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Home My WebLink About02935 - Technical Information Report . � ��.q�5 0 - CASEY ENGINEERING TECHNICAL � INFORMATION REPORT (TIR) FOR THE PROPOSED SHORT PLAT OF: CANDLEWOOD II ' CITY OF RENTON FILE NO.: LUA01-023, SHPL �- _ � �.� �_ _ _ _ PREPARED FOR: HIGH POINT DEVELOPMENT, INC. ROBERT WEST 3904 PARK AVE,N RENTON, WA 98056 (425) 2049518 �„� �' �� o�w�� S' Q�� -� �c� � � ,� . PREPARED BY. CASEY ENGINEERING P.O. Box 1255 ;� '' Fall City, WA 980241255 � •P ��l ,� �o rz6�� Phone: (425) 222-0782 9�,S�tst�x� �'..'� 0,'�AL��;�d EXPIRES S —/3 P� ..��..�...� ...� DATE: JANUARY 2001 REVISED: JUNE 27, 2001 ArrY o�e��vror� i3ECEIVED •_�4`��`� ,1 E: ��iQ� :t��;`<��.1�'aR GERV(C;E 2`�3� « CANDLEWOOD II TECHNICAL INFORMATION REPORT TABLE OF CONTENTS SECTION I: PROJECT OVERVIEW SECTION II: HEARING EXAMINERS REPORT SECTION III: LEVEL I OFF-SITE ANALYSIS SECTION IV: STORM DRAINAGE INFORMATION SECTION V: CONVEYANCE SYSTEM ANALYSIS AND DESIGN SECTION VL• SPECIAL REPORTS AND STUDIES - 1VT.A. SECTION VIIL• OTHER PERMITS -NONE REQUIRED FOR THIS PROJECT SECTION IX: EROSION AND SEDIMENTATION CONTROL SECTION X: N.A. SECTION XI: MAINTENANCE AND OPERATIONS NL4NUAL I� APPENDIX: COPIES OF TABLES REFERENCED IN THIS REPORT r CANDLEWOOD II � TECHNICAL INFORMATION REPORT SECTION I PROJECT OVERVIEW I. NARRATIVE: A. Existing Site Conditions: The site is rectangulaz in the South—North direction. The high point (EL=226+/-) is located at the south-central part of the site within proposed lot 5. The low point (EL=208+/-) is at the northeastern corner of the site within proposed lot 1. The elevation change across the site is 18.0'+/-. The average slope across the site is approximately 6%. There are some trees within the site. The trees have been field surveyed and are shown on the Utility Plan, Access Profile, Grading and Tree Plan submitted with the application. The remainder of the site is covered with low growing pasture grass with some patches of blackberries. There is an existing residence and an associated structure within the site that are to be removed. Stormwater generated from the site partially infiltrates during the drier part of the year or flows overland to the norih to the low point ' ' . • defined drainage features within the site. The soils within the site ar Indianola Series(InC)� B. Proposed Site Conditions: In the developed condition, the si�e is proposed to be subdivided into 5 single-family residential lots. A storm facility Water Quality tank is proposed to be located within the northern portion of the access easement. Section IV of this report provides information indicating that the site is exempt from detention per the current City of Renton Standards. Stormwater leaving the Water Quality tank will discharge into the new conveyance system that has been constructed as a part of the Candlewood project (recently constructed) - to convey stormwater to the existing conveyance system at the intersection of Park/N. 32nd St. The Dow-nstream system is described in Section III of this Report. C. Response to King County SWDM Core Requirements Core Rec�uirement #1 : Dischar�e at the Natural Location In the existing condition, stormwater runoff generally sheet-flows across the property in a northern direction. In the developed condition stormw-ater leaving the site will be conveyed to the existing storm drainage system at the southeast corner of the Park Avenue North/N. 32"d intersection. Core Rec�uirement#2: Off-Site Analvsis This information is provided in Section II of this Report. Core Requirement #3: Runoff Control The analysis provided in Section IV of this Report shows that detention is not required for the project. The site presents a physical challenge w.r.t. provision of biofiltration facilities. The proposed engineering design of the project utilizes a"Water Quality Tank"to ensure that the developed condition stormwater leaving the site is adequately treated for water quality in a manner that is satisfactory to the City. Core Requirement #4: Conveyance System Stormwater runoffgenerated from the site in til� �i��ivp�� w�l�t�u�n, as prz�u�itza ui ttii� report, will be conveyed to the existing storm conveyance system within the N. 32nd ROW that was constructed as a part of the Candlewood project. A design of the off-site conveyance system was included in the approved engineering design for the Candlewood project and is on file at the City of Renton. Core Requirement #5: Erosion/Sedimentation Control Plan Due to the small size of the site, the gentle slopes, and the existing soils, it is anticipated that there will be minimal potential for erosion during the construction of the access road, utilities, and residences. The engineering design of the project will contain a separate Temporary Erosion and Sediment Control Plan(TESCP). D. Response to King County SWDM Special Requirements: A review of the Special Requirements appears to indicate that none of them will apply to this project. A Vicinity Map is attached. A copy of a portion of Sheet 5 of the King County Soil Survey Map is attached. A Completed T.I.R. 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II .. . . � �J Inc �l � �Lake �� '� � � �i( •'ti •Q•.�. ��'' � ��, � � �`;�� ;` •�• \ �\•.� r1�7` � Y, _ �� .: = ; .� \��• •�. Bryn Mawr '�, . nn • • --- � �•� ;��:\�� AkF I� ; i I .��"'�_ � • �• , �- .4�'!^• •�� , ••�� - :; � ,\ vL ` : .�\. I� I'. �i y I : \,. �i ji� � �.�� ---L-- — :ti' g' O �, '\.BDY -- —�' I' 4-' ': , �__ � �-�--- -, i ~• � �� • . -- i, • �-�- �' � � .��:•I: I:�, r,�. .�,T •� �� :.� i' Planf �, ��!� I ' ,�. �.J pg�• ,i' `' .• �: L 1�� :e' �, �� : � � , iJr R TON � .;�� \ .��l�� • !� e!. • .I �� . � � • - " � :/� +:,�'" ;RdE .900•t" � ♦ C, i ,w 50 000 FEET R. 4 E. R.5 E. ' RENTON l.9 Ml. r 12'30" (Joins sheet 1 1) RENTON r.�M� Scale 1:24 000 '< 0 1 �—------: - - —-- � - -- — --- �- , �— - — - — -- -- -----— — -- 5[��!C� -. ,. `�r�'� �-GOU- 1'JUG C� �OQ � � ... ...� o�.� . .. _. � Page 1 of 2 _ King County Buildfng and Land Development Dlvfsion TECHNICAL INFORMATION REPORT (TIR) WORKSHEET - . . � - . . .�. - . ��. � � . � P-;;ec:Owner �y��f�:ic%Qm��fL,L•� ProjectName COnc��P_:VpO� � � � Acdress 3 iO4 ��KFlVN_ R�reN.�VR 9805(c Location F�one C��-5� 2..�4� R tJ l a Township Z y�/ , Pr:;ec,Engineer .Da+��cl ;n/• CoScy , ��• Range ' S.F ,'T— Sec;ion �✓/ �f 3Z Ccmpany C .�"iSCS� LL/79i/I�C�i/!q j ; r. Project Sfze AC '' Ac�ress Phone �s S.G�o�u W ��f� `1Cf1 U stream Draina e Basin Size Nc�%4• c r�fo n !�'� 9 OSS p g —�-- AC — i yZS– ZO�– $'/3Z . • �- � . . �- - �- �� i i 1 i �� S�bcivision ' I �I^ora;ine��Ia.�G7ement � GGF,�G HPA _ � � Short Suodivision , � COE 404 _ rcdcery � C Grading l�'_1 DCE Dam Safery I_ Struc;ural Va�its ; = Cornmercial ' C FEi�AA Floocolain C Cther � Other i C COE WeUands '`-: "rA ' � � • ! � � - • et • 7 Ccmmunity � , Dr�inage Basin � , �<iSf ��,�G ��pJ'`jiiJ 9�O/� � i a- � ... ' �, River U Flccdplain � � Stream C Wetiands �� Critical Stream Reach � � Seeps/Springs C DepressionslSwales � HighGroundwaterTable C Laice � Groundwater Recharge C Steep Slopes � Other C Lakaside/Erosion Hazard f I i .� I Soil Type Slor�es � Erosion Potential C�csive�'a;c�c:;ias I,^C D -�;J' Low �v,// _ ; - I Cj Additional Sheets A;tatched I ' 1/90 Page2of2 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (T1R} WORKSHEET � .; . - . � � �. ' P,EFERENCE LI�.IITATIGN/SITE CONSTRAINT ir ' I�' Ch.4-Downstream Analysis jf7o��Ocv C�.3 S � /O C�f C J �� I � � C , �' Additional Sheets Attatched - �� ti�;r�iti�Unn ESC REQU�REME^�'S MiNIMUM ESC REGU�RE��1Eu�S i DURING CONSTRUCTION FO�LOWING CONSTRUCTICN I � Sedimentation racilities � Stabiiize Expos2d Sur`ace � � Staoiiized Construc:icn Entranrz � Remove and Res,ore Temoorary=.;v;aciities � � Perimeter Runoff Controi � C�ean ard Remove All Silt and Ce�r:s i '= Clearing and Grading Restricticrs Ensure Operaticn of Permarent=ac,iii;es � Ccver Prac:icss � Flag Limits o�NGPES � � Censtruc;ion Sequenca C Other ', � Other � � - � � '— Cra,ss Lined Channel � -=rx '`,��".;�., ; —. lnr:i,raticr P��x cr Anaiysis � i,�; PiFe Sys,em _ Vault ~ � � � Depression .;(SU%-'-��i�J9C0 ��7��r - i �� O�en Channel = E�ercy Dissapa?or � Fiow Dis�ersal Ccr-ce^saticr�lvliticaticn � ' Ory P�nd � ',Ve:'a�d �� Waiver of E:iri�a;ec S�te SicraSe I = ' —. Wet?ond C S,ream � Regioral Detenticn BrieT Desc:iption of Sysiem Opera6or � i I , � Facility Related Site Limitations , Adci;;or.zi Sheets At,atc�ed IReference Fac:lity Umitation I /1/G�c �Gh o w�r I -.. �, �� , � � - -,. ; ,� , . � r✓ � �.Drainage EaszTent L— Cast ir Placs Vauit C Ctrer I Cl Access Easemen� � Ret�ir.ing Wail ' � Native Growth=rc:sc;icn Easer-�ent i- Rockery>4'Hign ! + C Tract �, C Struc;ural on Steeo Slope � � � Other � . . -�� .� r ��- I I or a civil engineer undef my supervision have visited ;he site. Actual � site conditions as observed were incorporated into this worksheet and the �' � ��/ �f � � attatchment�. To the best o( my knowledge the information provided ��"'"� ��•�� Sqi.vO.n� here is accurete. � � 1�90 CANDLEWOOD II TECHNICAL INFORMATION REPORT SECTION II HEARING EXAMINERS REPORT Provided in this section is the following information: A. Copy of May 10, 2001; Hearing Examiners Report. , I i May 10, 2001 OFFICE OF THE HEARING EXANIINER CITY OF RENTON REPORT AND RECOMI�IENDATION APPLICANT: Robert West Hi-Point LLC 3904 Park Avenue North 'i Renton, WA 98056 File No.: LUA01-023,SI-IPL LOCATION: 1403 North 32°d Street SUMMARY OF REQUEST: Subdivide an approximately 0.70-acre property into 5 lots intended for the development of detached single family homes. SU1�tI�1ARY OF ACTION: Development Services Recommendation: Approve with conditions DEVELOPl�1ENT SERVICES REPORT: The Development Services Report was received by the Examiner on April 17,2001. , PUBLIC HEARING: After revie«ina the Development Services Report, examining available information on file with the application,field checking the property and surrounding area; the Examiner conducted a public hearing on the subject as follows: vIINUTES The following minutes are a summary of the Apri124, 2001 hearing. Tlie legal record is recorded on tape. The hearin� opened on Tuesday, �pril 24, 200�, at 9:26 a.m. in the Council Chambers on the seventh floor of the Renton City Hall. Parties wishina to testify were affirmed by the Examiner. The follo�ving exhibits were entered into the record: Exhibit No. 1: Yellow file containing the original Exhibit No. 2: Proposed Short Plat Plan application, proof of posting, proof of publication and other documentation pertinent to this request. Exhibit No. 3: Vicinity I��lap Exhibit No. 4: Zoning Map The hearin� opened with a presentation of the staff report by Lesley Nishihira, Senior Planner, Development Services, City of Renton, 10» S Grady Way,Renton, Washington 9805�. The subject site is located in the upper Kennydale area of the City. The site is designated Residential—8 dwelling units per acre(R-8) zone. The proposal is to subdivide a .7 acre site into � lots intended for the development of detached