NSTRUCTION FABRIC �� - Q� �C) -CC)' Q` Q Q Q �@' O C�q 4 _( EM ANKM NT COMPACTIC�J C� tt G� O �,• �, O � � �v C) 0511 FILTER FABRIC FENCE _ �' co) v C� '� �� ram' � --.-- THE FIRST NUMBER OF THE CODE �� Q ° Q ' pc irj _ DESIGNATION REFERS TO THE Q' V� �� ' (; CONSTRUCTION SHEET NUMBER ''�/ C� O �O �?- C, Qom_ �! 700E STRUCTURE EXCAVATIOND CLASS B INCH_. HAUL AND THE SECOND NUMBER t�� J� �' ,S 'z -z- � REFERS TO THE PARTICULAR �- 7 50Q� �� L4z 5.,�'�.18� CONSTRUCTION FEATURE. .� ��Q- �Q' G �O 10? HAND PLACED RIPRAP ,`� �J off- �O O 9 10 REMOVE AND RESET HAND PLACED RIPRAPG� CZ� F. 1224 REINE CONC. CLill , . PIPE 24 IN, DIAM, �- C� C� Q �j O V Gj C-j O 122 _R I-E NF. CONG,._CLII V. PIPE ,36 IN. D(AM.113 670 CODE C.Y. C.Y. L.F. L.F. L.F. L.F. L.F. L.F. CA. EA. EA. FA. EA. . ; . 10 DESIG. STATIi�N L.F. C.Y. S.F. Y. S.Y. 400 L.F. SPECIAL HIGH DENSITY , _ a CO 15 F W 3 FASTENERS -1 8 4 X _ 148 1 1 INSTALL FILTER FABRIC FENCE —`� 16 2 FACH 1992 PERCOLATION COLLAR24 IN. DIAM. 17 1 EACH SPECIAL TRASH RACK24" DIAM, CONSTRUCT GABION LOW FLOW CHANNEL AND ENERGY 18 1 EACH 3115 CATC ASIN TYPE 2. 't8" DIAM, WZ MANHOLE C - — 7 - Imo „ 85 DISSIPATOR W/28" HOPE & 14" HDPE EXPANSION _CATCH BASIN T)'PE `. iiy DIA W�DEBRIS CAGE �lSLEEVES AND SLIDE GATE _ 20 1 EACHBASIN — — _ - ._ „ N CONNECT TO EXPANSION SLLEVES r CRUSHED SURFACING TO!*` CUURSE 7- 1 IQQNSIRUCT 2-CI81 T "; - - I 3t - 7--2 IQ+20 C 16 20 1 I . 1 CONSTRUCT C.B. -;`YPE- 2,54 WD��BRIS c� D rnaZ3! - CONNECT T SP-CiAL B.B. ST I ® 24�� CONC. TO STA. OTHER ITEMS TO MATCH EXI,T CHANNEL ._CONSTRUCT HAND PLACED r Y 22 200C.Y. 71 GABION CRIBBING ROCK PAD ENTRANCE & INS-TALL SF'LCIAL TRASI�RACK e' 23 IMPERVIOUS LININGMAT ERIN' , " DIAM r . 00 -- 7-3 10+20C 14 120 � INSTALL " H.D.PE. PIPT- F + ( � - GATE TO EXISTING CHANNEL (DOWNSTREAM) AND --�� CONSTRUCT HAND PLACED ROCK 7-4 I0+00C -I0+32C 10 REMOVE EXISTING RIPRAP AND REPLACE ON BLRM SLOEE OVER CONSTRUCTION FABRIC 7-5 10+48C 48 CONSTRUCT GABIOi�l DIKE 7-6 10+17C- 35' RT 30 REMQVL AEP2QXIMATELYa - FLOW PIP CONSTRUCT C B. TYPE DIAM. AN CONNECT. " C.B. AT STA. I C 7-7 9+ 10 X? 5Q I INSTALL FILTER FABRIC FENCE 7-8 9+6 C 9A-80C 2 CONSTRUCTPERCOLATION [TOTAL 1198 800 50 30 10 70 1 20 670 10 1400 10 1 2 1 1 1 I 1 I 1198 1 85 CITY OR RENTON DEPARTMENT CAR PUBLIC WORKS NORTH FORK SPRINGBROOK CREEK REGIONAL BYPASS PIPELINE A y; SUMMARY OF QUANTITIES & p�FSS/oST IRk � STRUCTURE NOTES DESIGNED TUKSAUDOM DATE JUNE 1992 11LE NO, 4�- " APPROVED: DRAWN TUKSAUDOM 6/92 MODIFIED ENERGY DISSIPATOR/ADDED 12 H.D.P.E. W/ MJM LARRY GIBBONS, P.E. FIELD ROOK 7-1 3 CL-10 CONTROL SLIDE GATE NOTE: FOR SPECIAL FEATURES SEE SPECIAL PROVISIONS CHECKED CHiN SCALE NONE PAGE NO. — ----� DATE REVISION fl GBY REDCO MMECN'DED: KING COUNTY - ___�__—__ � SHEET OF 1 . w 20- 00 903 ( 2) 1140" SEC . 6 , T . 42622N . , R . 5 E . , W . M . KCAS B.M- RM.ROAD SFwCE 1 .6 FT. UP N EA8T FACE OF POWER POLE *31800 O 40 80 AT S.W. CORNER OF TALBOT RD. AND r i� 1.