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HomeMy WebLinkAbout03083 - Technical Information Report � � 0 m TECHNICAL INFORMATION REPORT FOR 3rd & UNION TO`'VNHOMES CLIENT: Lakeridge Development P.O. Box 146 Renton, WA 98057-0146 Phone: (425)228-9750 PREPARED BY: � Daley-Morrow-Poblete, Inc_ 726 Aubum Way N ; Auburn, WA 98003 Phone: (253)333-2200 PROJECT No. O 1-560 ' DATE: May 21, 2002 ����y L. ' � K�VtgED: Oc-F. i0,2002 �`� A y �t ; �� � � Z CITY OF FE�:TO*: � 13258 RECEIVED �'�F �F��s�E� ��' ; SS��NA L �-�G\ ! �;� 1 , 2002 � ExP�REs: JAN_ 9, 2004 � BUILDING DIVISION i STIWP NOT vAttD UHLEA Su;NED AND O�TED �. 3aS3 � I [. TABLE OF CONTENTS DESCRIP I'ION PAGE SECTION I-PROJECT OVERVIEW Proj ect Overview 1 vcinity Map 2 TIR Worksheet 3-5 Soils Map 6 SECTION II-PRELIIvIINARY CONDITIONS SUMMARY N/A SECTION III-OFF-SITE ANALYSIS Level I Downstream Analysis 1 -i8 SECTION IV-DETENTTON FACILITY DESIGN Existing Site Hydrology(Part A) 1 Existing Coadition Drainage Map 2 Existing Condition Time Series 3 Developed Site Hydrology(Part B) 4 Developed Condition Drainage Map 5 Developed Condition Time Series 6 Hydrologic Analysis(Part C) 7 Detention System(Part D) 7 ' Deteniion Vault Design 8- 12 Wetvauh Design I3 SECTION V-CONVEYANCE SYSTEMS DESIGN Coaveyance Design 1� SECTION VI-SPECIAL REPORTS AND STLIDIES N/A SECTION VII-BASIN AND CONIl�fUN1TY PLAN AREA5 1 -2 SECI'ION VIII- O"THER PERMITS N/A SECTI�N IX-EROSION�SIDA�IENTATION CONTROL DESIGN Erosion and Sedimemation Comrol 1 SECTION X-BOND QUANZTTIES WORKSHEET.STORMWATER r FACII,TTY SUMMARY SHEET 8t SKETCH Bond Quantities Worksheet 1 -9 L I I��'�+a.. ...n.�. �. � . '� . � . . .. . , . � . . . ' . SECTION X—BOND OUANTI'I'IES WORKSHEET.STORMWATER FACILITY SUMMARY SHEET&SKETCH Bond Quamities Worksheet 1—9 Storm Facility Summary SheEt l0 Detention Vault/Wetvault Details l l - 12 SECTION X—NIAINTENANCE AND OPERA'ITONS MANUAL 1 -5 SECTION I PROJECT OVERVIEW _ _ _ PROJECT OVERVIEW The subject property is within a portion of the Northeast quarter, of Section 16, Township 23 Ncxth, Raage 5 East, Willameite Meridian,King County Vf/ashingtfla The sate is located to the northwest corner of Union Avemie Northeast and Northeast 3'�Court inside the city limits of Renton, WA The property consists of approximately 1_3 acres. There are no existing residences on the prope.rty that are to be remQved_ The site is prese�tl}�undeveloped and is mostly aovezed with grass, shrubs and trees native to the northwest_ Union Avenue NE an�NE 3`�Court are both paved vvith concrete c.�ubs, gutte.rs and sidewalks abutting t.�e site_ The eacisting ground has slopes ranging from generally flat(west end of the sitej to 11%{central steep portion of the site}. Site soils are classified as Alderwood gravelty sandy loam(AgC). IL is proposed to develop the propert3r into a 20 unit apartment complex w�h associated parking and driveways. A combined detention vauhlwetvauh will be constructed to provide water quatity and quantity ca�rtrot. � I � NE 6TH STREET w ' z NE 5TH w Q STREET i z w i w z w : NE � 4TH STREET I z 'i�';f!',/j � SITE ; � . .,;� , /`.-��rr �A�. / Q ' �� �J���i�:`iti:lU✓ � . /� �� r.•i�"r":���P,I�� /�;� NE 3R0 CT / � � F'aRK i , -, ; i; z : � �/ /�� i �,`�� � I i i/;i ��/: i// H�A:N--fc�OtYhS Q �j /�,/j w i � i// � c aR.K 5.''�c z � / /����/j/�'" Q '� ' ' � o �; ;�;, , � � �-;i, _ z / f�,'j;-��j/%�%�; � fl � /� ���i'�ii N NE 2ND PL � NE 2ND ST � VICINITY 1VIAP N. T.s. � King County Department of Development and_Environmental Services TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Parf 1 PROJECT OINNER:AND Part 2 PROJECT LOGATION AND . . PROJECT ENG�NEER .: DESCRIPTK3N, ` ' _ � Project Owner Project Name GAKE�/,Oa� OEl/ELO�ME`Nj 3 rd � Gc�v�o� TOCdN�pMFS Address Location /� D, �ox /5/6 Township Z v� ENTON,wA 98oS'7 - oi�G Phone Range �E C425� 2Z8 - 97�So � NE.�/y Section /�h Project Engineer � MfC L, DALEy P, F Companu�4[Ey-r>D�Oc.I��'OdCfTEi� 7Z6 A UB u�2N y N � Address/Phone A��3v�n/ o �z53 -2 00 -; �.. ,. Part 3' TYPE OF PERMfT _ :p�q OTHER REUlE1IVS AND PERMITS � APPL�CATION - ` _ '.- - ` . , _ : _ ' Subdivison DFW HPA Shoreline Management Short Subdivision COE 404 Rockery Grading DOE Dam Safety Structurat Vaults �Commercial FEMA Ftoodplain Other Other COE Wetlands - _ � .. _ Part.S :SiTE COMMUNITY:APfD;DRAiNAGE BASIN ` - - Community iv Et,�1 C.��T[.E Drainage Basin c E.OA� �2�vE�2 Part 6 SITE CHARACTERISTFCS< _ � _ I River Roodplain Wetlands I St�eam � Seeps/Springs � Critical Stream Reach I High Groundwater Table Depressions/Swales Groundwater Recharge Lake ' Other Steep Slopes O Part 7 SOILS Soil Type Slopes Erosion Potential Erosive Veicoties f�/�e2�wJoo� C�'i C� 6 �o /S �a �"loDE2A%� �o S IAdditional Sheeis Attached ; Part 8 DEVEi::OPMENT LEMiTATIONS : _ REFERENCE LIMITATION/SfTE CONSTRAINT I Ch. 4—Downstream Analvsis . � I I I Additional Sheets Attached Part 9_:�ESC'�iEQU1REMENTS' � MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURWG CONSTRUCTION AFTER CONSTRUCTION t�Sedimentation Facifities �Stabi(ize Exposed Surface I �Stabilized Construction Entrance �Remove and Restore Temporary ESC Facilities (/ Perimeter Runoff Control v�Clean and Remove All Silt and Debris Clearing and Graing Restrictions `�Ensure Operation of Permanent Facilities �Cover Practices Flag Limits of SAO and open space Construction Sequence preservation areas Other Other � Part�0 SURFACE WATER-SYSTEM Grass Lined Tank infiltration Method of Anaiysis Channel �C���LE//,Z Vault Depression Pipe System Compensation/Mfigati Energy Dissapator F{ow Dispersal on of Eliminated Site Open Channel Wetland Waiver Storage Dry Pond � Stream Regionai - Wet Pond Detention Brief Description of System Operation Cr7�,6/�V�O ,oETE�N%/Onj 1/AULT� wETUAUG% Facility Related Site Limitations Reference Facility Limitation - , „ _ , _ Pa�t 1� �:STRUCTURAL ANALYSIS� '' - Part �2: EASEMENTS/TRACTS Cast in Place Vault Drainage EasemenE Retaining Wall Access Easement Rockery>4' High Native Growth Protection Easement : Structural on Steep Slope Tract Other � Other Pari 13 'SIGNATUREOF P.ROFESSIONAL:ENGINEER•.' ` I or a civit engineer under my supenrision my supervision have visited the site.. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. � �" o� Si Date � � r � O za � N � x � ,,� � 3 a ��— � � o � A _ � z W � _ a r $ � � � Qf p° w r� O , W Q�' z m� � � 'IW 0'D A377dA 37dYW N w �, o o ��.,: . „ r � ; ;i Y � � E., z N ,,� , . , � �i � ;;: :�' :�� • • • � �d � � i• � I z . :u ; � O � � � W � � ,," ' :II . � � �� , ; � � a . _.. ' ,'. ,� °; � d � I m,� I I ; � w O W . ' . # •• • �� '�• St • •��• w " . � d� I• 2� ,1� i'' - � • •�« '� � r� • ' t .a s�� :ss;{' �. � . . V . • � . •�• � 1 1 (� JI . � . . •� . /• I �; � � � � ' /� . 4I � g . . ..ap :I� 'ii� t• , , 1•� ���� 1 41Q. 4i � � ( ��4�I a� � x � � ==�=i � . ... •�• �, ;;,;�,_,� •�p � �,, �;; I cv a �� • . '♦ Q L � !mi d � �1 � � ��� ' , �� '� �i � � 11 � �0 �,,� � ■� i � • . . . • ' . - U � .. �I . . . �� . � � � �� � �y � ,/ 00 �. . / ...+.. 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Box 146 Renton, WA 98057 Phone: (425)228-9750 PREPARED BY: DMP, Inc. 726 Auburn Way North Auburn, WA 98002 Phone: (253) 333-2200 Fax:(253)333-220b PROJECT: O l-560 DATE: May 15, 2002 ��1N L. Oq ���E W ASy��F` � �, � � �•" o � Z � 13258 � ��i`' ���/S T ERF"� ���, s'S��NA � �N�'� ExPiREs: JAN. 9, 2004 STAMP NOT VA110 UNLE55 SIGNED AND DASEU O TABLE OF C�N�ENTS TASK 1: STUDY AREA I}EFINITIOI�I A1�D MAPS TASK 2. RESOUTRCE REVIE�V TASK 3: FIQ.D I1�ISPECTION TASK 4: DRAL'�tA�E S�S'FEAii DESCR�'FION Ar'�ID FROBLE�trt SCR�EENII�IG TASK 5: MITI�'rATIO�i ' APPElYDIX I Ty�FieId Observation Notes of I?vvvnstream componerrts. APPENDIX II Co of iewood Paiic �nents �.S-B[TiLT Plan FY MaP �� Copy of City of Renton Utility Division Storm Map Page FS EXHIBFI'A D.M_P.,Igc. Fie�d Se�rvey of Site Shawing Lveaticm of�sEing Draznage iFeatures Onsite and a.long N.E. 3`�Court. IE7��IT B Exhibit Incorpor�ting City of Renton Aerial To�ography Showing Site, I Upstream Contributing Basin Area, and Downstream System_ I � � I I � I � TASK 1: STUDY AREA DEFINITION The subject property is within a portion of the Nor�east quarter, of Section 16, Township 23 North, Range 5 F.ast, Willamette Meridian, King County Washington. The site is located to the I notthwest corner of Union Avenue Northeast and Aiortheast 3�Court inside the City Limits of Renton, W A. The property consists vf approximately 1.29 acres. There are no existing residences on the property that are to be removed_ The site is presently undeveloped and is mostly covered with grass, shrubs and trees native to the northwest. Union Avenue NE�nd IVE 3'��ourt are both paved with cc�ncrete curfis, gutters and sidewalks abutting the site. The field survey of the existing conditian for the site is ineluded in ttris report as Exhibit A. The existing ground has slopes ranging from generally#lai (west end of the site)to i 1%(central steep portion of the site). There is a 5 foot high hill in the cecrter of the site and a 5 foot deep low area in the southeast corner of the site. At the present time, it is proposed to develop the property into a 2D unit apartment complex_ This downstream analysis is for the entire property which will be fully developed by this project. A copy of the Thomas Brathers— page 656—with the subject site is included in this section. � A �. „ ���- � ` _ _ --'�, ��- �' --_ _ I, _'_ -r , ', ' �� - - ' �- .