single family Candle«ood II Short Plat � File No.: LUA01-023,SHPL May 10, 2001 Page 2 homes. Access to the site would be provided by a private street along the��est side of the property from N 32nd Street. A single family home, along with accessory structures is currently located on the property and is proposed to be demolished as part of the project. Short plats are exempt from SEPA Environmental Review unless located on lands covered by water or sensitive areas. Ms.Nishihira reviewed the project's consistency with Preliminary Plat Criteria. The property is designated Residential Single Family(RSF)on the Comprehensive Plan Land Use Map. The objective established by the RSF designation is to protect and enhance single family neighborhoods. After the deduction of the private roadway from the gross area of the site,the proposal for 5 units on the 0.70-acre site would result in a net density of 7.9 dwelling units per acre. The proposed project would encourage inftll development by replacing a single house with five new single family homes; thereby achieving an infill of a currently underutilized property. The project meets the density and lot dimension requirements of the R-8 zone. The plat plan includes setback lines for each lot showing potential building envelopes. T'he proposed envelopes indicate the appropriate building setbacks as required by the R-8 zone. The proposed lots are configured in such a way that the existing structure and accessory structure would not comply with the required setbacks of the zone if remaining on the property after plat recording. In order to ensure the structures are appropriately demolished prior to the recording of the short plat, staff recommends the applicant be required to finalize demolition permits as a condition of approval. The side lot lines of the proposed lots are at right angles to street lines. Each of the lots would have access to a public road via the proposed private street easement. All lots comply with arrangement and access requirements of the subdivision regulations. Each of the proposed lots meets the minimum lot area and dimension requirements of the R-8 zone. When considering the required setbacks, as well as access points for each lot, the proposed lots appear to have sufficient building area for the development of suitable detached single family homes. Continuing her review of the project's consistency with Preliminary P1at Criteria, Ms.Nishihira stated that the site includes frontage along North 32"d Street. Street improvements will be required on the project side of the street prior to the recording of the short plat. Access is proposed to all five lots via a private roadway along the west side of the site, off of North 32"d Street. The private street easement would be 26 feet in width, with 20 feet of pavement. The private street is proposed to serve lots 1,2 and 3, with a hammerhead turnaround for emergency vehicles over lots 2 and 3. The road�vay would continue from lot 3 as a private shared driveway of 20 feet in width with 12 feet of pavement to serve lots 4 and 5. Staff recommends the establishment of a Homeowners' Association or maintenance agreement for the private street and driveway prior to the recording of the short plat. Staff also recommends the applicant be required to place"No Parking" signage at the 20-foot section of the hammerhead turnaround. Adjacent property owners(specifically those located immediately abutting the w�est boundary of tlie site)hav2 expressed concern over potential impacts from the proposed roadway, such as vehicle noise and glare from headlights. In order to reduce potential noise and glare impacts staff recommends the applicant be required to construct a fence along the full length of the site's west and south property lines. The site is generally flat��ith a gentle rise to the south of approximately 3% for the first 150 feet. For the remainder of tl�e site, tl�e rise increases to approxiinately 9%to the southern boundary. There are no sensitive or geologically hazardous areas on the site. The site is vegetated primarily with low growing pasture grass�vith patches of blackberries. There are 3 trees on the site. There is a maple tree of 60 inches in diameter, a Hazel�vood tree and an apple tree. The development of the road�vay would require the removal of the maple tree. In order to address staff concerns related to surface�vater control during the project, special erosion control measures as outlined in the Staff Report are recommended as conditions of short plat approval. The Police, Fire and Parks Departments have indicated there are sufficient resources to furnish services to the proposed plat, subject to the payment of the standard Fire and Parks 1��litigation Fees. A Traffic 1�litigation Fee of$7� per arerage daily trip �enerated by the project ��ill also be imposed. The site is located within the Candlewood II Short Plat File No.: LUA01-023,SHPL May ]0,2001 Page 3 boundaries of the Renton School District. The project is expected to generate appro�cimately 1.76 students w�ho would attend Kennydale Elementary School, McKnight Middle Schoo] or Hazen High School. The school district has indicated that these schools would be able to support the additional students generated by the project. The applicant has submitted a Drainage Report prepared by Casey Engineering, dated January 2001. According to the report, storm water generated from the site either partially infiltrates during the drier part of the year or flows overland to the north to the low point of the site. There are no deftned drainage features within the site. Storm water generated by the new roadway is proposed to be directed to a storm water quality tank to be located within the northern portion of the private roadway. As a condition of approval, staff has recommended that a Homeowners' Association or maintenance agreement for the shared utilities be established with the recording of the short plat. The drainage plan and temporary erosion/sedimentation control plans are required to be in accordance with the 1990 King Country Surface Water Design Manual. There is a 12-inch w�ater main located in North 32"d Street available to serve the site. VVater System Development Charges, based on $1,105.00 per new single family lot, will be required prior to the issuance of construction permits for the short plat. An 8-inch , sanitary sewer main located in North 32"d Street serves the site. The project will require the extension of a sewer main witllin the site to serve the proposed lots. Wastewater System Development Charges, based on $760.00 per new single family lot, will also be required prior to the issuance of construction permits for the short plat. , Staff recommends approval of the Candlewood II Short Plat subject to the conditions outlined in the Staff Report. Robert West, Hi-Point LLC, 3904 Park Avenue North, Renton, WA 98056 clarified the situation of the large � maple tree on the property. The applicant wanted to save the tree, but subsequently found that the tree is rotting from tl�e inside. Several large limbs have broken off during windstorms, which makes the tree very dangerous. Because of the safety issue,the applicant has determined that the tree will have to be removed. David Casey, Casey Engineering, 15 S Grady Way, Suite 400,Renton, WA 98055 stated that Section 3 of the Storm Drainage Report contains the downstream analysis that is required. Mr. Casey explained the current storm water drainage system on the property. It is a completely closed drainage system from the site all the way to Lake VVashington. Albert Miller, 3108 Park Avenue N,Renton, W,A 980�6 expressed concern about the removal of the large maple tree, and asked for confirrnation that the fence would be installed on the property. The Examiner called for further testimony regardin�this project. There was no one else wishing to speak, and no further comments from staff. The hearing closed at 9:�2 a.m. FINDINGS, CONCLLIS[ONS & RECOI��IR�ZEnDATION Having reviewed tl�e record in this matter, the Examiner now makes and enters the following: FINDINGS: 1. The applicant, Robert West, filed a request for approval of an �-lot short plat. 2. The yellow file containing the staff report, the State Environmental Policy Act(SEPA)documentation and other pertinent materials �vas entered into the record as Exhibit#l. Candlewood II Short Plat � File No.: LUA01-023,SHPL May ]0, 2001 Page 4 3. The Environmental Review Committee(ERC), the City's responsible official,determined that the proposal is exempt from an environmental assessment. 4. The subject proposal was reviewed by all departments with an interest in the matter. 5. The subject site is located at 1403 North 32nd Street. The site is located in the Kennydale area of the City between Park Avenue NE and I-405. � 6. The subject site is a rectangular parcel that is approximately 30,281 square feet or 0.70 acres. The parcel is approximately 100 feet wide(east to west)by approximately 302.80 feet long. 7. The subject site has a slight elevation change rising from north to south approximately l7 feet over the parcel's 300 foot length. The grades vary from 3%to approximately 8%. ', 8. The subject site contains a single family home and garage. These structures would be removed if the ' plat is approved. 9. The subject site was annexed to the City with the adoption of Ordinance 2531 enacted in December 1969. 10. The subject site is zoned R-8 (Single Family- 8 dwelling units/acre). l ]. The map element of the Comprehensive Plan designates the area in which the subject site is located as suitable for tl�e development of single family�ses, but does not mandate suci� developinent without consideration of other policies of the Plan. 12. The applicant proposes dividing the subject site into five(5) single family lots. Proposed Lot 1 would be located along N 32nd and would be the northernmost lot. Lots 2 to 5 would be aligned south of Proposed Lot 1. 13. Proposed Lots 1 to 3 would each be approximately 65 feet wide. Proposed Lots 4 and S would both be approximately 54 feet wide. All of the proposed lots except Proposed Lot 2 would be approximately 100 feet deep. The 26 foot access roa�right-of-way would run along the western edge of Proposed Lot 2 which would be approximately 74 feet deep. 14. The applicant will be providing a private 26 foot wide right-of-way of which 20 feet would be paved. It would serve the northern three lots, Lots l, 2 and 3. The private road would turn into a shared driveway to access Proposed Lots 4 and 5. A hammerhead turnaround would be constructed between Proposed Lots 2 and 3. 1�. The lots would range in size from approximately 5,399 square feet to approximately 6,827 square feet. 16. The density of the proposed plat would be approximately 7.9 dwelling units per acre. 17. Water and sanitary se�ver lines are located in N 32nd Street adjacent to the proposed plat. 18. Storm water would be conveyed to a system in the adjacent plat to the east which ��as designed to accommodate tlo��s from thi� site. Staif hzs recommended erosion control and reporting measures. 