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Home My WebLink About03435 - Technical Information Report � A � �. ENGINEERING INCORPORATED � �� , � I � ��/ � �r`D� �s°��, � � � Technical Information Report M Resubmittal #4 Renton Bible Church � Proqertv Address 931 Union Ave. NE Renton, WA 98059 � Parcel Nos. 092305-9163 and -9209 Prepared for J. Patrick Mitchell, Architect Dan Charles � 12620 120th Ave. NE, Suite #08 � Kirkland, WA 98034 Phone: 425-821-6090 Fax: 425-821-0467 January 24, 2008 BASELINE Job No. 04-135 � Prepared by Jerry A. Waldron, P.E. � �� _ ' ' -�.—�,- l��`�;,, c:` � ,;- .`� ;; �' ,� ' � � -�� , 3G�:�8 . ,�c> I i rl,�' . T 4_t": `. -'�'i(�tia.r 4:�``' ..1;PIRES 8 .0 O� �f � / � �� I/3�/�� Land Planning&Use• Engineering •Surveying 1910-64"'Avenue West•Tacoma, WA 98466•(253)565-4491• FAX(253)565-8563 • Seattle (206)824-1205 "The Industry Starts Here" �� , 3 y��S � I TABLE OF CONTENTS � SECTION I - PROJECT OVERVIEW 3 SECTION II-CONDITIONS AND REQUIREMENTS SUMMARY 4 I SECTION III -OFF-SITE ANALYSIS 4 � SECTION IV- DETENTION ANALYSIS AND DESIGN 4 SECTION V-CONVEYANCE SYSTEM AND DESIGN 5 � SECTION VI - SPECIAL REPORTS AND STUDIES 5 1 SECTION VII -OTHER PERMITS 6 SECTION VIII - ESC ANALYSIS AND DESIGN 6 � ! SECTION IX- BOND QUANTITIES WORKSHEET 6 SECTION X-OPERATIONS AND MAINTENANCE MANUAL 6 APPENDICES � , APPENDIX A-VICINITY MAP AND OFFSITE ANALYSIS APPENDIX B-STORM DRAINAGE CALCULATIONS � APPENDIX D - OPERATIONS AND MAINTENANCE MANUAL r � , 2 � SECTION I - PROJECT OVERVIEW � The Renton Bible Church site covers 1.86-acres consisting of two parcels numbered 092305- 9163 and -9209. The site's address is 931 Union Avenue NE in Renton, King County, Washington. It is located in the northeast quarter of the northeast quarter of Section 09, Township 23 North, Range 05 East, W.M. See Figure 1 in Appendix A for the Vicinity Map. ' This proposed project, to be built from 2006 to 2009, is the first of two phases. Phase I consists of remodeling the existing church building, constructing an addition to its east end and ' constructing site improvements such as parking, landscaping and drainage. Phase II, to be constructed from 2009 to 2015, consists of an addition to the west end of the building and construction of a second floor. For Phase I an existing portable structure will be demolished, as well as 912-sqft of the eastem portion of the existing church building. New parking and landscaping will be laid out, and a stormwater system designed to treat and control runoff will be designed. � Existinq Conditions Summarv The site is graded such that all runoff flows to the east towards Union Ave. SE and into its � conveyance system. This system drains to the Maplewood Creek Basin, which is located within the Cedar River/Lake Washington Watershed. The King County Soils map classifies the site's soils as Alderwood, Type C soils. The site is developed with a 7,148-sq ft church building, 720- � sq ft portable structure, paved and gravel parking areas, sidewalk and landscaping. There are no known stormwater conveyance or collection structures on site. See Figure 2 in Appendix B for a basin map depicting the pre-developed areas, which are summarized below. Pre-Develo ed Pervious/Impervious Description Area tmpervious Existing bldgs, pavement and sidewalk 1.12 Ac. Pervious Existincl,qrass/landscaping 0.74 Ac. Total Area 1.86 Ac. � Proposed Developed Site Conditions Summarv The proposed project consists of remodeling 912-sqft of the east end of the existing church ' building and constructing an addition to the east end. The paved driveway and parking areas � are graded and have vertical curb and gutter such that stormwater runoff flows into catch basins. Runoff is conveyed through a Stormwater Management StormFilter facility for water quality and then into a detention vault that controls the flow leaving the site. The vault releases � runoff into the storm system within Union Ave. SE. See Figure 3 in Appendix B for a basin map ', depicting the developed areas, which are summarized below. ' Develo ed � iPervious/lmpervious Description Area * Impervious Building, pavement 1.40 Ac. Pervious Grass and landscapinq 0.46 Ac. Total Area 1.86 Ac. � 3 � �- ' SECTION II - CONDITIONS AND REQUIREMENTS SUMMARY This report is for the Conditional Use Permit. The detention facility design is based on Level 2 F Flow Control and meets Level 2 Flow Control Requirements as per 2005 KCSWDM. SECTION III - OFF-SITE ANALYSIS ,- Upstream, to the north, west and south of the site are houses whose roof drains and yards drain ''i to their respective subdivision's roads. No runoff flows onto the site from these directions. I Representatives from BASELINE Engineering researched the downstream conveyance system , as-builts as well as reviewed the downstream system in the field. A backwater analysis was I performed,using the KCRTS 15-minute time interval for a 25-year storm. The total basin II contributing to the storm drainage main within Union Avenue is approximately 41.5 acres. � Assuming a 2.4 DU/GA yields a 30% Impervious Area from King County Surface Water Manual. The comprehensive drainage plan obtained from the City of Renton shows the critical areas to ' be within the 12" diameter and 15" diameter portions of the main located adjacent to the project site and does not have adequate capacity. To resolve the conveyance capacity issue the project will use flow control measures so that the developed flows will match the Level 2 du�ation flows using historic 75-15-10 predeveloped conditions as defined by the King County � Surface Manual. The downstream system begins at the catch basin in the west side of Union Ave. SE. A 12-inch pipe continues south from this catch basin. ' Our review of the downstream basin maps, and capacity calculations, show no cause for concern regarding either the capacity or the function of the downstream conveyance system. SECTION IV - DETENTION ANALYSIS AND DESIGN The King County Runoff Time Series Program (KCRTS) program was utilized to calculate pre- � developed and developed peak runoff rates from the site and to size a detention facility for the Level II flow control requirements prescribed in the 2005 King County Surface Water Design Manual (KC-SWDM). As per agreement by Niel Watts, the existing church and parking lot will be used to model the predeveloped conditions. See the KCRTS Analysis in Appendix B. Storm Event Pre-developed flow Developed flow 2-year 0.34 cfs 0.38 cfs .�, 10-year 0.41 cfs 0.45 cfs 100-year 0.69 cfs 0.76 cfs Detention Svstem The detention facility will be a concrete vault with dimensions of 12' Wide x 49' Long x 5' Deep. _ The vault is designed with a minimum of 6" sediment storage requirement and 6" freeboard , requirement. The concrete vault shall be designed by a structural engineer to meet City of + Renton standards. � 4 Calculated Active Storage = 2,307 cubic feet Actual Storage = 2,352 CF The downstream pre-developed flows and the developed flows released from the detention I system are summarized below. I Storm Event Pre-developed flow Developed flow (predevl (rdout) 2-year 0.34 cfs 0.30 cfs 10-year 0.41 cfs 0.38 cfs 100-year 0.69 cfs 0.69cfs Water Quality '�, Approximately 66% of the parking lot runoff will be directed to a six cartridge storm filter '� manhole. Approximately 34% of the parking lot runoff will be directed a two cartridge storm ' filter catch basin. The storm filter structures manufactured by Contech Storm Water Solutions , � and each cartridge will contain the ZPG media to treat runoff from the pollution generating , surfaces. The roof will be composed of non-polluting generating surfaces and conveyed directly towards the detention facility. See Appendix B for Contech Storm Water Solutions sizing. ,� SECTION V - CONVEYANCE SYSTEM AND DESIGN The onsite conveyance system is comprised mainly of 12-inch CPEP. The roof drains are 6- inch PVC that are tight lined to the detention facility. Roofs a�e considered to be a non-polluting surface so runoff from them does not require water quality. The critical run of pipe in the . conveyance system, 12-inch CPEP at a slope of 0.5%, was analyzed and has the capacity to convey the 25-year peak storm flow for the developed site. SECTION VI - SPECIAL REPORTS AND STUDIES I The soils are composed with a Type C soil and underlain by till approximately 4-feet below existing grade, see Geotechnical Report performed Associated Earth Sciences. � 5 �II :�;,._ . - SECTION VII - OTHER PERMITS This project will require a Right-of-Way Permit from the City of Renton to construct the connection to the existing storm system within Union Ave. SE. The project will also require a Site Development Permit from the City and a sanitary side sewer permit from King County � Utilities. The disturbance of the site exceeds 1 acre and require a NPDES Permit. SECTION VIII - ESC ANALYSIS AND DESIGN In accordance with Core Requirement#5 (of the KC-SWDM), erosion/sedimentation control measures for this project will include use of Best Management Practices (BMPs) by the contractor during construction, and until the site has been stabilized. A Certified Professional in Erosion and Sediment Control, Jerry Waldron at Baseline Engineering, 253-565-4491, will be on-call. When the general contractor is established on the construction site he will take over as the Certified Erosion and Sediment Control Lead. A list of BMP's used for this project is listed below. 1. Construction entrance 2. Cover measures: mulching, temporary seeding, etc. � 3. Filter fabric fence 4. Catch basin inlet protection 5. Construct Sediment Trap 6. Interceptor swale 7. Dust control The calculations for the sediment trap are located within Appendix C. SECTION IX - BOND QUANTITIES WORKSHEET The Bond Quantities Worksheet is enclosed within this section. SECTION X - OPERATIONS AND MAINTENANCE MANUAL An Operations and Maintenance Manual for the permanent stormwater facilities is located in Appendix C. � 6 � _ � � � , � ' ► �ii ' � Site Improvement Bond Quantity Worksheet OKing County Department of Development&Environmental Services 900 Oakesdale Avenue Southwest Renton, Washington 98055-1219 For alternate formats, call 206-296-6600. 206-296-6600 TTY 206-296-7217 Project rvame: Renton Bible Church oate: 8/27/2007 �o�acion: 931 Union Avenue NE Project No.: BEI 04-135 Activity No.: Note: All prices include labor, equipment, materials, overhead and Clearing greater than or equal to 5,000 board feet of timber'? profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. yes x no If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 Unit prices updated: 02/12/02 Version: 04/22/02 Bond Worksheet.xls Check out the DDES Web site at www.metrokc.crov/ddes Report Date: 8/29/2007 l � � i � � J Site Improvement Bond Quantity Worksheet � :> > : ��,�t ;: ..... .- ; < #at, ftef�renca�t ' I�rice iJnit : Qtian�t�y:;: App�icatiions Cost �ROSION/S�DIMENT CON1'f20�:' Number ' ' ', , , > _ _ Backfill & compaction-embankrnent ESC-1 $ 5.62 CY Check dams,4" minus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each 1 Crushed surfacin 1 1/4"minus ESC-3 WSDOT 9-03.9 3 $ 85.45 CY Ditchin ESC-4 $ 8.08 CY Excavation-bulk ESC-5 $ 1.50 CY Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF 727 1 1003 Fence, Tem orary(NGPE) ESC-7 $ 1.38 LF Hydroseedin ESC-8 SWDM 5.4.2.4 $ 0.59 SY Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY Mulch, b hand, straw, 3"dee ESC-10 SWDM 5.4.2.1 $ 2.01 SY Mulch, b machine, straw, 2"dee ESC-11 SWDM 5.4.2.1 $ 0.53 SY Pipin , tem ora , CPP, 6" ESC-12 $ 10.70 LF Piping, tempora , CPP, 8" ESC-13 $ 16.10 LF Pipin , tem ora , CPP, 12" ESC-14 $ 20.70 LF Plastic covering, 6mm thick, sandba ed ESC-15 SWDM 5.4.2.3 $ 2.30 SY Rip Rap, machine laced; slopes ESC-1B WSDOT 9-13.1(2) $ 39,08 CY Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,464.34 Each 1 1 1464 Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each Sediment ond riser assembl ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each 1 1 1949 Sediment tra , 5' high berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF Sed.trap,5'high,ri rapped spiliway berm section ESC-21 SW DM 5.4.5.1 $ 68.54 LF Seedin , b hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY Soddin , 1"deep, level ground ESC-23 SWDM 5.4.2.5 $ 6.03 SY Soddin , 1"dee , slo ed ground ESC-24 SWDM 5.4.2.5 $ 7.45 SY TESC Supervisor ESC-25 $ 74.75 HR 40 1 2990 Water truck, dust control ESC-26 SWDM 5.4.7 $ 97.75 HR 80 1 7820 ;::. ,, _ ;; :: , . , �.:,: .>: ;;' :<::;>::»::...... __ _ ��r.. : :;.....::::::>::;:::::;;:::>:::;:::::... . : wR , .:::::::::::...:::...:.::::. :: ..:.. ::>: .:::;;;. :<:<:: fT - ,1 ;. >: se�:: � e:::�< ::>::;:::;:.;..,::.. ,. .,.. . ..:;.;._ >:>:::<:::::<.,:..;:::. .:......::::::::::..�::.......�.:::..:. :. : :........ ::: ............ ............................ .............. . ...................... Each ESC SUBTOTAL: $ 15,226.98 30%CONTINGENCY&MOBILIZATION: $ 4,568.09 ESC TOTAL: $ 19,795.07 COLUMN: A Page 2 of 9 Unit prices updated: 02/12/02 Version: 04/22/02 I Bond Worksheet.xls Check out the DDES Web site at www.metrokc._qo�/ddes Report Date: 8/29/2007 ' .