___ _ { �./ S �u .. .Y ..'M s i1;�; .�p urur��. , i. fnwlin� '� ., y. S .,;�r v�i� �`>^rw xf 1..''l_ .�W- _ _y _._.�� PEGfi7� vi.�._.A y-�_ . �.-� ' _____ .. ..__... ... .... .. . „ �., � 4 , � �-1� ;i ri", . .,..�a�i, ��. H x�. .61H T �� ♦ i& R��'jcaY' t 'dt�e 6�,fM k. 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YA:��� �"� M nr � _T l. .. .r�.::l.'.:LL.t...�..,... .....aru... W ".::4� .i"�w. � . . .--.._ �— �4l1 y E � MAP -- _ — K.C. 60 - : �.: :�:;1z��i . .: � �., ' ' ' .._ � �--- . . • � r � l O�r �Zl `"I`-'- '� SCALC '` .._..� �-.� ��` —i324.Ofi � �� �_.ti� �- \ J b1 • �SE /ZB7'H �) � �itn �� t��Jl,� � "� �. 6ws�ucc+Fl��� wa��v9ve �' � i.s-Y ' . �So �, - 90 �+ se�-a�a�E.�sr ''-���-: . . � . i q t3i Il� � y� � � f� 4 �`� n � � � '�,4Z� v °` � � ��� � N p s4 `'� - V ti� 90 3 3q� ���iD� I naj ` .9/ ' � 1� � � �h`L tt`i . rd �r_s w 1`'� a � Z.°�oA,�• o .�,`���- o � � .3 � � 93 � Io/ N 330 — � 5C9-oro�G1�E '�4 ` /D7 J � • �I Lil 3 az`'D � Z ' � �/,``�. � �A � Li! 'Rt� _ � N B9- GYa-t_`•! 2G�•ZB/ : ; . /r..�7 Q � � �ZO �;� / �' / � • . V �. : Q �-i5'°_ _ � h ��21� ; s1 T� 29A`. � � ;Q $; � �2� . r = t• 3 2 ? � \ 1 4 ��,:�.ot� _ �/I ` M � � °�?� s ,.40: A . . �eiaoa�oi� . ' ��V - (,G2.3(0 ° . � gfio27.o0613-30' •, � f� -- - -- - �5 ��:36 � � - al � � 6oZZ6� ASSESSaQs MAP � a � :� Lc �CALE : 1"_ !OD� �T ..� .. � ^ � �W ��5'$� 9 f� °'�� 7� �g�" �h oI o C AU � .,2•,_a � �. TAs� �: �s�ou�c� R�v�w 'The foI}awir�g resourc�have been reviewed in the preparatiaII of this I?awnstrearc� Arralysis: 1. Kin�County Basin Reconnaissance Summary Repfly#s '�he site is within the Lower Ceda�r River Basin. No spec�ai reparts were avaiiabie. 2_ Flood piainJ floodway tFEMA�M�s The site is not within a 100-yr floodplain_ 3. Sensitive Areas Fotio T!���y a�Re�n Sensitive Area Yvlags�vere revie�wed for:.FToodigg, Streams, Wetiandss Caat Nf ning, Se�s�ic, Landslides, Stopes, Aquifer Protection and Erosion Hazard. There are no City of Renton mapQed sensitive areas within or immediatel�adjacent to the site exce�pt that i# is in an Aquifer Protection Zone_ 4_ Drainage Invesri�atiorf InfoF-rna.tioII No drainage infoimation was availabie within '/4 mile downstream of the project. 5. King Caurny Soiis Survey Maps A copy of a pflrtion of Shaet 11 of the King County So�ls Survey Map is inciuded. The site is shown to be under7ain with 1-llderwood Gravelly Sandy Loam(AgC)soi�s. 6. WeEIands L�ventory 1Vlaps The wedands page of the folio does IIot show a King Count}or City of RentQn Inventoried we�and within the site. a �.L C7 Q N z :� � � '�— \ O ¢ z � � � � � � � � d a � o �� � z W � . m � � � L o W N �� Q m O r. � W 'iw o'��3'rirn 3idrw W Z "�� '" `` - 'c ' � ' o � � F o � 1 , . - �', � , , . ;:i . . � � c��, O � ' a: � uj o � � " � � � z N �•, � •, � '. i �`' ' �� ;n■ � u I z� � � � ��, •II 'd � W r+ . �.�. � m. � ` 67V � � � r'7 G: '� ��' . „' . ; ii w �' �' � Q1 (� WI 0 w �o ' �.. '{ t . �p• � � �: 2I U � � � � ,�w a�li, ," . 1 ' �� t' . � Z � s� sf.{ss�5} � . � � � �� % �i Vpp 4� (,� C,2 ��n ��'. �, '�m � , � 'li� . � � • , 5��� �:�� ..� ��i, �U . � � ` �Q�' 6 4I � z r , � ... �� �i • . .• /' +' '�;i �N ,,~� �w . „ �.. �� . � oes. . . ■'F . . Q �+� � �mi! � tD ��+♦ � ,�• '� �� •� � �� e� , . ���� • � , � . � ' � � II, � .I. . . . .� • �; 'W � �. il 'i'' � �r � ' ' . Q I . �� Q �0 � ,C• 4 I° •j Oi I � . I ��� j m - � � m Do-� . • • 1 � Z I; � : � '�P�� 1 ' , ,� � � p � I' , � � � , .. ------ ------- —t -- — — — . `�-t--- — ---- N— --- ' , . ������ .. �-- I , Y. .I� i 0� i ' ` . ' m� r�,, I' �� � � ml :54 . � � � i `r�i > �a � ' u . � . . i�. .n W I. i: �� n - ' t;' II �� � � I� i' m r � m 5i/• . � ' � �i �' Zc � eo « ��m E,' ,� a ' �I,.... "d o Q "// �a ' i�< ¢, N !� ' �'' ,} ; � . „5;��� Q ��b s+ �i m �' :i N . . , ���. .a=.�,..�� '� , '. a� � '� , /� � • d i ; � __ '�.",' 4 � I, ( .. • . . ..n• ' , t 1 s.eaa _ < x �� ; i� I� � , �. . � , hr i n � � �; � N ! • n am . ._ ` ; t 1 II �� � r '�. � •,' 'u , ; � �` � F � .! { �n r� . . qa. '. � T 1 �' .r1 u CD f0 .� � . ` aU y3 17 /�. m' �1 � 11 W . � ' � I ' \ • � 6 '1 i < • � � .�i � �...� . i i ,I,' i , ' '� . I � , • '� �.�� . � U � ` Jc ,• . ,i�.a• • . ' ,'.�� � \ a' ( �,, •►+�cf ��a s9�°e. W ,��i� � ``� � �� • » . �� . ~~ ���Q' I i .� � l � � � �' �� � � . .�s�• . � � \ m . I '.OJ`� a' ��, �p ',i' ,� O '��' t � v d �� N Z , , �.� , ti t �� o r � m G � i J (n / �i V i � i • r'1 � �� a r ----- -- — — — -- -- — i' •� �Y� � T / � � � LL . o � w . . •�� i •�,, �Y : �T a 00 .'�, � . N •• i i � � • d� ,l.'. � �� 0 < .�i Z N J( , � . � ' 9����` . , �� � i � �i .�'. ,• FQ I � m a ' � . � � � � / �• � � • a/ , Y I e. a � _•_ � _� a ---- ----- -- ---• -_- • ----------•------ '' ` ' `° ,' Q'yt�� r, Y ' -w--•-----�- -- , �''�':-'" � � „ ,,i-,, �; �i � - � ' . �: � . 4„.P`p6/ ' ' � '�, .��''• , :� � ;�= � / � , �_ �� � � �, � � � . ` ,�� / ' ; � ` �i ri� s � i W � .,.-;=�="�� � ' ' 9 ',�' � �'> J � � � � 11 �// r• ��' �/• II U o ,• �`-; u ' n � y�' � �;1, � Q~'' � �,;� ui V . M � E 01 ■ � ° ...:•��c� ¢ � �, t.. � ! i i i � �"! °� h . . .,. .a1 w�.. w..nw+N � . TASK 3: FIELD INSPECTION The site has been field surveyed. Topographic contours are shown on the site plan-Exhibit A. City of Renton Aerial Topographic information has been obtained to determine the route of the downstream conveyance system. The upstream drainage basin boundary for the azea that contributes stormwater to the site has been identified using the City of Renton Aerial Topagraphy data that has been incorporated into Elchibit B. The site and the downstream system for '/<mile was most recently visited on May 14, 2002. The weather during the site visit was overcast, with light rain Storm water was ohseived to be flowing in the ma}ority of the drainage features observed. i. investigation of Reported or Observed Problems During Resource Review The review of resources did not indicate that there are any ongoing problems with the downstream system. Due to the presence of significant stormwater it was possible to observe for any potential problems in the field. The downstream drainage system is all piped and no problems were observed. 2. Location of Existin,gfPotential Constrictions or Lack of Ca�acity in the Existing Drainage System There were no indications that the existing downstream conveyance sysiem for a distance of approximately '/< mite contained any existing constrictions or fack of ca.pacity. 3_ Identification of E�sting/PoteIItial Flood.in�; There were no indicatiQns of existing flovding within the obsecved dawnstream system. 4. Identification of Existing/Potential Overtopping. Scouring, Bank Sloughin�. OT Sedimec►tation All of the downstream comparnents obser�red were in very good cvndition. The downstream drainage is all piped to the City Shop Site approlcimately 2,00�feet southwest of the site. 5. Identification of Sig,nificant Destruction of Aquatic Habitat or Or�anisms The site is within an azea that is in the process of urbanizing and has experienced a gradual reduction of habita.t in the process. There are no maJor streams in the immediate vicinity as the soil to the west changes to Everett Gravelly Sandy Loam wiuch is very pervious. � 5_ Collection of Qualitative Data fln Land Use_Impervious Surfac�s. Tflpo�raphy. and Soil T es The siie is at a high pc�int so does not reeeive flc�ws fram ad�ace�t properties. Iinion Avenue NE to the east a�NE 3�Court Eo the South are paved roads wi�concrete c�u�s, gutters and sidewalks and piped drainage systems. The land to the north is developaci and the land to the east is the Maplewood Park Apartments_ The topography of the site, upsiream basin, and downstream system is shov�m on Exhibit B that incarporates the City of Rernon Aerial topograghy data—Exhibit B. 7. Collection of Information on Pipe Sizes. Channel Characteristics. and Dra.inage Structwes. Exhibit A shows the field surveyed on-site topogra�hy and the existing storm structures along NE 3`�Court that discharge starmwater urto the downstream drainage system. T�ie Information provided in the Appendix I is based upon 5eld observation and measurements from City of Renton maps. 8. Verification of Tnbutary Basins There is no upstream tributary basin for this project_ See E�u�bit A 9�. �c3ntacting o�Net h�ring I�-o�ty Owners During the process of walking the site to field verify the dir�tion o�stcxmwat�r runoff no neighboring property owners were contacted. �0. Doce�mentation ofE�sting Site Conditions The existing site conditions are documented in this report by the field topography, waiking the site and reviewing mags at the City af Renton. Doc�tmentation of the downstrerom system iFnmeciiately adjaceirt to the site aiong NE 3`�Court is based upon field survey. �ome As- Built Plans were vbtained of the Downstream Drainage in the Maplewood Park Apartments_ Documentation of the downstream system and condition is based upon waIking the downstream and taking notes, and rewiewing as-built drawings. The typed fieid observation nvtes of the downstream system are contained within Appendix I. 11. Coliection of(?uantitative Field Data Quau(itative fieId data�as been coltected for the site and a portion ofNE 3�Court in the form of fietd survey. The off-site eulverts were measured from plans provided by the City of Remon. The quantitative field data is shown on E�4bit A and on Exhibit B. a TASK 4: DRAINAGE SYSTEII�I DESCRIPTION AND PROBL�M SCREENING 1. Drainage System �omponecrts Attached to#his report is E�ibit A that shows the field surveyed storm drainage adjacent to the site along NE 3'�Court. E�ibit B shows the downstream system frum the site west for '/<mile. 2. Existing/Pvtential Prablems There were no indica.tions of existing problems. The majority of the area that conhibutes to the downstream system is currently developed as an apartment site_ The downstream drainage system is and underground, piped system. This condition g,enerally resuhs in retatively minor runoff problems. � I � , I _ i � i � I ; I � _' I I � i � I i � � 'F�lSK �:�VIITIGATION --� THe design o�'this project will provide adequate mitigatierrin�e fom} of providing on-site sto'rmwater detentid�and wat�r quality facilities. The�detention stand�rds applied to the project �b� � �ci�sign criteria contained within�the 1990 King C��unty SWM Manual. The ' Leve12 Flow C�ontria s �ard and the Basic Water�uality Treat�nent s d were used in the design of the stormwater facility. - � � � ��� u s�� . � ''`��-� � ' �� � �� � Qn� �Si S �� ,r ;7 � S �'�'�Ni�iX I The€oijovrr�ng item is contained within this appendix: Typed �eld Obse�vation Notes of Do�vnstream 5yste�ts for a Distance of'/:Mile. 