19. Z�he propose�i de��elopment ��ill �enerate approzimatel� 38 �ehicle trips per da`. _ Candlewood II Short Plat File No.: LUA01-0?3,SHPI. May 10, 2001 Page 5 20. The subject site is located within the Renton School District. The development of the homes would generate approximately 2 students. 21. The applicant does not propose to include any recreational amenities on the subject site. CONCLUSIONS: 1. The proposed short plat appears to serve the public use and interest as along as its normal impacts on fire, parks and transportation are offset. In order to offset the impacts on those particular services,the City has adopted a fee schedule. 2. It appears that the area in which the subject site is located has sufficient infrastructure to provide for water, sanitary and storm sewer. � i � 3. The development of the new lots will increase the tax base of the City. The development will provide additional single family housing choices. 4. T7�e proposed density of 7.9 falls just under the maximum density permitted in the R-8 Zone. The lots will be compatible with surrounding single family uses and particularly�vith other recently created and similarly sized lots. i 5. The parcels are rectangular w�th property lines perpend�cular to the prrvate street. The private street provides the needed hammerhead for emergency access. 6. The property to the�vest should be protected from the impacts of a "driveway"that serves five homes instead of just one home. Therefore, the paved portion of the roadway shall be located in the easternmost 20 feet of the 26 foot wide right-of-way and landscaping a fence shall be installed to provide some buffering. Staff recommended that the fence also be located along the south property line. 7. In conclusion, the proposed plat appears reasonable and should integrate into the existing community without unduly burdening City systems. , DECISION: The Short Plat is approved subject to the follo�ving conditions: 1. The applicant shall obtain demolition permits and complete all necessary inspections and approvals for the structures currently located on the site. The satisfaction of this requirement will be subject to the review and approval of the Development Services Division prior to the recording of the short plat. ?. A homeowner's association or maintenance agreement shall be created concurrently with the recording of the short plat in order to establish maintenance responsibilities for shared roadway and utility improvements. A draft of the document(s) shall be submitted to the City of Renton Development Services Division for review and approval by the City Attorney and Property Services section prior to the recording of the short plat. t 3. The applicant shall place"No Parkin�" signage at the 20-foot section of the hammerhead turnaround 1/ included in the private roadway serving the development. The satisfaction of this requirement will be st�bject to the Development Services Division prior to recording of the short plat. Candlewood II Short Plat ' File No.: LUA01-023,SHPL May 10, 2001 Page 6 4. The applicant shall construct a suitable fence along the full length of the site's west and south property boundaries. The fence shall be constructed in accordance with RMC section 4-4-040 with regard to permitted fence heights. "The satisfaction of this requirement shall be subject to the review and approval of the Development Services Division prior to the recording of the short plat. 5. The applicant shall pay the appropriate Transportation Mitioation Fee equal to $75.00 for each new daily trip associated with the project, with credit given for the existing residence, for an estimated total of$2,871.00 (38.28 total trips x$75.00= $2,871.00). The Transportation Mitigation Fee shall be paid � prior to the recording of the short plat. 6. The applicant shall install a silt fence along the down slope perimeter ofthe area that is to be disturbed. The silt fence shall be in place before clearing and grading is initiated, and shall be constructed in conformance with the specifications presented in Section D.43.1 of the King County Surface Water Design Manual, Appendix D. This will be required during the construction of both off-site improvements as well as building construction. 7. Shallow drainage swales shall be constructed to intercept surface water flow and route the flow away from tlie construction area to a stabilized discharge point. Vegetation growth shall be established in the ditch by seeding or placing sod. Depending on site grades, it may be necessary to line the ditch with rock to protect the ditch from erosion and to reduce flow rates. The design and construction or drainage swales shall conform to the specifications presented in Section 4.4.1 of the SWDM. Temporary pipe systems can also be used to convey storm water across the site. This will be required during the construction of both off-site and on-site improvements as well as building construction. 8. The project contractor shall perform daily revie�v and maintenance of all erosion and sedimentation control measures at the site during the construction of both off-site and on-site improvements as well as building construction. 9. Weekly reports on the status and condition of the erosion control plan with any recommendations of change or revision to maintenance schedules or installation shall be submitted by the project engineer of record to the public works inspector for the preliminary plat construction. 10. The applicant shall pay the appropriate Fire Mitigation Fee equal to $488.00 per new single family residence, «-ith credit given for the existing residence, for an estimated total of$1,952.00(4 new lots x $488.00= $1,952.00). The Fire I�4itigation Fee shall be paid prior to the recording of the short plat. I 1. The applicant shall pay the appropriate Parks Mitigation Fee equal to $530.76 for each new single family home, with credit given for the existing residence, for an estimated total of$2,123.04 (4 new lots x $�30.76= $2,123.04). The Parks Mitigation Fee shall be paid prior to the recording of the short plat. 12. The paved portion of the roadway shall be located in the easternmost 20 feet of the 26 foot wide right- of-�vay and landscaping shall be installed to provide some buffering. , Candle�vood II Short Plat File No.: LUA01-0?3.SHPL May 10, 2001 Page 7 ORDERED THIS 10`'' day of I��tay, 2001. ��-`- , FRED J. FMAN HEARIN XAMINER TRANS1�tITTED THIS 10`�' day of Nlay, 2001 to the parties of record: Lesley Nishihira David Casey 1055 S Grady Way Casey Engineering Renton, �UA 98055 15 S Grady Way, Suite 400 Renton. WA 980�5 Robert 1Vest Albert Nlilier Hi-Point LLC 3108 Park Avenue N 3904 Park Avenue North Renton, WA 98056 Renton, WA 980�6 TRANSMITTED THIS ]0`h day of I�1ay, 2001 to the following: Mayor Jesse Tanner Gregg Zimmerman, Plan/Bldg/PW Admin. Members, Renton Planning Commission Neil Watts, Development Services Director Larry Rude, Fire Marslial Sue Carlson, Econ. Dev. Administrator Lawrence J. Warren, City Attorney Larry Meckling, Building Official Transportation Systems Division Jay Covington, Chief Administrative Officer Utilities System Division Councilperson Kathy Keolker-Wheeler South County Journal Betty Nokes, Economic Development Director Pursuant to T'itle IV, Chapter 8, Section 100Go�f the City's Code, request for reconsideration must be filed in writin�on or before 5:00 p.m.,April 30,2001. Any aggrieved person feeling that the decision of the Examiner is ambiguous or base� on erroneous procedure, errors of law or fact, error in judgment, or the discovery of new evidence which could not be reasonably available at the prior hearing may make a written request for a revie�v by the Examiner within fourteen (14) days from the date of the Examiner's decision. This request shall set forth the specific ambiauities or errors discovered by such appellant, and the Examiner may, after review of the record,take further action as he deems proper. An appeal to the City Council is governed by Title IV, Chapter 8, Section 110, which requires that such appzal be filed with the City Clerk, accompanying a filing fee of$7�.00 and meeting other specified requirements. Copies of this ordinance are available for inspection or purchase in the Finance Department,first floor of Cit� Hall. An appeal must be filed in writin�on or before �:00 p.m., NIa_y 24,2001. If the Esaminer's Recommendation or Decision contains the requirement for Restrictive Covenants, the executed Covenants will be required prior to approval b_y City Council or final processin�of the file. You may contact this office for information on formatting covenants. Candle�vood II Short Plat � File No.: LUA01-0?3.SHPL May 10, 2001 Page 8 The Appearance of Fairness Doctrine provides that no ex parte(private one-on-one)communications may occur concerning pending land use decisions. This means that parties to a land use decision may not communicate in private with any decision-maker concerning the proposal. Decision-makers in the land use process include both the Hearing Examiner and members of the City Council. All communications concerning the proposal must be made in public. This public communication permits all interested parties to know the contents of the communication and would allow them to openly rebut the evidence. Any violation of this doctrine would result in the invalidation of the request by the Court. The Doctrine applies not only to the initial public hearing but to all Requests for Reconsideration as ��ell as Appeals to the City Council. s4 - z9r�,4Nxs� wvz . _-_ �- ----_- - - � _ , C A _ _ � - - -- - - -- -, - _ _ _ _ NE 43 - - _ C�R CA - --- - -- -- - ; C�R %.- ._ -- - -. ---�-_ -_�---_- ------� ''� -- - - - -'! ��-� - - --- - -- -_ --i ,-. � ` ',_` U - ---- � '� -- - - -J Ij`� \ z _. - -- -- s - _ . � - . _ _ �- /i �� (�; `-- -- _ �:1 �, - -- -- --- -- -- -; =io .y �� ` � ?, � -C A -- - i - ' N 40th �St -- - - - - -/ - - - _ _ � � — � ---- i i" ,�o ; �- - - — - — -� �-- ;� �- - -- __ ,__�— �� ' � — ': - ,; ,. 8� � . fi - -- — — --�-_-�, ��~ � _ _ . l � . — _�- r� � - _ _ � i_�R,-�_ _R--� �,� � _ _ � ----- ---- -- /- _ -� _, , ; _ , , ¢ _ R_g. - - � ;�; ;N,;�8t�-- � �t '-;; ;', - i --__-;" ;;__ 4~ ; , N _ -/_ - -/ _ � �_ _ _._ i Z ; - v - '�� - -- - �- -- - - - �� --- :-- -- i' GO W -- ;� -f�---8 -- - =� - = ' -- ,ti�� - --- -- - ___ : � � - _- �� o0 J i -� �--� � � 3'7;th; - �- L--8--rs - I � -_-- - - _=-=� -y: 1-- - � �R�, , � -- ; � - -R_g , z _ =- -� --�-_l-i -- _' - ' -- _- �--- .--'�- - �� NEi 36t =�— --`-- - � _;� � � --- _ - �,;-`�-;;3;�6-�h -St H - �- - _ _ ', � --i-- R-�8� �- ��th �st R=8- _ _ �-- -- ��`;� `R_1 _ , , . _ � -R_g--- - - .-.� -- - M � _ I , ' , - -- --- " ��=_ \ �� R�8-�--��-h s� R-�8 - '' ' --- �: - ��- , -N 3'��h St- � -_ � , , � RC� - -- _ � __ � � � ,`8+� 33rd _P�'R-_,8- _ -- ; �--- � z� � , _ - , „ � � �� , , _ __� ; ;' R–:8 � � � � ; i J8 ' � ---_1i� - � � i I � I ° i � i R',8 +_ �� r'.' _l , : _ R �_ � ;R-8 �' R=81 ` � I � ! i � � —_ ` �� ; �,� � ;R-s � � � ; � , , , -N 3Zn,d �St.