�.�e ,yrd�n�,. .. Bc,-. .� ��.,�ti_, �'Vc �h„�� , ::: _ _ ' < ` ;; Exix2ing : ; ;: Future Public Private QUaritity CompEeted , Righk•qf Wiq+ tiQ�Q Improvuments Improvements (�dnd R�ductivtt), ;: ; ' ;: ; < ' , ' : t; &�tairta e fiacilities t�uani. Unit price i;)ntt ;G�Uar+i G+�st Cludnk cosc Qaant CoSt Cnmpteie ' �ost �ENERA�..fTENfS :::`::::::: �Idr : >::.:::..;:.; I Backfiil 8 Compaction-embankment GI-1 $ 5.62 CY Backfill&Com action-trench GI-2 $ 8.53 CY 100.00 853.00 600.00 5,118.00 Clear/Remove Brush,b hand GI-3 $ 0.36 SY Clearin /Grubbin /Tree Removal GI-4 $ 8,876.16 Acre 1.3 11,539.01 F�ccavation-bulk GI-5 $ 1.50 CY Excavation-Trench GI-6 $ 4.06 CY 100 406.00 600 2,436.00 Fencin ,cedar,6'high GI-7 $ 18.55 LF Fencing,chain link,vin coated, 6'hi h GI-8 $ 13.44 LF Fencin ,chain link,gate,vin coated, 2 GI-9 $ 1,271.81 Each Fencing,s lit rail,3'high GI-10 $ 12.12 LF Fill 8 com act-common barrow GI-11 $ 22.57 CY Fill&com act- ravel base GI-12 $ 25.48 CY Fill&com act-screened to soil GI-13 $ 37.85 CY Gabion,12"deep,stone filled mesh Gl-14 $ 54.31 SY Gabion,18"dee ,stone filled mesh GI-15 $ 74.85 SY Gabion,36"dee ,stone filled mesh GI-16 $ 132.48 SY Grading,fine,b hand GI-17 $ 2.02 SY Gradin ,fine,with grader GI-18 $ 0.95 SY 4549.6 4,322.12 Monuments,3'long GI-19 $ 135.13 Each Sensitive Areas Sign GI-20 $ 2.88 Each Sodding,1"dee ,slo ed round GI-21 $ 7.46 SY Surve 'ng,line&grade GI-22 $ 788.26 Da 5 3,941.30 5 3,941.30 Surveying,lot location/lines GI-23 $ 1,556.64 Acre Traffic control crew 2 fl ers GI-24 $ 85.18 HR 20 1,703.60 Trail,4"chi ed wood GI-25 $ 7.59 SY Trail,4"crushed cinder GI-26 $ 8.33 SY Trail,4"to course GI-27 $ 8.19 SY Wall,retainin ,concrete GI-28 $ 44.16 SF W all,rockery GI-29 $ 9.49 SF 3165 30,035.85 Page 3 of 9 SUBTOTAL 6,903.90 57,392.28 Unit prices updated: 02/12/02 j 'KCC 27A authorizes only one bond reduction. Vefslon: 4/22/02 Bond W orksheet.xls Check out the DDES Web site at wrvw.mefrokc.pov/ddes Report Date: 8/29/2007 �„�e ,�rc, . �m�,, ,� B�I C nti_, �1/c�f��..� � ' i Existing ', '!. ; �I,ttttf'e�ubfla! Ptiv�te� �and Reduction* ! ':.. , _ Right-of way fta�d Irt�irov�merits ; linpr�vementa _ ;.;'>. ; ;; �Drainaga�`�eilifias; ;; ;:; Qaank .:;.. ; Uru��'ric� l�r�tt GTuant. Cost c�i�arit.... ;: .�ct�f;: C}aant� > ;:;Cast �omptete Gost , ;..... .............................. ................ . ,,:, ;. :.>�:.>:<;.;:;. .:::::::::..:::::.:.:.... .:.... ;:;:>:::<:>::»»:: _ ,.:..,;.::.:.. :::.:��:.�.�:.�:::.�::::::.:::.::..::::::::.::.:::::.:::.::.::.: I��:: � Q��": ;?;::::';`�::<::::::»:tt:::::.>:.�:.;:::::::::::.. :«<;:>:::>:<:::::::.::::�::`:;<::::ii;:::>:;>:::::�:<:::>;::;::;::::iz«:«<;:i<:::»»>:i::::st:::::::;«#:::::::;;»::>::>::>:;:::::::»>:«::<::<:::>:::::»<:><::<:;: . � . ................::::.;::::.::::::.............. ::::::::o;;;:;;:...........:.............�..... .................... .. ...................................... ........................................................ • .,..:�::��:::::�::>:�:>:�::::.�:::.:........ � ..:••::::::.:::::::::::::::::::::�::......................;..::�:�:::�:�::::::::::.:::::::::::::.,..:.;..............,...........,.........:::::::::::::::..:::...;................................;;...;,..:.:;:.;:.;;;;::;::•.;;.;•.;::..;..; AC Grindin ,4'wide machine<1000s RI-1 $ 23.00 SY AC Grindin ,4'wide machine 1000-200 RI-2 $ 5.75 SY AC Grinding,4'wide machine>2000sy RI-3 $ 1.38 SY AC Removal/Dis osal/Re air RI-4 $ 41.14 SY 75 3,085.50 Barricade,type I RI-5 $ 30.03 LF Barricade, e III Permanent RI-6 $ 45.05 LF Curb&Gutter,rolled RI-7 $ 13.27 LF Curb 8 Gutter,vertical RI-8 $ 9.69 LF Curb and Gutter,demolition and dis osal RI-9 $ 13.58 LF Curb,extruded asphalt RI-10 $ 2.44 LF Curb,extruded concrete RI-11 $ 2.56 LF 1150 2,944.00 Sawcut,as halt,3"depth RI-12 $ 1.85 LF 250 462.50 Sawcut,concrete, er 1"depth RI-13 $ 1.69 LF Sealant,as halt RI-14 $ 0.99 LF Shouider,AC, (see AC road unit rice RI-15 $ - SY Shoulder,gravel,4"thick RI-16 $ 7.53 SY Sidewalk,4"thick RI-17 $ 30.52 SY Sidewalk,4"thick,demolition and dis os RI-18 $ 27.73 SY Sidewalk,5"thick RI-19 $ 34.94 SY Sidewalk,5"thick,demolition and dispos RI-20 $ 34.65 SY Sign,handicap RI-21 $ 85.28 Each Striping,per stall RI-22 $ 5.82 Each Striping,thermo lastic, for crosswalk RI-23 $ 2.38 SF Striping,4"reflectorized line RI-24 $ 0.25 LF Page 4 of 9 SUBTOTAL 3,548.00 2,944.00 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 4/22/02 Bond W orksheet.�s Check out the DDES Web site at www.metrokc.pov/ddes Repott Date:8/29/2007 �„�e „ , ,Nrd�m�„ ,� Bc,� ,u ��.�.nti., Nc�h�� i Existing ' Futur�Public ' privafe A�nd ReduCtidri'` Right'of»way Raad Improvaments Improvements &Drnina n Facilities�� Q'�iant '' iJnitPric� ''i�nit Quant ' Cost C�u�n! Cost :'C�UanT. '' Cost Co lete CosY ,._ ,.. :::::>::,,;;.;:::<>.>:s:..;:;::.;...:.....::.:::::::::::::::::::::::;::::::::.:...:.......::.:.:.:::::.:.::.::. ..,,. y�1�y�* } ;: ..: .: . : ..:..... :;;:. ....,. : ... �y�..:..:::.:> �:;:..:.... .> . ..;..;,;....:::::.:....::....:.:....,....;.., � .... . ;..;:>�;:;:>:;;:;;>:.:::;:;;:;;;>:.:::::z::z:::;;::zz<z:i::>::<�:::;i`:r»:>:»»»:>,..,.;<,s;::»>;>��:. .:. . � �-.: - �.�,._:::.. �': " .ta: : ... p� . ..::::..::.::...::...::.. ��:�{'a....:.:::�.::��f.:::.2,��. �:,.. :> >�tl.G. ;: :• ::::�>��x�;...�i;�"'.:. . p� : . , �,:�V.Ri".. ,... .Q�....�..�. . �..si�41'. . ..1'5�;�;;:b�:�:�::�:':: :C�.G�:i;:i;::r:::i<:::.i::>:�::�ii:.::�:;:�::>:.»:�>:r::i^iii::i:>;;:i�;�>?ii.':::;;;;;:;;i:?%ii;i::;^ii;i:;ii;;Ei;E;i;i:;:i::;i?iSiiEiiE;iEiE:iEi;E;;ir:i;;::::i<ii:E;ii;;;i;:i::::;: .......F.................................................................�.............................. ..................................................................�:.................................................:.........,........................::......................:........................... ��..................... . ....... .,.......,........"'!!!............................................... . . ......`'!�'................................................................................. . ... ................ For KCRS'93, additional 2.5"base add RS-1 $ 3.60 SY AC Overla ,1.5"AC RS-2 $ 7.39 SY AC Overla ,2"AC RS-3 $ 8.75 SY 75 656.25 AC Road,2",4"rcek,First 2500 SY RS-4 $ 17.24 SY AC Road,2",4"rock,Q .over 2500SY RS-5 $ 13.36 SY AC Road,3",4"rock,First 2500 SY RS-6 $ 19.69 SY AC Road,3",4"rock,Qty.over 2500 SY RS-7 $ 15.81 SY AC Road,5",First 2500 SY RS-8 $ 14.57 SY AC Road,5",Qt .Over 2500 SY RS-9 $ 13.94 SY AC Road,6",First 2500 SY RS-1 $ 16.76 SY AC Road,6",Q .Over 2500 SY RS-1 $ 16.12 SY As halt Treated Base,4"thick S-1 $ 9.21 SY Gravel Road,4"rock,First 2500 SY S-1 $ 11.41 SY Gravel Road,4"rock,Qty.over 2500 SY S-1 $ 7.53 SY PCC Road,5",no base,over 2500 SY S-1 $ 21.51 SY PCC Road, 6",no base,over 2500 SY S-1 $ 21.87 SY Thickened Edge S-1 $ 6.89 LF Page 5 of 9 SUBTOTAL 656.25 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Ve�siotl: 4/22/02 Bond Worksheet.�ds Check out the DDES Web site at www.metrokc,Qov/ddes Report Date:8/29/2007 � �,.�e „ , ,�rd�rn�, ,� Bc,. ..� G�uunti., N�, ,.�h�� ' ' ' ' ... i' ExisHng I Future Pubiic ;: 'I ;> Privafe #3411d's12�ductto�" ; ; , ;: _ : ;; Right�of-way i2oad Impraverrien..ts Improvements ; ` ; '; ';' ' ` 8 Draina e�'actNties: .. ', . ;: ': Ctu�n� ,_ ; 1Jnit Prieb.. .,Utt�E.. Qiaant. `: Cost Qu2nt Cosk::: ;[[�riant. : Cosi ;: �� ; late ;. C�ost ,. ; , �:i:;:::<i<rssE<:>r:::...: ::.:.:..::::::::::. /� , .:. ,, � �V ::fD., . . ...� �.. �. ;.. .- � ,.. ...� .:�::. . :..�:::.::;;:o.:.... , � . ._ . ..; .. ... . , � :.. .::.:.:::. .�.� �. _ ..;..::. .. U ��pP,...Gi�tC�1�Af�ef 1?lastiC,�'�p�,E�i�:lst�qu�aient..:;..;:;:.: ;.;��r:��►fre� :...:�>�•�kyerr�lg�.�t.�..aaz!er:vi?ns;mssumsx#;Assum�:.pr�otatad.f�:�;:xartaa: :isxr.aa3vad:�iP�;<::;;;:>:....... . . ;.. Access Road,R/D D-1 $ 16.74 SY Bollards-fixed D-2 $ 240.74 Each Bollards-removable D-3 $ 452.34 Each ' CBs include frame and ifd CB T e I D-4 $ 1,257.64 Each 4 5,030.56 CB T e IL D-5 $ 1,433.59 Each CB T e II,48"diameter D-6 $ 2,033.57 Each 1 2,033.57 2 4,067.14 for additional de th over 4' D-7 $ 436.52 FT CB T e II,54"diameter D-8 $ 2,192.54 Each 1 2,192.54 for additional de th over 4' D-9 $ 486.53 FT CB Type II,60"diameter D-10 $ 2,351.52 Each �I for additional de th over 4' D-11 $ 536.54 FT CB T e II,72"diameter D-12 $ 3,212.64 Each for addltional d th over 4' D-13 $ 692.21 FT Through-curb Inlet Framework Add D-14 $ 366.09 Each Cleanout,PVC,4" D-15 $ 130.55 Each Cleanout,PVC,6" D-16 $ 174.90 Each Cleanout,PVC,8" D-17 $ 224.19 Each 1 224.19 Culvert,PVC,4" D-18 $ 8.64 LF Culvert,PVC,6" D-19 $ 12.60 LF Culvert,PVC, 8" D-20 $ 13.33 LF Culvert,PVC,12" D-21 $ 21.77 LF Culvert,CMP,8" D-22 $ 17.25 LF Culvert,CMP,12" D-23 $ 26.45 LF Culvert,CMP,15" D-24 $ 32J3 LF Culvert,CMP,18" D-25 $ 37.74 LF Culvert,CMP,24" D-26 $ 53.33 LF Culvert,CMP,30" D-27 $ 71.45 LF � Culvert,CMP,36" D-28 $ 112.11 LF Culvert,CMP,48" D-29 $ 140.83 LF Culvert,CMP,60" D-30 $ 235.45 LF Culvert,CMP,72" D-31 $ 302.58 LF Page 6 of 9 SUBTOTAL 2,033.57 11,514.43 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Ve�Sion: 4/22/02 Bond Worksheet.xls Check out the DDES Web site at www.metrokc.pov/ddes Report Date:8/29/2007 �,�e „ , ,�rc �..m�� Bc„ ,u G�uunti�y JV�� h�� '; ,; ;Existin ' ` �uttrr+a#�ub�ic : Prtvate �? $otld'l2udWctio�* > ,. g ;. ; ; , : „ , :., ,. ` `: ;:; ` ';: ; ttight�of-way ;; �toa�li�rQvem�nts Impravements , DRAfNAGE CONT!(�I ,, , ;; '' ; $[5.ralna9e�acllitl�s; ;: ;. ;: i Qwani ': Na. < UruT f'ri�� UnR . GT�a&r1Y. >: ... :..�ost `>::. Q�ai�i Gost>; Qr�ant. > Cast Co' (efe ' �ost.. Culvert,Concrete,8" D-32 $ 21.02 LF Culvart,Concrete,12" D-33 $ 30.05 LF Culvert,Concrete,15" D-34 $ 37.34 LF Culvert,Concrete,18" D-35 $ 44.51 LF Culvert,Concrete,24" D-36 $ 61.07 LF Culvert,Concrete,30" D-37 $ 104.18 LF Culvert,Concrete,36" D-38 $ 137.63 LF Culvert,Concrete,42" D-39 $ 158.42 LF Culvert,Concrete,48" D-40 $ 175.94 LF Culvert,CPP,6" D-41 $ 10.70 LF Culvert,CPP,8" D-42 $ 16.10 LF 360 5796 Culvert,CPP,12" D-43 $ 20.70 LF 15 310.5 37 765.9 Culvert,CPP, 15" D-44 $ 23.00 LF Culvert,CPP,18" D-45 $ 27.60 LF Culvert,CPP,24" D-46 $ 36.80 LF 2 73.6 Culvert,CPP,30" D-47 $ 48.30 LF Culvert,CPP,36" D-48 $ 55.20 LF Ditching D-49 $ 8.08 CY Flow Dispersal Trench 1,436 base+ D-50 $ 25.99 LF French brain 3'de th) D-51 $ 22.60 LF Geotextile,laid in trench, olypro ene D-52 $ 2.40 SY Infiltration ond testing D-53 $ 74.75 HR Mid-tank Access Riser,48"dia, 6'dee D-54 $ 1,605.40 Each Pond Overflow Spillway D-55 $ 14.01 SY Restrictor/Oil Separator, 12" D-56 $ 1,045.19 Each Restrictor/Oil Separator,15" D-57 $ 1,095.56 Each Restrictor/Oil Separator,18" D-58 $ 1,146.16 Each Ri rap,placed D-59 $ 39.08 CY Tank End Reducer 36"diameter D-60 $ 1,000.50 Each Trash Rack, 12" D-61 $ 211.97 Each Trash Rack,15" D-62 $ 237.27 Each Trash Rack,18" D-63 $ 268.89 Each Trash Rack,21" D-64 $ 306.84 Each Paga 7 of 9 SUBTOTAL 310.5 6635.5 Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. Ve�slon: 4/22/02 eond Worksheet.xls Check out the DDES Web site at www.metrokc.qov/ddes Report Date:8/29/2007 � �,�e I�rd�h��,, ,� Bc,, ..� G�uunti�,, JVd�h,,,,� _--- ' Existing FuturePublic' : Privatg > �otld'12�dWcticri�' ;.;; , Ri�ht-bf-way Road Improvements Improvements ; ; ;:. ; > ' &brainnge�acilities'' Qyant ' < Urat f'iiee L�rttt C}:iaanf. Ptf�� C�uanc Gost Qraant.;: Cast ��atriplet� Ctist. .. ...� .................... ..... ......... . . . ............. .................... .. ..... 2"AC,2"to course rock&4"borrow PL-1 $ 15.84 SY 4549.6 72065.664 2"AC, 1.5" to course 8�2.5"base cour PL-2 $ 17.24 SY 4"select borrow PL-3 $ 4.55 SY 1.5"top course rock 8 2.5"base course PL-4 $ 11.41 SY , I ' S " ,< (Such as detention/water quality vaults. No. SFMH W 1-1 $22,500.00 EA 1 22,500.00 CBSF W I-2 $ 8,500.00 LF 1 8,500.00 Concrete Vault W I-3 $ 125.00 LF 213 26,625.00 WI-4 WI-5 WI-6 WI-7 WI-8 WI-9 wi-�o SUBTOTAL 129,690.66 SUBTOTAL(SUM ALL PAGES): 13,452,22 208,176.87 30%CONTINGENCY&MOBILIZATION: 4,035.67 62,453.06 GRANDTOTAL: 17,487.89 270,629.93 COLUMN: B C D E Page 8 of 9 Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Vefslon: 4/22/02 Bond Worksheet.xls Check out the DDES Web site at www.metrokc.aov/ddes Report Date:8/29/2007 Site Improvement Bond Quantity Worksheet Orlglnal bond computations prepared by: Name: Renton Bible Church Date: 27-Aug-07 PE Registration Number: 36958 Tel.