'Fhe information in�his ApFendix is to be used in reference with Exhibit B. It i � Field Observation Notes of Downstream Systems for a Distance of'/4 Mile. � SYSTEM I System I consists of the downstream drainage from the site along NE 3� Court to the City Shop Site 2,000+/- feet to the southwest. The system was walked/observed on May 14, 2002. The weather was cloudy with light rain and it had rained within the past several days. See Exhibits A and B. REACH 1. Reach 1 is the 100 foot section of concrete curb and gutter on the north side of NE 3`d Court from Union Avenue NE to the first existing catch basin_ The concrete gutter is sloped at 1% to 2.5% . Tl�is reach was observed from field observation and the DMP, Inc survey. REACH 2. Reach 2 is the piped conveyance from the inlet of the E�sting Type 1 CB through a 33.81f length of 8" CNSP sloped at 0.5% to the existing Type 1 CB on the south side of NE 3� Court. This reach was observed from field observation and the DMI', Inc. survey. REACH 3. Reach 3 is the piped conveyance from the Type 1 CB west 349.41f of 12"(�CMP @ 0.59% to the next Type 1 CB west on NE 3`d Court near the east side of the Maplewood Apartments. It was observed from field observation and from the DMP, Inc. survey. REACH 4. This reach was observed 1�y driving through the Maplewood Apartments and by reviewing the City of Renton Storm Drainage Plans. This reach extends from the Type 1 CB on NE 3� Court 1,1000 feet through the Maplewood Apartments to the Greenwood Cemetery. The pipes are 12"fJ' to 24"Ql CMP at slopes from 0.5%to 18%. The lower end of the reach contains a 24"P�CMP detention system apparently sized per the 1980 King County Drainage Requirements. REACH 5. This 800' +/- reach was observed by driving through the Greenwood Cemetery and from reviewing City of Renton Maps. The reach starts at a storm drainage manhole just east of the Maplewood Apartments follows the property line south 450' +/_ to another manhole near the southeastern property corner of the cemetery through a 24"QJ CP pipe. The pipe then turns west and follows the property line for approximately 350 feet to another manhole where the pipe turns south and enters the City of Renton Shop Site. � GENERAL OBSERVATIONS: All of the downstream components observed during our field visit were in good condition. The downstream drainage is all piped to the City Shop Site approximately 2,000 feet southwest of the site. 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I I I 1 � � I ,./� � '^`,'`::..� . �, \� �� ,l � � � � � � �� �.� ' i i 7�- ' . , � � � � � � � ,�. � � � i , � ,� '1 ' 1��.� '1` ' '� `.�' 4 � l �1 � \ `��. � 1 ,�.. \ V.� �. . \ `���, v ; , :�.ae- ` 3 �+ ,� . �� , . ti ��. r..��� `.. ;J \ �{,1' ' E,�\� �. -: :, � �� , ., � ; ` .,���,` _ �� �r +a., - ; .\ ` �\ . `.' �j �i! �` V�i� ' _'. - ..�� � � ... ` '�� . . i�'�����4 T�1 : , :: .� ' �._ ...-� �_ '-- - -- ' . i -, ,"`,:,a�,� , . ..- �:: . �' � ,. / :.\ .. , '� �., -� \��� �/ ��t°���'�;.,���." r � '� , � G5 - 21 T23N R5E E 1/2 ��Y o o �oo �Qo F 5 �_e�j � UTILITIES DIVISION ---- Reaton ���, �� i:4800 * �+7� ' P/H✓PW TECHriICAL SSR`TICBS Coawo: taan.lt os ae w a.t�. �r�=� �c�,.,TO� 1Z/03/99 Datnm: NAVD 1988 ]L�terr � �i T'� �1�T 7? C� 'C 1 /7 __ �� SECTION IV DETENTION FACILITY DESIGN ! EXISTING SITE HYDROLOGY(PART A) The subject property is within a portion of the Northeast quarter, of Section 16, Township 23 North, Range 5 East, Willamette Meridian, King County Washington. The site is located to the northwest corner of Union Avenue Northeast and Northeast 3`�Court inside the city limits of Renton, WA. The property consists of approximately 1.3 acres. There are no existing residences on the property thax are to be removed. The site is presently undeveloped and is mostly covered with grass, shn.cbs and trees native to the northwest. Union Avenue NE and NE 3`� Court are both paved with concrete curbs, gutters and sidewalks abutting the site. The existing ground has slopes ranging from generally flat(west end ofthe site)to 11% (central steep portion of the site). Site soils are classified as Alderwood gravelly sandy loam (AgC). The site is at a high point, so it does not receive flows from adjacent properties. Union Avenue NE to the east and NE 3`�Court to the South aze paved roads with concrete curbs, gutters and sidewalks and piped drainage systems. The land t�the north is developed and the land to the west is the Maplewood Park Apartments. Site runoff flows south and drains into the conveyance system along NE 3�Court, then flows west. U � � � � � � o' ,� � � : (� 1 t U , � w v� � e Q � v MIJIO �e � � � LLLL.' .. I ` CpSnMC 0.M1OMC -L-`�I'\�� o� � A�100 W E � �.w��,�� �c , � . "" - .� E.AO�IKN)� \., � / W � � � I ♦ i7!�YYl[ i, ^ 77�M .. �: N'YMi IS'N � 11 AMC �C[LOM �a10� � � � � • �. - �', ��� �\ • � �tl'6Y � � M\�l 1�' M� 1�' . .� � ��� � n'oocram /��3 '� � � —� � ��1 ���,`o � �� / � i A^ /'" � � —��ae S� / iP` • 1Y YNL .t � � . � I W y � / Vv J� I�' �[ � n iONI�W.l� 1�Y�OIC 10�N�VIL �- �.� .! �• � .. I(.WI.M(NRI — . . 1 Y�WS �•YM,[ ' 1 YYIE 7l' � E 11 � , I[.,01.H(!) � , l� � . • . 7 CYIF 1 � I. � . � . . � � . •.. � . . ' • . . 1 . . . . . . ' � ' � • � q�rn • � • ..� 8 11 __�11 • �Yr� Y�_ ���• `.� ' Y M b' —.ww ! _ � �E''_..��. � CT. `~-----..� �� B e• nw.wzeo� � � — — ._ � � _ � ,. e.�w.al 8 8 = _ _ �� — — _' � _ _ �- � � .- yW.!lF IY M�0.0�{ � � I " wQll.�OIA3 [.101.]2(E R..rvK i c-.o�.nM� ■. .way�u c..o�,�X�l a..wa.e(� K.10�.� o-'.ri �w...z.� �.,�.:.x(cl 7.vvrnc�iae.� ts-rm[i I�f 4i.��OI.M F•W2��MI [.s00.1 � [.a:, f7 e..ae.� 1 PRE-DEYELOPED CONDI�'ION PREDEV.PKS KCRTS Command CREATE a new Time Series ------------------------ Production of rtunoff Time series Project Location : Sea-Tac Computing Series : a:predev.tsf Regional Scale Factor : 1.00 �ata Type : Reduced Creating Hourly Time Series File Loading Time Series File:C:\KC_SWDM\KCRTS\STTF60R. rnf 8 . t � �����l��L . . � . �oaciing iime Series File:C:\K�SwDM\KCR7S\STiPGO�t. rnt �; Till Pasture 0.65 acres Adding Yr: 8 -------------- Total Area : 1.30 acres Peak �ischarge: 0.125 CFS at 9:00 on 7an 9 in Year 8 storing Time series File:a:predev.tsf 8 Time series Computed Flow Frequency nnalysis Time series File:a:predev.tsf Project Location:5ea-Tac ---Annual Peak F�OW rtates--- -----Flow Frequency Analysis------- Flow Rate ttank Time of Peak - - Peaks - - ttank tteturn Prob (CFS) (CFS) Period 0.087 2 2/09/Ol 18:00 0.125 1 100.00 0.990 0.028 7 1/05/02 16:00 0.087 2 25.00 0.960 0.072 3 2/28/03 3:00 0.072 3 10.00 0.900 0.005 8 3/24/04 19:00 0.069 4 5.00 0.800 0.041 6 1/05/05 8:00 0.064 5 3.00 0.667 0.069 4 1/18/06 20:00 0.041 6 2.00 0.500 0.064 S 11/24/06 4:00 0.028 7 1.30 0.231 0.125 1 1/09/08 9:00 0.005 8 1.10 0.091 I Computed Peaks 0.113 50.00 0.980 /NTERvAG ^i�� = � 0. ��3 - o.o �i/z� /�36 -/ ) = O. ao26 F/RST /N/^E�21/AC � O, 0�1/�2 = 0. 0205 � DEVELOPED SITE HYDROLOGY (PART B1 At the present time, it is proposed to develop the property into a 20 unit apartment complex, with associated parking and driveways. Conveyance pipes will be installed to collect ninoff from the site, which will drain into the proposed detention vault between buildings K and G. Runoff collected in the vault will be released slowly into the drainage facility along NE 3`�Court. � -- � N �• �r �•-. ^~ \ ^ Q �-i..:Z � � V:') � � 2q �' �+� � � � o� � // '� � � � MIMO �/ \ p�_rpq I, �aenw�wno�c I — �r-�wev�� � .; F . . �iiiiiiii�i�\ l- . ` Yiiiii�ii�iiiiiiiiiiii � .. E.wi.L(p� �1 __�� f�__= ��. _— .i _ "" _ _ ' ._ ' �, � V i' �� I I � I ' � � i -' � � ` I' 1{ � I ; { ; • 410 � r_�, ti � , . I I r , • ��, • �� I � V ; • �I I � � - � I I� 3 Y tt�, wu- � I I I • a.a=i . I •C ar�.�: ��� _ .�.. � .`h . "./ .:� J7 �)' �,r��!. �. . //;F 4`�-_ —/ . .�;`` 1Q�OI � D \ C 4__ -r :+u4.. ��:}' /,• ' '� ';' _ _ '� . � � r P q ;,g � �' ' s^ k —�roe ` �— � � — � —i� � � :y I I � � �i / � 8 S� ' u_n.�� { F w�-�a.„ t , �c-.o...�n t I c l � K.�a.�Kil �� • , . . , � � , . . � . � • . . � � • . , , . � `^ � Y � � . . . . ...:.. . . . .. �� �-�� , ,� � .J S w � • w - �—�,y.� r�---""'�..'—+�r-- -�--�. �,-,�,°� �---�'_'--• y' ---•�' ` - - I - - -�_ �N.E._ 3rd CT. . 8 Q E4.���(M� 8 8 � _ _ � � �'ST�.O�GE. � - .... • 1'7TA 0� � �J�'EIA,li�!].