- � ' � �R-8 �R 8; ?�N '��n�d �t' ' R-s ' _ � . � , � � - S�TE �� -- m R-B: ; R-8 0 � ,R-8 . 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" _IC 1UII 1��—�—� � YC�f6 C ! o�N�IL SIRCCI MU �yI y�1 ' IT � O I ��5'.I6'-].vv0 50. R. .�Of[ ! �J�4,.�.• " � ; I e ' � I �--- � i [��s�wc rtr�cc : t. ;eo � ai n� j � I I � � g� I (rro� � � BUILDINC SETBACKS , ' � �` 1),l! I �b. ^ fJNAGC � 70 I[L1 ��Q � I��., � I � -• y� ry� 1 -�yI `r,r ' I 'I 'R� � � 5 `t O � rnor�r r�no : i�r[[t "�f��:�3 �k�aq Qli��N M l f l i� I I'A � � � p� P�P�.Pu . ».c�, e ; � •." :, � ; s�oc��ao �r[cr � � I i � F.KSTING BLGS. VICIN(TY MAP -- -- -- - - -- ._._.-- ------.._. -- I 1 ' ___I_ CkiSfY+G HOUSC.LM�GC� SGLt: � . 70(1! __ ___ _' . .. _ �oo.o .wo ouiau.ox�cs io ec ��} N[uOKO. -� __ -_ �_ ,� N89,05,2�,�YV�� I�/. � ��q.�� CASIy WCENCERlNC HfGH POIM D6Y[LOPY6NT, OJC. � i � . � �-.. �. � � � 4�Y 1:� r�sanw u.,er wr-w�rr.ao .�w.r.�w.�(�.-�cx�a.�. � ORFf'HIC JCAIl. .�\ �i, M'^��" N0°e f�ss/ao.-��a _ u�7o.n�� . ,f ._............._.._.... .. . .. . Gy _ � '.•� crrY or Rcmnrr �CANDLEWOOD 1! SHORT PIr1T � � '��-�.......- .. `� ��....- ��' _� �nn�;.� SAORT PGT/SUHDMSION PIAN � � ` s+�o::�•.�� YAdAPP I7LR No. 00-O/J j ��1 �1 I�`� � �// — _ _ . � . � . n [ax�[s f-i)-oi � - _ '.rV._'��v.�_rV'''.' i�fe-u� ! CANDLEWOOD II TECHNICAL INFORMATION REPORT SECTION III LEVEL I OFF-SITE ANALYSIS TABLE OF CONTENTS The Level I Off-Site analysis presented in this section is similar to that which was provided to the City of Renton for the Candlewood project. The downstream system from Park Ave. N. to the outfall at Lake Washington was observed prior to the submittal of this report to verify that the information provided in this section is still valid for the Candlewood II project. The Candlewood II site is located adjacent to the westem property boundary of the Candlewood site. TASK 1: STUDY AREA DEFINITION AND MAPS TASK 2: RESOURCE REVIEW TASK 3: FIELD INSPECTION TASK 4: DRAINAGE SYSTEM DESCRIPTION AND PROBLEM SCREENING TASK 5: MITIGATION TASK 1: STUDY AREA DEFINITION The Candlewood II property is within a portion of the SE1/4 of the SW1/4 of Section 32, Township 24 North, Range 5 East, Willamette Meridian, King County Washington. The site is located on the south side of N. 32"d between Pazk Avenue N. and Meadow Ave. N. The Candlewood II property consists of 0.70 acres. There is an existing residence and one associated structure within the site—all of which aze to be removed. There are several existing trees within the site. The remainder of the site is covered with pasture grass and some blackbenies in the southeast portion of the site. The existing ground has slopes ranging from generally flat (northern portion of the site) to 16% in the southern central portion of the site (between lots 3 & 4). In the existing condition surface stormwater runoff, generally flows from the south to the north. The southern property line is a basin break. There is no identified off-site water entering the site. Stormwater runoff from the site flows into Lake Washington. Lake Washington is not identified as a Critical Basin. The King County Sensitive Areas Folio (Wetlands and Streams) show a basin break running through the middle of the site. Field investigation(driving &walking to observe the general topography of the area) has indicated that the entire site is within the East Lake Washington drainage basin. The Upstream Study area extended south to North 30`� Street, and east to Meadow Ave. N. — adjacent to I-405. The Downstream Study area eactended to 1/4mi downstream of the site - determined using a measuring wheel. It is proposed to develop the property into an 5 single family residential dwelling units. A copy of the Thomas Brothers—page 627, with the subject site indicated, vicinity map is included in Section I of this Report. A copy of page 4 of the King County Sensitive Areas Folio Map is provided in this section. The location of the site has been indicated on the map. � ,� i _,. � ,i �� ..�1��'��I( '��':��. �_�.__,-^-V �l� �� ' � �n �Y�'� � �� I �.� � �� .� ' ''�' � i�.� .� �,��t i,� � '1- � � + � 1.:.�.�,� . � �' � • i {�� l 1'. �� ' J( �� ' � �. -- ` % � 7 � ,' � .�' ;'�' I� • ,�),`- I - '� .�' �'�� I (� ` � � 'a�� i�' � ` ..� ��" .1�,`�� ..� � ti � �I� b ' 'il�, ,!. i � �� 'i � �Iiif ��i�' i!'� �y1 � � � -`'�' .( J.� 1 �� . � •� .�% � ( I I \. 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''� , i ,� ,` � ""' . . . 1 :�=�.:�fil �} ; � � � �{ � � :�. ,� - � � -: - . , . � .,_ ( - . f- �. � , � � - � - ._.�- � � ^-- '�. �. .'_ _ , • I., ,�' � r't� . � UI � � L . I - , � I � i . � .-�� f� -- � i .. (� � � 4,� t .,` I i' • �� .i .,�'�- �'t. , � � � � ,` p.�� }l:. �. , '� � �, �+ �� ,�,.� �. ,.� �, � + '} �' � 'tirv. r. f f N �i ��S �`�1� , � I � I . .t�' � .�7. .. . .... . � . .. ..,. . . . . . r � . ,.. . . . . ,�' �� . I TASK 2: RESOURCE REVIEW The following resources have been reviewed in the preparation of this Downstream Analysis: 1. Kin� Countv Basin Reconnaissance Summary Re,�orts The site is within the East Lake Washington drainage Basin. A request has been made to King County for information on the East Lake Washington Drainage Basin. The information has not been received. 2. Flood plain/ floodwa�(FEMALa�s The site is not within a 100-yr floodplain. 3. Sensitive Areas Folio A copy of the Wetlands (Sheet 4)of the Sensitive areas Folio showing the location of the site, and the drainage basin the site is within, is included within Task 1. When King County mapped sensitive areas within the County, the sensitive areas within incorporated Cities were not included. Therefore,there is no reason to include all of the other sheets in the Sensitive Areas Folio. It should be noted that the basin boundary shown on Sheet 4 is in error as the boundary shows a portion of the site being within the May Creek Basin Boundary. The field investigation and the City of Renton Storm Drainage and Topography Maps indicate that the site is within a basin that drains directly into Lake Washington at a location different from the May Creek Confluence. 4. Draina�e Investi�ation Information King County does not have any Drainage Investigation Information for the Study Area within the City of Renton. City of Renton Staff were not contacted prior to the preparation of this report due to the small size of the project (0.70ac). 5. King County Soils Survev Maps , A copy of a portion of Sheet 5 of the King County Soils Survey Map is provided in Section I of this Report. The site is underlain with Indianola(InC) soils. 6. Wetlands Inventory Maps The King County Inventoried wetland page in the Folio does not include wetlands within the City. A site visit to the property did not indicate that there were wetlands within the site. TASK 3: FIELD INSPECTION The Candlewood II property has been field surveyed. Topographic contours at 1' intervals are shown on the engineering plan set. The 1' contours aze shown as extending beyond the property. The site and the observable downstream system for a distance of 1/4mi, was most recently visited on March 9, 2000. The weather during the site visit was overcast. It had not rained in several days. The conveyance system upstream of CB#4 as described in Task 4 did not have any observed stormwater. The conveyance system from CB#4 to the ternunus of the downstream system contained a minor amount of runoff. 1. Investigation of Reported or Observed Problems Durin� Resource Review None of the resources reviewed at the time this downstream analysis was prepared indicated that there are any ongoing problems with the downstream system from the site downstream for a distance of 1/4mi. 2. Location of Existin�/Potential Constrictions or Lack of Capacity in the Existin�a�e S� sY tem The existing conveyance beginning at the southeast corner of Park Avenue North/N. 32"d St. consists of, shallow brick structures. Some of the structures have minimum cover from the top of the conveyance to the rim of the structure. It is not known if this conveyance has existing capacity for the additional stormwater generated from the developed condition of the site, and the upstream basin that contributes stormwater runoffto it. The engineering design of the project verifies that there is adequate capacity from the site within the proposed new conveyance to the existing conveyance at the intersection of Park Avenue North/N. 32"d St. Due to the small size of the project, it is anticipated that adequate conveyance exists from the site to the outfall at Lake Washington. 3. Identification of Existing/Potential Flooding There were no indications of existing or potential flooding within the observed downstream system It should be noted that the downstream system from the southeast corner of the Park Avenue North/N. 32"d St. intersection to the end of the 1/4mi downstream system is tightlined— with the exception of one short ditch section between N. 32"d and N. 34`''. The conveyance slopes of the system on the north side of N. 34th are generally fairly steep. 4. Identification of Existing/Potential Overto�ping, Scourin�, Bank Slou�g, or Sedimentation All of the downstream components observed were generally older brick structures and CMP conveyance lines. Most of the CB structures did not have an observable "catch". The worst case structure had a buildup of 1-2"of sediment that had accumulated above the conveyance inverts. The short ditch section appeared to be in good condition with minimal sediment accumulation. 5. Identification of Si�nificant Destruction of Aquatic Habitat or Or�ms The site is within an azea that is urbanized and has experienced a gradual decline in the process. All of the historic upstream tributaries within the downstream sy�stem have been eliminated at some time in the past. 6. Collection of Qualitative Data on Land Use, Impervious Surfaces. Topog_raphy, and Soil Ty�es The upstream contributing drainage basin that contributes stormwater runoff to the outfall at Lake Washington mostly developed into single family residences on small lots. In-fill development is occurring on some of the properties to the east of Park Ave. N. The soil type for the majority of the basin is Indianola(InC). The topography of the site is shown on the engineering plan set. A copy of the City of Renton Aerial topography map provided in this subsection. A Copy of the City of Renton Storm Drainage facilities map for the w %2 of SS- T23N-RSE was obtained and used in the prepazation of this report. A copy is provided at the end of this Section. Components of the downstream system from the site to %4 mi downstream are provided in Task 4 of this Section. 7. Collection of Information on Pi�e Sizes, Channel Characteristics, and Drainage Structures. Field survey information is provided for the site and a portion of the adjacent properties. This information is shown on the Engineering Plan set. Drainage information from the site downstream for a distance of 1/4mi was obtained using a measuring wheel, visual observation, and a 25' tape to measure pipe sizes and distance from inverts to rim. 8. Verification of Tributarv Basins The tributary basin of the site is based upon walking the site. The tributary basin contributing runoff to the downstream system was verified by field observation of basin breaks along roads and documentation obtained from the City of Renton. 