•r, �-�r�, • j. �� . t, S. 192ND ST. INTERSEOTION ELrEY•122.97 :h�r.it vh► ,�,t_ �,.�r1 ,1•. Tf,•r/. SCALE IN FEET 79310c) 0120 „�w,,,�.-, P OR. LOT 9 � �' ` "'. ..... ='�-�' ?' `.'' {'' , , +► GALLAGIHER ----------------------------- r,,,,•a..•••"'••' may. ......... ... •..... �"_ '�,•`' '•'• ;`rlf"t.' ��•'•� ,♦, ,•• `••., .4 ,M...«.... _��••,,. •' !p 1 —` •f-•..'+��. -'MII• -`,_'�'' ---•- ` /� �a , '•• . \•`\'ML'•••, '•-. ..w... u.r ....• r• •�••a•_• •y.♦ <�. _. ..a.�+..• J` `_ _.,..•--'� ,:dy1• ' � ' ♦. '-+ r...;� ' _r .... GALLAGHER •� i -/ Imo, ,i'' - - �• '. / / .y '•^'• • ,• ir+•♦0120 \a ._....,. . -rwr.••'.••• _y`�• � a, a•••`4 '', •\ ' ,.. I� ��(,�1 � '1 -,y,---".� .J: ./' ..r.+Y`_._ r+J , i 'i •\'' •�•�.•w`� 'a.��,`•,•„� ` ''\ __... • •__s_...-..e •'•...,•.,,_, • \ a``, .. \`i •`, ,,�. - '""/-• ,,..• . ---�>4 ss•I_M...�_ _•_•__ ~� `^:�,' _ /•' ' • \ � --••_ � r iyI i 1 (1 `,` _ _ -r- +✓y��—.,,� _ .s i ---+mo w .. � \ \ ,` 1 ta` •� :1 ' ' �, e ;Via,,. •s._... ` �, 1 \ } � 1 � � v Ilk- ,.o..,,_.,y;:."'_►r,�a.+..•. _ M� �r S71' :.;r•• .�+r,•1-�......... . , �, 1 /. ��' ' r __--- _. - _ - =.----' - - _ ••• I 1 / Y- _ - a • - 1 •\ r - i _ ^•ems. _ '�- M-"'"` t r t'�'-// i.' ///// ''/-{,. ` 11 i ; I ^ •i j 1 11 i_•-.._._ • ; �' M•• ¢-__. \ i a ai,a, 1 ,1, + / f Cl OF RENTON r.-o, ,•.\\ ll ,,•�: ,�� ,\�� \ 1 •,� 1 i 1� 1 ' 1 i ' 1, 11 r ,1� ; / i 126 • \`` \•,•. '\`;,• \,,\,' ��\;; .\' \\\\\\ S\\ti., IL CITY OF RENTON �]. 0121ZZ 44 SEC , 6 , T . 22 N . , R . 5 E . , W . M . �- = •= == = -'~ a SEC . 5 , T . 22 N . , R . 5 E . , W . M . I r 1 GALLAGHER 0120 ��2 GAFFNEY a \a•; --�„ ~- - •� \ i TAX LOT LOBR-JCH 42, Y S d _•�\ \•. - _._ - ��'••-- _ _ - __ '�� . _ ice` ,. a _�: _ _ _ _ --__— � '---------- .�•- 85 -- - =- -� T LOT - --- -- �_ �';� ;�► \ Q CITY OF RENTON 3 - M - _ --- _ =;~ > - -�- ---_•. �, LOT _tb- -e _ate_ _--- _ 1 _ ;__•_ ,' \ �0 •k \\ `'\•\ \'•• •' _�\ \• •. /--_ �-_�..- \••.••_- -_. -mow y- . -` - ` •,•. 11 .__ •� / - _ - .. p� - - - _ � - 1VlIt OF- - �', `�t`IYYII�, ST \ _ ... tlB1•I.1 + J _- •./mow_ p, . Y1\TI6iR8E\ _ TMDN vo------ C. E1,.8V. .p'�$ �' + - `mow i- -_- J _w _ J N' t.— - ---------------- _ - / _ - •mot '/ ------------------ --------------- _ ~._.. - _ - _ _: - ___-- - _ - --_' -- -- - --- _ ._ _'_'_•• •-- Z _ - - - "� ....__. == - -- - _�% ---- - - - ---------- -- - '�= �i ...... vw -------------- -• -----------------------::__:_ .. --- ---- : -- _ _ _ ----. - - - - - /. ':- '' '/ •- - - CITY OF RENTON - - ---------- ------- --_ --- -==--=---=-=-=------ _ - - _ - - --- ........ : *° TA L ----------------------- :.--= :::::_ _ *CM,MIr�l�ll • y10�- -----•:.'------- ------ _•;.. // '� ''-, I•'-:, ''/ .-- -•__ _ _ -�.- '',-,- �/ loo N,16 1Qp /��,/ -.•' ''.••j.' wt •ter_,-• .w..