�J '�'!fA 11♦ .M W�V YoV�0.01; � p-fMSI ■M-'01.�7 (.,01.71(E) Q-TeOC 1 [.�OI.T(11� IIY-Wb�J [.10111� �C-wi9�(M) rc.w.re(rl w-tro[i �IM.�061� t.�07.71([� 1.f V�'I1C�Il{Ow m_ryR I WD l0 MM.�OI.N [.WL� 1 E•�0 [.w�. e..n.� c DEVELOPED CONDITION KCRTS Command �REATE a new Time Series , ------------------------ Production of rtunoff Time Series Project �ocation : sea-Tac Computinq Series : A:DEv.tsf Regi o��;i � �`a i�: ,-u�:��,� . _. . Data Type : Reduced Creating Hourly Time Series File Loading Time Series File:C:\KC_SWDM\KCRTS\SlTG60R. rnf 8 Till Grass 0.35 acres Scaling Yr: 8 L(?a�irtg- Series File:C:\KC_SWDM\KCRTS\STE160R. rnf 8 Impervious 0.95 acres ndding Yr: 8 -=�-------- Total Area : 1.30 acres Peak Discharge: 0.523 CFS at 6:00 on 7an 9 in Year 8 Flow Frequency Analysis Time series File:a:dev.tsf Project �ocation:sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow rtate Rank Time of Peak - - Peaks - - rtank Return Prob (CFS) (CFS) Period 0.261 6 2/09/Ol 2:00 0.523 1 100.00 0.990 0.219 8 1/OS/02 16:00 0.354 2 25.00 0.960 0.313 3 2/27/03 7:00 0.313 3 10.00 0.900 0.243 7 8/26/04 2:00 0.292 4 5.00 0.800 0.292 4 10/28/04 16:00 0.278 S 3.00 0.667 0.278 5 1/18/06 16:00 0.261 6 2.00 0.500 0.354 2 10/26/06 0:00 0.243 7 1.30 0.231 0. 523 1 1/09/08 6:00 0.219 8 1.10 0.091 Computed Peaks 0.467 50.00 0.980 0 HYDROLOGIC ANALYSIS (PART D) , The proposed detention facility was designed using the guidelines within the 1998 King County Surface Water Design Manual. The Leve12 Flow Control criteria,together with the Basic Water pualitv Treatment �tandard, were usec� in �izin�the combineci detentionh�e�vauii iaci;��v. DETENTION SYSTEM (PART D) It is proposed to construct a detention vault between buildings K and G, which will provide water quantity control. A"wet"portion of the facility will be provided under the detention stvrage to provide water quality control. The design calculations for the �PtPntiot] �n� �uPtva»1t;►rP inch��Pr� in thi� ��-ti�n T'IiP. rP�111tTPl�CtnTA�?P,V(��11T1'�P, lc 15,711 cu.ft., while the proposed volume of appro�mately 15,840 cu.it. will be provided. The required water quality volume is 4,824 cu.ft., while the proposed volume to be provided is 5,280 cu.ft. � .,D�?FNT/�N UAVLT I��:�/G N Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 55.00 ft Facility Width: 31.74 ft Facility Area: 1796. sq. ft Effective Storage Depth: 9.00 ft Stage 0 Elevation: 396.96 ft Storage Volume: 15711. cu. ft � �b�VME ,eE-�jV/Q�D Riser Head: 9.00 ft Riser Diameter: 12.00 inches Number of or_i_fices� 3 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 � 0.58 0.027 2 5.50� 0.88' 0.039 4.0 3 7.30: 0.75 0.020 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) {cu. ft) (ac-ft} (cfs) {cfs) 0.00 396.96 0. 0.000 0.000 0.00 0.01 396.97 18. O.00D 0.001 0.00 0.02 396.98 35. 0.001 0.001 0.00 0.03 396.99 52. 0.001 0.002 0.00 0.04 397.00 70. 0.002 0.002 0.00 0.05 397.01 87. 0.002 0.002 0.00 0.22 397.18 389. 0_009 0.004 0.00 0.90 397.36 698. 0.016 0.006 0.00 0.58 397.54 1013. 0.023 0.007 0.00 0.75 397.71 1309. 0.030 0.008 0.00 0.93 397.89 1624. 0.037 0.009 0.00 1.11 398.07 1938. 0.044 0.010 0.00 .L.�ll J.i V.L'J e_�.�.J. �J.�.._. ._ ..l.��_V li.l.'�. 1.46 398.92 2599. 0.059 0.011 0.00 1.64 398.60 2863. 0.066 0.012 0.00 1.81 398.77 3160. 0.073 0.012 0.00 1 .99 398.95 3474. 0.080 0.013 0.00 2.17 399.13 3788. 0.087 0.013 0.00 2.34 399.30 4085. 0.099 0.019 0.00 2.52 399.48 4399. 0.101 0.014 0.00 2.70 399.66 9713. 0.108 0.015 0.00 2.87 399.83 5010. 0.115 0.015 0.00 3.05 400.01 5324. 0.122 0.016 0.00 3.22 400.18 5621. 0.129 0.016 0.00 3.4n 4nn.3F 5q�5_ 0.1 �F 0.0?7 0.00 3.58 400.54 6250. 0.193 0.017 0.00 3.75 400.71 6546. 0.150 0.018 0.00 3.93 400.89 6861. 0.157 0.018 0.00 4.11 401.07 7175. 0.165 0.018 0.00 4.28 401.24 7472. 0.172 0.019 0.00 4 .46 401.42 7786. 0.179 0.019 0.00 0 4 . 64 401.60 8100. 0.186 0.020 0.00 4.81 901.77 8397. 0.193 0.020 0.00 4.99 401.95 8711. 0.200 0.020 0.00 5.17 402.13 9025. 0.207 0.021 0.00 5.34 402.30 9322. 0.214 0.021 0.00 5.50 402.46 9601. 0.220 0.021 0.00 5.51 402.47 9619. 0.221 0.022 0.00 5.52. n02.48 9536. 0.221. 0.0�2 0.00 5.53 402.49 9659. 0.222 0.023 0.00 5.54 402.50 9671. 0.222 0.024 0.00 5.55 402.51 9689. 0.222 0.026 0.00 5.56 402.52 9706. 0.223 0.027 0.00 5.57 402.53 9724. 0.223 0.027 0.00 5.75 402.71 10038. 0.230 0.032 0.00 5.93 402.89 10352. 0.238 0.036 0.00 6.10 403.06 10649. 0.244 0.039 0.00 6.28 403.24 10963. 0.252 0.041 0.00 6.46 403.42 11277. 0.259 0.043 0.00 6.63 403.59 11574. 0.266 0.046 0.00 6.81 403.77 11888. 0.273 0.048 0.00 6.98 403.94 12185. 0.280 0.049 0.00 7.16 404.12 12499. 0.287 0.051 0.00 7.30 404.26 12744. 0.293 0.053 0_00 7.31 404.27 12761. 0.293 0.053 0.00 7.32 404.28 12779. 0.293 0.054 0.00 7.33 904.29 12796. 0.294 0.055 0.00 7.34 404.30 12813. 0.299 0.056 0.00 7.35 404.31 12831. 0.295 0.057 0.00 7.36 404.32 12848. 0.295 0.057 0.00 7.54 404.50 13163. 0.302 0.062 0.00 7.72 404.68 13477. 0.309 0.066 0.00 7.89 404.85 13774. 0.316 0.069 0.00 R.n7 a�5.o� 1aoRR. 0.��� n.��3 n.n� 8.24 405.20 14385. �.330 0.075 O.UO 8.92 405.38 14699. 0_337 0.078 0.00 8.60 405.56 15013. 0.345 0.081 0.00 , 8.77 405.73 15310. 0.351 0.083 0.00 8.95 405.91 15624. 0.359 0.085 0.00 9.00 405.96 15711. 0.361 0.066 0.00 9.1Q 406.06 15886.:_ 0.365 0.395 0.00 9.20 406.16 16060. 0.369 0.960 0.00 9.30 406.26 16235. 0.373 1.690 0.00 9.40 406.36 16910. 0.377 2.480 0.00 9.50 406.46 16584. 0.381 2.770 0.00 9.60 406.56 16759. 0.385 3.020 0.00 �.�� �n�.i:� � ,�n�^ n .,n . ..��n ^.�'i 9.60 406.76 17108. 0.393 3.480 0.00 9.90 406.86 17282. 0.397 3.680 0.00 10.00 406.96 17457. 0.401 3.880 0.00 10.10 407.06 17632. 0.405 4.070 0.00 10.20 907.16 17806. 0.409 4.240 0.00 10.30 407.26 17981. 0.413 4.410 0.00 10.40 407.36 18155. 0.417 4.580 0.00 10.50 407.46 18330. 0.421 4.740 0.00 10.60 407.56 18509. 0.925 4.890 0.00 10.70 407.66 18679. 0.929 5.090 0.00 10.80 407.76 18859 . 0.433 5. 180 0.00 O i � 10. 90 407.86 1902B. 0.937 5.320 0.00 I Hyd Inflow Outflota Yeak Storage Target Calc Stage Elev {Cu-Ft) (Ac-Ft) 1��� 0.52 ******* 0.43 9.11 406.07 15896. 0.365 '1� 2 0.26 0.09 0.09 9.00 405.96 15712. 0.361 , ,��, 3 0.35 0.07 0.07i 8.07 405.03 14095. 0.324 �jj<4 0.31 ******� 0.06 7.58 404.54 13238. 0.304 S 0.28 ******* 0.05 6.78 403.74 11830. 0.272 6 0.19 0.04 0.02 5.48 402.94 9566. 0.220 7 0.22 ******* 0.02 4.75 401.71 8298. 0.191 8 0.24 ******* 0.02 3.89 400.85 6796. 0.156 Route Time Series through Facility �I Inflow Time Series File:a:dev.tsf �i Outflow Time Series File:a:rdout ' Inflow/Outflow Analysis �I Peak Inflow Discharge: 0.523 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.431 CFS at 9:00 on Jan 9 in Year 8 Peak Reservoir Stage: 9.11 Ft Peak Reservoir Elev: 906.07 Ft , ) Peak Reservoir Storage: 15896. Cu-Ft ' `��� . 0.365 Ac-Ft P'low Duration irom 'iime 5eries File:a:rdout.�s�- ' Cutoff Count Frequency CDF Exceedence Probability CFS o $ � 0.001 31945 52.096 52.096 97.904 0.479E+00 0.004 7138 11. 641 63.736 36.264 0.363E+00 0.006 4720 7.697 71.433 28.567 0.286E+00 0.009 5231 8.531 79.964 20.035 0.200E+00 0.011 4720 7.697 87.661 12.339 0.123E+00 0.013 3079 5.021 92.683 7.317 0.732E-01 _._ ..__ Q_Q16 . _ _ 1601 2.611 95.294 4.706 0.471E-01 0.018 1932 2.335 97.629 2.371 0.237E-01 0.021 856 1.396 99.025 0.975 0.975E-02 0.023 290 0.473 99.498 0.502 0.502E-02 0.028 17 0.028 99.534 0.466 0.466E-02 0.030 28 0.046 99.579 0.421 0.421E-02 0.033 20 0.033 99.612 0.388 0.388E-02 0.035 25 0.041 99.653 0.347 0.347E-02 0.038 28 0.046 99.698 0.302 0.302E-02 0.040 17 0.028 99.726 0.274 0.274E-02 0.043 31 0.051 99.777 0.223 0.223E-02 0.045 25 0.041 99.817 0.183 0.183E-02 0.047 23 0.038 99.855 0.145 0.145E-02 0.050 19 0.031 99.886 0.114 0.114E-02 0.052 10 0.016 99.902 0.098 0.978E-03 0.055 4 0.007 99.909 0.091 0.913E-03 0.057 5 0.008 99.917 0.083 0.832E-03 0. 060 5 0.008 99.925 0.075 0.750E-03 0.062 5 0.008 99.933 0.067 0.669E-03 0.069 10 0.016 99.949 0.051 0.506E-03 /o i � 0.067 5 0.008 99.958 0.042 0.424E-03 0.069 3 0.005 99.962 0.038 0.375E-03 0.072 4 0.007 99.969 0.031 0.310E-03 0.074 S 0.008 99.977 0.023 0.228E-03 0.077 2 0_003 99.980 0.020 0.196E-03 0.079 2 0.003 99.984 0.016 0.163E-03 0.081 3 0.005 99.989 0.011 0.119E-03 0.084 3 0.005 99.993 0.007 0.652E-04 0.086 3 0.005 99.998 0.002 0.163E-04 Duration Comparison Anaylsis Base File: a:predev.tsf New File: a:rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New $Change Probability Base New $Change 0.021 I 0.85E-02 0.51E-02 -40.0 � 0.85E-02 0.021 0.021 -2.0 / 0.024 � 0.68E-02 0.49E-02 -27.5 � 0.68E-02 0.024 0.021 -13.5 0.027 � 0.58E-02 0.48E-02 -16.7 � 0.58E-02 0.027 0.021 -22.6 0.030 I 0.51E-02 0.42E-02 -16.4 � O.S1E-02 0.030 0.022 -26.9 0.033 � 0.43E-02 0.39E-02 -9.8 I 0.43E-02 0.033 0.030 -10.1 �.035 � �,37r-n� 0.34r-0� -R. � I �.37F-0?. n.�35 n.�3� -4 .7. 0.039 � 0.31E-02 0.29E-02 -7.3 � 0.31E-02 0.039 0.037 -4.7 0.042 � 0.28E-02 0.25E-02 -11.2 � 0.28E-02 0.042 0.040 -4. 