9. Contactin og f Nei h�oring,Property Owners No neighbors were contacted during the preparation of this downstream analysis. 10. Documentation of Existin� Site Conditions The existing site conditions are documented in this report by walking the site. � 1 l. Collection of Quantitative Field Data The quantitative field data collected for the site and downstream for a distance of 1/4mi consists of field topography, measuring wheel, and field measurements of culverts using a 25' tape. Distances were measured using a measuring wheel and the City of Renton Aerial topography map at 1"=200' TASK 4: DRAINAGE SYSTEM DESCRIPTION AND PROBLEM � SCREENING 1. Draina�ge System Components The Following is a Narrative of the downstream system from the Candlewood II Site to a distance of 1/4mi downstream of the site. The terminus of the downstream description ends part way along N. 34`�' St.. The observed conveyance on n. 34`h St. is located on the north side of the road. a. E�sting Condition: In the e�sting condition, there is no observable defined downstream flowpath for stormwater leaving the site. The majority of the stormwater that leaves the site appears to either inf'iltrate or flow overland to the west to enter the existing conveyance system described in this sub-section. b. Proposed Developed Condition In the developed condition, stormwater will be collected within an on-site conveyance system and directed into an underground Water Quality facility proposed to be located within the northern portion of the access easement within the central portion of the Candlewood II property. Section IV of this report provides information showing that on-site detention is exempt per the KCSWDM. Stormwater leaving the Water Quality facility is proposed to be conveyed in a � e�sting piped conveyance system constructed as a part of the Candlewood project to the west to tie into the existing conve�ance system on the east side of Park Avenue N. Stormwater will then flow to the north to N. 34 then west along the north side of N.34`� St. The following is a narrative of the existing system. Stationing begins at the northwest corner of the Candlewood site and along the south side of the existing pavement. Reach 1. Sta 0+00 to 2+00 South side of N. 32°d from site to existing ditch. The S. '/z of existing road pavement slopes to the south. There are no defined drainage features. Stormwater runoff appears to be intercepted by the edge of the shoulder and conveyed along the interception point. Reach 2. Sta 2+00 to 2+38 Ditch Section Short section of shallow ditch on the south side of N. 32"d. Ditch is poorly defined. Ditch ends at a 12" CMP conveyance. There is approximately 6" of cover over the pipe at the inlet. Reach 3. Sta 2+38 to 2+57 12" CMP Conveyance from Ditch to (CB#1) CB#1 is located at the southeast corner of the Park Ave N. /N. 32"d intersection. Stormwater enters this CB from the south, and east. Stormwater is conveyed to the north. All conveyance is 12" CPEP. There is 24" from the IE to the rim for the south pipe entering the CB. There is no catch and there is 21.5" from the top of the sediment to the rim of the structure. The structure is a"brick structure" Reach 4. Sta 2+57 to 4+54 12" CMP Conveyance from CB#1 to CB#2 CB#2 is located on the east side of Park Ave. N. The structure is approx. 10' east of the fog line and is within a gravel turn-out area for a bus stop—route#105. Stormwater enters this CB from the south(12" CMP), and stormwater is conveyed to the north(10" ?CMP). This is a very shallow structure. There is no catch and there is 15" from the top of the sediment to the rim of the structure. The structure is a"brick structure" Reach 5. Sta 4.54 to 5+73 10" (?) CMP Conveyance from CB#2 to Ditch Reach 6. Sta 5+73 to 6+20 Open ditch section The 10" (?) conveyance outfalls into an open ditch. The ditch is approximately 7' wide at the top, 2' deep, and 1' wide at the bottom. The top of the west side of the ditch is approximately 5' east of the fog line. The western side slopes are approximately 2:1 and the eastern side slopes are approx. 1:1. The ditch appears to be in good condition with grass vegetation in the bottom and on the side slopes. The ditch ends at a 12" CMP at the drive for the existing drive. There is approx. 1' of dirt/gravel on the top of the pipe at the inlet. Reach 7. Sta 6+20 to 7+98 12" CMP Conveyance from Ditch to CB#3 CB#3 is located on the east side of Park Ave. N. The structure is approx. 8.5' east of the fog line. This CB is within an asphalt shoulder and the rim is depressed to collect runoff. Stormwater enters this CB from the south(12" CMP), and stormwater is conveyed to the north(12"CMP). This is a very shallow structure. There is no catch and there is 16" from the 12" IE to the rim of the structure. The structure is a"brick structure". Reach 8. Sta 7+98 to 10+00 12" CMP Conveyance from CB#3 to CB#4 CB#4 is located at the southeast eorner of Park Ave. N/N. 34�' St.. The structure is approx. 8' east of the fog line. This CB is within an asphalt shoulder and the rim is depressed to collect runoff. Stormwater enters this CB from the south(12" CMP), and northeast (12" CMP). Stormwater is conveyed to the north(10"?CMP). There is no catch and there is 21" from the 10" IE to the rim of the structure. The structure is a"brick structure". Stormwater was observed to be entering CB#4 from the northeast 12" conveyance that intercepted stormwater from an existing ditch on the south side of N. 34`h St. Reach 9. Sta 10+00 to 10+43 10" CMP Conveyance from CB#4 to CB#5 CB#5 is located at the northeast corner of Park Ave. N/N. 34`� St.. The structure is approx. 9' east of the fog line. This CB is within a paved portion of the north side of N. 34�'. Stormwater enters this CB from the south (10"`? CMP), and east (12" CMP). Stormwater is conveyed to the north(12" CMP). There is no catch and there is 28" from the 12" discharge IE to the rim of the structure. The structure is a"brick structure". Stormwater was observed to be flowing within this structure. Reach 10. Sta 10+43 to 10+60 12" CMP Conveyance from CB#5 to CB#6 CB#6 is located at the northeast corner of Park Ave. N/N. 34th St.. The structure is approx. 6.3' east of the fog line. This CB is within a gravel shoulder on the east side of Park Ave. N.. Stormwater enters this CB from the south (12" CMP), and north(12" CMP). Stormwater is conveyed to the west (12" CMP). There is no catch and there is 42" from the 12" discharge IE to the rim of the structure. The structure is a"brick structure". Stormwater was observed to be flowing within this structure. Reach 11. Sta 10+60 to 11+58 12" CMP Conveyance from CB#6 to CB#7 CB#7 is located on the north side of N. 34�' and appears to be within a front yard of a lot. This is a goofy structure. There is no standard grate inlet. The top of the CB is covered with a steel plate with drilled holes. The structure measures 18"wide by 22" long. Storrnwater enters this CB from the east (12" CMP), and is conveyed to the west (12" CMP). There is no catch and there is 22" from the 12" discharge IE to the rim of the structure. Stormwater was observed to be flowing within this structure. Reach 12. Sta 11+58 to 12+82 12" CMP Conveyance from CB#7 to CB#8 CB#8 is located on the north side of N. 34`� and appears to be within the paved shoulder. Stormwater enters this CB from the east (12"CMP), and is conveyed to the west(12" CMP). There is no catch and there is 26" from the 12" discharge IE to the rim of the structure. Stormwater was observed to be flowing within this structure. Reach 13. Sta 12+g2 to 13+90 12" CMP Conveyance from CB#8 to CB#9 CB#9 is located on the north side of N. 34`� and appears to be within the paved shoulder. Stormwater enters this CB from the east (12"CMP), and is conveyed to the west (12" CMP)• , This structure is a structure that was constructed on the top of the 12" CMP—as the pipe is continuous along the bottom of the structure. The top of the conveyance has been removed to allow for inletting stormwater. There is no catch and there is 44" from the 12"discharge IE to the rim of the structure. Stormwater was observed to be flowing within this structure. � Reach 14. Sta 13+90 to 14+48 12"CMP Conveyance from CB#9 to CB#10 CB#10 is located on the north side ofN. 34�'and appears to be within the driveway of a lot. Stormwater enters this CB from the east (12" CMP), and is conveyed to the west (12" CMP). There is no catch and there is 27" from the 12" discharge IE to the rim of the structure. Stormwater was observed to be flowing within this structure. 2. Existing/Potential Problems The most obvious existing/potential problem relates to the existing shallow conveyance system, and older brick structures that has been described above. Some of the conveyance reaches appear to have 10" CMP pipes. CB#7 appears to be of concern due to the type of the structure and the lid. I I . TASK 5: MITIGATION Due to the small size of the project,the design of the Candlewood II proposed residential short subdivision is not required to will provide on-site stormwater detention. Water quality facilities will be provided in the form of a Water Quality Tank—calculations are provided in Section IV of this TIR. Since the site is not within a Critical Basin, and since there do not appear to be any ongoing downstream capacity issues, the conveyance system for the project will be designed to the standards outlined in the King County S.W.D.M. � p �� '� �� '� ll � ' .. � �� " �- ) � „� �1 ( � � � . � �� ■�. 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' - i � �� b�� - ��. �'� � % . �� _ : '� ., � � ` ' ��. ,'I . ,�: �� . , � ,� - y � � � �� . 1a� ; � • • ' .10-L 7 St S [B-] ce � ' ' �•t-�� oa-�o �. -e c v`� �``, `' ' i : �.ae- , r�ce o,3. e-� - ._ �.oe-i _ \ . � . ,� \\�. ._ ' ' .. ]CB'B � D8=6�T-'I.�� ;z � . . �� e-1� ��re-�1 '^- .`.. � � " ' � "� .co- � -� .o -� �o -�0 7 GB' 7'.D9-17 I.CB �.[a• 1 � ��A 1 � '� � /i� �j� 7ioi-7 '7 u9- � � � i fi�w� �� 1� �� i � , i �� j " 1 i 7 8-1� 7. -16��, ' ��1� : � �.� � r� �.> , � ��; _ . / �� •� i'. 'i �a- � ,r��,��1; L �" �1 t� � (� � ( t� t I �' ( � � � � i'� �' � ', A �� , � j� � ' � '� `v�, 1. ��' , ,�';! � - 1 ,� '� r��;'� , . . , , . , , , . - `,�� , \ , ; ( � , - ' - � ;;� ; � � � j ' �_ ��y�' `�`� �� ' 1 �,. �, � � 1 �'� i-� '1'� �� ;i� ; (� �� - � ' �� _' - ; •• % 1 . � �:�� I � � \��\yt \ `\�� 1 ��1 �� 1 � � I �� (' I � � �I ` I• ' �) � � / \/ \ \ �II \II I I �� t\ r 4 f �� i � � � t � -� � � -�1� ,�' 1 � � • �'� �i �� '�'� � i �i \\�'•� (�;�. � �� ' / I � ` ' l ,. � I, 1 1 ,I I .\ � � I I 1 � � r�-u \ ' , � , �e � � _a. - t $t �ox-� �I1 i i.ct _ - i �� , \ \`� �� .\ �r�;Rd)\ '� ,.u-� ,� verg wr� . _ � � u ' e', _ � ,�� , �;' `� •D�-'' �•D2-' ��i ;�� 1 % � �\�. �f� o-�. . , � , `, . . `l � R � .