-'•_-..._ '� -" 03 END PROJECT ,S;LEARING LIMIT AND EROSION/SEDIMENTAT lON CONTROL NOTES !r CITY OF RENTON 1. CLEARING LIMITS SHALL NOT EXCEED 5 FEET BEYOND THE OUTSIDE 4. THE EROSION AND SEDIMENTATION CONTROL SYSTEMS DEPICTED ON t DEPARTMENT OF PUBLIC WORKS PERIMETER OF THE PROPOSED GRADING. THIS DRAWING ARE INTENDED TO BE MINIMUM REQUIREMENTS TO MEET ANTICIPATED SITE CONDITIONS. AS CONSTRUCTION PROGRESSES WAS <y NORTH FORK S P R I N G B R 00 K CREEK 2. ALL LIMITS OF CLEARING AND TREES/VEGETATION TO BE PRESERVED AND UNEXPECTED OR SEASONAL CONDITIONS DICTATE,THE CONTRACTOR v , co Ul REGIONAL BYPASS PIPELINE AS SHOWN ON THE PLANS SHALL BE CLEARLY MARKFD IN THE FIELD SHALL ANTICIPATE THAT MORE EROSION AND SEDIMENTATION CONTROL .P AND OBSERVED DURING THE CONSTRUCTION. FACILITIES WILL BE NECESSARY TO INSURE COMPLETE SILTATION CONTROL ON THE PROPOSED SITE. DURING THE COURSE OF CONSTRUCTION, IT PROJECT CONTROL 3. ALL REQUIRED EROSION SEDIMENTATION CONTROL FACILITIES MUST SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE CONTRACTOR TO BE CONSTRUCTED AND IN OPERATION PRIOR TO LAND CLEARING AND/ ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY HIS ACTIVITIES s/ONAI E��° OR OTHER CONSTRUCTION TO INSURE T►'AT SEDIMENT-LADEN WATER AND TO PROVIDE ADDITIONAL FACILITIES,AS DEFINED BY THE ENGINEER, DESIGNED jUKSAUDOM_ DATE JUNE 1992 FILE N0. 04T03� -LA DOES NOT ENTER THE NATURAL DRAINAGE S'V STEM. ALL EROSION AND OVER AND ABOVE MINIMUM REQUIREMENTS,AS MAY BE NEEDED TO PRO- DRAWN TUKSAUDOM SEDIMENTATION CONTROL FACILITIES SHALL BE MAINTAINED IN A TECT ADJACENT PROPERTIES AND WATER QUALITY OF THE RECEIVING 6/92 MODIFIED ENERGY DISSIPATOR/ADDED 121t H.D.PE. W/ MJM LARAPPROVED: SCALE q$ SHOWN FIELD BOOK �Zll ._ SA7WACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND/OR DRAINAGE SYSTEM. COST FOR ADDITIONAL EROSION/SEDIMENTATION IS RY GIBBONS, P.E. CHECKED CHIN PALL N0. CL-10 CONTROL SLIDE GATE CONSTRUCTION IS COMPLETED AND POTENTIAL FOR ON$ITE EROSION TO BE INCIDENTAL TO THE VARIOUS BID ITEMS OF THIS CONTRACT. C RECOMMENDED: HAS PASSED• DATE REVISION BY DO G CHIN KING COUNTY APPROVEDOf PUSUr. WORKS SHEET OF . ,.. 2000 93 ( 3 ) . 31 I N, to o 10 30 t B.M. RAIL ROAD SPIKE 1.5 FT. UP IN SEC. 6 , T 22 N ., R 5 E., W. M . ___- ---- �� 6 ` EAST FACE OF POWER POLE # 31600 _ — ~'- SCALE IN FEET AT SW. CORNER OF TALBOT RD. & S. 192ND' ST. INTERSECTION ELEV. = 122.97 - 1 -- A.P. 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I.._!.. = I _ _ i ' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ................... ................................. ................................. ................................. ....................................... ................................. ................................. ................................. ................................. ................................. ................................ ................................. ................................. l . . . . . . . . . .. � . . _ . . . . . . . . . . . . . . . . . . € . . . . . . . . . € . . . . . . . . . € . . . . . . . . . D :EP 'AR:T:M: ENT 'OF P: UBLIC: W: 4RKS . . . . . . . . . l . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . € . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ . . . . . . . . . . . . . . . 6` € 5 i I ' _ _ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . / e NORTH FORK SPRINGBROOK C..... ! i . . . . . . . . . . . . . . . . . . . . . . . . . . . € . . . . . . . . . _ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . REEK ._:........_..... « .....................................................................................l.«....«..........._......................................................................................................................................................._. I.............. € . . cF w�.fti, R 1 : , :.......................................:........................................................................... ................................. 4 Q. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . : . . . . . . . . . . . . . . N� . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . AL BYPASS PIPELINE , i : •' : ; _ i = t t : I I i : ! i ' . . . . . . . . . . . . . . . . . . . . . . . . . . � . . . . . . . . . . . . . . . . . € . i . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - . . . . . . . . . . . . . . . . � . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . DRAINAGE FACILITIES . ( € '. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ' 2 - _ . . . . . . ; . . � . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � .'A �. PLANS AND PROFILES . . . . . . . . _ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ►sTSa� } . . . . . . . . . . . . . F .........................._ ......................................`............................................................................... «.......................................:. ......................................:.......................................:.......................................:.......................................:.......................................:... s r : . . . . . ....................................:............. : : o IraL i € _ . . . . . . . . . € DATE DUNE 992 FILE NO 047032 _ . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6J.92 DRAWN:MODIFIED ENERGY D:ISSI:PATOR/ADDED 12. .H.D.PE. W/ : MOM. APPROVED: TUKSAUOOA� - ' 113. . . . . . . . . . . . . . . . . . SCALE AS SHO FIELD BOOK 87 : : : : : : : : RY G1880NS, P.E. �BLflL^ . . . . . . . . . . . . . . . . . . . . . . . . . . . s . . . . . . . . . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . :CL IO CONTIROL. SL OL GALE: . . CHECKED CHIN PAGE N0. I : : € . . . . . . . . . . . . . . . . : . . . . RECOMMENDED: . . . . . . . . , . . . . . . . ` . . . . . . . . . . . . . . . . . . ` . . _ . . DATE PEUISION ; . , . . : : :BY DOUG CHIN KING COUNTY SHDIEEET OF_i - APPROVED P WORKS 2 - 4 a�� 93 �ea►u