6 0.045 I 0.24E-02 0.19E-02 -19.3 I 0.24E-02 0.045 0.042 -5.7 0.047 I 0.20E-02 0.14E-02 -27.9 � 0.20E-02 0.047 0.044 -6.7 0.050 ► 0.16E-02 0.11E-02 -29.9 � 0.16E-02 0.050 0.046 -7.8 0.053 � 0.13E-02 0.95E-03 -27.5 � 0.13E-02 0.053 0.049 -8.8 0.056 � 0.11E-02 0.90E-03 -17.9 I 0.11E-02 0.056 0.051 -9.8 0.059 I 0.88E-03 0.77E-03 -13.0 � 0.88E-03 0.059 0.057 -3.5 0.062 I 0.64E-03 0.67E-03 5.1 � 0.64E-03 0.062 0.062 0.4 0.065 � 0.46E-03 0.51E-03 10.7 � 0.46E-03 0.065 0.066 1.7 0.068 � 0.33E-03 0.41E-03 25.0 � 0.33E-03 0.068 0.071 5.5 �.07] I 0.26F,-03 0.33E-03 25.0 I 0.26E-03 0.071 0.073 3.4 O.U74 � 0.1GL-03 U.2�iL-03 50.0 � �.i6L-U� � .u�/� U_Ul� u.0 0.076 � 0.15E-03 0.20E-03 33.3 � 0.15E-03 0.076 0.081 5.4 0.079 I 0.13E-03 0.16E-03 25.0 I 0.13E-03 0.079 0.081 2.5 � 0.082 ► 0.82E-04 0.98E-04 20.0 � 0.82E-04 0.082 0.083 1.3 0.085 I 0.16E-04 0.33E-04 100.0 I 0.16E-09 0.085 0.087 2.4 Maximum positive excursion = 0.006 cfs ( 8.7$) occurring at 0.072 cfs on the Base Data:a:predev.tsf and at 0.079 cfs on the New Data:a:rdout.tsf Maximum negative excursion = 0.008 cfs (-28.3�) , occurring at 0.029 cfs on the Base Data:a:predev.tsf ' and at 0.021 cfs on the New Data:a:rdout.tsf ; // I 0 � � a:rdaut.dur a:target.dur ♦ � � ' � � I ��:, � �\ � �. o :� �, , � � i � � � �.� � I j% ! \\ � �� r� 'I I ��� � � o cn �� � U ~' �� � o00 � � a� '� � � �� ' L �•. � � � ,\� � N '����� 0 � �'�� � ! O I 1. � � �� I �� 'i �i � ' `� N � 00 o i � I �-�, �� \ ,��✓` o � 0 I � , � i i i i I � � i i i i i i�I'� �I 10 -5 10 � 10 -3 10 -2 10 -� 10° Probability Exceedence �z DATE: 07/30/02 JOB: 01-560 WATER QUALITY DESIGN - BASIC WETPOND STEP 1: VOLUME FACTOR (f) = 3 STEP 2: ' RAINFALL FROM MEAN ANNUAL STORM {R) = 0.47 inch STEP 3: II VOLUME OR RUNOFF FROM MEAN ANNUAL STORM(Vr) .�5 3; Vr= (0.9 Ai +0.25 Atg+0.1�Atf"+0�x(R/12) WHERE: Ai =AREA OF IMPERVIOUS SURFACE = 41382 sf � Atg =AREA OF TILL SOIL(GRASS) = 15246 sf � Atf=AREA OF TILL SOIL(FOREST) = 0 sf Ao=AREA OF OUTWASH SOIL (GRASS OR FOREST) = 0 sf _�� :; „ ,� Vr= [0.9 (41382) +0.25(15246) + 0.10 (0) +0.01 (0)]x(0.47112) = 1608 cu. ft. STEP 4: WETPOND VOLUME Vb = f(Vr) = 4824 cu.ft. �- /2El�U/2C� f/OL!>/�f E" ,/ � I �� SECTION V CONVEYANCE SYSTEMS DESIGN o� � . ...� � ,} � f � i� �I I •.,� _� ,1 � 1_...� � � ii � J � �� - � '.'x �� � , � C ' � � .. �� _ � �r. � � �.� I I 1� I �1 1 \ 1 l, I � x I 1 , O . .� N 1 - x � Q. 8 _ - I � N ---�-- � ,,.� , , �----_, , -; , � � � � � , ' �rn ^ i i ••. � � i � � ii � r -�- � � �, � , . ' ��, �, 31�}�, a n � , ,; ,� J^- , . � ^Y I � '\ \ \ I I ��� �u_ ,. i � x � r./ ( � \ �` .` ♦\ ! / � � �- ` 1 � x � j � � 1 � c� �,` ,\ �` � �1 � I �i �� j� � �w � V ' �J /� I �� ' 1 1 \\`\ �� � � �� � � �, I I Z �I I , R .� -� , , „ , , � y � •� , � � � �� � � � ,.. � �, , , � , ; � o � � � -� �, �, � ,: , :� ; ,�, � , �, , „ . , - �. � , , , ,, � � �, x , ,_ , , , ,, , � , , , , �, � � , . . . __..._-�,,,� � \ N Y"��.Q 1�` ��\� I 1 ;1� .' '���,. 1l*�\ i � ��.,i i d i ----.. � ` � x - i�` � . -.,,./ i > I O 1;' //. `_L� '�� �" � \� _ � �% 4�'` i� _--% I _ i �\ 1` � X O •�� '' '! I � � l � . 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' r �_..,.,. �....,., � - _ _ \ .._.. . _ .,.. . .� : O . �- _..._.... �� � f(_ . .^. �' � �. �y 'K x � � 1 ..�'_ i"'�---,� I i ♦ � - f � /7����.• � \ I \ i __ r �� i i�;_- '--_ -;, _.. �/' � __ _ -_ �_ \ . _ � � :,r. � ` ~ � r, '� 1 i ' �% rc � ' /:.i" 4 � � � 1 / ,I'�� • _.._,.. � � �i 1 ,/ � �� n .__ `\ n � / �� .. � \ r.. -� -._,.__ . � � ..... \ ,` ��•-�•.•��...�_.. �� . /�//!/'' .... ...�._... .�``\ .\ f^ X �x �� 'x ~R � \ � `\..�.��1.-� �./' �- �/ / '�_ �� �� ' r- 'i_ -- -.�__�y �%1 ____ 1 _`. �� ` '41~.`� �' _ 1� .._ _ ' _ � -i � ^ ' ----__` .�-�'-.. ..___..._-_ - � x �:,=-•-=Y-�'>� -- � � •' .,� � _�_ "i r .n:�� � '=.� /���;,<= _. �,�_ " '�X : ,.. :~ ..--�.-� �--�'----rl > * .. ------- _'�� �'\� ...-,-�•�" L :{ - W .� .. / \ ,\ / � r __... ..!' �... �'��.���x 1 .� � t � ` ///�I*\�^ x 1 / .__... �/^ '7..� / � � / `` .. � F�"Xj �Y; I \` �__��_J� �� ' `� � �, �.• Y�' .. "'1 ..... (' / � r I r-,..� 7. 1 � x- -i �' ,\ � k % `/��`/`f,-. �'•_ ./ � �'' � � �`` `�% ��' � � j �-__ -___---- -•I \..��---- ~ / ��'�:���..� ' � � \_ �`` �� / 1 :' "I � 1 1.� � / �„�, � / i� ,J l / _.� � ; .-' � y ' ' ,(�..r`��J ( y' - _ .� .`, gX ; ,' �'---- �r� i � � i ;�� `� � �x i � �� 8 X� ��i/ . . •►—' �\` � __-___ /� �" �� � 1 x �-_.-''�'` ` -- - '_�i ---� ', '� ,/I � �(` -�/y/�� '�- `` � ....��._ I /r�....r/; r�a� ��L�.R. ^�.��"\ ••-_,��.-.. ��_%sY�.Y�'�t��. � '` // \ �+�� � . ^^r^.����_�:.\/ '!.% ��-.. � rl � � � /// 1 � � �,..�..�.�'."..�^r_�.'.^'..�^�..�-�.�-..=. __ 4_ `I`I ,'��\ �/�r/, \ '�..�..�'"""-.��....� � � � /•.� ^ i%� 1 .�.�� �,�1''��)�II i .�:,1,I` ```` � ` �.. ` "% F.��_ O _�Y�..� :t S � )I�I NI'. L r\l� ".� _.. � � � ' � � � �� ���`����'����+ 1+ i i`��•��' _ _ � _ -_- ./' , /�''i, � � L.I � , II � ,�rl r�l� � �C��' '\l\ \;,�p11,1 �l.l / \ . ,.�. -'- •i//%'i 4:' � I ( ,�� a•< �,�.1,1 ,�� � �1��,r�4i� r i ���,`� _��r• ��,,,. . j �- , , ^r "� � '.\., ,,in�a�,, .; �' _ -�,, I I , / i n 7 n . . � ._ . _.... 0 F�'�S /?� �S�A ✓ lS-r��nl. 7�M� �€���5 KCRTS Command I CREATE a new Time Series Production of Runoff Time series Project Location : Sea-Tac Comput�ng se ri es : a:off15.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating 15-minute Time Series File Loading Time Series File:C:\KC_SWDM\KCRTS\STfP15R. rnf 8 Till pasture 0.85 acres Scaling Yr: 8 Loading Time Series File:�:\K�.SWDM\KCRTS\STE115R. rnf 8 zmpervious 0.50 acres Adding Yr: 8 -------------- Total Area : 1.35 acres Peak �ischarge: 0.766 cF5 at 6:30 on ]an 9 in Year 8 storing Time series File:a:offlS.tsf 8 Time Series Computed Flow Frequency Analysis Time series File:a:offl5.tsf Project Location:Sea-Tac ---annual Peak Flow rtates--- -----Flow Frequency Analysis------- Flow rtate rtank Time of Peak - - Peaks - - rtank Return Prob (CFS) (CFS) Period 0.238 6 8/27/O1 18:00 0.766 1 100.00 0.990 0.176 8 1/05/02 15:00 0.55 2 25.00 0.960 0.556 2 12/08/02 17:15 0.326 3 10.00 0.900 0.192 7 8/23/04 14:30 0.284 4 5.00 0.800 ; 0.270 5 10/28/04 16:00 0.270 5 3.00 0.667 0.284 4 10/27/05 10:45 0.238 6 2.00 0.500 0.326 3 10/25/06 22:45 0.192 7 1.30 0.231 0.766 1 1/09/08 6:30 0.176 8 1.10 0.091 Computed Peaks . 0.696 50.00 0.980 O OIU-S lT� �,��A lS -M i�1/. T IMF .��1�.5 KCRTS Command CREATE a new Time Series ------------------------ Production of rtunoff Time series Project �ocation : sea-Tac computing Series : a:devl5.tsf Regional Scale Factor : 1.00 �ata Type : Reduced Creating 15-minute Time Series File Loading Time Series File:�:\KC_SWDM\KCRTS\STTG15R. rnf 8 Till Grass 0.35 acres Scaling Yr_ 8 Loading Time Series File:C:\KC_SWDM\KCRTS\STE115R. rnf 8 zmpervious 0.95 acres adding Yr: 8 , Total area : 1.30 acres '� Peak �ischarge: 1.30 cFs at 6:30 on 7an 9 in Year 8 Storing Time Series File:a:devl5.tsf 8 Time Series �omputed Flow Frequency Analysis Time series File:a:devl5.tsf Project �ocation:sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate rtank Time of Peak - - Peaks - - tzank Return Prob (CFS) (CFS) Period 0.452 6 8/27/Ol 18:00 1.30 1 100.00 0.990 0.316 8 9/17/02 17:45 0.932 2 25.00 0.960 0.932 2 12/OS/02 17:15 0.625 3 10.04 0.900 0.364 7 8/23/04 14:30 0.529 4 5.00 0.800 0.500 5 10/28/Q4 16:00 0.500 5 3.00 0.667 0.529 4 10/27/OS 10:45 0.452 6 2.00 0.500 0.625 3 10/25/46 22:45 0.364 7 1.30 0.231 1.30 1 1/09/08 6:30 0.316 8 1.14 0.091 computed Peaks 1.17 50.00 0.980 O Circular Channel Analysis & Design , Solved with Manning's Equation , Open Channel - Uniform flow Worksheet Name: 3rd & UNION Comment: CONVEYANCE PIPES Solve For Full Flow Capacity Given Input Data: Diametez. . . . . . . . . . i . �0 �t Slope. . . . . . . . . . . . . 0 . 0050 ft/ft Manning' s n. . . . . . . 0 . 012 Discharge_ _ . . . . . . . 2 .73 cfs Computed Results : �ill Fiow Capacity_ _ . . . 2 .73 cfs � !O!� -Yf� f'EAk F�� �ull Flo�r IDepth. . . . . . . . 1.00 ft CDN-S/TE ¢ QFf-S/TC= /�3t0.77 Velocity. . . . . . . . . . 3 .47 fps � 3 {�� :. �,� � 2 ,D 7 c� �low Area. . . . . . _ . . a.79 sf Critical Depth. . . . 0 .7I ft Critical Slope. . . . 0.0069 ft/ft ' Percent Full . . . . . . 1DD . 00 0 Full Capacity. _ . . . 2 .73 cfs QMAX @. 94D. . . . . . . . 2 . 94 CfS Froude Number. . . . . F[3LL � . P�pEs s�gC� 6� �2 „ � O• S % O� G/Zc��Ef� SG�-P�.' O en Channel Flow Module Version 3 .41 {c? 1991 II P � xaestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct �6708 �, � li SECTION VI - SPECIAL REPORTS & STUDIES , �//A SECTION VII BASIN & COMMUNITY PLAN AREAS � � . � � � I ° I � � � i � � I � , . � i b ' 1 • •ti� � / 1 , . � � � i ,` .i , l ` � • �� G '� � 1 � � i � r • • I � � , / � s . , � ♦ � � �' �,'� , � ; , , i ,�; ,i�o�r ; , � � .�' � ��� � .�r O r � ` o {r' � � t ( �J � � l���' � , = I � ,� �� �. r � ,; � i� � � � � ' � � • . , .� � �� � , � `�.. � �� � .� ' 9+ 1� 'r.� � � ' r' ,, � � • �' � ,��� � (,� � _-- :� ��_� f1 ,` � � , , _ � .. �II� �, ' �, ,. � � - r 1.._ �, � � V , �- �� � - ��� , , �.�.a�.�.�.�,�' � ��, ,�,�� � ��I �• �, , a .rr+.21.A� iM� �j ` Ir"J �, /I �a��r � a�:.. .� .� , >, ��,,�-.:.�� _,r��r-�,�� . �. �^^�.� � ���� .ls1lcl ���c.- .t�'lDe.,. • .� ` t�t� � � �1 � � ��e �I�lE�6]�3=A11l3lB'�C'ffe's� i r�� � �/•si� `� ! 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J � �. :���,/�' ,r,��+ - � .`_.__ • . -_ - -= c:.. �_ -- .- ..._ �. � �'-� a ' ...� ' f`V '„ "' � _�h��.��i.+. �\.�.-\ _ � .J`. � - � r� '��V` .�i zs � .�� \ r�` / � - _ � , ___- . . , - '`-'�- � "7�' �.r'' � df' - �� i �u ''-�`L�. `{_. - � � __�^ �- - _ : ` ,r�_'� _ �. . �aqrwr. _�__ '{'j rY � , ' ._ -o,^ `- ' �' ._ � 'j..H... ' ' f r - �W t.� CT ' � ' ` :� `�,f``^ ' Saa�fwt '��/.. 1 � � � -- -`-� ._:�- _ �. � � ,-� i� ,,.�. ' � - _ -:�.�.�.:. _ / - Figure 2 -;�• _� -� ,,.. � i ; _ � j~'._.�-`, `. ' �, '� j. � r - _ � .. _�. u..��;, " j-- '�-:.'' � � 'i.. ' - ;f " . ..�,� _ 3 .�-- ;,,. : �Y�. . ` ,��.,..� f . . . ,,,,, . ; ,f DRAINAGE BASlNS ,_ - �.�DRAI NAG ` � `- ' ' =-- . � � • � - ----- . _ King County �: ; _ , .