#: 253-565-4491 Firm Name: Baseline Engineers, Inc Address: 1910-64th Avenue West, Tacoma, WA 98466 Project No: BEI 04-135 ROAD IMPROVEMENTS&DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND* PUBLIC ROAD&DRAINAGE AMOUNT BOND'AMOUNT MAINTENANCE/DEFECT BOND' REQUIRED AT RECORDING OR Stabilization/Erosion Sediment Control (ESC) (A) $ 19,795.1 TEMPORARY OCCUPANCY"' Existing Right-of-Way Improvements (B) $ 17,487.9 Future Public Road Improvements&Drainage Facilities (C) $ - Private Improvements (D) $ 270,629.9 Calculated Quantity Completed (E) $ - Total Right-of Way and/or Site Restoration Bond'1"' (A+g) $ 37,283.0 (First$7,500 of bond'shall be cash.) Performance Bond*Amount (A+B+C+D) = TOTAL (T) $ 307,912.9 T x 0.30 $ 92,373.9 OR irnmum on amount is . Reduced PerFormance Bond"Total*•' (T-E) $ 307,912.9 Use larger o x o or - �B+C)X Maintenance/Defect Bond*Total 0.25= $ 4,372.0 NAME OF PERSON PREPARING BOND'REDUCTION: Date: 'NOTE: The word"bond"as used in this document means any financial guarantee acceptable to King County. "NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. The restoration requirement shall include the total cost for all TESC as a minimum,not a maximum. In addition,corrective work,both on-and off-site needs to be included. Quantities shall reflect worse case scenarios not just minimum requirements. For example,if a salmonid stream may be damaged,some estimated costs for restoration needs to be reflected in this amount. The 30°/a contingency and mobilization costs are computed in this quantity. ***NOTE: Per KCC 27A,total bond amounts remaining after reduction shall not be less than 30%of the original amount(T)or as revised by major design changes. SURETY BOND RIDER NOTE: If a bond rider is used,minimum additional performance bond shall be $ 270,629.9 (C+D)-E �� REQUIRED BOND'AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES � Page 9 of 9 Unit prices updated: 02/12/02 Check out the DDES Web site at wx��v.metrokc.yov/ddes Version: 4/22/02 , Bond Worksheet.xls Report Date: 8/29/2007 , APPENDIX A VICINITY MAP AND OFFSITE ANALYSIS n.a �.c.. .nz�a. q�� v�ms"�, ' �` �,.,, ,a�wR rr za :r �^��r.,�,, a` , ; F, I � x .. 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Heating System: ELECTRIC Building Section 1 Section Number: 1 � Section Use: CHURCH (309} Number of Stories: 1 Story Height: 12 Gross Sq Ft: 7132 Net Sq Ft: 7132 Description: �. - — htto://rentonnet.or�/internetApps/kcarin��c�.cfm?fu�eaction=commde.tail&R=1&DR=1 .i17i2006 Map Output Page 1 of 1 ArcIMS HTML Viewer Ma �'�� ;;� �5��r� .�r� � � ��,il�anr�a _:�;� �. � �� ; 3r � a�tha�� ;�. a' � fi. -�..�,,'�� F f� ! � , �vCa�: -�9�� 5aali� :,�c�'i�ay�tpn � ' . j� *.` . i� �:: �r #.� ._��a: pr-� `.t.'g�' �t.Tic�J0+/ =£� F-.� "' �� "�'� �. �1 �K��-�a� � .3Yr..-� =�:�: �, . ' � ., �� 'I � „ , .� Taf.�ria�SiaG3;L#�zlm�nd _ d�� yy � q . 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F.,• li�a�mfedwifir3r�Y�i::,`ti}Ta��-d{G�iSv't-�Jir265��t,_ _ `��_ •;';�n? ,_�.it'1_; _�-- � �" � �c.�� `�' + �'�. J �ti� �� :�t�`�- ��-� `� � ' �,,� � `-� �� `� �f- � t` http:l/ice.or.nres.usda.gov/servlet,%com.esri.esrimap.Esrimap?ServiceName=king&Client... l 0�']0,�2005 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:pipes.bwp Surcharge condition at intermediate junctions Tailwater Elevation:402.35 feet KING COUNTY DEPARTMENT OF NATURAL RESOURCES Water and Land Resources Division BACKWATER ANALYSIS PROGRAM Version 5.30h Design Flows calculated using KCRTS 15-minute time intervals. Total Basin contributing area is 41.5 acres into pipe 1 located just over '/+ mile downstream from site. Total basin contributing area contains 97 houses: giving 2.4 DU/GA. From Table 3.2.2.D From King County Surface Water Manua/2005 this gives a 30% Impervious Area for Developed Basin. Table 1: Results From KCBW Pipe Diameter KCRTS � � P,pe # (inches) Contributing Basin Calculated 25- KCBW Calculated , � Area (Acres) ear Flows cfs Capacity (cfs) ; 7 12 2.16 .91 3.70 6 12 18.7 7.92 4.92 5 12 19.8 8.40 4.92 4 12 24.4 10.34 6.0 3 15 31.4 13.29 8.0 2 15 37.2 15.77 8.0 1 15 41.5 17.57 10.0 Discharge Range:2 . to 2y. Step et 2. �cfs; Overflow Elevation:426. feet Weir:NONE Upstream Velocity:l0. feet/sec PIPE N0. 1 : 260 LF - 15"CP @ 0.90j GUTLET: 403 .26 INLET: 904. 30 INTYF: 1 JUNC N0. 1: OVERFLOW-EL: 408.95 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: O.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ****************************************************************************�*� 2.00 0. 91 405.21 * 0.012 0.57 0.59 0.00 0.57 0.59 0.91 0.81 � , 4C�5 . 5o * O.ri-.2 0. 81 0 .99 0.00 0.81 0.99 1 .26 1.21 6.00 2.39 406.69 * 0.012 1.00 1.25 0.00 1.00 2.05 2.39 1. 63 ts.0u :i. 9' 408.27 * 0.012 1. 12 1.25 0.00 1.12 3.36 3.97 2.38 **************** OVERFLOW ENCOUNTERED AT 10.00 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********r 10.00 6. 10 410.40 * 0.012 1.19 1.25 0.00 1.19 5.15 6. 10 3.3� 12 .00 8.79 413.09 * G.012 1.22 1.25 0 .00 1.22 7.42 8.79 4.5G 19 .00 12. 10 416.40 * 0.012 1.24 1.25 0.00 1.24 10.29 12. 10 5. 8y 16.00 15.75 920 .05 x 0.012 1 .24 1 .25 0.00 1.24 13.32 15.75 7 .4� 18.00 20.49 929.79 * 0.012 1.25 1.25 0.00 1 .25 17 .41 20.49 9.29 20.00 25.25 429.55 * 0.012 1.25 1.25 0.00 1.25 21.95 25.25 11.31 22.00 30.50 434.80 * 0.012 1.25 1.25 0.00 1 .25 25.90 30.50 13.55 24.00 36.26 490.56 * 0.012 1.25 1.25 0.00 1 .25 30.79 36.26 16.00 ' 26.00 42.51 446.81 * 0.012 1.25 1.25 0.00 1.25 36.09 42.51 18.66 28.00 49.28 453.58 * 0.012 1.25 1.25 0.00 1.25 41. 83 49.28 21.53 30.00 56.59 460.84 * 0.012 1.25 1.25 0.00 1.25 47. 99 56.54 24.62 PIPE NO. 2: 334 LF - 15"CP @ 0.17$ OUTLET: 409.32 INLET: 404.90 INTYP: 1 JUNC NO. 2: OVERFLOW-EL: 410.00 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2.00 0.92 405.82 * 0.012 0.57 0.77 0 .89 0.89 0.77 0.92 0.81 4.00 1.87 406.77 * 0.012 0.81 1.25 1.24 1.24 1.72 1.87 1.21 6.00 4.59 409.49 * 0.012 1.00 1.25 2.37 2.37 4.25 4.59 1.63 **************** OVERFLOW ENCOUNTERED AT 8.00 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 8.00 8.34 413.24 * 0.012 1.12 1.25 3.95 3.95 7.73 8.34 2.38 10.00 13.27 418.17 * 0.012 1.19 1.25 6.08 6.08 12.32 13.27 3.33 ' 12.00 19.38 424.28 * 0.012 1.22 1.25 8.77 8.77 18.01 19.38 4.50 14 .00 26.73 431.63 * 0.012 1.24 1.25 12.08 12.08 24.87 26.73 5.89 16.00 35.04 439.94 * 0.012 1.24 1.25 15.73 15.73 32. 61 35.04 7 .48 18 .00 45.G6 449. 96 * 0.012 1.25 1.25 20.47 20.47 91. 99 45.06 9.29 20.00 55.73 460.63 * 0.012 1.25 1.25 25.23 25.23 51.93 55.73 11.32 22.00 67.51 472.41 * 0.012 1.25 1.25 30.98 30.48 62.91 67.51 13.55 24.00 80.42 485.32 * 0.012 1.25 1.25 36.24 36.24 74.95 80.42 16.00 26.00 94.44 499.34 * 0.012 1.25 1.25 92.49 42.49 88.02 99.44 18.66 28.00 109.60 514.50 * 0.012 1.25 1.25 49.26 49.26102. 15 ***** 21.53 30.00 125.87 530.77 * 0.012 1.25 1.25 56.52 56.52117 .32 ***** 24 . 62 PIPE N0. 3: 336 LF - 15"CP @ 0.70a OUTLET: 405.09 INLET: 407.45 INTYP: 1 JUNC NO. 3: OVERFLOW-EL: 912.00 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2.00 a.75 908.20 * 0.012 0.57 0.51 0.73 0.73 0.57 ***** 0.75 ' 4.00 0.97 908.42 * 0.012 0.81 0.76 1.68 1.68 0.81 ***** 0.97 6.00 4.51 911.96 * 0.012 1.00 1.06 4.40 4.40 4.51 4.33 1.10 **************** OVERFLOW ENCOUNTERED AT 8.00 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 8.00 10.18 417.63 * 0.012 1.12 1.25 8.15 8.15 10. 18 9.86 1.44 10.00 17.58 425.03 * 0.012 1.19 1.25 13.08 13.08 17.58 17.07 1.87 12.00 26.71 434.16 * 0.012 1.22 1.25 19.19 19.19 26.71 25.98 2.40 19.00 37.63 445.08 * 0.012 1.24 1.25 26.54 26.54 37. 63 36.63 3.03 16.00 50.06 457.51 * 0.012 1.24 1.25 39 .85 39.85 50.06 48.76 3.75 18 .00 64 .74 472.19 * 0.012 1.25 1.25 49 .87 49.87 64.74 63.10 4.57 20.00 80.63 488.08 * 0.012 1.25 1.25 55.54 55.54 80.63 78.59 5.48 22.00 98.17 505. 62 * 0.012 1.25 1.25 67.32 67.32 98.17 95.70 6.49 24.00 117.39 524.84 * 0.012 1.25 1.25 80.23 80.23117.39 ***** 7 .59 26.00 138.27 545.72 * 0.012 1.25 1.25 94.25 94.25138.27 ***** 8.80 2� . 00 150. 89 s58.2'? x 0 .0'2 1 .25 1.25109 .9110°.41160 . 84 ***** �0 .09 30.00 185 .07 592.52 * 0 .0"�2 1.2� 1.25125. 6�125.681�5.07 ***** 11.49 PIPE N0. 4: 304 LF - 12"CP @ � 0.65% OUTLET: 407.59 INLET: 409.56 INTYP: 1 JUNC N0. 4: OVERFLOW-EL: 414.23 BEND: 0 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0.22 Q(CFS) H�'(FT) HW ELEG'. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 2.00 0.94 410.50 * 0.012 0.61 0.59 0.61 0. 61 0.61 ***** 0.94 4.00 2.69 412.25 * 0.012 0.85 1.00 0.83 0.85 2.14 2.69 1.75 **************** OVERFLOW ENCOUNTERED AT 6.00 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 6.00 10.97 420.53 * 0.012 0.96 1.00 4.37 4.37 9.75 10.97 3.27 8.00 23.32 932 .88 * 0.012 0.99 1.00 10.09 10.04 21.13 23.32 5.39 10.00 39.29 448.85 * 0.012 1.00 1.00 17.49 17 .44 35.88 39.29 8.12 12.00 58.90 468.46 * 0.012 1.00 1.00 26.57 26.57 53.99 58.90 11.46 14.00 82.21 491.77 * 0.012 1.00 1.00 37.99 37.49 75.52 82.21 15.41 16.00 108.93 518.49 * 0.012 1.00 1.00 49.92 49.92100.19 ***** 19.96 18.00 139.81 549.37 * 0.012 1.00 1 .00 64.60 64.60128.76 ***** 25.12 20.00 173.80 583.36 * 0.012 1.00 1.00 80.49 80.49160.15 ***** 30.89 22.00 211.34 620.90 * 0.012 1.00 1.00 98.03 98.03194.83 ***** 37.26 24.00 252.48 662.04 * 0.012 1.00 1.00117 .25117.25232.83 ***** 44.24 26.00 297.18 706.74 * 0.012 1.00 1.00138 .13138.13274.12 ***** 51.83 28.00 345.48 755.04 * 0.012 1.00 1.00160.70160.70318 .73 ***** 60.03 30.00 397.34 806.90 * 0.012 1.00 1.00184 .93184 .93366.69 ***** 68.83 PIPE N0. � . 62 LF - 12"CP @ 2.210 OUTLET: 909. 61 INLET: 41G. 9� INTYP: 1 JUNC NO. 5: OVERFLOW-EL: 415.70 fiEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW{FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ********************�*************************�******************************** 1.69 0.85 411.83 * 0.012 0.55 0.37 0.89 0.89 0.55 ***** 0.85 3.28 2.23 413.21 * 0.012 0.78 0.55 2.64 2. 64 1 .72 2.23 1.49 **************** OVERFLOW ENCOUNTERED AT 4.92 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 4.92 11.72 922.70 * 0.012 0.92 0.72 10.92 10. 92 10.56 11.72 2.70 6.56 25.75 436.73 * 0.012 0.97 1.00 23.27 23.27 23.69 25.75 4.38 8.20 43.89 454.87 * 0.012 0.99 1.00 39.24 39.29 40.67 43.89 6.55 9.84 66.14 477.12 * 0.012 1.00 1.00 58.85 58.85 61.51 66. 14 9.20 11.48 92.57 503.55 * 0.012 1.00 1.00 82.16 82.16 86.27 92 .57 12.33 13.11 122.90 533.88 * 0.012 1.00 1.00108.88108.88114.67 ***** 15.95 , 14.75 157.88 568.86 * 0.012 1.00 1.00139.76139.76147.45 ***** 20.04 , 16.39 196.43 607.41 * 0.012 1.00 1.00173.75173.75183.56 ***** 24.62 I 18.03 239.03 650.01 * 0.012 1.00 1.00211.29211.29223.46 ***** 29.68 19.67 285.70 696.68 * 0.012 1.00 1.00252.43252.93267 .17 ***** 35.22 21.31 336.42 747.90 * 0.012 1.00 1.00297 .13297.13314 .67 ***** 41.25 I 22.95 391.21 8G2.19 * 0.012 1.00 1.00345.43345.43365.98 ***** 47,75 � 24.59 450.05 861.03 * 0.012 1.00 1.00397.29397.29421.09 ***** 54.74 , J PIPE NO. 6: 399 LF - 12"CP @ 0.98s OUTLET: 410.08 INLET: 414.00 INTYP: 1 JUNC NO. 6: OVERFLOW-EL: 426.00 BEND: 0 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.33 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 1.64 0.83 414.83 * 0.012 0.55 0.46 1.75 1.75 0.55 ***** 0.83 3.28 2.50 416.50 * 0.012 0.78 0.72 3.13 3.13 2. 10 2.50 1.39 **************** OVERFLOW ENCOUNTERED AT 4.92 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 4.92 16.08 430.08 * 0.012 0.92 1.00 12.62 12 .62 15.18 16.08 2.45 6.56 35.85 449.85 * 0.012 0.97 1.00 26.65 26.65 34.24 35.85 3.94 8.20 61.37 475.37 * 0.012 0.99 1.00 44.79 44.79 58.86 61.37 5.85 9.84 92.69 506. 64 * 0.012 1.00 1.00 67.04 67.04 89.03 92.64 8.19 11.48 129.74 543.74 * 0.012 1.00 1.00 93.47 93.47124.83 ***** 10.95 13.11 172.37 586.37 * 0.012 1.00 1.00123.80123.80165.95 ***** 14.14 14.75 221.29 635.29 * 0.012 1.00 1.00158.78158.78213.16 ***** 17.75 16.39 275.42 689.42 * 0.012 1.00 1.00197.33197.33265.40 ***** 21.79 18.03 335.25 749.25 * 0.012 1.00 1.00239.93239.93323.11 ***** � 26.25 19.67 400.78 814.78 * 0.012 1.00 1.00286.60286.60386.34 ***** 31.14 21.31 472.00 886.00 * 0.012 1.00 1.00337 .32337.32455.05 ***** 36.45 22.95 548.93 962. 93 * 0.012 1.00 1.00392.11392.11529.28 ***** 42.19 24.59 631.56 1045.56 * 0.012 1.00 1.00450. 95450.95608. 99 ***** 48.35 PIPE N0. 7: 261 LF - 12"CP @ 1.65o OUTLET: 414.00 INLET: 418.30 INTYP: 1 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI I ******************************************�************************************ ' 1 .23 0.47 418.77 * 0.012 0.47 0.34 0.83 0.83 0.47 ***** 0.34 2 .47 0.68 918.98 * 0.012 0.68 0.50 2 .50 2.50 0. 68 ***** 0.50 **************** OVERFLOW ENCOUNTERED AT 3.70 CFS DISCHARGE ***************** 3 .70 14.18 932.48 * 0.012 0.82 0.65 16.08 16.08 14.18 13.28 0.65 4 .93 35.81 454.11 * 0.012 0.92 0.82 35.85 35.85 35.81 35.42 1.16 6.16 63. 99 482.29 * 0.012 0.96 1.00 61 .37 61.37 63.72 63.99 2.38 7 .90 98.99 517.29 * 0.012 0.98 1.00 92 . 64 92.64 97.93 98.99 3.88 8 .63 140.49 558.79 * 0.012 0.99 1.00129.74129.79138.48 ***** 5.65 9.86 188.21 606.51 * 0.012 1.00 1.00172.37172.37185.11 ***** 7.69 11 .09 242.89 661.19 * 0.012 1.00 1.00221.29221.29238.55 ***** 10.01 12.33 303.47 721.77 * 0.012 1.00 1.00275.42275.42297.74 ***** 12.60 13.56 370.41 788.71 * 0.012 1.00 1.00335.25335.25363.16 ***** 15.96 14.79 443.74 862.04 * 0.012 1.00 1.00400.78400.78439. 81 ***** 18.59 io.U� 5Z�.4< �91.?3 * G. 012 1.OU 1 .00472 .00972 .00512. 69 ***** 22.GC 17.26 609.51 1027. 81 * 0.012 1.00 1 .00598.93548.93596. 81 ***** 25.67 _� . �G -'l_ .��' 11 �(1.?'' 