-�_� �; : `- ` , '(' � 1 ! �— �\ . . � . �'� /� i/ ' .I �`•�1 `�:\�� ;�� `� � .�. � `),CE l _."' a..� �o ,� �i -� ��,'' �i �i � � I2-� � `\\\. \ �y jrt �r�//'// I' /, } .r� II I; ,. — � �..�,v.,�� .��' N'.� � ��i��i�� +� _ � ��I � \ ` � _ �i u � - \ i � �Y D4 - 5 T23N R5E W 1/2 2 0 4 0 +� `ti O p � UTILITIES DIVISION ---- Ranton ��, �� 1:4eoo � P� �c� �� « � � 32 T24N R5E ��N,�o� �,o�,� Dataas NAVD 1988 Y�tw�s W 1/2 I. ` _ _ CANDLEWOOD II TECHNICAL INFORMATION REPORT SECTION IV STORM DRAINAGE INFORMATION Provided in this section is the following information: A. Existing Condition & Creation of Existing Condition Hydrographs B. Developed Condition& Creation of Developed Condition Hydrographs C. Detention Discussion. D. Water Quality Tank Sizing Information. EXHIBIT 1: EXISTING CONDITION EXHIBIT � � � ; � I • I 4 f . CANDLEWOOD II - STORM DESIGN SECTION IV.A. Information Used in Creation of Ea�isting Condition Hydrographs Pre-Developed Condition- Hydrographs Information is provided concerning the creation of the pre-developed condition hydrographs for the 2yr-24hr, and 100yr-24hr storms. The Waterworks Basin Summary printout for the existing condition hydrographs are included in this section. The Existing condition Tc flowpath is shown on the EXISTING CONDITION EXHIBIT. Copies of tables referenced in this section are provided in the Appendix. � � C��//e��.-/ 2 ' Sfarrn /��s��.� .=;� - �- � ' /y ; '' S c G f' l�, f�, ,�y i s ri .� g C o r� o/,�7L, o rJ � I l .4.-G o : C/S�/�9 SO�/ c�G S�� - DcS.cl/�- L��s-L��'l��OrC �iS� G�o vn t/� ��7� /-�Ov�'�aY� OJ�f�C si fc i �S,•fc = . 700� I ��Y/S f" �--�S��G t S/ 2o w =�7Oo��f 1/O'J � Z S% = , 7�o o G�-�-� i yjS�/ff L r t ( � . ;- 5� i Z. sQ��/s � 7-/�� /�, �� Co�.�:y so , �s ,vtp� � -��_ . ; �D/'o v/c%�//� S'e G f 1 � � c% c Q�`c s �`/i A/� �`-liC S�"fC i f v r� %/�a�i9 vr/."jf� 1/)��'Jo:o ��/i!r' j C 1`n C� So./s. '_ ' �,c rrrc 3. S, Z, ,�}. o � T�ie �c,�9 Co- `�../,DJI/1. (��oi�de�/ �� `h c f�,o;�c f;.-�'r'J c/a ss, ��e�- 1 n Cvs o./�- c.s = G�o T,o �9 �---------So i/s 3, C/�/ �/a/v�s T/�e C/f/ vo/vcr v.seG/,,� f-he eX,.s�`,�y cor� c%"!�i"a/7 c��7c�/ ,S-.f / s ��a�77 To%/c �. SZ. �3. �i��ov��,i�/��-/;� ' c�_C N�,c��v. : �os�`'vi'e — � .� �� G�qv�/�o�� = 7� I /.�. C/I��in e rd : = y ��I �� I I �(.__ �Xi;s1c' �l7'7�G/v,/�rc o = �, p� II f'"%�j v S r � ��o �� f=fL She�/ @ / O S �f-L S. S,de N 3Z.��%ov��y /,/�o �t L (�oa �� ir � � = Z, � yo �t � G�' , O 7 Q G �--- �-Im.o c r.✓ -- —� �c-.c". Ex��s f /c�v A��A - .4 ,y - Ta f Zjr,P e r c� I � I = . 7G oc- . �7oG =� �o �aG �--��-r� I � i � i : I � � i E i ! Ca�c/%uroocl Z � Sf"oi'•y� ;.��-� ,�� S�c �1�! ' S e G f�/7• C�i S f �O/�o� C O!? �f- �/� 3. G�l/ I/G/��s — Co�t � ' �� "ei�i�e G/1/ /-�crv ; I / J ,�/ i G�GrVG��/i (/GAI�Ga =��'�O lC%Zl -- . �7ac J C/�' = 7[0 y3S�a /?erno�i��er yo��✓/�►��o = . � 9pc - . O�foc = , �.S-GGf GN= S � .-. �� - � a�� s>� � 5� _ �� " , � y y ��cc.�,7i fpl��vl7__ �Co�ics o� .l,sa�o�vvivl�' ��c i� /-��-.� v) � Z`yr .= Z. O�� /OIJy i = 3. 9.i� .S Tr Ex��s J`�n 9 � = 3 G G , v = �� , s - , p� � �S = . /S �sL�Grf�/4�%'i C y�osr f� Law�s� � �pO�C 3 Sz. C• ,S /70W��h� �/�JS .� �G�ti�f /S ��oVi�� i . i� fhc c.��e i�o%';� c� �`"�-'s rcPo.-f j '"�OfeS = � �ui:sfii�y con�%'/�."oi� T ��ow�✓af/� is .s/�ow� ' C,5 �.6 � � ; o� f"/� e�.:rt�� c o.��`�"a�� x , , ; , j co�fo,��d �.,�f/, H �-h,r s��f,oH o� th� r/�a� I� G , T ,'s c o/c�/o fe d vs�i�9 Gt/�7`er�,va•-.�s T � Co%v/ofar I 3- �il/o fe.��vo.%�r �.��'��f-o v fr o f fh e ,CX�:s f � Co� a!/jas�:, Sv�rr�ar�r. Sh ee�`s �or f'ht 2� � /OOyr- J f'o�mJ �o/%�v r`h,r/.�o�c �°. _�`�ro�Q�h S�/�i/Y�a�c� - �X,sI`,i�� Coh �%�f,'oi� � yr /�e�/c = .(� 3 c �s � /OOy r %-',✓o/ = ,/f-c fs 0 10.4' �' � � �`,, � , , -- - - -- � .. __ - - --- � � ., E 5.6 - ; � -- � �- . � --- � � --- -- - - -- — - . — - - -- 'I C17 Wf�1: -�_ " --- -- - - - {��' 3.0' - 100,0' �__ --- �. � � C.�� P�l A 1 E�F' f��F T E�',% P�F�26 ACCESS - I — — — - '/ I �� UTILITIE ESM'T � � �.<.� � / � � %' � � i � � L�� 3��' ----_ � I PROP 20' p - /� � PVM'T � _ _ -- I - ; - . o� I o o / I i ' _ _�_ � � � Q o / � / I 6 00 I I Q _ _- - - � / / �w I I , I � ., — _ �-_ r I , - .,, --�,�- --�'� I � 100.0 -=;r�y -- - __ __ _____ I � I - --;�— —_ BUIL ING EN�I� LOP �,\ '�\ � � � TYP � I � � �, ` I o I � � � � � • � I I 2,o I � � N � � � o Cd ► I Q � ,.� � _ , _ _�,; � _ � I � ► , ,, � -_____ --__ _ _ J __ __ --- �� – 2 6.0 -, � — -- — — _�_ -- --__ � � I � � _ - -- - - _ � � I � ^ `- ;o =� -� 74:0' d- --- - - - _ � ' �N I I �� - - - -- -- - -� �- � C� � - __ N , - - - .. - � „ � _ _ N � �� " � �) � ) _;,� �� N Q' �r � � — -_ _ � I � � _ � __ �... � 0 1 -�..�� -_.. .-.. �" \�J '� -_�' _'_ '_ __- Q _ -- i -, 1 � �i ' � f / _�`-'----__ -=--I-___ `_ -F�,��F � ) A C C E ., ;,� � � L �►TILITIES E T � P'.. Q -- - 0 �-- - - - _i , ----- - - I_ _ , � � � C� \ _ Q � ------ - ------ , _ PROP 12 --- -- - Q `--- _- - > > ,:.- -. �_. , - --`------__ P VM T �� - � /, _ _ _ _ I_ __ �— � . ,.�._____--�__---_�_ __ -- --------_--_.____- - _ I \ - --__ ----� --- --_-- � - -- -_ - _ __- , __ --- __ , -_ _ --- - ; , - - - � ----- - -- � __- - -- - ---- _ -- ___ _ --_ _ -- ____ -- �__._ — --- -� -.--_ _. _ _ _ _ --- 0.0 � -- _.. _ _ - _ - - - --- _ E_-��J1 �1`1� r,E-1CL� _ _ . � , ,. _ — _ _ � _ - -- -- - --- --- - ---(TO BF ��E�1� ��'�Di - -- -- z2o � — -- __ __ / , -_ PROP 20 ,', � -� � � ESM'T _ __ _ I-- - _ _�� / _ I i_ � - � � ;' � ---I- �— -- o � ��- I -.�- ' - --__ I I � , � �, �____ � �� ,� :_- -_ � -��— _--- — —— , � -- _ _ , ;� : : -_ ,�, . �, i� i ' � �� _ ' , / - -=_ _, __ __4-�=__ �� w _ __` _ __.84 ; ,-� 100.0' � ` � ______ ---- — -- — -- ---- - - - � 8 --- ;' o � ,.� , ; � �=--- — — — ` - - - - — - - - —-- � `I j % EXISTING FENCE �, � I I � a � �� _ ----o (TYP) � I ' � 17. 5 I Q`-o�`- ----- ___ �. �/1 ; � ,- --_ _____ � � � I I � � / -- _ / / � -_ - - - - �, _n_ �r � ' `^�26' I w � � /� ! ,- " . � x � � =_I � � � i ` , � . � I 2�6 I � �h I � . , ` - �_ � � � .,� ��.Q� `� , ,., .- r � -- _ , - ---�--- - --- -- -- � _. . �� Rabn ° ' � � » ��2�5` ni� _ � �w � s �� -�. y/y - 1/28/O1 6 :48 :34 pm Casey Engineering page 1 CANDLEWOOD II SHORT PLAT EXISTING CONDITION BASIN SUMMARY BASIN ID: EXIST02 NAME: EXISTING CON. 2YR-24HR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .76 Acres BASEFLOWS : 0 . 00 cfs R.AINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 .69 Acres 0 .07 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 66 . 00 98 . 00 TC. . . . . 19 .23 min 10 . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 300 . 00 ns : 0 . 1540 p2yr: 2 . 00 s : 0 . 0600 PEAK R.ATE: 0 . 03 cfs VOL: 0 . 02 Ac-ft TIME: 480 min BASIN ID: EXIST100 NAME: EXISTING CON. l00YR-24HR STOR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 76 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 . 69 Acres 0 .07 Acres TIME INTERVAL. . . . : 10 .00 min CN. . . . : 66 . 00 98 . 00 TC. . . . . 19 .23 min 1d . 00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 300 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0600 PEAK RATE : 0 .15 cfs VOL: 0 . 08 Ac-ft TIME : 480 min CANDLEWOOD II - STORM DESIGN SECTION IV.B. Information Used in Creation of Developed Condition Hydrographs Developed Condition- Hydrographs Information is provided concerning the creation of the developed condition hydrographs for the site. The Waterworks Basin Summary printout for the 2, and 100yr-24hr developed condition hydrographs are included in this sub-section. The site is not within a "critical basin". During the preparation of the Level I Downstream analysis, there were no identified downstream capacity or flooding issues. The Developed condition Tc flowpath as used in this analysis is assumed to be l Ominutes—based upon engineering judgement. As a result, there is not a Developed Condition Exhibit in this section. Copies of tables referenced in this section are provided in the Appendix. ; ' Cp�a//e..�o o d Z Sf"o�� ,Ocs�y� ' Sc��_ZJ�", '�j, -----_�-_-- ------ _ _ _----— � ------ _ ------ . ; , S2 G 7�'. � /J- � � / � CdG�O�JGGi� CO/�A'i�/O/7 Z �_ �-}/G 4 - J 4/�7 C G,$' e Y�S fi/l c� _ • 7�o o c F-�-1 J-o T�e�/ � II / � I i i Z . S p i�S - SG/Yl� OS e}C/Sf�n9' — GCO<J�O A �- SO'i'�S i II 3. CN 1/o/vcs: Us�n Ta6/c 3.S_ Z, /3 ,:� ,q �r,�,/,X II � �� I C/Vjoci-✓ .= L aw�s Loac�sco��:�� _ �o SE' C/V c�✓. �, f Go oc� Con a�.f.0/7 jl � C/I�i ir��Jcr'v = 9� � C/V�ir�,oc�v I ' L/. �rcc./��'7'La�iolJ ' SO�G q'S eXiS7�./�q i � / , 5 • �C .UC v��G/J e c� , ___—� �� -1 m�J Cr'c� /�S/D�T1 i�7 ,bosc�✓ v a� � / �G� C/YJCH�`' - E.�,y�i�cc�,:�9 � 9 T �crv � s /S �. ti fj�s��/ u�o� � / r� q. /7CC✓'�/�� ✓Uc��Gi'llCH7� � ✓ l�. �G✓'�//,�m�7 C�// �/'G cr.� G�O u//7 ==f=- �s„�y Ta�� 3. �s: 2. /�" ,� �-��,�,� �,X .S�c%/, 7G o� - �• SFl c/v�9 a ��7��Jo%7��%�� j,'c/c/s' S S �a �� zrvi"o v�- i ✓ .�� . 7�o ac) �-.S.SJ = � �'Z ac !�1� �cri �o tr'v s O , �c rv��c a = /�-�'d7`' — �!1 r��G'C''�� — . %�o� — � `�Zoc = . 3Yo� � /-��cr✓ - ��✓,j I ' I ; /Vd fC �" �/I�o f cr W O r/s �7��rI 1Lo v J� �� e v- Co/�O� /,�o�.s,"� � -S�/rl�!) c��y Sh�G f �or Z a�,a� /DOr.��' S J�p/'/!�f' �o�%Cv 7`h�s�o�c. `� i i i ( � , -r;< '� . - -�-7 �- iz - 1/30/O1 1 : 18 :4 pm Casey Engineering page 1 CANDLEWOOD II SHORT PLAT DEVELOPED CONDITION --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: DEV. 02 NAME : DEV. COND. 2YR-24HR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .76 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 2 . 00 inches AREA. . : 0 .34 Acres Q.42 Acres TIME INTERVAL. . . . : 10 .00 min CN. . . . : 68 .00 98 . 00 TC. . . . . 15 .00 min 10 .00 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 300 .00 ns :0 . 1500 p2yr: 2 .00 s : 0 .0600 PEAK RATE: 0 .19 cfs VOL: 0 .07 Ac-ft TIME: 480 min , � BASIN ID: DEV. 100 NAME: DEV. COND. 100YR-24HR STORM SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 76 Acres BASEFLOWS : 0 . 00 cfs R.AINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 90 inches AREA. . : 0 .34 Acres 0 .42 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 68 . 00 98 . 00 TC. . . . . 15 . 00 min 10 .00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 300 . 00 ns : 0 . 1500 p2yr: 2 . 00 s : 0 . 0600 PEAK R.ATE: 0 .44 cfs VOL: 0 . 16 Ac-ft TIME: 480 min IL �� / i CANDLEWOOD II - STORM DESIGN SECTION IV.C. Detention Discussion: The following is a comparison between the Existing Condition 100yr-24hr runoff from the site compared to the Developed Condition l 00yr-24hr runoff from the site. 1. Existing Condition 100yr-24hr runoff: From Section IV.A, page 4 of 4, Hydrograph Summary, the existing condition 100yr-24hr runoff from the site is: .15cfs 2. Developed Condition 100yr-24hr runoff: From Section IV.B, page 2 of 2, Hydrograph Summary, the developed condition 100yr-24hr runoff from the site is: .44cfs 3. Difference Between Existing and Developed in a I OOyr-24hr storm is: .29cfs < .SOcfs Therefore onsite detention is not rec�uired for the pro'iect• i ��,�/v.��.. �,--� ��/ _ ��.iroJ� �-� hua j �D�� - .�2� I /�, �' �--� Z� ' O/ _ ?��5 z-� /r��ss�3L£��G� _ � I ' " . � .s'L J r, �� v��: � �G!