�; ;` �..aH.n.�...K.s.� _ ,� ,.�. 1 _ _ - � � � �:_ � � � .___ \�+: -- -� --� .� - � :� � ._�' ��".�.' `_'"\C. __ � �- ' _ - � -- _ E,�._ 1 , ��..1 LB `� Yk� - t. _ 4 _ _ - - - _. ; . �� `�:� 'y ' _ _ �_+ - _��' _ � ' - - _` _ _ �� Major Basin Boundary -�� _, ._� f,�„ �;� _ �.-�� , -�� =i� _ _ - � `�"' 1�'��- ,�� r -L. --� ,"� , ��.�.. � �;`�" - � �.::. -� Sub-Basin Boundary � '_:^ `u 1 ! ------ ' .� ' _ ^ - . �l •~'� , i �n �4� - �-� ,. ' �, �, _ `� w.� I � , �� � _ � ( � �y �.� -- Source_ King County 5ensitive Areas -� - . -- - -- _._ Map Folio,Wetlands Supplement � -- ..: ��-{ .-�j .� / o*.o.�.co.....raws�.[o � . . . ' " - ~i i- { o..... � � " � ' , ._ � " wr i►.� �� _ 6{ � � ����` •'~�� i� �. `�, _ .: //,� : _ .�y--,; , _ BASt N - __ ,��., � ,_ -�°��'� . ` . .b., :�` - - - _ . i • �� -� ��. -�\ _ J/ . � ' \ t \ ` � , \` , . � . ` •_`^ _• �,�� u�. -_ ± O O 1 2 3 4 S 6 7 B MileS \. -- --- -- p� '1� _ ./-�. - , 1/%V i 1:300,000 i � SECTION VIII OTHER PERMITS , � N/�q •^ _ . ,� SECTION IX EROSION & SEDIMENTATION CONTROL DESIGN , �� EROSION & SEDIMENTATION CONTROL Temporary erosion and sedimentation control measures will be provided during construction. The detention vault/wetvault will be constructed, and will act as a sedimentation pond during construction. Silt fencing will be provided along the southern eastern and western property lines to minimize sediment laden runoff from entering the ad}acent progerties. A temparary constcuctian entrance will be installed at the construction site entrance. Catch Basins will be provided with inlet protection to provide additional protection. �� , ry� SECTION X BOND QUANTITIES WORKSHEET, STORMWATER FACILITY SU Y SHEET & SKETCH � . � .;; :. w �w _ � , . ____ ____ - - , � � � . ��--� r _ -:� Site Improvement Bond Quantity Worksheet King County Department of Development& Environmental Services 900 Oakesdale Avenue Southwest Renton,Washington 98055-1219 Project Name: Date: Location: ProJect No.: Activity No.: Note: All prices include labor, equipment, materfals, overhead and Clearing greater than or equal to 5,000 board feet of timber't profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. yes no If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 O Unit prices updated: 12/97 Version: 5/19/01 �ir,a o�ntv Bond(luan Worksheet.xls _ _ _ _ _ _ _ _ _ Report Date; 5/28/02 � Site Improvement Bond Quantity Worksheet UnK i�of Referonce� Prtce Unft QuAM A tcatlans Cost IM T TRO Backfill & com action-embankment $ 4.89 CY Check dams, 4" minus rock SWDM 5.4.6.3 $ 58.70 Each Crushed surtacin 1 1/4" minus WSDOT 9-03.9 3 $ 74.30 CY Ditchin $ 7.03 CY Excavation-bulk $ 1.30 CY Fence, silt SWDM 5.4.3.1 $ 1.20 LF Fence, Tem ora NGPE $ 1.20 LF H droseedin SWDM 5.4.2.4 $ 0.51 SY Jute Mesh SWDM 5.4.2.2 $ 1.26 SY Mulch, b hand, straw, 3"dee SWDM 5.4.2.1 $ 1.75 SY Mulch, b machine, straw, 2"dee SWDM 5.4.2.1 $ 0.46 SY Pi in , tem ora , CPP, 6" $ 9.30 LF I Pi in , tem ora , CPP, 8" $ 14.00 LF Pi in , tem ora , CPP, 12" $ 18.00 LF P�astic coverin , 6mm thick, sandba ed SWDM 5.4.2.3 $ 2.00 SY Ri Ra , machine laced; slo es WSDOT 9-13.1 2 $ 33,98 CY Rock Construction Entrance, 50'x15'x1' SWDM 5.4.4.1 $ 1,273.34 Each Rock Construction Entrance, 100'x15'x1' SWDM 5.4.4.1 $ 2,548.68 Each Sediment ond riser assembl SWDM 5.4.5.2 $ 1,695.11 Each Sediment tra , 5' hi h berm SWDM 5.4.5.1 $ 15.57 LF Sed.tra ,5'high,riprapped s Illway berm section SWDM 5.4.5.1 $ 59.60 LF Seedin , b hand SWDM 5.4.2.4 $ 0.44 SY Soddin , 1"dee , level round SWDM 5.4.2.5 $ 5.24 SY Soddin , 1" dee , slo ed round SWDM 5.4.2.5 $ 6.48 SY TESC Su ervisor $ 65.00 HR Water truck, dust control SWDM 5.4.7 $ 85.00 HR WRITE-IN-ITEM *"** see s 9 Catch Basin Inlet Protection $ 50.00 Each ESC SUBTOTAL: $ - COLUMN: A Page 2 of 9 � Unit prices updated: 12/97 Version: 5/19/01 King County Bond Gluan Worksheet.xls Report Date: 5/28/02 Site Improvement Bond Quantity Worksheet Exisdng F�ure PublFc Private Bond ReAuttton" R1yM-otaAtay Ratd iiryuovements �ovunents �Drei FaclNtks Quant. Unit Prlc+e Una Quant. Cost Quer�. Cost Quer�. Cost Co a Cost �ENERA�ITEMS 8ackflll 8 Com action-embankment $ 4.89 CY Backfill&Com action-trench $ 7.42 CY Clear/Ramove Brush,b hand $ 0.31 SY Clearin /Grubbin /Tree Removal 3 7,718.40 Acre Excavation-bulk $ 1.30 CY Excavation-Trench $ 3.53 CY Fencin ,cedar,6'hi h $ 16.13 LF Fencin ,chaln link,vin coated, 6'hi h $ 11.69 LF Fencin ,chain link, ate,vin coated 20' $ 1 105.92 Each Fencin ,s Ift rall,3'hi h $ 10.54 LF FIII&com act-common barrow $ 19.63 CY Fill&com act- ravel base 3 22.16 CY Fill&com act-screened to soil $ 32.91 CY Gabion,12"dee ,stone filled mesh � 47.23 SY Gabion, 18"dee ,stone fllled mesh $ 65.09 SY Gabion,36"dee ,stone filled mesh $ 115.20 SY Gradin ,fine,b hand $ 1.76 SY Gradin ,flna,with rader $ 0.83 SY Monuments,3'lon $ 117.50 Each Sensitive Areas Sf n $ 2.50 Each Soddin , 1"dee ,slo d round $ 6.49 SY Surve 'n ,Ifne& rade $ 685.44 Da Surve in ,lot IocatioNlines $ 1,353.60 Acre Traffic control crew 2 fla ers $ 74.07 HR Trail,4"chi d wood $ 6.60 SY Trail,4"crushed cinder $ 7.24 SY Trail,4"to course $ 7.12 SY Wall,retainin ,concrete $ 38.40 SF Wall,rockery $ 8.25 SF Page 3 of 9 SUBTOTAL O Unit prices updated: 12/97 'KCC 27A authorizes only one bond reduction. Vefslon;5/19/01 King County Bond Quan Worksheet.xls Report Date� 5/28/02 Site Improvement Bond Quantity Worksheet Existing Future PubUc Prlv�e 8w�d It�ductiort" Ri�t�ot-way Rosd InprovemeMs knpravenieMs i Dr Facllities Qusnt. Un�Prtce Unii Quar+t. Coat QuaM. Coat Quant. Co� s Cost ROADIMPRO EMENT. AC Grfndin ,4'wide machine<1 OOOs $ 20.00 SY AC Grindin ,4'wlde machine 1000-2000s $ 5.00 SY AC Grindin 4'wide machfne>2000s $ 1.20 SY AC Removal/Dis osal/Re air $ 35.77 SY Barr�ade, I S 26.11 LF Barrlcade, e III Permanent $ 39.17 LF Curb&Gutter,rolled $ 11.54 LF Curb&Gutter,vertical $ 8.43 LF Curb and Gutter,demotitlon and dis sal $ 11.81 LF Curb,extruded as halt S 2.12 LF Curb,extruded concrete $ 2.23 LF Sawcut,as haR,3"de th 5 1.61 LF Sawcut,concrete, er 1"de th $ 1.47 LF Sealant,as halt S 0.86 LF Shoulder,AC see AC road unit rice $ - SY Shoulder, ravel,4"thick $ 6.55 SY Sidewalk,4"thlck $ 26.54 SY Sidewalk 4"thick,demolitlon and dis sal $ 24.11 SY Sidewalk,5"thick $ 30.38 SY Sidewalk,5"thick demoHtfon and dis sal $ 30.13 SY SI n,handica $ 74.16 Each Stri in r stall $ 5.06 Each Stri in ,thermo lastic, tor crosswalk S 2.07 SF Striping,4"reflectorized line $ 0.22 LF Page 4 of 9 SUBTOTAL O Unit prices updated: 12/97 'KCC 27A authorizes only one bond reductlon. Version:5/19/01 _ King County Bond Quan Worksheet.xis Report Date;528/02 Site Improvement Bond Quantity Worksheet ExEsttng Future Pubik Private 6ond MduetlaY itight�of-w�y Road h�prowa�nentt kryxcvemeMs i DrA Facf�tles Qu�nt. Unit Prlce Urtit �luani. Cnst QuarN. Cost Quant. Cost C e Cott ROAD SUR ACING �a"Rock=2.5 base&1.5"top course) For'93 KCRS(6.5"Rock=5"base& t.S"t�p caurse) For KCRS'93, additional 2.5"base add: $ 3.13 SY AC Overla 1.5"AC $ 6.43 SY AC Overla ,2"AC $ 7.81 SY AC Road 2" 4"rock,First 2500 SY $ 14.99 SY AC Road,2",4"rock,Q .over 2500SY $ 11.62 SY AC Road,3",4"rock,First 2500 SY $ 17.12 SY AC Road 3",4"rock Q .over 2500 SY $ 13.75 SY AC Road 5",First 2500 SY $ 12.67 SY AC Road,5",Q .Over 2500 SY $ 12.12 SY AC Road,6" First 2500 SY $ 14.57 SY AC Road 6",Q .Over 2500 SY S 14.02 SY As halt Treated Base,4"thick $ 8.01 SY Gravel Road,4"rock,First 2500 SY $ 9.92 SY Gravel Road,4"rock,Q .over 2500 SY $ 6.55 SY PCC Road,5",no base,over 2500 SY $ 18.70 SY PCC Road 6",no base,over 2500 SY S 19.02 SY Thickened Edge $ 5.99 LF Page 5 of 9 SUBTOTAL O Unit prices updated; 12/97 'KCC 27A authorizes only one bond reduction. VerSlon:S/19l01 __ �ci�„r„���e�annd c���n���ork�he�t xlQ Report Date: 5/28/02 Site Improvement Bond Quantity Worksheet E�stinp Futur�PuWic PrivaM BaM Rad�ctlon• Right�of-wAy Ro�Mr�xovements hnprovernents d�Otal e FacHittes Quar�t. Un�Pricx tlrsit Quant. Cast Quant. Coat Gtuant. Cost Cost DRAINAGE (CPP=Corru ated PlastiG Pipe,N12 or Equivalenf) For Cutvert rices Avora a of 4'cover wc�s 25surned.As6urrte edorated PVC is 9eme rica as�o�id i e. Access Road, R/D $ 14.56 SY Bollards-fixed $ 209.34 Each Bollards-removable $ 393.34 Each • C8s include(rame and lid CB T e I $ 1 093.60 Each CB T e IL $ 1,246.60 Each CB T e II,48"diameter $ 1,768.32 Each for additional de th over 4' a 379.58 FT CB T II,54"dlameter a 1 906.56 Each for additional de th over 4' a 423.07 FT CB T il 60"diameter $ 2,044.80 Each for additlonal de th over 4' $ 466.56 FT CB T e II,72"diamete� S 2 793.60 Each for addftional de th over 4' a 601.92 FT 7hrou h-curb Inlet Framewoiic Add $ 318.34 Each Cleanout PVC,4" $ 113.52 Each Cleanout,PVC,5' $ 152.09 Each Cleanout,PVC,B" a 194.95 Each CuNe�t,PVC,4" $ 7.51 LF Culvert PVC 6" $ 10.96 LF Culvert,PVC, 8" $ 11.59 LF Culvert, PVC, 12" $ 18.93 LF Culvert CMP,8" $ 15.00 LF Culvert,CMP, 17' $ 23.00 LF Culvert,CMP 15" 3 28.46 LF Culvert,CMP, 18" $ 32.82 LF Culvert CMP,24" $ 46.37 LF Culvert,CMP,30" $ 62.13 LF Cutvert,CMP,36" a 97.49 LF Culvert CMP,48" $ 122.46 LF Cutvert,CMP,60" $ 204.74 LF Culvert,CMP,72" $ 263.11 LF OPage 6 of 9 SUBTOTAL � Unit prices updated: 12/97 "KCC 27A authorizes only one bond reductlon. Vefslo�:5/19/01 ountv Bond Quan Worksheet.xls RepoR Date: 528/02 Site Improvement Bond Quantity Worksheet Eztstin� Ftdure PuWic Prtvate Bond R�dudlon' Rfght-o(-vwp Road kriprovements Mnproveme�ts (d U I�Drafn FadNtles Quant, Unft Price Untt Quant. Coet Quertt. Coat Quant. Cost Co e Cost Culvert,Concrete,8" $ 18.28 LF Culvert Concrete,12" $ 26.13 LF CulveR Concrete, 15" $ 32.47 LF Culvert,Concrete,18" $ 38J0 LF Culvert,Concrete,24" $ 53.10 LF Culvert,Concrete,30" $ 90.59 LF Culvert Concrete,36" $ 119.68 LF Culvert,Concrete,47' $ 137.76 LF Culvert Concrete,48" $ 152.99 LF Culvert,CPP,6" $ 9.30 LF CulveR,CPP,8" $ 14.00 LF Culvert,CPP,12" $ 18.00 LF Culvert CPP,15" $ 20.00 LF Culvert,CPP,18" $ 24.00 LF Culvert,CPP,24" $ 32.00 LF CuNert,CPP 30" $ 42.00 LF Culvert,CPP,36" $ 48.00 LF Ditchin $ 7.03 CY Flow Dis rsal Trench 1,436 base+ $ 22.60 LF French Drain 3'de th $ 19.65 LF Geotextile,laid in trench, ol ro lene $ 2.09 SY inflltration nd testin $ 65.00 HR Mid-tank Access Riser,48"dla, 6'dee $ 1,396.00 Each Pond Ovemow S illwa $ 12.18 SY Restrictor/011 Se arator, 12" $ 908.86 Each Restrfctor/Oil Se arator,15" a 952.66 Each Restrictor/Oil Se arator, 18" $ 996.66 Each RI ra , laced $ 33.98 CY Tank End Reducer 36"dlameter $ 870.00 Each Trash Rack, 17' $ t 84.32 Each Trash Rack, 15" $ 206.32 Each Tresh Rack, 18" $ 233.82 Each Trash Rack,21" $ 266.82 Each Page 7 0(9 SUBTOTAL _ � � Unit prices updated: 12/97 'KCC 27A authorizes only one bond reductlon. Verslon:5/19/01 King Counry eond Quan Worksheet.xls Report Date:5l28/02 Site Improvement Bond Quantity Worksheet Existing Future PubNc Prfv*te Bond R�dnctfon" RlgM�of•way Road hnprovemer►ta Improverr�Ms a Dret� FecitMies Quant. Unit Prbt Unit Quant. Prk:e Quent. Cost Quant. Coat C Cost PARKING LOT SURFACING 2"AC,2"to course rock&4"borrow $ 13.77 SY 2"AC 1.5" to course& 2.5"base course $ 14.99 SY 4"select borrow $ 3.96 SY 1.5"to course rock&2.5"base course $ 9.92 SY WRITE-IN-ITEMS EA. EA. LF EA. EA. EA. LF SF LF LF SUBTOTAL SUBTOTAL(SUM ALL PAGES): 30Y.CONTINGENCY�MOBiLIZATION: GRANDTOTAL: COLUMN: 8 C D E Page 8 of 9 O Unit prices updated: 12/97 •KCC 27A authorizes only one bond reductfon. Verslotl:5/19/01 tv Bond Quan worksheet xls RepoR Date: 528/02 Site Improvement Bond Quantity Worksheet Original bond computatlons prepared by: Name: Mel Daley,P.E. Date: PE Registration Number: 13258 Tel.#: 253-333-2200 Ffrm Name: DMP,INC. Address: 726 AUBURN WAY NORTH, AUBURN,WA 98002 PUBLIC ROAD IMPROVEMENTS PERFORMANCE 8 DRAINAC3E FACILITIES Column BOND'AMOUNT MAINTENANCE/DEFECT Stabilizatlon/Erosion Sediment Control(ESC)Plus 30°,6 (A) $ - BOND`AMOUNT Existing Right-of-Way Improvements (B) $ - Future Public Road Improvements&Drainage Facilfties (C) $ - (B+C)X 0.25= $ - Private Improvements (D) $ - � (A+g+C+D) =TOTAL(T) $ - PERFORMANCE 80ND AMOUNT Minimum bond amount is$1000. SITE RE3TORATION BOND"'"' (A) $ - (Ffrst$7,500 of bond shall be cash.) RIGHT-OF-WAY BOND (B) $ - TOTAL RIGHT-OF-WAY&SITE RESTORATION BOND" (A+B) $ - (First$7,500 of bond shall be cash.) PERFORMANCE BOND TOTAL AFTER BOND (T-E) REDUCTION"" NAME OF PERSON PREPARING BOND REDUCT�ON: Date: 'NOTE: The word"bond"is used to rapresent any financial guarantee acceptable to King County. "NOTE: KCC 27A authorizes bonds to be combined when both are requirad. "'NOTE: Per KCC 27A,total bond amounts remaining after reductlon shall not be less than 30%of the original amount. *""'NOTE: The restoration requirement should Include the total cost for all TESC as a minfmum,not a maximum. In addition,corrective work,both on-and of1-site need to be(ncluded. Quantlties should reflect worse case scenarios not just minimum requirements. For example,If a salmonid stream may be damaged,some estimated costs for restoration Page 9 of 9 need to be reflected in this amount. The 30%contingency and mobilization cosis are computed in this quantity. O Unit prices updated: 12/97 Version: 5/19/01 _ King County Bond Quan Worksheet.xls Report Date: 5/28/02 _ KING COUNZ' Y, WASHING,TON, SURFACE WATEIt DESIGN MANUAL RETENTION%DETENTION SUMMARY SNEET Deveiopment 3�D � GLrIiO� To�✓�/fn�1ES Date 5�3� 0 2 �ocation No�Z���+ST �of2N�/2 OF - ✓�/T.F�SECT/DN Df ,2/� 3 r�� Go u�2� � r�.N�o�v .�v�. NE ENGINEER DEVELOPER . - Name /`'IGL L. �ACEy, �E Name �QKEQ/D�E .�`U�L�PiLfF/VT FiRn�2 � -Mo2Rau/- .{�Ol3LE"JZ�,/Nc, Firm " Address �Z( Ac�a v/� /�w� � N address f? Q. .F3o� /Y6 �� �.vq 98QD2 ,QEN70N , Gr/A �8457 ' d/�� Phone --�—� Phone �yZSJ Z 2 8 � 9 750 ' • Developed 6ite � � acres Number ot Lots � � , - Number of Detention Facilities On Site / • Detention provided in regional fac�ldy Q Regional Facldy focation - No detention requi�ed � Acceptable receiving walers _ - Downstream Drainage Basins - Immediate Major Basin ` Basin A G oul��z c E,�?AR �2/v�",� ('EI�A.Q ,2[�/E2 $4Sin/ Basin B Basin C Basin D TOTAL INDIVIDUAL BASlN Drainage Basin(s) A B C D Onsite Area ' 3 � � Offsite Area Type of Storage Facility " p �o Live Sto�age Volume d�ur"T /��7�j � Predeveloped Runoit Rate 2 year 10 year O -- Postdeveloped Runoff Rate 100 year O./Z 5 2 year � �Z i 0 yea� � 0� Developed Q 100 year - Q. ,� . Type of Restriction / Size of Oriiice/Restriction f � , Oriiice/Resiriciion Nfl.� • No2 7 • No.3 � �'� No.4 No.5 /o RENOVABLE . KATER-TIGHl' COUPIIN m OVERFIDN E1BV.= �05.98 a- � 9 4"e ORIF[CE 6 P�E SUPPORT�•� _ -- 404$6 oRie�ice"� ELBOW DETAIL (SEE NOi'E 9) i 7/8• OR1f10E � 3'z 075" ALUIQNLJY �� V.= 402.46 STANDARD GALVANlZEO OR .079" ST£EL �- SfEEL IdDDER/SfEP3 OUTLET PIPE SEE NOTES 4dc5 P. ADAPTOR l.E.= 998.98 � I N C[f.AltOUT GATE: SHEAR GATE 8' D[AYEfER 1[Ri. VAULT 0 i N RE3TR[CTOR PLATE g�V.= 392.98 MITH 0.5'� OR[F[CE ., . . SECTION A—A VAULT I PLAN VIEW fI I 1. For details showing grade ring, Iadder, atepa, handholds, and top alaM, see CITY OF RBN70N Stendard Plan 7(iscellaneous CsLch Basin Defgile". � 2. Pipe �upporL� nnd rc�tric[or/�epnretor ahnll be o[ the aeme melerial, and be nnchored nt 3' merimum specing by 5/8" die. atninless ateel ezpnnnion bolts or embedded 2" in nall. , 3. She reslrictor/separator shell be labriceted (rom .080" nluminum, or .084 aluminiud sted. �I. or .084" galvanized �teel pipe: in accordance atth AA3F[M N 3B. 1[ t9B, and Y 274. Galcaniud steel shall have 11�estment t. 4. Outlet s6a11 be co[wected to culvert or atorm pipe wlth a manufacturer apeci[ted adnptor 5_ The verticel rver stem af the rqtrictor/�eparator ehall be the same diameter es tAe horiaontel outlet pipe, w�ith nn 8� minimum diameter. 9. Frame and ladder or sLeps are to be ottset so thet: A_ Cleanout gate [e visible from top. B. Climb-do�n space ia clear o[ riser and sate. C. Frame is ckar ot curb (i[ anq eYiste�. 9. 1[ul[i-orifice etboxs mey be located ee nhoin or ell on one aide ot ri+er to esaute tadder clenrnnce. Size ot elbo� nnd pincement [o be determined by the Engieeer. B. Rratrictor pletes rith orifice sa specified in the contract plann. Omit pinte if (or oil pollution only. Specitied opening to 6e cut round and smooth. 9. Cleanout/Sheer gate: -Aluminum alloy per ASl'Y 8-28-ZG-32a or caat iron �lST1[ A48 Ctasa 306 at requlred. -[�tt Handle elther solid or tubing �rith adJustable 6oak ae requtred. -Neoprene rubber ganlce[ required between ri�er mountins flange and gate tlange. -Ya[ing aurtncea of �d and body Lo be machined [or proper [i[. -Flense mountinQ 6olts ahsll be 3/S" diameter staiol�as ated. 10. Alternate cleenout/shenr gnta to the de�ign shown ere necepte6le. provided they meet the materiel speciticntiotu above and 6eve a eiz bolt, 10 3/8" 6alt circle !or bolting to the tlnnge connection. tl. Cleanout gate shell no[ open beyond the clear openittg as shown on �Nax Opening o[ Gate" on CITY OP RENTOH dwg. BR05 by tlmiting hioge movement, stap tab, or some other device. CONTROL RISER DETAIL N.r_s. // _ -- _ __ � ACCESS RISER W/ LOCKING VANED CRATE GR.EL.� 410.SOt {MATCH GRADE) 32'-8' 16' 16' r�^ r�M 24" 0 OPENING I �� I W I.E.�396.96 � _ T^� � ACCESS RISER W/ LOCKINC VANED CRATE CR.EL.� 410.20t (MATCH PVMT.) GALV. 5?EPS (7YP.) A A � � 12° 0 OPENING I.E.e 383.96 BOT.EL.�392.96 � I MAX.WS.EL.� 405.96— EL,= 406.46 I 12" 0 OPENING BOT.EL.�392.96 I.E.= 393.96 W.Q.WS.EL.= 396.96— o BOT.ELa392.96 —� B07,EL.�392.96 M i' SEDIMENi CONC. BAFFLE WALL ACCE55 RISER W/ STORAGE CONTROL RISER ROUND SOUO LOCKING lID (SEE DETAIL) GR.EL= 409JOt (MATCH PVMT.) B�CTION H-B ACCE55 RISER W/ LOCKING VANED GRATE GR.E�.= 410.10t (MATCH GRADE) I.E.� 404.29 I.E.� 396.96 CALV. SiEPS (TYP,) �-L-'n �-L•� Pl�D' CONTROL RISER (SEE DETAIL) MAl(.WS.EL.� 405.96— —EL.� 406.46 MAX.WS.EL,� 405.96— —EL.� 406.46 W.Q.WS.EL.� 396.96— , W.Q.WS.EL.� 396.96— BOT.EL.�392.96 — BOT.EL.�392.96 — 1' SEDIMENT 12" m OPENING t' SEOIMENT STORAGE I.E.= 393.96 STORAGE sacr�oN�-� serrrox o-c DETENTION VAULT/WETVAULT DETAIL ti N.r.s. SECTION XI MAINTENANCE AND OPERATIONS MANUAL APPENDIX A MAINTENANCE STANDARDS FOR PWVATELY MAINTAINED DRAINAGE FACILTTIES NO. 4-CONTROL STRUCTUREIFLOW RESTRICTOR Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Ge�eral Trash and Debris Distance between debris build-up and bottom of All trash and debris removed. (Indudes Sediment) orifice plate is less U►an 1-t/2 feeL Structural Damage Structure is not securely attached to manhole wall Structure securely attached to and outlet pipe structure should support ai teast wall and outlet pipe. 1,000 Ibs of up or down pressure. Structure is not in upright position(allow up to Structure in correct position. 