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M Y'bRvyph��,�' p�ca�.a.a.wA �`{�� i'3,G6��' �� . . . � ' � • .._� � . .. . --� .. . . . . . .._ �� ..... i✓ , � a.:,� �t,.h;�` � ` - ' '�� -?�=�y�y�t�i� .m ;' 4 .. � ,. ! ��' �1 . . �� ' ' � !:�{l:•�1,J� 1 A, . . � �� ! � �� KCRTS Command CREATE a new Time Series ------------------------ Production of Runoff Time Series Project Location : Sea-Tac Computing Series : Basinl.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating 15-minute Time Series File Loading Time Series File:C: \KC SWDM\KC DATA\STTG15R.rnf Till Grass 29.05 acres Loading Time Series File:C: \KC SWDM\KC DATA\STEI15R.rnf Impervious 12.45 acres -------------- Total Area : 41.50 acres � Peak Discharge: 29.36 CFS at 6:30 on Jan 9 in Year 8 Storing Time Series File:Basinl .tsf . Time Series Computed Flow Frequency Analysis Time Series File:basinl.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Freguency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 6.97 6 2/09/O1 12:30 29.37 1 100.00 0.990 5.29 7 1/05/02 15:00 17 .57 2 25.00 0.950 17.57 2 12/08/02 17:15 14.19 3 10.00 0.900 5.00 8 8/26/04 0:95 8.99 9 5.00 0.8C0 14.19 3 11/17/04 5:00 8.55 5 3.00 0.66? 8.55 S 10/27/05 10:45 6.97 6 2.00 0.50G 8.99 4 10/25/06 22:45 5.29 7 1.30 0.23' 29.3? � i!Oa/08 b:3� 5.00 8 � . 10 O.G9i Computed Peaks 25.44 5G. G0 0. 98G � KCRTS Command CREATE a new Time Series ------------------------ Production of Runoff Time Series Project Location : Sea-Tac Computing Series : Basin2.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating 15-minute Time Series File Loading Time Series File:C:\KC SWDM\KC DATA\STTG15R.rnf Till Grass 26.02 acres Loading Time Series File:C:\KC SWDM\KC DATA\STEI15R.rnf Impervious 11.15 acres -------------- Total Area : 37.17 acres Peak Discharge: 26.30 CFS at 6:30 on Jan 9 in Year 8 Storing Time Series File:Basin2.tsf Time Series Computed Flow Frequency Analysis Time Series File:basin2.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 6.25 6 2/09/O1 12:30 26.32 1 100.00 0.990 4.74 7 1/05/02 15:00 15.77 2 25.00 0.960 15.77 2 12/08/02 17:15 12.70 3 10.00 0.900 9 .98 8 8/26/04 0:95 8.05 4 5 .00 0.800 12 .70 3 11/17/04 5:00 7.65 5 3.00 0.667 7 .65 5 10/27/05 10:95 6.25 6 2.00 0.500 8.05 4 10/25/06 22:95 4.74 7 1.30 0.231 26.32 1 1/09/08 6:30 4.48 8 1.10 0.091 Computed Peaks 22.80 50.00 0.980 � k�! KCRTS Command CREATE a new Time Series ------------------------ Production of Runoff Time Series Project Location : Sea-Tac Computing Series : Basin3.tsf � Regional Scale Factor : 1.00 Data Type : Reduced Creating 15-minute Time Series File Loading Time Series File:C:\KC SWDM\KC DATA\STTG15R.rnf Till Grass 21.96 acres Loading Time Series File:C:\KC SWDM\KC DATA\STEI15R.rnf Impervious 9.41 acres -------------- Total Area : 31.37 acres Peak Discharge: 22.20 CFS at 6:30 on Jan 9 in Year 8 Storing Time Series File:Basin3.tsf Time Series Computed Flow Frequency Analysis Time Series File:basin3.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 5.27 6 2/09/Ol 12:30 22.20 1 100.00 0.990 4.00 7 1/05/02 15:00 13.29 2 25.00 0.960 13.29 2 12/08/02 17:15 10.73 3 10.00 0. 900 3.78 8 8/26/04 0:95 6.79 4 5 .00 0.800 10.73 3 11/17/04 5:00 6.46 S 3 .00 0.667 E. 96 5 '�;'2?/05 10:95 5.27 6 2 .00 0.500 6.79 4 10/25/06 22:45 4 .00 7 1.30 0.231 22.20 1 1/09I08 6:30 3.78 8 1 .10 0. 091 Computed Peaks 19.23 50 .00 0. 980 KCRTS Command ; CREATE a new Time Series Production of Runoff Time Series Project Location : Sea-Tac Computing Series : Basin4.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating 15-minute Time Series File Loading Time Series File:C:\KC SWDM\KC DATA\STTG15R.rnf Till Grass 17.11 acres Loading Time Series File:C:\KC SWDM\KC DATA\STEI15R.rnf Impervious 7.33 acres -------------- Total Area : 24.44 acres Peak Discharge: 17.29 CFS at 6:30 on Jan 9 in Year 8 Storing Time Series File:Basin4.tsf Time Series Computed Flow Frequency Analysis � Time Series File:basin9.tsf ' Project Location:Sea-Tac ' ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob ' (CFS) (CFS) Period , 4.11 6 2/09/O1 12:30 17.31 1 100.00 0.990 ' ' 3. 12 7 1/OS/02 15: 00 10.34 2 25.00 0.960 II 10.34 2 12/08/02 17: 15 8.36 3 10.00 0.900 2.95 8 8/26/09 0: 45 5.29 4 5.00 0.800 � 8.36 3 11/17/04 5: 00 5.03 5 3.00 0.667 I 5.03 5 10/27/05 10:45 4.11 6 2.00 0.500 ' 5.29 4 10/25/06 22:45 3.12 7 1.30 0.231 �� 17.31 1 1/09/08 6:30 2 .95 8 1.10 0.091 � Computed Peaks ?4 .98 50. 00 0.980 �.Y-<:: . . KCRTS Command CREATE a new Time Series ------------------------ Production of Runoff Time Series L-�.,j�c� �o�atio.i . S2a-Tac Computing Series : BasinS.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating 15-minute Time Series File Loading Time Series File:C:\KC SWDM\KC DATA\STTG15R.rnf Till Grass 13.88 acres Loading Time Series File:C:\KC SWDM\KC DATA\STEI15R.rnf Impervious 5.95 acres -------------- Total Area : 19.83 acres Peak Discharge: 14.03 CFS at 6:30 on Jan 9 in Year 8 Storing Time Series File:Basin5.tsf Time Series Computed Flow Frequency Analysis Time Series File:basin5.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 3.33 6 2/09/O1 12:30 14.03 1 100.00 0.990 2 .53 7 1/OS/02 15:00 8.90 2 25.00 0.960 �i .9U G i1i'Utsi02 17 :15 6.78 3 10.00 0.900 2 .39 8 8/26/04 0:45 4.30 4 5.00 0.800 6.78 3 11/17/04 5:00 4.09 5 3.00 0.667 4 .09 5 10/27/05 10:45 3.33 6 2.00 0.500 ' 4.30 4 10/25/06 22:45 2.53 7 1.30 0.231 14.03 1 1/09/08 6:30 2.39 8 1.10 0.091 Computed Peaks 12.15 50.00 0.980 KCRTS Command CREATE a new Time Series ' Production of Runoff Time Series Project Location : Sea-Tac ' Computing Series : Basin6.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating 15-minute Time Series File Loading Time Series File:C:\KC SWDM\KC DATA\STTG15R.rnf Till Grass 13.09 acres Loading Time Series File:C:\KC SWDM\KC DATA\STEI15R.rnf Impervious 5.61 acres Total Area : 18.70 acres Peak Discharge: 13.23 CFS at 6:30 on Jan 9 in Year 8 Storing Time Series File:Basin6.tsf Time Series Computed Flow Frequency Analysis Time Series File:basin6.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period � . 1� � �; uyi�� i� :3u 13.23 1 100.00 0.990 2.39 7 1/05/02 15:00 7.92 2 25.00 0.960 7.92 2 12/08/02 17 :15 6.39 3 10.00 0.900 2.26 8 8/26/09 0:45 4.05 9 5.00 0.800 6.39 3 11/17/04 5:00 3.85 5 3.00 0.667 3.85 5 10/27/05 10:45 3. 14 6 ' 2.00 0.500 9 .05 4 10/25/06 22:95 2.39 7 1.30 0.231 13.23 1 1/09/08 6:30 2.26 8 1.10 0.091 Computed Peaks 11.46 50.00 0.980 KCRTS Command CREATE a new Time Series ------------------------ Production of Runoff Time Series Project Location : Sea-Tac Computing Series : Basin7 .tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating 15-minute Time Series File Loading Time Series File:C: \KC_SWDM\KC_DATA\STTG15R.rnf Till Grass 1.51 a�res II Loading Time Series File:C:\KC SWDM\KC DATA\STEI15R.rnf Impervious 0.65 acres -------------- Total Area : 2.16 acres Peak Discharge: 1.53 CFS at 6:30 on Jan 9 in Year 8 Storing Time Series File:Basin7.tsf Time Series Computed I Flow Frequency Analysis , Time Series File:basin7 .tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0. 363 6 2/09/O1 12:30 1.53 1 100.00 0.990 0.275 7 1/05/02 15:00 0.914 2 25.00 0.960 0.914 2 12/08/02 17 :15 0.738 3 10.00 0.900 0.260 8 8/26/04 0:95 0.467 4 5.00 0.800 !, 0.738 3 11/17/04 5:00 0.444 5 3.00 0.667 i u.444 5 10/27/05 10:45 0.363 6 2.00 0.500 0.467 4 10/25/06 22:45 0.275 7 1.30 0.231 1.53 1 1/09/08 6:30 0.260 8 1.10 0.091 �.cmputed Peaks 1. 32 50 .00 0.980 D5 - 4 T23N R5E E 1/2 `j� �::.�, . � � '_ ��'II�`�'�; � }; ... /�l �� _ ¢.; 3..,... e.ce is� ,I i,' ' � ��.b M`; � -M -'s.ce-u �� ._. _ , _.:; ,. �__, �. 1 s i �� ; � � � W a. � .. �. . . .. . .._ .. . { , • �; I � � �� " � �.� .. , �,I.. � .n.b , � � `> y� .},,��s 9.8-7 - ,.. .;,_, :�... .,.^ , , � _. *, .. . � , � '�� ' 'B.EB'6, � � : '.' . . ., F '� .... . � - - ... �. _ ... 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'iB.Gt- �l I , 1�9.1�S�_.G �,�_4 F5 - 16 T23N R5E E 1/2 ��Y O Q 200 400 �� G� � Storm System 1:4800 �� PB/PW TECHNiCAL SERVICES �N�� m°c.�' � o �� 9 T23N R5E E 1/2 5309 � � — ' t� � /"� 'i� ` ��_ SECTION 5310 STORM DRAIN STRUCTURES AND OUTFLOW PIPE INVENTORY The inventory information for the storm drain system was compiled from numerous sources, is the best information available at this time and should be used for general guidance only. The City of Renton is not responsible for errors or omissions when this information is used for engineering purposes and design. Users of this information must field verify the data and are responsible for the accuracy of their work. ID STRUCTURE INDEX TYPE cb GRATE UPPER LOWER GRATE O/W DIAM PIPE LENG7H DWN STREAM DS PLAN FILE ? ELEV(ft) IE(ft) IE(ft) TYPE sep (In) TYPE (ft) STRUCTURE INDEX 7826 5310020412 14,B4-12 CUL 413.87 412.86 12 LCPE 53102413 14,B4-13 R-3034 7827 5310020413 14,B4-13 1 414.46 412.82 410.83 12 LCPE 53103443 14,C4-43 R-3034 ------------._..._.._...._---_ � - - - --------�---_....----------------•-----------------....._.._....�._....._...--------------•------------------.._....._...._..�------.._..�_�_�--------___...�......._..�__....__---------�---_-•__.__,..._._._.......---......__...._...._..._----....--•---- 3088 5310020501 14,B5-1 2• N 0 404.9 404.32 C N 15 PCP 334 53102502 14,55-2 2-3-3�1 a _ _ 3089 5310020502 14,B5-2 � 2 N 0 404.3 403.26 C N � 15 PCP 260 53102613 14,B6-13 R=1852 —_-------._..._....._------------2=----�----- ------._...._.._._.._.� __.._..------ -___..__----------------------...._---......._.._.._.........__---------_._...._..._._.._....._._._........... 3090 5310020601 14,B6-1 2 N 0 402.?9 402.73 C N 15 PCP 302.96 53102602 14,B6-2 2-3-301 _._.._..__..__. _...__...____...__....._._...__._..._....-----.........._..._....._.._.__._..__......--------___._..........----.....------------...._—__.----._...�____......__.._._�.._---....------..�..__._...............----_----.._.__..............._........... ._........ .._.. ...._ .._._................ .... ...__._.._..._._�............ 3091 5310020602 14,B6-2 2 N 410.79 402.73 402.56 C N 15 PCP 105.04 53102603 14,B6-3 R-1683 —.. -- - ---._....__._.�--------_----------�--._ ... _. . . _ _______ 3092 5310020603 14,B6-3 2 N 409.93 40235 39'7.7 C N � 5,18 PCP 445 53102701 14,B7-1 2-3-301 �1� �,�^yQ� — 3093 5310020609 14,B6-9 2 54 Y 400.93 394.6 394.24 C N 42 CMP 81 531026t0 14,B6-]0 R-1592 3094 5310020610 14,B6-10 2-54 Y 399.64 394.14 393.9 C N 12 CMP 32 OUT OUT R-1592 -------------------•------.__--------------__-------------------------------------------•---------��.-------- ------------------- -�.r_.._..__.......,_.�_..__..---•-------------------...-------.�... 3095 5310020611 14,B6-11 2 Y 399.88 394.8 39433 C N 12 CMP 142 53102610 14,B6-10 R-1592 3096 5310020612 14,B6-12 CUL 0 398.47 396.51 12 CMP 12 53102611 14,B6-I1 R-1592 ------__.. __ ._---- - --------__ _�..---------------.__ . ._ ....----. ....---�----_.__ .__... ------ -------__� _. _ .. --------. .._....._..---._. ... ..... ._.......___.------..._._...__._ . .._.._..._.__._...._ 3097 5310020613 14,B6-13 2 N 408.95 403.26 402.92 C N 15 PCP 130 53102601 14,B6-1 R-1852 — -_—_--------------------_..__--- --------- ----..__._.__._._..----..._..-�---..__..__.._._._._....— 3098 5310020615 14,B6-15 1 408 404.81 404.21 S 8 35 53102616 14,B6-16 R-2150 ----- - --- ------------ ------------_..-------------------- 3099 5310020616 14,B6-16 1 407.6 403.9 401.4 S 12 116.5 53102617 14,B6-17 R-2150 3100 5310020617 14,B6-17 2-48 Y 404.85 401.04 399.22 S N 12 95.2 53103620 14,C6-20 R-2150 3101 5310020701 14,B7-1 2 N 0 397.77 391.2 C N 24 PCP 181 53102702 14,B7-2 2-3-301 _ _—_----------- - — - - ----- --�.� .... - -- ....-- _ . 3102 5310020702 14,B7-2 2 N 0 391.2 387.9 C N 24 PCP 50 53102703 14,B7-3 � � 2-3-301 �T� __._.___...................--------------.._.....----_.. --------------.....----.._...---._.._......_........___�------...---...---._._._.._.._._...._------____....._____._..._..._..__._........________..........._...._.._.._.__...--------....._.._,_......___..._..---...------.._.__..._..____._._...__.._........_............_.._... 3103 5310020703 14,B7-3 2 N 0 0 0 24 PCP 0 53102704 14,B7-4 2-3-301 Monday,September 18,2006 Page 217 of 569 � � `-TIO r 53 � S' DR,��TRI�'�ES��U�V PI�VE1� tE ; I � , , The inventory information for the storm drain system was compiled from numerous sources, is the best information available at this time and should be used for general guidance only. The City of Renton is not responsible for errors or omissions when this information is used for engineering purposes and design. Users of this information must field verify the data and are responsible for the accuracy of their work. Wlk� Ou��,et ID STRUCTURE INDEX TYPE cb GRATE UPPER LOWER GRATE O/W DIAM PIPE LENGTH DWN STREAM DS PLAN FILE ? ELEV(ft) IE(ft) IE(ft) TYPE sep (ln) TYPE (ft) STRUCTURE INDEX ___....... .. ---------------..__�._. ._.._.__. .... .__ . _ _ .__ ._... _.. __ .................. ... .... _ .._ _... ._.__._. __ . _..... . 3073 5310020201 14,B2-1 I 419.9 416 414.07 S 12 PCP 90 53102202 14,B2-2 R-1497 --------..