� ! � ; .r: ��o��fS �!' /°/1 --��. ��sS�8� _ (1[�nJ.�s z�;(�s'•Z�(/L 'S/�= /j ' a��'� s •z C� ( I �S '�'`I =� _ _ z\�� (�hkE•-)'" FF°�'h�$�s� -0 9��i .� - -z� �.� /L 'S'/ - ( pS z� � Z _ t-i' �%��N, s_A�� _t/ ��si t �� -�Os•7 =Y � s��f��.�,�5 0 �L� '��1 -. ,-- o�'��l' _�' " / � r �' (�/�, � u.'S-��/ =-r° a�DJo � ___ � % = u, S"� = .� �S� S� _ � �° s r � --- G, = �°" 'SJ � 0 � - V' ,S" � £�f ,L• � I �s,�� 7J� �u�7 .J G, /S{r'7��,6%s�d��s��.s ,� o�J��o�� r S1iV ��,�s� ��v.�wa�� [�/`? S.Z � ! '�i� F,� h = o��t 7.�9N1 .1o�.�fj/ ; �-�O /� .,.w s��a, _��a��p I F �s =�� '/ . i�f -!""i�t �� J�� U �� U� � �l./,iu/J7�� '� 1 L� %'• �' /p/1 £ � ZL =/�/I '.' /��/�d�-�h' ��S - .r/.io�,i�.�,�� ,��s� �,:l��Gti�� s� aGun��/r f��! ��/�� i��(t�/Vl 7G�1 , �j.,� �. � 7GUn��/I 7��n ��T o� •� �►�� c.v j� �o z� . _ ,r�a rlcv T � Z� �/ ��'oo�� - f�S- c�� .•�d�"I�, �,o,� ,��o� ,�� /��d �,5� ; o �� z ,�»�c.�—� �y �,L � . _ � Z �o =d s,n �� rr�� - ,�� cv�o�S -� '/"�'� i�� <'/i'I "/ � �i.. -Uv_�_//J/J��,(SU/, � ✓�p 4/I h/�C U�J�//7 � � 7,(�� o -��s r�o��p�o� �y..� .,� ,��s� s�M y��y� ; ��d� -,�o�/�( �-� �o�•Cfj•5' r/ J�S �a v� �u.i�.�o/�� / ! \ r. c�i��s- 7(i/�n� Ja�n� -iy I Z� v _ "�� . �=� �zr11 T z ��o,�a��u��---- - -- ; .2 � --�j- - -� - � �'� �- _= . __ . , • `%z - 1/30/01 3 :18 :40 pm Casey Engineering page 1 CANDLEWOOD II SHORT PLAT WATER QUALITY VOLUME DETERMINATION --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: WATQUAL NAME: WATER QUALITY VOLUME CALCS . SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .42 Acres BASEFLOWS : 0 . 00 cfs R.AINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 0 .00 Acres 0 .42 Acres TIME INTERVAL. . . . : 10 .00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 10 .00 min ABSTRACTION COEFF: 0 .20 PEAK R.ATE: 0 .05 cfs VOL: 0 .02 Ac-ft TIME: 480 min ��02 � �' t � L/3 ss.o �,-� �}-<- � v7 � �t� CANDLEWOOD II TECHNICAL INFORMATION REPORT SECTION V CONVEYANCE SYSTEM ANALYSIS AND DESIGN Information is provided in this section for the capacity of the conveyance system proposed for the site from the outfall of the Water Quality Tank downstream to the existing conveyance system at the intersection of Park Ave.N/N 32"d St. The site is located at the upper end of the contributing basin. As a result,the stormwater entering the conveyance system will be negligible. The capacity of the system is checked against the Developed Condition 100yr-24hr peak runoff determined in Section N.B page 2 of 2—which is .44cfs. The capacity of the flattest section(U.5%)of the downstream conveyance is checked using Mannings equation. Using 12"CPEP with a roughness ccefficient, n=.010,the capacitv of the svstem is 3.28cfs . Using an area proportioning logic,the system as designed is capable of conveying stormwater runoff from an area of approximately 5.7acres having the same density as that of the Candlewood site. The upstream contributing basin is approximately 1.0 acres. It is my opinion that the conveyance system as designed is adequate. ; -- _ /. d� � � ��S �./ � � _S� z - �, � --� s � � z •�' -� , ,��.��-�1 soo- =S y�'�'' D/G"= U �� ,� �//1/ p � -s� /l - - _ _ � sz � z8L =/1 —�--, s , � _ J �' z Zi o — . Zi ._ s/� � �� Z - �� -s£/ � � �� % - (� � � =U d z//1/ G v's / ,os Zol� , - i W ! - � --�, £ � �/ S � _ -S f � -J / S � _ /I , - - - Z -' --� S -' � 'ZZ / �S . � /� a = /1 �' ; Q = �t '.' /� �' = h ,' o�a� _ .�_�:J S' J '6 'Z Z/ = C� . � % l Lz :/hZ� � 1 z� s /� � i, -� � � � '/ � _ � ( Z �zo � . _ : z s I� J� � � '/ - b . � �o �- z ;: � /� � 'S � J Jt o scci�a� Ui -ci �� s�c��'r�uo�'�/ a��S o1 �vd� . . � _ .� � �� z _ d . : _ I � � Z .� � = � �s ; �`J-� Z = r,�-,✓ �G'� z � � _ �� ; 7 i�'i' � �� , . .�C�ayc v� � U Z/ ,j/� �/ 7' �-�i % _ � ." Uo ,lo�' .�,o �;iU:.c ��/ - , �' V �ZO'=C1 ��n�/ �c.�i;Mo �p!� �o� a�/�� o � /� � �'yj/� J� v�`� . _ y,-Z -� s�� / � � - CANDLEWOOD II TECHNICAL INFORMATION REPORT SECTION IX EROSION AND SEDIMENTATION CONTROL DESIGN Plan Sheet 5 of the engineering plan set contains the Temporary Erosion and Sedimentation Control Plan (TESCP) and grading for the project. The basic features contained within the plan include the delineation of the clearing limits, silt fencing, and a Stabilized Construction Entrance. Due to the small size of the site it is not anticipated that there will be any sediment laden stormwater leaving the project. CANDLEWOOD II TECHNICAL INFORMATION REPORT SECTION XI MAINTENANCE AND OPERATIONS MANUAL The storm drainage system within the Candlewood II project is to be privately owned and maintained by the Homeowners Association. Provided in this section is the following information from the K.C.S.W.D.M.: No. 3 Closed Detention Systems(Pipes/Tanks) —Applies to the Water Quality Tank No. 5 Catch Basins No. 10 Conveyance Systems (Pipes& Ditches) APPENDIY A MAIhTENAIv'CE STANDARDS FOR PRIVATELY b1AI'�TAI;VED DR.AI�AGE=ACILITIES . NO. 3-CLOSED DETENTION SYSTEMS (PIPES/TANKS) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Pertormed Storage Area Plugged Air Vents One-half of the cross section of a vent is blocked at Vents free of debns and any point with debris and sediment sediment Debris and Accumulated sediment dePth exceeds 10°0 of the All sediment and debris Sediment diameter of the storage area for Yz length of storaoe removed from storage area. vault or any point depth exceeds 15°b of diameter. Example:72-inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than�k length ot tank. Joints Between Any crack allowing material to be transported into All joint between tank/pipe Tank/r ipe Section `aciliry sections are sealed Tank Pipe Bent Any part of tank/pipe is bent out of shape more than TanW pipe repaired or replaced Out of Shape t 0%of iCs design shape to design. Manhole Cover Not in Place Cover is missing or only partially in place.Any open Manhole is cfosed. manhole requires maintenance. Locking Mechanism cannot be opened by one maintenance Mechanism opens with proper Mechanism Not person with proper tools.Bolts into frame have less tools. Working than'h inch of thread(may not appfy to self-locking lids.; Cover Difficult to One maintenance person cannot remove lid after Cover can be removed and Remove applying 801bs of lift. tntent is to keep cover from reinstalled by one maintenance sealing off access to maintenance. person. Ladder Rungs King County Safety Office and/or maintenance person Ladder meets design standards Unsafe judges that ladder is unsafe due to missing rungs, allows maintenance pe�son safe misalignment,rust,or cracks. access. Catch Basins See"Catch Basins"Standards No.5 See"Catch 5asins"Standards No.5 1998 Surface Water Desi2n Manual 9/1198 � A-3 APPENDIX A MAII�"TENANCE STANDARDS FOR PRIVATELY Ai.�.INTr�INED DRAINAGE FACILITIES . NO. 5-CATCH BASINS Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintertance is performed Genera! Trash 8 Debris Trash or debns of more than 1/2 cubic foot which is No Trash or debns located {InGudes Sediment) located immediately in front of the catch basin immediately in front of catch opening or is blocking capacity of the basin by basin opening. � , more than 10% Trash or debris (in the basin)that exceeds 1/3 the No trash or debris in the catch depth from the bottom of basin to invert the lowest basin. pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocfcing Inlet and outlet pipes free of more than 1!3 of its height trash or debris. Dead animals or vegetation that could generate No dead animals or vegeta6on odors that could cause complaints or dangerous present within the catch basin. gases(e.g.,methane). Deposits of garbage exceeding 1 cubic foot in No condition present which volume would attract or support the breeding of insects or rodenu. Structure Damage to Comer of frame extends more than 3J4 inch past Frame is even with curb. Frame and/or Top Slab curb face into the street(If applicable). Top slab has holes larger than 2 square inches o; Top slab is free of holes and cracks wider than 1/4 inch(intent is to make sure cracks. all material is running into basin). , Frame not sitting flush on top slab,i.e.,separation Frame is sitting flush on top I of more than 3/4 inch of the frame from the top slab. slab. Cracks in Basin Walls/ Cracks wider than 1/2 inch and longer than 3 fee; Basin replaced or repaired to Bottom any evidence of soil particles entering catch basin design standards. through cracks,or maintenance person judges that structure is unsound. Cracics wider than 1!2 inch and longer than 1 foot No cracics more than 1/4 inch at the joint of any inleU outlet pipe or any evidence wide at the joint of inleUoutlet of soil partides entering catch basin through pipe. cracks. SedimenU Basin has settled more than 1 inch or has rotated Basin replaced or repaired to Misalignment more than 2 inches out of alignment design stand2rds. 1998 Surrace Water Design Manual 9/1/98 �-S � ' APPENDIX A hiAINTENANCE ST�IvDARDS FOR PRIVATEL�'A4AINTAINED DRAII�AGE FACII.ITIES � NO. 5-CATCH BASINS(CONTINUEI� Maintenance Defect Conditions When Maintenance is Needed Resulu Expected When i- Componeni Maintenance is pertormed � rire Hazard Presence of chemicals such as natural gas,oil and No flammable chemi;ais gasoline. present. Vegetation Vegetation growing across and bixking more than No vegetation blocking opening � 10%of the basin opening. to basin. Vegetation growing in inleUoutiet pipe joints that is No vegetation or root growth more than six inches tall and less than six inches present apaR. Pollution Nonflammable chemicals of more than 1Y2 cubic foot No pollution present other than per three feet of basin length. surface film. Catch Basin Cover Cover Not in Place' Cover is missing or onty partially in place.Any open Catch basin cover is closed catch basin requires maintenance. Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper Not Working person with proper tools.Bolts into frame have less tools. than 1/2 inch of thread. Cover Difficult to One maintenance person cannot remove lid after Cover can be removed by one Remove applying 80 Ibs.of lift;intent is keep cover from maintenance person. sealing off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs,misalignment, Ladder meets design standards Unsafe rust,cracks,or sharp edges. and allows maintenance person safe access. Metal Grates Grate with opening wider than 718 inch. Grate opening meets design {If Applicable) standards. Trasn and Debris Trash and debris that is blocking more than 20%of Grate free of trash and debns. grate surface. Damaged or Graie missing or broken member(s)of the grate. Grate is in place and meets Missing. design standarcis. NO. 6 DEBRIS BARR[ERS (E.G.,TRASH RACKS) � Maintenance Defect Condition When Maintenance is Needed Results�xpected When Components Maintenance is Pertarmed. General Trash and Debris Trash or debns that is plugging more than 20%of Barrier ciear to receive capacity the openings in the barrier. flow. Metal Damaged/Missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more Bars, than 3!4 inch. ' Bars are missing or entire barrier missing. Bars in place accordino to design. Bars are loose and rust is causing 50%deterioration Repair or replace barrier to to any part of barrier. design standards. 