1 U�/from plumb). Cornections to outlet pipe are not watertight and Connections to outlei pipe are show signs of rust. water tight;structure repaired or replaced and works as designed. Any holes—other than designed holes—in the Structure has no holes other sVucture. than designed hdes. Cleanout Gate Damaged or Missirg Cleanout gate is not watertight or is missing. Gate is watertight and worfcs as designed_ Gate cannot be moved up and down by one Gate moves up and down easily maintenarzce person. and is watectight. Chain leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50�/of its surface area. Gate is repaired or replaced to meet design standards._ Orifice Plate Damaged or Missing Control device is not working properiy due to Plate is in place and works as missing,out of place,or bent orifice plate. designed. I Obstructions My Vash,debris,sediment,or vegetation Plate is free of a!1 obstructions blocking the plate. and works as designed. Overflow Pipe Obstructions Any trash or debris blodcing(or having the Pipe is free of all obstcuctions potential of bloclting)the overflow pipe_ and works as designed. ��� See"Closed Detention Systems'Standards No.3 See'Closed DetenGon Systems' Standards No.3 Catch Basin See'Catch Basins"Standards No.5 See'Catch Basins"Standards No.5 O 9/1/98 1998 Surface Water Design Manual A-4 APPENDIX A MAINTENANCE S'I'ANDARDS FOR PRIVAT'ELY MAINTAINED DRAINAGE FACII.ITIFS NO. 5-CATCH BASINS Maintenance Defect Conditions When Maintenance is Needed Results Enpected When Component Maintenance is performed General Trash&Debris Trash or debris of more than 1!2 cubic foot which is No Trash or debris located (Includes Sediment) located immediately in front of ihe 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 Vash or debris in the catch depth from the bottom of basin to invert the bwest basin. pipe into or out of the basin. Trash or debris in any inlet or outlet pipe bfodcing In1et and outlet pipes free of more than t!3 of its height irash or debris. Dead arwmals or vegetatio�that could generate No dead animals or vegeTation odors that could cause complaints or dangerous present within the catch basi�_ 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 rodents_ Structure Damage to Comer of frame extends more than 3/4 inch past Frame is even with curb. Frame andlor Top Slab curb face into the street(lf applicable). Top stab has holes larger than 2 sguare inches or Top slab is free of hdes and cracks wider than 7/4 inch(intent is to make sure cracks. all material is rurx»ng iMo basin). Frame not sitting Flush on top sfab,i_e.,separation Frame is sitting f{ush on top of more than 3/4 inch of the frame from the top slab_ stab. Cracks in Basin Walls! Cracks wider than 1/2 inch and longer than 3 feet, Basin replaced or repaired to gottorn any evidence of soil partiGes entering catch basin design standards. through cradcs,or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer than 1 foot No cracks more than 1/4 inch at the joint oi any inleU outlet pipe or any evidence wide at the joint of inleVoutlet oi soil partides eMering 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 standards. O 1998 Surface Water Design Manual 9/1/98 A-5 APPENDIX A MAWIENANCE STANDARDS FOR PRIVA7EI.Y MAINTAINED DRAINAGE FAC[LITIES NO. 5-CATCH BASINS(CONTINUEI� Maintenance Defect Conditions When Maintenance is Needed Resutts Expected When Componeni Maintenance is pertom►ed Fre Hazard Presence of chemicals such as natural gas,al and No flammable chemicals gasoline_ present. Vegetation Vegetation growing across and bbcking more than No vegetation bbdcing opening 10'/of the basin opening. to basin. Vegetation growing in inleVoutlet pipe joints that is No vegehation or root growth more than six inches tall and less than six inches presen� I �� � Pollution Nonflammable chemicals ot more than 1/2 cubic foot No poltution present other than per three feet of basin length. surface film. Catct►Basin Cover Cover Not in Place' Cover is missing or only partially in place.Any open Catch basin cover is closed i 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 Difficutt 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. seafing off access to maintenance. Ladder Ladder Rungs Ladde�is unsafe due to missing rungs,misalignment, Ladder meets design standards Unsafe rust,cracks,or sharp edges. and albws maiMenance person safe access. ' Metal Grates Grate with opening wider than 7/8 inch_ Grate opening meets design (If Applicable) standards. Trash and Debris Trash and debris that is blocking more than 20%of Grate free of trash and debris_ � grate surface. Damaged or Grate missing or broken member(s)of the grate. Grate is in place and meeis Missing. design standards. NO. 6 DEBRIS BARRIERS(E.G.,TRASH RACKS) Maintenance Defect Condition When Maintenance is Needed ResulLs Expected When Components Maintenance is Pertormed_ General Trash and Debris Trash or debris that is plugging more than 20',6 of Bamer dear to receive capacity the openings in ihe barrier. tlow. Metal Darr►aged/Missing Bars are bent out of shape more than 3 incties. Bars in place with�o bends more ga�. than 3/4 inch. Bars are missing or entire barrier missing. Bars in ptace acoording to design. Bars are loose and rust is causing 50%deterioration Repair or replace barrier to to any part of barrier_ design standards. O 9/1/98 1998 Surface Water Design Manual A-6 APPENDIX A MAINTENANCE STANDARDS FOR PRIVAIFI.Y MAINTAINED DRAIIVAGE FACILTIlES N0. 10-CONVEYANCE SYSTEMS(PIPES& DfTCHES) Maintenance Defect Condtions When Maintenance is Needed Resuits Expected When Component Maintenance is Performed Pipes Sediment 8 Debris Accumulated sediment that exceeds 20%of the Pipe cleaned of all sedimeni diameter of the pipe. and debris. Vegetation Vegetation that reduces free movement of water All vegetation removed so water through pipes. flows freely through pipes. Damaged Protective ooating is damaged;rust is causing Pipe repaired or replaced. rtare than 50'/deierioration to any part of pipe. Any dent that decreases the cross sectio►�area of Pipe repaired or replaced_ Pipe by more than 20%. Open Ditches Trash�Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris deared from square feet of ditch and slopes_ ditches. Sediment Accumulated sediment that exceeds 20'/a of the Ditch Geaned/flushed of all desigr►depth. sediment and debris so that it matches design. Vegetation Vegetation that reduces free movement of wafer Water flows ireely through through ditches. ditches. Erosion Damage to See'Ponds"Standard No_1 See"Ponds"Standard No_1 Slopes Rock Lining Out of Mairrtenance perso�can see native soil beneath Replace rocks to design Place or Missing(If !he rodc lining. standards. ApPlicable). Catch Basins See"Catch Basins:Standard No.5 See`Catch Basins'Standard ' No.5 ' Debris Barriers See"Debris Barriers'Standard No.6 See"Debris Barriers'Standard I (e_g.,Trash Rack) No.6 NO. 11 -GROUNDS(LANDSCAPING) Mainteoance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Pertormed General Weeds Weeds growing in more than 20'/0 of the landscaped Weeds present in less than 5% (Nonpoisonous) area(Uees and shrubs only). of the landscaped area. , Safety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation vegetation. present in landscaped area_ Trash or Litter Paper,cans,bottles,totaling more than 1 cubic foot Area dear of litter. • within a landscaped area(trees and shrubs only)of 1,000 square feet Trees and Shrubs Damaged l.imbs or parts of trees or shrubs that are split or Trees and shrubs with less than broken which aHect more than 25'�of the total 5`/0 of total foliage with split or foliage of the tree or shrub. broken limbs. Trees or shrubs that have been blown dovm or Tree or shrub in place free of knocked over. injury. Trees or shrubs which are not adequately supported Tree or shrub in place and or are leaning over,causing exposure of the roots. adequately supported;remove any dead or diseased Vees. O 1998 Surface Water Design Manual 9/1/98 A-9 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATEL.Y MAINT'AINED DRAINAGE FACILI'TIES N0. 13-WA7ER C�UALITY FACILfiIES(CONTINUED� D.)Wetvaults � Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Perfortned Wetwault Trash/Debris Trash and debris accumulated in vault,pipe or Trash and debris removed from Accumulation inleV outlet,(includes floatables and non- vault. floatables). Sedment Accumutation Sediment accumufation in vault bottom that Removal of sediment from vautt. in Vault exceeds the depth of the sediment zone plus 6- inches. Damaged Pipes InIeU outlet piping damaged or broken and in Pipe repaired and/or replaced. need of repair_ Access Cover Cover cannot be opened or removed,especially Pipe repaired or replaced to Damaged/Not Working by one person. proper working specifications. Vauft Structure Vault Cracks wider ihan 112-inch and any No cxadcs wider than 1/4inch at Damaged evidence of soil partides entering the structure the joint of the inleU outlet pipe. through the cracks,or maintenancPJ inspection Vault is deterrnined to be � personnel detertnines that the vault is not strucwrally sound. structuraliy sound_ Batfles Baffles corroding,aacking,warping and/or Repair or replace baffles to showing signs of failure as detertnined by spedfications. maintenance/inspection staH. Access Ladder Damage Ladder is corroded or deteriorated,not functio�ing L.adder replaced or repaired to properly,missing►ungs,has cradcs and/or specificaUons,and is safe to misaligned. use as determined by inspection - personnel. � 1998 Surface Water Desigr►Manual 9/1/98 A-13