--- ----------__ ___._._ 3074 5310020202 14,B2-2 1 418.9 414.07 412.02 S 12 PCP 95 53102203 14,B2-3 R-1497 3075 5310020203 14,B2-3 1 416 412.02 40936 S 12 PCP 123 53102304 14,B3-4 R-1497 3076 5310020204 14,B2-4 2-48 N 413.6 409.5 401 C N 12 PCP 135 53103201 14,C2-1 R-1497 _---------------------------...... _..----- - -- --- - .—___._..._...._----_------------------------------_.___.�_._�--------------.__.._.-------------�_._..._____�_._------...__ 3077 5310020301 14,B3-1 2 Y 0 418.3 414 C 12 PCP 261 53102401 14,B4-1 2-3-301 ��__.._ _----.._._... ------ —___-__ —_------- ------._ _.,___--- -------.._...._...-----------___._.._.._._.._.._____ 3078 5310020302 14,B3-2 �-48 Y 414 410.97 409.5 C N 12 PCP 210 53102303 14,B3-3 MICROFtCHE _____...._.. ___ _ _._.... ......_..__.. . _. __._. _--_.........._._. . .. ____. __ _. ._._...---_..... _ _ _ ._..__ __. __ .__......... . _. __.._ __._.. _...... ........ _ . 3079 5310020303 14,B3-3 2-48 Y 412.25 409.5 408.5 C N 12 PCP 145 53103312 14,C3-12 MICROFICHE - -- - --,.�.-----------�---_..Y_._._..___..-----..�---------- 3080 5310020304 14,B3-4 1 411.8 409.36 405.75 C 12 PCP 167 53103305 14,C3-5 R-1497 - - ----------..---- -__.__. ___ __ ____.. 3081 5310020401 ,B4-1 2 Y 0 414 41,�08 C 12 PCP 399 53102402 14,B4-2 2-3-301 3082 5310020402 4,B4-2 2 Y 415.7 410.08 409.61 C Y 12 PCP 62 53102403 14,B4-3 R-t715 3083 5310020403 4,B4-3 2 N 414.23 409.56 407.55 C N 12 PCP 304 53102404 14,B4-4 V � R-1481 _.__ �.---- __--------. . __ _.._.. �_..._..-----------. _ . ._._____ _.. _.._ . ... _ _ .___ __..._ ...._..... _ . __.__ ._....----_.�. . ... .___._._. __. . ._ _.._. __ ._.. ._ _.. ... .... ....... I _ 3084 5310020404 14,B4-4 2 N 0 407.45 405.09 C N 15 PCP 336 53102501 14,B5-1 2-3-301 _ ----__.. __ _..._---.___... _.__._.�. _......_._ ..._ ...----__ . _ _.._.. _.. .__ . __ . _ __.... _. . . _.._... ..._..._._ ___...,.. _. _.. _ _ __ __ _ _.__.._ ._ _. _.._ .... 3085 5310020405 14,B4-5 2-48 Y 415.76 412.5 407.5 C N 12 PCP 180 53103403 14,C4-3 R-1492 .__._..._.._----------___..____...-- ---.._.._.�_ ----...__._.....-- ---.-..._.._.__.._._....�. _..._..__....___-------._.__.._...._.............._.....__._.._.._...----._.._._.__...._.._._..._..._.___..__._..._..__....._.... ....._........_._.__...�..... 3086 5310020406 14,B4-6 CUL 0 411.45 41131 12 HDPE 27 53102407 14,B4-7 R-2166 3087 5310020407 14,B4-7 CUL 0 411.01 410.98 12 HDPE 25 53103432 14,C4-32 R-2166 7818 5310020409 14,B4-9 1 413.88 410.25 410.1 12 LCPE 14 53102410 14,B4-10 R-3034 7819 5310020410 14,B4-10 1 41334 410.05 409.46 12 LCPE 112 53103434 14,C4-34 R-3034 -------.. .--------------------........�_...--------•-----_._�...__.......___._ . .__...._—._ _._ . _. _._.. ----------- ---....__---------�--._.._ _....._�...---._.._..---------.... .__---_..__._.__..----. .. .__. 7810 5310020411 14,B4-11 1 415.85 411.3 410.55 S 12 LCPE 149 53103437 14,C4-37 R-3034 Monday,September 18,2006 ;_ _ , ��'Q,NO�nQ ��°�age 216 of 569 � . r� ` � ; --- `'`�'"'' � SECTION 3.2 RUNOFF COMPUTATION AND ANALYSIS METHODS - KCRTS is the "Effective Impervious Area" (EIA),the total impervious area multiplied by the effective impervious fraction. See Table 3.2.2.E,p. 3-29 for effective impervious fractions that apply to standard iinpervious surfaces. Table 1.2.3.0 lists effective impervious factions for alternative materials and approaches. Non-effective impervious area(i.e.,total impervious area less EIA)is assumed to have the same hydrologic response as the immediately surrounding pervious area. For example,for existing - residential areas with rooftops draining to splash pads on lawns or landscaping,the non-ef�'ective portion of the roof areas would be treated as pasture for predevelopment conditions(if DU/GA<4.0)and grass for post-developinent conditions. Note: Credits for infiltration/dispersion of downspouts on individual lots in proposed single famil>>residentia!szrbdivisions are applied separateh°on a site-specific basis{see � Note 3, Table 3.2.2.E). The effective iinpervious fraction can be selected from Table 3.2.2.E or determined from detailed site surveys. With the exception of figures for compacted gravel and dirt roads and parking lots,the figures in � Table 3.2.2.E are average figures cited by the USGS (Dinicola, 1990). ` I`�� TABLE 3.2.2.D PERCENT IMPERVIOUS COVERAGE FOR EXISTING RESIDENTiAL AREAS -- Dwelling UnitslGross °/a Impervious�� Dwelling Units/Gross % Impervious Acre Acre �, h0�°5 --. 1.0 DU/GA 15�2� 4.5 DU/GA 46 � �1� \,-/ 1.5 DU/GA 20 5.0 DU/GA 48 �� /_y 2.0 DUlGA 25 5.5 DU/GA 50 t`Xf 2.5 D /GA 30 6.0 DU/GA 52 ��0�� 3.0 DU/GA 34 6.5 DUIGA 54 ' 3.5 DU/GA 38 7.0 DU/GA 56 4.0 DU/GA 42 7.5 DU/GA 58 , For PUDs, condominiums, apartments, commercial businesses, and industrial areas, percent impervious coverage must be computed. Notes: �� Includes streets and sidewalks. �2� These figures should be adjusted by the effective impervious fraction given in Table 3.2.2.E, if ' applicable. 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DXN will equal one �Q under full-flow conditions and will equal zero � � when a hydraulic jump occurs at the outlet or —Q, � Junction Q, --. when normal depth equals zero(normal depth��il equal zero when the pipe grade is flat or reversed). VBH-Barrel Velocity Head(ft)based on the average velocity determined by V�/Afull VUH-Upstream Velocity Head(ft)based on an inputted velocity. � EHU-Upstream Energy Head(ft)available after bend losses and junction losses have been subtracted from VUH. VCH -Critical Depth Velocity Head(ft) _ VNH-Normal Depth Velocity Head(ft) VEH-Entrance Depth Velocity Head(ft) VOH-Outlet De th Veloci Head it 1/24'2005 2005 Surface Water Design Manual 4-50 �_ .. �1 i �...I APPENDIX B STORM DRAINAGE CALCULATIONS � �, ; � -----Original Message----- From: Neil Watts [mailto:Nwatts@ci.renton.wa.us] Sent: Friday, July 13, 2007 1:35 PM To: Jan Illian; Dan Gannon Cc: Kayren Kittrick Subject: RE: Renton Bible Church Expansion Jan I have reviewed the files for the Renton Bible Church expansion, and conclude that our corrections for the drainage need to be revised. The project was conditioned through SEPA to use khe 2005 KCSWM. However, SEPA conditions are only appropriate for mitigating new impacts, not existing. Strict application of the 2005 manual might require mitigation for existing impacts if pre-existing conditions are for an undeveloped site. This would not be in conformance to SEPA. Therefore, the project is to be treated as being exempt from using predeveloped conditions as forested. Predeveloped conditions for purposes of the drainage requirements for this project are to be actual predeveloped field conditions, including existing buitdings and pavement areas. Neil Watts, Director Development Services Division City of Renton 1055 S. Grady Way Renton, WA 98057-3232 � (425) 430-7218 = phone (425) 430-7300 = fax nwatts@ci.renton.wa.us � I . . ��' � � � _ � - , n" K� f _ r ,:- �� : � �� . �_ . � �� s.�� •� s�ofnb��d�'� s��nd h�•p s�vin�3d I ' � ; � ; �g ff�� 3�� ^�°��'3� I � � � Qh : � �'IG'�s � �� I � � �� ; � � �� — - - - --- - - - - - _ � ' � � ; , ; , � � I � ' �� --- , ' � � � ;I.� I i� _ I .. . I � � , . �f ,I + � i ' ' , , I . � � 1� � ' � . . � � ' � , � I q A► — ��+! I 3 I I I � - - -- - - ---- - � --- --- ----— 1 I ; IC I - --- � � � ' i ; : I � I ' � --� -- _---- -= �-_. -- ---1- `- ---, � I ; D I �. � I I � - -- b r I , � I ' m ; -- - dy� ;�� _- - -_ - � � ; 3 � � ____ � � � � I � � I � . , � , o ; � _ _._ . I � _ � I ; � '�a?Q Hn'lLS�x3 ' ' - - ❑ � l3 I ' --- fi I � � � � I�-�� w • � I � � � • • • a q�• J � � • • I -i��f : �� Q�3do73n .-3b► � - � b�� l � PORTION OF THE NE 1/4 SECTION 9, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M. ' U �1� "�. �� '�' '� KING COUNTY, F�NTON, WA. M � � � � C�NERAL NOTE � � � � � ' , �� ,I G � / t.SURVEY pONE gt TFBhD 15SppATES(206)t54-0771.B�SELINE ENGNEERMG, � O � 1 CB 7�= � INC.F4lS PERFOR4ED NO$URME1'WORN�OR THIS PR0.1EC1 ANO ASSU4E5 NO � � � iW.' _� ST '0+5 RESPONSIBl1IY FOR TFIE SUNVE'I NFORMATI(Nl CONrMIED HEREON. R • 2.THIS EIIpNEERING ORAWpG IS HASFD UPON A S(1E PLAN PREPIJiED Br J. 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I I � �..� PoY�419.90 07HER5.� --,S � _ � , �� OD ry/ a � � a 1 sas+ Trae z-s�•. s .�.'CA� ��='20� A� / / o� I • _ __ _.; � � + 'Z I nar cor+ma uu��w/oa�cc c-a O � �� . f ( � _o . � ' ._. . �- :. ,.. � STA 13+89.29.i5.51'RT • / �n . � . � : .o . . � .. . _ � Z = 0. i ' . - x' � i O� w BENCHMARK C ati� �k" ; a . , . :.a W o � � �� B.M. - S.E COR. 12' WIDE CONC_ PoRCH _ � � � �. c�i _ � � ' ' ` �, � , -_ r,eN�r i✓ . o 0 o a~'' � � �w coweanu oRiucw�r 2 RENTON BIBLE CHURCH W. SIOE UNION AVE.9 actc I � �3 �:L.4NCING � •��- ,t ' � � � . � �� i� . e N.E. 107H ST. ELEV.: 479b2 t � ;� /r�' . � � � � C-9 . � BJA. - S.W. COR. 10' WIDE CONC. DRNEWAY OF . I ��f I "�°' . (� . � ,. _ � 4�a�E Fw�r ��__ I I ' HOUSE 4100 NE 10TH ST. HDUSE AT THE N.E. � ' I , l � I i. �.' _ G. . �,� .�,,.?� � - -T..-- ' 2E9oEr� � � . � �. . o .� i � COR. Of UNION AVE N.E.AND NE IOTH ST.J �� ' C8 J.'iY%E S. . � - � . ...a', .� � - . � �,, ( I _ � I CB 7�iYPE 1 ELEV. 417.19 . � . 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' - ._ .... . .... I0000 . . ..... �. -e � .o ^.o o� n�? a F n�:�n N� oo "' " m:v"3. � A•1►q '�°am��msaa."1D v o v a e� a.g a� a� v s � a Y a� a-� �m �°� ��°��'��.� Ca�� e ��Z _ _ _ _ _ __ _ __ b@tOf'e y0U to+oa ,o+so ;,+oo ,,.so ,s+oo ,z+so ,a+oo ,a+eo ;s.00 ,a+so Dz9 PROFILE - STOPoN LINE �,��..��?�� CITY OF RENTON sc,�� r=zo•�H� ww.s� 1 wumrnan+D�N�S�) Approved by: Data �•=5 (� mvom�io- �T�` n roved TR'^��'"T� � .'o":�... RENTON BIBLE CHURCH >>/2�/0� pp by- Date= �0r` a� C I T Y 0 F E�oSniC unun tnGnws save��a��aaRmnuah aar. �� SHOWN �9 � ir sMu ff nrc oo+rx�croa�s aE�aseun ro cc'oa��[n�c ,y„�, � �,,,�,�,��,K,�,�a��S„��„ ] �IIY OF RENTON COMYENT$ o�n3 � REN TON 973 UNION AVE a+Ww Unln6 awoR TO[w1ENaMc CaS�ucnar rq Approved by Date: Z dTY Of RENTON COMYQI7S ��/27/07 '�`� - � REPItLYMiAFW I$YI�pE TW�T NL[lOSiNG UlUiESIAE$qIl DATUM r xe�a. nc�n+�w�m�rw�anseuTM�unu� t CITY OF RETlTON CO4YENT5 0� �� pionn�n Bu�id�n Pu STORM DRAINAGE � rwr sa�an un��s ror s�o�w�in n�oz aaam�ouna. ,y�w ��n. 9/ 9/ blic Works DePt. C-6 cwt gcrqtE rw pe i-gpp-a2a-s555 Approved br: Date: N0. REVISION BY CATE APPR PLAN AND PROFILE '�`6 '7a KCRTS Analysis August 28,2007 Project:04-135 Renton Bible Church Page 1 of 8 IPre-Developed Area Tributarv to Detention Svstem KCRTS Command CREATE a new Time Series Production of Runoff Time Series Project Location : Sea-Tac Computing Series : predev.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File:C: \KC SWDM\KC DATA\STTG60R.rnf . Till Grass 0.74 acres Loading Time Series File:C:\KC SWDM\KC DATA\STEI60R.rnf . Impervious 1.12 acres -------------- Total Area : 1.86 acres Peak Discharge: 0.686 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:predev.tsf . Time Series Computed � Flow Frequency Analysis Time Series File:predev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.338 6 2/09/Ol 2:00 0.6B6 1 100.00 0.990 0.273 8 1/05/02 16:00 0.426 2 25.00 0.960 0.406 3 2/27/03 7:00 0.906 3 10.00 0.900 0.293 7 8/26/09 2:00 0.358 4 5.00 0.800 0.353 5 10/28/04 16:00 0.353 5 3.00 0.667 0.358 4 1/18/06 16:00 0.338 6 2.00 0.500 0.426 2 10/26/06 0:00 0.293 7 1.30 0.231 0.686 1 1/09/08 6:00 0.273 8 1 .10 0.091 Computed Peaks 0. 599 50.00 0.980 K:1kc_swdm1041351VauIt104135-VauIt.08.28.07.docBaseline Engineering, Inc. {JAW) KCRTS Analysis August 28,2007 Project:04-135 Renton Bible Church Page 2 of 8 Developed Area Tributarv to Storm Tech Detention Svstem KCRTS Command CREATE a new Time Series ------------------------ Production of Runoff Time Series Project Location : Sea-Tac Computing Series : dev.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File:C:\KC SWDM\KC DATA\STTG60R.rnf . Till Grass 0.96 acres Loading Time Series File:C:\KC SWDM\KC DATA\STEI60R.rnf . Impervious 1.40 acres -------------- Total Area : 1.86 acres Peak Discharge: 0.759 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:dev.tsf . i i Time Series Computed Flow Frequency Analysis Time Series File:dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.381 6 2/09/Ol 2:00 0.759 1 100.00 0.990 0.320 8 1/05/02 16:00 0.520 2 25.00 0.960 0.455 3 2/27/03 7:00 0.455 3 10.00 0. 900 0.357 7 8/26/04 2:00 0.428 4 5.00 0.800 0.428 4 10/28/04 16:00 0.405 5 3.00 0. 667 0.405 5 1/18/06 16:00 0.381 6 2.00 0.500 0.520 2 10/26/06 0:00 0.357 7 1.30 0.231 '� 0.759 1 1/09/08 6:00 0.320 8 1.10 0.091 Computed Peaks 0.679 50.00 0. 980 K:1kc_swdm\041351VauIt104135-VauIt.08.28.07.docBaseline Engineering, Inc. (JAW) KCRTS Analysis August 28,2007 Project:04-135 Renton Bible Church Page 3 of 8 Detention Facilitv ' The detention vault shall have minimum dimensions of 12' Wide x 49' Long x 5' Deep where 6" is � reserved for sediment storage and 6" is reserved for freeboard. 