911/98 1998 Suriace�Vate:Desien Manual A-b � • KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches) Maints�ancs Conditlons Whsn Malnts�ance ResuFts Expectad Compone�t Defsct is Needed Whe� Malntenance (s PeHormed Pipes Sediment 8�Debris Accumulated sediment that exceeds 2096 Pipe Geaned of all sediment and debris. of the diameter of the pipe. Vefletation Vegetation that reduces free movemant of All vegetation removed so water flows water through pipes. frealy through pipes. Damaged Protective coating is damaged; rust is Pipe repaired or replaced. causing more than 50%deterioration to any part of pipe. Any dent that dec�eases the cross section Pipe repaired or replaced. area of pipa by more than 20%. Open Ditches T�ash 8�Debris Trash and debris exceeds 1 cubic toot Trash and debris cleared trom ditches. per 1,000 square feat of ditch and slopes. Sediment Accumulated sediment that excseds 20% Ditch deaned/flushed of all sediment and of the design depth. debris so that it matches design. Vegetation Vegetation that reduces free movement of Water flowa freely through ditches. water through ditches. Eroaion Damage to Sea"Ponds" Standard No. t See"Ponds'Standard No. t Slopes Rock Lining Out of Maintenance person can see native soil Replace rxks to design standard. Place or Missing (M beneath the rock lining. Applicable) Catch Basins See'Catch Basins" Standard No. 5 Sea"Catch Basins" Standard No. 5 Debris Barriers See"Debris Barriers"Standard No. 6 See 'Debris Barriers" Standard No.6 (e.g., Trash Rack) A-11 1/90 r CANDLEWOOD II TECHNICAL INFORMATION REPORT APPENDIX The following information is contained in this Appendix: A. Copy of King County SWM Manual Figure 3.5.2A showing the soil and hydraulic group for the site. B. Copy of King County SWM Manual Table 3.5.2B showing the SCS runoff curve numbers used in the analysis. C. Copies of Isopluvial maps showing the 2yr-24hr, l0yr-24hr and 100yr-24hr precipitation at the site. D. Copy of King County SWM Manual Table 3.5.2C showing the "n" and "k"values used in the development of the time of concentrations for the hydrographs. , � KING COUhTY, Vb' ASHINGTON, SURFACE V4' ATER DESIGN 1�1ANUAL � (2► CN values can be area weighted when they apply to pervious areas of similar CN's (within 20 CN points). However, high CN areas should not be combined with low CN areas lunless the low CN areas are less than 15°0 of the subbasinl. In this case, separate hydrographs should be generated and summed to form one hydrograph. FIGURE 3.S.�A Hl'DROLOGIC SOIL GROliP OF THE SOILS IN �ING COUTvTY -- � HYDROLOGIC HYDROLOGIC SOIL GROUP , GROUP' SOIL GROUP GROL;P• ,�derwood C Orcas Pea: D I Arents, Aiderwood hlaterial i C Oridia D ' Arents, Everett Materiai j 3 Ova{I C Beausite ' C Piichuck C Betiingham I D Puget D Briscot D Puyallup � B Buckley D Ragnar B I Coastal Beaches Varia�le Renton D Earimont Si{; Loam D Riverv✓ash Variable Edgewick C Safal C cverett A/B �Sammamis5 D 50/�S Indianola , Seattle D Ki;sap � C Shacar D Klaus C Si Siit C Mixed Alluvial ;.and � Variabie Snohomish D Neilton � A Sultan C Newberg � B Tukvvila D Nooksack I C Urban I VarD bie Normal Sandy Loam � D Woodinvil(e I HYDROLOGIC SOIL GROUP CLC,SS1FiCATIONS A. (Low runoff poternial). Soi!s having high in,iltration rates, even when ,horoughly wered, and consisting chiefiy of c�eep, weil-t��xcessively drained sands or graveis. These soiis have a high rate of water transmission. B. (F�Aoderatefy low runoff potential). Soiis having moder2te infiltration rates when 2horoug7ly wetted, and consisting chiefly of mode:ately fine to moderately coarse textures. These soils have a moderate rate of iwater transmission. , C. (Moderately high runcff potentiai). Soils having slow infiltation rates whe� thoroughiy wetted, and consisting chiefly of soils with a layer that impedes downward movement of water, or soils with moderatefy fine to (ine textures. These soils have a slow rate of water t;ansmission. D. (High runoff potentiai). Soiis having very slow infiitration rates when tfioroughly wetted and consisting chiefly of cfay soils with a high swelling potential, soiis with a permanent high water table, soils with a hardpan or clay tayer at or near the surface, and shallow soils over neariy impervious ma:erial. These soils have a very siow rate of water transmission. • From SCS, TR-55, Second Edition, June 1936, Exhibit A-1. Revisions made from SCS, Soil Interpretation Record, Form #5, Septemb2r 1988. �n 3.�.2-2 1I/92 Gp. � K1IVG COUNTI', w .aSHi �fGTON, S U RFACE �� ,aTER DESIG '�� !�1ANUaL . TABLE 3.�.�I3 SCS tii'ESTERti W'ASHI�ti'GTON RUNOFF CURVE NUNIBERS �CS VV�S��RN '�f1ASHfNGTCN RUNOFr CURVE NUM3ERS (FuDiis�� by SC� in 1922) � Runoff cur�? numbers for selecied agricultural, suburban and urban ;and use fcr Type ;A rainfall dis;ri5u;ion, 24-hour storm duration. CURV� NUM5�RS EY ' HYDROL.r.'GIC S01�GROU? LAND L�� DESCP,Ir i ION A 3 C D Cultivated land(�): winter condition I 20 91 94 95 Mountain open areas: low growing brush and grasslands I 7a g2 gg g2 Meaoow or ;as,ure: 6� 78 85 89 Wood or forest lanc: undis:urbed or older second growth � �Z o» %6 8t Wood or forest land: young second growth or brush �� %Z 8� 86 Orchard: with cover cr�p 81 � 92 9a Open spaces, lawr,s, parks, golf courses, cemeteries. I landscaping. � good condition: grass caver on 75°,6 or more of the area o3 30 90 90 fair cond'rtior.: gr2ss cover on 50% ;0 75°�0 of the area � 7? °S VO 92 I Gravel roads and parking lo:s j 7�_ „= 2o 91 Dirt roads and parking lots 72 ?2 Si 89 Impervious su„a.;es, ;avement, rcors, e:c. � 98 �6 98 9E Open waier bodies: lakes, weUands. ponas, etc. � �CO t00 100 1G0 I Single Family nesidential (21 Dwelling Unit/Gross Acre % Impervio�s (3} 1.0 DU/GA 15 Se^�:ate curve number � 1.5 CU/GA 20 shafl ;,e selected � 2.0 D'J/GA 25 for p2rvioc:s and 2.5 DU/GA 30 imper�ioc:s portion 3.0 DU/GA 34 0`the sit2 or b2sin 3.5 DU/GA � 38 a.0 DU/GA a2 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 vSGd (p.J�$o�v� ��7.0 GU/GA So� 5s�6 Planned unit developments, % impervious condominiums, a�.ar,ments, must be computed i commercial business and f industrial areas. � (1) ror a more deta�fed descripuon of agriculwral land use curve numbers refer to Na�io^ai �ngineering Handbook, Sec:ion a, HyCrplogy, Chapter 9. August t972. (2) Assumes rooT and driveway runoff is directed inco streetr'storm system. (3) �he remaining �ervio�s areas (fawnj a;e considered to be in good condition for thesa c::rve numbers. �� 3.�.''-3 11;9'' � KING COUNTY, W .4SHINGTON, S URFACE WATER DESIGN M ANUAL . • FIGURE 3.S.1C 2-YEAR 24-HOUR ISOPLUVIALS �_-'-' q � I .F--4 "_'-s ' '-'-. ` - �:. �..�1 -r`� ; ' --=� ;�:<_,- - -i- - - - - -'7� � _ \ 7 1 ,.j. ` �M' . 3 q "�. � _t a LL�' , �� , '-_ - - � �� r /, �� 1 7--' �� - �`�.� - ' . rs `-�� I��! %: �' �� ' .. ' ' , .�. �, � - r, ) �,�, � '; � � � �� _ '� � r � , � �� a'�c`}. �� . 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'r � ��j ' • !r � - _ .I 43 '., � r, 5^ ��\ '; � _� �r�-- V � � � " - .� — O � w.u,, 3 3',� i ;t �. �� .,� � 4Q 11 t" , �. � r� Y `'•_�� ' LLEV� Ir"I 1 � / :' � e /�• r i 'I , � ;1 `� i� � _ `v� r I j \. + `i; 'y� �: - r� •i� � - _ \ e� ° I�� \ T� '.� r��', > _ I � �1 4� '��' � .1 � Is1aA'�� i ,- ./ . �.� :•,i; �� - f � � i i ., _� � :'I � �� - / 1 �` � _� � / �. � ; �'- \° �Y � ,��,�y;,, ( � y � 4 ' � r :7�Ydti i`` , � ` I.�i . 6 ( -� �' _ �, -- � � : � a : �,�. � i �, � � - � - ,� ` � r� .i - '-`�-'�' :"'��. ,' � � , � �a= ;, ,'_ � , ,_ 1 � � , _ � �j �I \ .� � 1 � � �wew ` '� _ �� ! �� ,.,-y"' ,r•.,�� l� , r�'� �'^� � � ' � � I f , .L _ � v � `�c�; �,,. Y' - �� !� �� -,-� iyi � �._.... �� ..e^' i i � �;` �, i ` � _ � j , � \�\ ` ,/ � G � � ` �� i�"�. ,� r � 1 �� . /� � 1 � � \�' � ' � 1 Z` �o _.I_ . � � l., � �� f L . � � :J ^�� . ; r ` � � i. �� . . �� ., � ,r \ � "'{ �^ 1�� . i IIMI\ /: � �� a �a. �j , '%. •• ,� '�� ,� � :� � ', � �:"/,,,.�J / u �'! ' ,'�� ' `' � L " `�\� .o � ; 1`�•' _I� '� :,t , � �, G-- �� -' �� ' � '�: : � ' � � , _ " � .�,� ;� , � � �� _ �� - � � _� , '� ;__. ".V ._� ''y „_,-� � � _ ''�_: � ,. � � � �, �, �� .i :/ ��- ��` , ,_� I .1, l i� ._ _ ��.f� � � � �-. \ � #- �,�r �., I � � ._. � T �� C r .� r� (r � �. •� / �',�- �' � � f �� j` �� 'l i �.a�,'r � � , wf' ? j � �� r- -_ _. - - - � — r' _ �_ O i. � -,,.3� _ `i � �t �; 0'� � � ` � �,.—�, ^``h . 100-YEAR 24-HOUR PRECIPITATION ' �o/ �.� � . ' .I ` . .E'�, , � 6.�- �3.4^ISOPLUVIALS OF 10Q-YEAR 24HOUR i �` '� " , �� 6� � 0�� cy c.� �� i �.=�, ..-� 5•5,. TOTAL PRECIPITATION IN INCHES � � _ = ��,% O`' p� -�.y. ��,� , �,-'"'� 0 1 2 3 4 S 6 7 8 MIIes �� .� �� i:aoo,000 3.5.1-13 h0 � � —l�''.� _' � 1/90 � ' p2� — � I :J-� _ - CASEY ENGINEERING TECHNICAL INFORMATION REPORT (TIR) � FOR THE PROPOSED SHORT PLAT OF: CANDLEW40D II CITY OF RENTON FILE NO.: LUA01-023, SHPL , ; , , _ - - PREPARED FOR: HIGH POINT DEVELOPMENT, INC. ROBERT WEST 3904 PARK AVE N RENTON, WA 98056 (425) 204-9518 '� �• �.' �1�- o�w�3��`4�n G�� c�� PREPARED BY: CASEY ENGINEERING �� P.O.Bog 1255 ��, Fall City, WA 98024-1255 '� ,�r�s�:»� f � 7 Z —(j/ Phone: (425)222-0782 � `':°''� �:�'� s�NRL�"`�' �'�' �xP�ars ,S'/ —O' DATE: JANUARY 2001 REVISED: JUNE 27, 2001 � JULY 2, 2001 , � - . . T�,Z. �- , - -� -� � I. 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Co �f��/-��Q � � j i4� f-AZ = Z /3, 77�f Z < ._.-----/,1 ro v,�c% � - � �' ��n �c ,� 2 '� � ,��; �.- � ;�-i?c'^ J. _. �S�r- . U'� �� G� i • � ' _j� . . . 'j� ;' T r�.� - J �!.�� • �-:c,-_- � L�-- �/— L3 SQ. Ft. � AIF. SFA;�:E .25' L=1.65' ,, � �'1� 1 6.01 SQ. Ft. W.Q. AREA � .5' .77 SQ. Ft. SED STORAGE CANDLEWO OD II WA TER Q UAL��'Y TA1VK - SECT�ON � • � T/2 S�� f '� . . ,G? � 1/30/O1 3 :18 :40 pm Casey Engineering page 1 CANDLEWOOD II SHORT PLAT WATER QUALITY VOLUME DETERMINATION BASIN SUMMARY BASIN ID: WATQUAL NAME: WATER QUALITY VOLUME CALCS . SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .42 Acres BASEFLOWS: 0 .00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 0 .00 Acres 0 .42 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 .00 98 .00 TC. . . . . 0 .00 min 10 .00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 .05 cfs VOL: 0 .02 Ac-ft TIME: 480 min I , � w /� _ File Input Hydrograph Storage Discharge LPool Proj: CANDLEWO +-L]------------------------Input Basin Data---------------------------+ � � ; Basin ID: WATQUAL � ; ; Description..:WATER QUALITY VOLUME CALCS. ; ; --Area-- -CN-- --TG-- Rain Type Method.....: ; ; Perv..: 0.000 0.00 0.000 PTC KC24HR ; SBiJH� ; ; Precip Peak Fact ; ; Imperv: 0.420 98.00 10.000 ITC 0.67 484.0 ; ; Base Q Durarion ; ; Hyd Time Int: 10.0 Abstract Coeff 0.20 0.00 24.0 ; � � � � ; +-----Summary Values-------+ ; ; Get _ Prev _ Ok _ ;Peak Time: 8.000 hr ; ; ; ;Peak Flow: 0.05 cfs ; ; ; Next _ Compute_ ;Total Vol: 724 cf ; ; ; ; 0.017 acft; ; ; Delete Insert +-------------------------+ � � — � +-------------------------------------------------------------�------+ Help: Get the next record in the list