'I Required Active Storage = 2,307 cubic feet Actual Storage = = 2,352 CF ', Retention/Detention Facility ', Type of Facility: Detention Vault II Facility Length: 24.02 ft �, Facility Width: 24.02 ft Facility Area: 577. sq. ft �� Effective Storage Depth: 4.00 ft Stage 0 Elevation: 100.00 ft �, Storage Volume: 2307. cu. ft ' Riser Head: 4.00 ft ' Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 2.19 0.260 2 2.42 3.54 0.426 6.0 Top Notch Weir: None Outflow Rating Curve: �;o�e Stage Elevation Storage Discharge Percolation . (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 100.00 0. 0.000 0.000 0.00 0.02 100.02 12. 0.000 0.020 0.00 0.05 100.05 29. 0.001 0.028 0.00 0.07 100.07 40. 0.001 0.034 0.00 0.09 100.09 52. 0.001 0.039 0.00 0.11 100.11 64. 0.001 0.044 0.00 0.14 100.14 81. 0.002 0.048 0.00 0.16 100.16 92. 0.002 0.052 0.00 0.18 100.18 104. 0.002 0.056 0.00 0.28 100.28 162. 0.004 0.069 0.00 0.38 100.38 219. 0.005 0.080 0.00 0.48 100.48 277. 0.006 0.090 0.00 0.58 100.58 335. 0.008 0.099 0.00 0.68 100.68 392. 0.009 0.107 0.00 0.78 100.78 450. 0.010 0.115 0.00 0.88 100.88 508. 0.012 0.122 0.00 0.98 100.98 565. 0.013 0.129 0.00 1.08 101.08 623. 0.014 0.135 0.00 1.18 101.18 681. 0.016 0.141 0.00 1.28 101.28 738. 0.017 0.147 0.00 1.38 101.38 796. 0.018 0.153 0.00 1.48 101.48 854. 0.020 0.158 0.00 , 1.58 101.58 911. 0.021 0.164 0.00 1.68 101.68 969. 0.022 0.169 0.00 1.78 101.78 1027. 0.024 0.174 0.00 K:1kc_swdm1041351VauIt104135-VauIt.08.28.07.docBaseline Engineering, Inc. (JAWj KCRTS Analysis August 28,2007 Project:04-135 Renton Bible Church Page 4 of 8 1.88 101.88 1089. 0.025 0.178 0.00 1.98 101.98 1142. 0.026 0.183 0.00 2.08 102.08 1200. 0.028 0.188 0.00 2.18 102.18 1258. 0.029 0.192 0.00 2.28 102.28 1315. 0.030 0.196 0.00 2.38 102.38 1373. 0.032 0.201 0.00 2.43 102.93 1402. 0.032 0.202 0.00 2.46 102.46 1419. 0.033 0.207 0.00 2.50 102.50 1442. 0.033 0.218 0.00 2.54 102.59 1465. 0.034 0.235 0.00 2.57 102.57 1482. 0.034 0.258 0.00 2.61 102.61 1506. 0.035 0.286 0.�0 2.65 102.65 1529. 0.035 0.318 0.00 2.68 102.68 1546. 0.035 0.385 0.00 2.72 102.72 1569. 0.036 0.399 0.00 2.82 102.82 1627. 0.037 0.432 0.00 2.92 102.92 1684. 0.039 0.461 0.00 3.02 103.02 1742. 0.040 0.488 0.00 3.12 103.12 1800. 0.041 0.513 0.00 3.22 103.22 1857. 0.043 0.536 0.00 3.32 103.32 1915. 0.044 0.558 0.00 3.42 103.92 1973. 0.045 0.579 0.00 3.52 103.52 2030. 0.047 0.599 0.00 3.62 103.62 2088. 0.048 0.618 0.00 3.72 103.72 2146. 0.049 0.637 0.00 3.82 103.82 2204. 0.051 0.655 0.00 3.92 103.92 2261. 0.052 0.672 0.00 4.00 104.00 2307. 0.053 0.686 0.00 4.10 104.10 2365. 0.054 1.010 0.00 4.20 104.20 2423. 0.056 1.590 0.00 4 .30 104.30 2480. 0.057 2.330 0.00 4 .40 104.40 2538. 0.058 3.140 0.00 4.50 104.50 2596. 0.060 3.440 0.00 4 .60 104.60 2653. 0.061 3.710 0.00 4.70 104.70 2711. 0.062 3.960 0.00 4 .80 104 .80 2769. 0.064 4.190 0.00 4.90 104 . 90 2827. 0.065 4 .410 0.00 5.00 105.00 2884. 0.066 4.620 0.00 5.10 105.10 2942. 0.068 4.820 0.00 5.20 105.20 3000. 0.069 5.010 0.00 5.30 105.30 3057. 0.070 5.190 0.00 5.40 105.40 3115. 0.072 5.360 0.00 5.50 105.50 3173. 0.073 5.530 0.00 5.60 105.60 3230. 0.074 5.700 0.00 5.70 105.70 3288. 0.075 5.860 O.OQ 5.80 105.80 3346. 0.077 6.010 0.00 5.90 105.90 3403. 0.078 6.160 0.00 6.00 106.00 3461. 0.079 6.310 0.00 K:1kc_swdm1041351VauIt104135-VauIt.08.28.07.docBaseline Engineering, Inc. (JAW) KCRTS Analysis August 28,2007 Project:04-135 Renton Bible Church Page 5 of 8 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 0.76 0. 69 0.69 4.00 104.00 2307. 0.053 2 0.46 ******* 0.43 2.83 102.83 1632. 0.037 3 0.43 ******* 0.90 2.72 102.72 1571. 0.036 9 0.52 ******* 0.39 2.69 102.69 1550. 0.036 5 0.41 ******* 0.37 2.67 102.67 1542. 0.035 6 0.38 ******* 0.35 2.67 102.67 1538. 0.035 7 0.32 ******* 0.19 2.23 102.23 1284. 0.029 S 0.36 ******* 0.19 2.02 102.02 1166. 0.027 Duration Comparison Anaylsis Base File: predev.tsf New File: rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New $Change Probability Base New %Change 0.169 I 0.26E-02 0.26E-02 -1.3 � 0.26E-02 0.169 0.168 -0.4 0.189 � 0.19E-02 0.16E-02 -15.5 I 0.19E-02 0.189 0.181 -3.9 0.208 � 0.14E-02 0.93E-03 -31.3 I 0.14E-02 0.208 0.194 -6.8 0.228 I 0.96E-03 0.73E-03 -23.7 I 0.96E-03 0.228 0.206 -9.7 0.248 I 0.64E-03 0.60E-03 -5.1 I 0.64E-03 0.248 0.244 -1.7 0.268 I 0.54E-03 0.44E-03 -18.2 I 0.54E-03 0.268 0.261 -2.5 0.287 � 0.39E-03 0.38E-03 -4.2 � 0.39E-03 0.287 0.286 -0.4 0.307 I 0.26E-03 0.29E-03 12.5 � 0.26E-03 0.307 0.328 6.8 0.327 I 0.20E-03 0.26E-03 33.3 � 0.20E-03 0.327 0.353 7.9 0.347 I 0.11E-03 0.20E-03 71.4 � 0.11E-03 0.347 0.366 5.7 0.366 � 0.65E-04 0.11E-03 75.0 � 0.65E-04 0.366 0.387 5.7 0.386 � 0.49E-04 0.65E-04 33.3 I 0.49E-04 0.386 0.400 3.5 0.406 � 0.33E-04 0.33E-09 0.0 I 0.33E-04 0.406 0.411 1.4 Maximum positive excursion = 0.029 cfs ( 9.0%� occurring at 0.324 cfs on the Base Data:predev.tsf and at 0.353 cfs on the New Data:rdout.tsf Maximum negative excursion = 0.025 cfs (-11.0%) occurring at 0.226 cfs on the Base Data:predev.tsf i and at 0.201 cfs on the New Data:rdout.tsf Rdout Time Series File:rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 0.339 5 2/09/Ol 4:00 0.686 4.00 1 100.00 0.990 0.166 7 1/05/02 17:00 0.926 3.29 2 25.00 0.960 0.426 2 2/27/03 8:00 0.376 3.26 3 10.00 0.900 0.156 8 8/23/04 19:00 0.369 3.25 4 5.00 0.800 0.296 6 10/28/04 18:00 0.339 3.22 5 3.00 0.667 0.369 4 1/18/06 14:00 0.296 3.18 6 2.00 0.500 0.376 3 11/24/06 4:00 0.166 2.06 7 1.30 0.231 0.686 1 1/09/08 7:00 0.156 1.84 8 1.10 0.091 Computed Peaks 0 .5G9 3. '08 50 .00 0.980 K:1kc_swdm1041351VauIt104135-VauIt.08.28.07.docBaseline Engineering, Inc. (JAW) KCRTS Analysis August 28,2007 Project:04-135 Renton Bible Church Page 6 of 8 ---------------------------------- Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 0.759 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.686 CFS at 7:00 on Jan 9 in Year 8 Peak Reservoir Stage: 4.00 Ft Peak Reservoir Elev: 104.00 Ft Peak Reservoir Storage: 2307. Cu-Ft . 0.053 Ac-Ft Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence Probability CFS � % o 0.006 52412 85.473 85.973 14.527 0.145E+00 0.018 3850 6.279 91.751 8.249 0.825E-01 0.031 1598 2.606 94.357 5.643 0.564E-01 0.043 829 1.352 95.709 4.291 0.429E-01 0.055 697 1.137 96.846 3.154 0.315E-01 0.067 471 0.768 97.614 2.386 0.239E-01 0.080 383 0.625 98.239 1.761 0.176E-01 a.092 265 0.432 98.671 1.329 0.133E-01 0.104 208 0.339 99.010 0.990 0.990E-02 0.116 133 0.217 99.227 0.773 0.773E-02 0.128 104 0.170 99.397 0.603 0.603E-02 0.141 92 0.150 99.547 0.453 0.453E-02 , 0.153 46 0.075 99.622 0.378 0.378E-02 0.165 60 0.098 99.720 0.280 0.280E-02 0.177 43 0.070 99.790 0.210 0.210E-02 0.189 33 0.054 99.843 0.157 0.157E-02 0.2a2 36 0.059 99.902 0.098 0.978E-03 0.214 5 0.008 99.910 0.090 0.897E-03 0.226 9 0.015 99.925 0.075 0.750E-03 '' 0.238 5 0.008 99.933 0.067 0.669E-03 0.251 S 0.008 99.941 0.059 0.587E-03 0.263 5 0.008 99.949 0.051 0.506E-03 0.275 5 0.008 99.958 0.092 0.924E-03 0.287 3 0.005 99.962 0.038 0.375E-03 0.299 3 0.005 99.967 0.033 0.326E-03 0.312 2 0.003 99.971 0.029 0.294E-03 0.324 2 0.003 99.974 0.026 0.261E-03 0.336 2 0.003 99.977 0.023 0.228E-03 0.348 2 0.003 99.980 0.020 0.196E-03 0.360 3 0.005 99.985 0.015 0.147E-03 0.373 4 0.007 99.992 0.008 0.815E-04 0.385 1 0.002 99.993 0.007 0.652E-04 0.397 1 0.002 99.995 0.005 0.489E-04 0.409 1 0.002 99.997 0.003 0.326E-04 0.422 1 0.002 99.998 0.002 0.163E-04 0.439 0 0.000 99.998 0.002 0.163E-04 Discharge Volume Discharge Volume from Time Series rdout.tsf between 10/O1/00 00:00 and 10/30/00 23: 59 32131 . Cu-Ft or 0 .�38 F.c-Ft in 30. 0 days K:Ikc_swdm\041351VauIt104135-VauIt.08.28.07.docBaseline Engineering, Inc. (JAW) KCRTS Analysis August 28,2007 Project:04-135 Renton Bible Church Page 7 of 8 FIGURE 4 — Duration Analvsis Graph Flow Comparison of flow out of the detention vault and the target outflow based on pre- developed conditions. � 0 rdout.dur c Target.dur • �, v �� 0 \� �, :�`;� ��. r� ��,, ci� o � rn \��. � �+_,. s z. �, � � � o c� oo � a� o � ��. �'j �2� r � �\ � .� ` � � �� 10� 10� 10 �3 10 -2 10 -� 10� Probabiity Ewceedence K:Ikc_swdm\041351VauIt104135-VauIt.08.28.07.docBaseline Engineering, Inc. (JAW) KCRTS Analysis August 28,2007 Project:04-135 Renton Bible Church Page 8 of 8 Water Qualitv Pollution generating surface area = 0.94 Acres (Building will directly discharge towards detention facility) KCRTS Command CREATE a new Time Series ------------------------ Production of Runoff Time Series Project Location : Sea-Tac Computing Series : wq.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating 15-minute Time Series File Loading Time Series File:C:\KC SWDM\KC DATA\STEI15R.rnf . Impervious 0.94 acres -------------- Total Area : 0.94 acres Peak Discharge: 1.11 CFS at 6:30 on Jan 9 in Year 8 Storing Time Series File:wq.tsf . Time Series Computed Flow Frequency Analysis Time Series File:wq.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.448 6 8/27/Ol 18:00 1.11 1 100.00 0.990 0.312 8 9/17/02 17:95 0.897 2 25.00 0.960 0.847 2 12/08/02 17:15 0.608 3 10.00 0.900 0.360 7 8/23/04 14:30 0.500 4 5.00 0.800 0.475 S 10/28/04 16:00 0.475 5 3.00 0.667 0.500 4 10/27/05 10:45 0.448 6 2.00 0.500 0.608 3 10/25/06 22:45 0.360 7 1.30 0.231 l.11 1 1/09/08 6:30 0.312 8 1.10 0.091 Computed Peaks 1.02 50.00 0.980 Water Quality Flow = 60°/a of the 2-yr developed flow = 0.448 (0.60) = 0.27 cfs Storm Water Solutions = 0.27 cfs * (449 gpm/cfs / 15 gpmlcart) = 8 cartridges -� MHSF K:1kc_swdm104135\Vault\04135-VauIt.08.28.07.docBaseline Engineering, Inc. 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D=Q wc�•cuw�n�ro mr��w mc�iw'�a�- • +uia�un.ro�s wn rw�.0 a vc.� :'�-tT,� 0 �Y! t� �'C'' � �, � ,-eoo,.�„a2a-�s �.�,�.��:��.��:° �ti,� b�a�o (v1N 6 16 IPoM MIl[0. '�;,��,,,.�.,x�..�.�t,,,� ,,,,_ �� t� A.. � �� .�,� _ KCRTS Analysis December 27, 2006 �, Project:04-135 Renton Bible Church Page 1 of 1 Water Qualitv Pollution generating surface area= 0.94 Acres (Building will directly discharge towards detention facility) KCRTS-Command �I CREATE a new Time Series I ------------------------ I Production of Runoff Time Series Project Location : Sea-Tac Computing Series : wq.tsf Regional Scale Factor : 1.00 � Data Type : Reduced Creating 15-minute Time Series File Loading Time Series File:C: \KC_SWDM\KC_DATA\STEI15R.rnf . Impervious 0.94 acres -------------- Total Area : 0.94 acres Peak Discharge: 1 .11 CFS at 6:30 on Jan 9 in Year 8 Storing Time Series File:wq.tsf . Time Series Computed Flow Fre uenc Anal sis I q Y Y Time Series File:wq.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.448 6 8/27/Ol 18:00 1.11 1 100.00 0. 990 C.312 is y/17%02 17:45 0.847 2 25 .00 0. 960 0.847 2 12/08/02 17:15 0.608 3 10.00 0. 900 0.360 7 8/23/04 14:30 0.500 4 5.00 0.800 0.475 5 10/28/04 16:00 0.475 5 3.00 0.667 0.500 4 10/27/OS 10:45 0.448 6 2.00 0.500 0. 608 3 10/25/06 22:95 C.350 ? 1 . 3C 0.231 1.11 1 1/09/08 6:30 0.312 8 1. 10 0.091 Computed Peaks 1.02 50.00 0.980 Water Quality Flow = 60% of the 2-yr developed flow = 0.448 (0.60) = 0.268 cfs 66% of the parking lot will flow towards the SFMH 0.66*(0.268 cfs) * (449 gpm/cfs / 15 gpm/cart) = 6 cartridaes � SFMH 34°/a of the parking lot will flow to��rards the CBSF 0.34*(0.268 cfs) * (449 gpm/cfs/ 15 gpm/cart) = 2 cartridges -� CBSF K:1kc_swdm1041351Water Quality.docBaseline Engineering, Inc. (JAW) APPENDIX C OPERATIONS AND MAINTENANCE MANUAL l ' Storm Drainage Maintenance Manual Resubmittal#3 Renton Bible Church Property Address 931 Union Ave. NE Renton, WA 98059 , Parcel Nos. 092305-9163 and -9209 Prepared for J. Patrick Mitchell, Architect Dan Charles 12620 120�'Ave. NE, Suite #08 Kirkland, WA 98034 Phone: 425-821-6090 ' F�: 425-821-0467 November 28, 2007 BASELINE Job No. 04-135 Prepared bk Jerry A. Waldron, P.E. ,� !�_ G'1'�� , -- — ��,,; ;~;��'� �. :;:,; `�.� � ; ' , ,�� ,,, � ��, � ll�� o� % �� 36958 O i ��' O�,'.r1��.1 T F,\��:�r, �'o��- � 'SIOPJ9L��`� � s ERPIRE� 8 10 � �, Manual content used with permission from the Town of Port Orchard "Drainage Maintenance Standards for Commercial and Multi-Family Drainage Facilities," dated August 2001 Table of Contents List of Figures 3 Drainage Facility Self-Inspection 4 Resource Listing 8 Facility Key 9 Site Map 10 Maintenance Components 11 A. Type I Catch Basin (also referred to as Inlet) 11 B. Type II Catch Basin (also referred to as Manhole or Control Structure) 13 F. Pipe/Culvert 18 K. Other— Specific to Infiltration 19 L. Detention Vault 20 R. Stormwater Management StormFilter 21 Appendix A— Figures 22 Appendix B — Inspection/Maintenance Checklist 27 Appendix C — StormFilter: Operation and Maintenance Guidelines 31 List of Figures Figure A-1 Type I Catch Basin 23 Figure A-2 Type II Catch Basin 24 3 DRAINAGE FACILITY SELF-INSPECTION 1. How the Process Works: Renton Bible Church property owners within the City of Renton are �esponsible for inspecting their drainage facilities as well as performing regular maintenance in accordance with City of Renton and Washington State Department of Ecology standards. This work may be done either I, by in-house staff or a vendor/contractor. � This manual includes an individual site plan showing your property's drainage facilities, I, information about the jurisdiction's standards for drainage facilities, maintenance information I and instructions, and an inspection/maintenance checklist form to be completed indicating that � the inspection and maintenance have been completed. A copy of this manual and copies of all � completed inspection/maintenance checklists must be kept on site at all times. The Town may , require that you submit the inspection/maintenance checklist. Contact the Town for submittal ' requirements. See the Resource Listings on page 8 for contact information. Here are the specific steps in the process: ' A. Facility Identification: Review your site plan on page 10 for drainage facilities such as a pond, tank, vault, etc. To assist you in identifying components, refer to the definitions and sketches in this manuaL Check the appropriate column, "Yes" or "No", on the enclosed inspectionlmaintenance ' checklist, indicating whether the components for each facility type are on your property. NOTE: Most systems have both retention/detention (R/D) and conveyance system components (typically a conveyance system can contain a combination of bioswale(s), ditch(es), pipe(s), and catch basins). B. Inspection: Inspect all facilitieslcomponents checked "Yes" using in-house personnel or a vendor/contractor. Refer to this manual, which describes the City of Renton standards for each component and identifies possible maintenance problems with number and description. 4 ,�_ � , � Report the inspection results on the enclosed inspection/maintenance checklist in the following manner: • If the facility component already meets the standard, write "meets standard" in the space for that component. • If the component has a maintenance problem, list the problem number from this booklet in the space for that component. NOTE: If there is more than one component, list the component ID number (i.e., CB #3, CB #4, etc.) along with the problem number. You need only list components with problems in this case. Use the back sheet of the form or attach a separate sheet if necessary. C. Maintenance Work: If maintenance is required, have the work performed by in-house personnel or a vendor/contractor. On the inspection/maintenance checklist, check off that the wo►ic has been completed in the "Work Completed" column, and indicate the date completed. D. Certification: Provide the information indicated and sign under the certification section, certifying under penalty of perjury that the inspection has been performed, and either no maintenance needs were identified or the work was completed as indicated on the checklist. E. Submittal: The Town may require that you submit the inspection/maintenance checklist. Contact the Town for submittal requirements. See the Resource Listings on page 8 for contact information. 2. Be Safe! Use caution when entering or working around catch basins and manholes, and conform to confined space entry laws. Most inspections can be performed above ground. If confined space entry is required, it is recommended that you contract with a qualified vendor or contractor with confined space entry experience. Property owners are responsible for the safety of all persons, including in-house and vendorlcontractor personnel, performing confined space entry on their property under Washington Administrative Code (WAC)296-62-145, with is Part M, Chapter 62, Confined Spaces. This responsibility may involve undergoing an assessment of the property to determine whether a permit is required for confined space entry. Contact the Town for permit requirements. For information and assistance, contact Washington State Labor& Industries Consultation Program at (20fi) 281-5470. Information can also be found at http://www.lni.wa.gov. 5 3.Tools of the Trade Depending of the type of facility you have, some of the following tools may be of assistance in doing your own inspection: Task Tool Opening Manhole Cover • /2" Allen Wrench , Opening Stuck Lids/Grates • Crow Bar • Liquid Wrench Measuring Sediment Depths • Measuring rod (an 8-foot length of aluminum conduit marked at 1-foot intervals works well for most systems) • Tape or Chalk Measuring Storage Space/Sediment Depths • Tape Measure (12ft) Lifting Grates/Lids • Manhole Cover Hook Inspection from above ground • Mirror on a long handle Probing for catch basins/moving heavy • Straight-pointed bar objects General • Flashlight (6 volt lantem or halogen recommended) • Flat Screwdriver • Phillips Screwdriver • Shovel • Trash Can • Vice Grips • 10" Wrench • 15" Wrench 4 6 f��-: 4.Sedimerrt Estimatinq�he Most Common Task The most common maintenance problem encountered is excessive sediment level in a Type I or Type II Catch Basin. Please refer to this manual for information on other maintenance problems. Here is how to check the sediment level in a Type I or Type II Catch Basin: A. Remove the manhole cover/grate. Using a '/z-inch Alien wrench and a catch basin g�ate hook or crow bar. B. Identify the sump depth (water level). Using a probe or rod, identify the sump depth. This is done by inserting the rod through the water and sediment until it hits the bottom of the catch basin; water level will be visible for measurement upon removal. NOTE: Under normal conditions, the water level should be even with the outlet pipe. A higher level indicates a blockage in the outlet. (Refer to the booklet for more information) �,,,,� f C. Identity the sediment level. �� 1 Put the robe or rod in throu h the water until Top ofsediment Mark'newreference' � p g mark"reference" level at ground level it touches the top of the sediment. Mark it level at ground Measure difference in with relation to a stationary point in the catch reference levels to basin with tape or chalk (Position A). aece,�e�a�e�caepth 2) Put the probe or rod in through the water and sediment until it touches the bottom of the catch basin, and mark the probe with relation � to the same stationary point as in Item 1 "'�t��k '•'r" above (Position B). The difference between the two marks is the ' sediment depth. � 3) The water mark left on the rod is the "sump , depth". Measure the ratio of sediment depth � to sump depth to determine the allowable ' amounts. ' In Type I and Type II catch basins, the sediment ' must be removed if the sediment level exceeds one-third (1/3)of the sump depth (water level) ' in order to meet City of Renton and State of Washington standards. ; 7 Resource Listing If after consulting this manual you are still unsure whether a problem exists or the steps that need to be taken to correct the problem, please contact the City of Renton at one of the numbers below and ask for technical assistance. Jurisdiction: City of Renton (253) 591-5765 Other Project Contacts Developer: Renton Bible Church 931 Union Avenue NE Renton, WA 98059 Engineer: Baseline Engineering Inc 1910 64"'Avenue West Tacoma, WA 98466 Manufacturer/Supplier: Contech Stormwater Solutions 12021-B NE Airport Way Portland, OR 97220 (800) 548-4667 8 FACILITY KEY Use the table below along with the Site Map on the following page to identify the components of your storm drainage system. Then use the information in the Maintenance Components section of this manual to inspect and maintain your storm drainage system. Strom Drainage System Component Abbreviation A. Type I Catch Basin CB B. Type II Catch Basin TIICB F. Pipe/Culvert P/C L. Detention Vault DV R. StormFilter SF 9 A PORTION OF THE NE 1/4 SECTION 9, TOWNSHIP 23 NORTH, RANC� 5 EAST, W.M. R'�� KINC COUNTY, RENTON, WA. � - - � M GENERAL NOTE � I Q � I ( � � � • SURVEY DOIIE B!7RUp pSSOC1ATES(206)45�-071 t BpSELINE ENGMEENWG, 1 CB t, "rP 7 f � I�� I� � ��ED NO SURVEY WORK FOR THK PRO.IECT AND ASSU4E5 NO �. �(�.} �-7 STA. 10�35.22. t5.00'�1� R NSIBILITY FOR iHE$URrfY IIJFORWiION CONTANED HEREON. � � � _. .. . / y� .. ! 2. ENCMEERING pqAy�NG 6 BISEU UPoN A SrtE PLqN PREPMED BY � �� J A7PoCK NRCHELL MCHTEC75, I��)821-6090.AND IS FOR GR�DMC AND . � . - M`L� ryR . ! . � � NAGE O�Y. FOR CON57RUCf10N 0�SIDEWAIKS.E%TRUDED CIF2BING,AND � . . .. . . ,.:./ � � 3/� � SfOPS,RAMPS,ANp O7HER AftCHRECTURAL FEATURES.SEE THE ARCH7EC1'S FULLY DI4EN9p1�ED 97E PIAN. EN90 0 � ; E". ' � � � � J.CONTRACTOR NOT 70 INSTALt CURBS AT AW IANpNGS, ❑c_ o � _ � �� /� a � .. . z U : rt ...� r. ..�.- . w�I]�/� w /�/� ':... j �. W� . (~J � 1 . . ` � � �m .- .: �YGG.W �YZO.W � I I � �' $RXiiE FMILY W = l ... � "� •• ' �y� S�IIH 2. 2-�8'� R�SER �� ' .W 1 r+EsowcE a U _ �/ � _ . t . � ��;.�. � � 47L50, �. STA 13+ 67.16.22 RT STA 13+61.29,iST9' � Ce i. rr� , ��. a sp,m n.rmE z-s,• � �� jJ � . .. STA. :0+89 33.15.00'L'� � � . .- -. � C-8 STORY F�L1ER YH(6 CARTRIDGES) SUCO 1 1 ' :4'L x 5 DEEP �i�� I Z I .,...: �-, , t J �. ��- � . � � i �� STA 12+5&q,7.6Y qT STA +90.05,75.45 lT F - � W� � C-9 CONCRETE vAUL 9(#1 BY \ ' �� - Rql t9.90 OINERS.- -.,� � I �� m 0 10 20 40 � S88' 4d'�04.26"E 505. 5 � � . r.j ' __.__..__._.._. _. IE 16.80(6�5) '� ' �. � - � .., � ' m � � 'y✓. .. . . . � . . ._ � I � � . 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E -E-41d15�(g•N) � �N IE �f4.00. . � : . .FlNSH CRADE O.P�PE� --, . ......W7�E=l12.00. �� . .._ . :EX 10'SENER fR059NG - _ ,� ., _. .._ . . . ... ... .... . ....... .. . .. .. .. : . ... :... ... ...._ ... - ..... ... .. � .. , BQTTOY EIEY.-111.50 .... . ? ..... .-STA.13i90.59,0.00 RT.. � .. .. . . . -:... .... .._.. . .. � .... - - .._ � ��. 2 - , DANY Bf6V' .�.... .... .� ... ' ........... ... ...._ . . - .. ......... ...IE=109.19(10'N;S). .. . .. .. �..} . I00.0O 1�06 OP11f VI�pq11D �p � � �n � m' .N �O m� "�m m^ �n 0 �. �IA� , O9 m.n.uu rs caam. . . . . �- � • m o m a .c '�� Cap ag a$ p~ ag `� ' �. �3 .� Y� .� <. ~��b � � a�y befOre y0U �o+oo ,o+so „+oa „+so ,saoo �z+so ,a+oo ,a+sa u+oo „+sa ��9 CITY OF RENTON PROFILE - STORM LINE �o�„�,so�,�,`e SCALE: 1'=20'(H) WIUL6�' 1-8Q0-�424-�555�5� n��a ny: n��: �•=s�m �F� ��; Appmved by. Datr. �� u+e ELSINC uRln tOGnp6 9q1N 1[t�ON ARE MSIOpq1E 01Lr. ��7RIAD ASSOCNTES �� SHOWN � yt �T swi�nc co�m�cmas nc�o�seun ro oc�mwc nrt �uw"�""' CI TY OF RENTON BIBLE CHURCH >>/Z�/o� eucr�cnnrx�uu wazo�Ta�ounoi or�u E�me u�ow npproved by natr. '6`"' �� 973 UNION AVE ��,��,�,��a,�„��,�,� � �.. R E N i 0 N � reEai3Fnuna�s u�nc nur.0 oasn¢unu�s u�[vww 2 plr OF aENtoN cqeMENts n/17/m � �Ea. n�E o+cs�Ern�u[s No xc�ae9Un ra+�iuncs t an OF RENioN colwENis �� DATUM "a � �qr stp�pt ununES MOr sqw/w n+ok rqovrn�ouaaa .4pproved by Date: � ¢w r".�. Plannfng/Buiiding/Publit Works Devt. STORM DRAINAGE C-6 `""�`°`�""'°� '-°°o-`Z'-� NO. REVISION er DATE APPR � PLAN AND PROFILE � �6 w�14 � MAINTENANCE COMPONENTS A. Type I CatCh B1S111 (also referred to as Inlet) (See Figure A-1 in Appendix) Definition: An underground concrete, water receiving, inlet, rectangular in shape (approximately 3' x 2' x 4' deep)with a slotted iron grate on top to inlet water or a solid rectangular cover. Water may also enter/exit through culverts visible in the side walls of the basin. Maintenance Problem and Number: A.1 Trash 8 Debris (including Sediment) Blocking Water from Entering Basin: Trash or debris of more than %z cubic foot that is covering the catch basin grate or is blocking the inlet grate to basin by more than 20%. Maintenance Necessary to bring to Standard: Remove all trash and debris from the front of the catch basin inlet. If using a vendor or contractor, ensure that the vendor or contractor properly disposes of waste. If not using a vendor or contractor, call the Town for disposal information. A.2 Trash & Debris (including Sediment): Trash and debris (in the basin) that exceeds one-third the depth form the bottom of the basin to invert of lowest pipe into or out of the basin. This is the most common maintenance requirement. Maintenance Necessary to bring to Standard: Remove all trash and debris from the catch basin. If using a vendor or contractor, ensure that the vendor or contractor properly disposes of waste. If not using a vendor or contractor, call the Town for disposal � information. A.3 Trash & Debris (including Sediment): Trash and debris in any inlet or outlet pipe � blocking more than one-third of its height. Maintenance Necessary to bring to Standard: Remove all trash and debris from inlet and outlet pipes. If using a vendor or contractor, ensure that the vendor or contractor properly disposes of waste. If not using a vendor or contractor, call the Town for disposal information. A.4 Settlement/Misalignment: Basin settles more than 1 inch or has rotated more than 2 inches out of alignment. Maintenance Necessary to bring to Standard: Repair or replace basin to design standards. A.5 Structural Damage to Frame and/or Top Slab: Top concrete slab has holes larger than 2 square inches or cracks wider than '/2 inch (intent is to make sure all material is running into the basin through the grate). Maintenance Necessary to bring to Standard: Repair top slab so that it is free of holes and cracks. 11 � A.6 Frame Not Sitting Flush on Top Slab: i.e., separation of more than 3/< inch of the frame from the top slab. Maintenance Necessary to bring to Standard: Repair top slab so that it is free of holes � and cracks. A.7 Cracks in Basin WallslBottom: Cracks wider than '/2 inch, any evidence of soil �, particles or water entering the catch basin through cracks, or maintenance person ', judges that the structure is unsound. � �� Maintenance Necessa to brin to Standard: Re air or re lace basin to desi n � �Y 9 P P 9 , standards. --� A.8 Cracks in Basin Around InletlOutlet Culverts: Cracks wider than YZ inch at the joint of any inleUoutlet pipe or any evidence of soil particles or water entering the catch basin ' �� through cracks. (t Maintenance Necessary to bring to Standard: Repair or replace basin to design � standards. A.9 Fire Hazard: Presence of chemicals such as natural gas, oil and gasoline. Maintenance Necessary to bring to Standard: Remove flammable chemicals so that none are present. Call the Town for disposal info�mation. A.10 Pollution: Presence of any chemical pollution. Maintenance Necessary to bring to Standard: Remove contaminants so that none are � present. Call the Town for disposal information and notify them of the presence of .- chemical pollution. � A.11 Catch Basin Cover Not In Place: Cover is missing or only partially in place. Any open catch basin requires maintenance. � Maintenance Necessary to bring to Standard: Repair catch basin cover so that it is closed. A.12 Metal Grates -Safety Hazard: Grate with opening wider than 7/8 inch. Maintenance Necessary to bring to Standard: Repair grate opening so that they meet design standards. A.13 Metal Grates - Damaged or Missing: Grate is missing or has broken members. Maintenance Necessary to bring to Standard: Repair or replace grate so that it is in place and meets design standards. 12 � B. T e II Catch Basin also refened to as Manhole or Control Structure See YP ( ) ( Figure A-2 in Appendix) Definition: A round underground concrete basin (4'- 8' diameter, 6' deep or deeper), may contain a PROP (Flow Restrictor/Oil Pollution Control device). These basins are also required when larger diameter culverts are used. Maintenance Problem and Number: ' B.1 Trash & Debris (including Sediment) Blocking Water from Entering Basin: Trash or debris of more than YZ cubic foot that is covering the catch basin grate or is blocking the inlet grate to basin by more than 20%. Maintenance Necessary to bring to Standard: Remove all trash and debris from the front of the catch basin inlet. If using a vendor or contractor, ensure that the vendor or � contractor properly disposes of waste. If not using a vendor or contractor, call the Town for disposal information. B.2 Trash & Debris (including Sediment): Trash and debris (in the basin) that exceeds _ one-third the depth form the bottom of the basin to invert of lowest pipe into or out of the basin. This is the most common maintenance requirement. I Maintenance Necessary to bring to Standard: Remove all trash and debris from the catch basin. If using a vendor or contractor, ensure that the vendor or contractor � properly disposes of waste. If not using a vendor or contractor, call the Town for disposal information. B.3 Trash & Debris (including Sediment): Distance between trash and debris build- � up from the bottom of orifice plate is less than 1-1/2 feet. Maintenance Necessary to bring to Standard: Remove all trash and debris from the catch basin. If using a vendor or contractor, ensure that the vendor or contractor -- properly disposes of waste. If not using a vendor or contractor, call the Town for disposal information. B.4 Structural Damage to Frame andlor Top Slab: Top concrete slab has holes larger than 2 square inches or cracks wider than '/4 inch (intent is to make sure all material is � running into the basin through the grate). Maintenance Necessary to bring to Standard: Repair top slab so that it is free of holes and cracks. B.5 Frame Not Sitting Flush on Top Slab: i.e., separation of more than 3/4 inch of the frame from the top slab. Maintenance Necessary to bring to Standard: Repair top slab so that it is free of holes and cracks. 13 B.6 Cracks in Basin Walls/Bottom: Cracks wider than 1/2 inch and longer than 3 feet, any evidence of soil particles or water entering the catch basin through cracks, or maintenance person judges that the structure is unsound. Maintenance Necessary to bring to Standard: Repair or replace basin to design standards. B.7 Cracks in Basin Around Inlet/Outlet Culverts: Cracks wider than %Z inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles or water entering the catch basin through cracks. Connections to inlet/outlet pipe are not watertight and show signs of rust. Maintenance Necessary to bring to Standard: Repair or replace basin to design standards. Repair connection to pipe to become watertight. B.8 SettlementlMisalignment: Basin settles more than 1 inch or has rotated more than 6 ', inches out of alignment. Maintenance Necessary to bring to Standard: Repair or replace basin to design '� standards. B.9 Fire Hazard: Presence of chemicals such as natural gas, oil and gasoline. � Maintenance Necessary to bring to Standard: Remove flammable chemicals so that none are present. Call the Town for disposal information. � B.10 Pollution: Presence of any chemical pollution. ` Maintenance Necessary to bring to Standard: Remove contaminants so that none are present. Call the Town for disposal information and notify them of the presence of chemical pollution. � B.11 Catch Basin Cover Not In Place: Cover is missing or only partially in place. Any open catch basin requires maintenance. Maintenance Necessary to bring to Standard: Repair catch basin cover so that it is closed. � B.12 Metal Grates - Safety Hazard: Grate with opening wider than 7/8 inch. Maintenance Necessary to bring to Standard: Repair grate opening so that they meet design standards. B.13 Metal Grates - Damaged or Missing: Grate is missing or has broken members. _ Maintenance Necessary to bring to Standard: Repair or replace grate so that it is in place and meets design standards. 14 B.14 Metal Grates -Trash and Debris: Trash or debris that is blocking more than 20% of the � grate surface. Maintenance Necessary to bring to Standard: Remove all trash and debris from grate. B.15 Access Ladder- Unsafe: Ladder is unsafe due to missing rungs, misalignment, rust or cracks. Maintenance Necessary to bring to Standard: Repair ladder so that it is in place and � meets design standards and allows maintenance person safe access. � � � � � -� 15 F. Pipe / Culvert Definition: A conveyance culvert of varying diameter. May be constructed as concrete pipe (CP), reinforced concrete pipe (RCP), corrugated metal pipe (CMP), high density (smooth wall) polyethylene pipe (HDPP), ductile iron (DI), or corrugated high density polyethylene pipe (CPEP), or polyvinyl chloride pipe (PVC). Maintenance Problem and Number: � F.1 Sediment & Debris: Accumulated sediment or debris that exceeds 20% of the diameter of the pipe. Maintenance Necessary to bring to Standard: Clean pipe of all sediment and debris. F.2 Vegetation: Vegetation that reduces free movement of water through pipes. Maintenance Necessary to bring to Standard: Remove vegetation so water flows freely through pipes. ' F.3 Protective Coating Damage: Protective coating is visibly damaged, or rust is causing more than 50°/a deterioration to any part of the pipe. , Maintenance Necessary to bring to Standard: Repair or replace pipe. F.4 Joint or Culvert Misalignment: Joints are visibly misaligned, or culverts alignment is disrupted. Maintenance Necessary to bring to Standard: Realign or re-connect affected pipe. F.5 Pipe Damaged: Any dents that decrease the cross sectional area of the pipe by more than 20%. � Maintenance Necessary to bring to Standard: Repair or replace pipe. � 16 L. Other - Specific to Retention/Detention Vaults (see Fi9ure A-s in Appendix) Definition: A stormwater facility typically constructed of concrete, which provides underground storage of stormwater as part of a runoff quantity control system. Maintenance Problem and Number: � L.1 Sediment and Debris: Accumulated sediment depth exceeding 10% of the storage depth or '/2 length of the storage vault or any point depth exceeds 15% of the storage depth. Maintenance Necessary to bring to Standard: Remove all sediment and debris from the storage area. If using a vendor or contractor, ensure that the vendor or contractor property disposes of waste. If not using a vendor or contractor, call the City of Renton for disposal information. � L.2 Gaps between Vault/Pipe Section: Any cracks allowing material to enter into the � facility. Maintenance Necessary to bring to Standard: Seal all joints between vaulUpipe — sections. � L.3 Vault/Pi e -Structural Dama e: An art of the vault/ i e that is bent f h p g y p p p out o s ape more than 10% of its design shape. Maintenance Necessary to bring to Standard: Repair or replace vault/pipe to design standards. l 1� R. Stormwater Management StormFilter (see appendix c) Definition: See Appendix C for the manufacturer's description. Maintenance Problem and Number: see Appendix C for manufacturer's Operation and � Maintenance Guidelines for maintenance requirements and manufacturer's checklists. � 18 � �i � � �t I I........ . � � APPENDIX A � FIGURES Dimensions and features shown in these figures are for reference only and may differ between jurisdictions. Call the City of Renton for their standard dimensions and/or requirements for these figures. � 19 ' :a; _ F(GURE A-1 Type I Catch Basin � •'f ♦ . J J . . GRATE (May have sotid lid.) . � „ 11 � � 6, 12 or 24 inches � `�� S EXTENSION UNIT ::ii . �reS/ `?Si �2�� he s 42 inches BASE SECTION �o ..:�: :_ _:��; _,� _ . `�=�w- �°ws"..- ,y�=*' ;:��. :, .�>. ' ;Rx _��:_ �.:�. ._�,.. ;�.,�.,.� ..��s^?.. t:�s' :�'R=,� `� .-s.:... .�� ; FIGURE A-2 Type 11 Catch Basin � � • � (Round concr.ete structure) ; . ;. � - , , , 48, 54, 60, 72 or 96 inches � I � . � � � • � � � � � ,,,,:} � . � � . . � 4, /' `� \ �J� , A / � � A � f f - iy I � `/ \ / additional ladder rungs (n sets) to allow access to Type I! catch basin \, � tanks or vauits when �, � � � catch is fiiled with water PLAN VIEW not to scale frame, grate 8.solid cover � vertical bar grate for secandary iniet : �— handholds, steps or �— ladder T • I ouUet �— inlet � , , 1 P�Fe ,—_ F�Pe ! �— �— SECTION A-A , not to scale Elv � � 533 DEIENTTON VAULTS FIGURE 5.3.3.A TYPICAL DETENTION VAULT NOTE:All vautt areas must be within 50'of an access point I ------------ --�„ ouUetpipe I O Access opening 5� � � flow_ with OSHA .�...I;; I confined space 50� A waming � � � 10' I flow, �I ' � A ' S% I � i0------ ---�J ---r I � � 5'x 10'opening for vaufts 2000 sf optional � � � � PLAN VIEW or greater floor area 5'x 10' access vault � I I �S may be used in � � � lieu of top access � `—� � II �---- ames,grates and round solid covers II� marlced"DRAIN"with locking bofts. See KCRS dwgs.2-022,2-023 for spec'rfication , ' , � wall flange � � (typical) .•'DESIGN W.S.. .� :: 6"min. flow e — e O flow �\ restrictor � `—handholds, � � steps or ladder 6"sediment � ,; �2� e see KCRS dwg.2-011 storage � flow_ : 12� o - - - -<.� 2'min e �pacity of outlet pipe SECTION A-A ��2�m�� not less than developed 100-yr design flow NTS ..::.:. ...::.:.`:�: `:.: `-,: �:.:.` floor grate with 2'x 2' !.—4'minimum --.� NOTES: hinged access door (1"x 1/a"gatvanized 1.All metal parts must be corrosion resistant.Steel parts must be galvanized and metal bars) asphaft coated(Treatment I or better). 2.Provide water stop at all cast-in-place construction joints. Precast vaults shall have approved rubber gasket system. 3.Vaufts<10'wide must use removable lids. 4. Prefabricated vault sections may require stn�ctural modifications to support 5'x 10'opening over main vault.Altematively,access can be provided via a side�estibule as shown. 1998 Surface Water Design Manual 9/1l98 5-39 APPENDIX B INSPECTION/MAINTENANCE CHECKLIST � � PRIVATE DRAINAGE FACILITY INSPECTIONIMAINTENANCE CHECKLIST (Checklist content used with permission from the City of Port Orchard"Private Drainage Facility 2003 Maintenance ChecklisY') Property Name: Property Address: , (Please note any name and address changes on Page 3 of this Checklist} �I Property Owner or Managing Agent: Phone: I', I —Checklist Instructions for property owner/manager or maintenance vendor/contractor: 1. Refer to your site plan and component definitions in the Storm Drainage Maintenance Manual to determine which facilities you have on your property. (On the site plan, "CB" refers to catch basin, "CI"to curb inlet, "MH" to manhole, and "CMH" to control manhole.) 2. Within the appropriate facility type section check "yes" or "no" indicating whether you have each facility component on your property (i.e. Type 11 catch basin, pipe, etc.). i 3. Inspect each component for maintenance problems (refer to Storm Drainage Maintenance � Manual.) 4. In the "Meets Standard or Problems" column, list the applicable defect number (A.I, A.2, etc.) from the Storm Drainage Maintenance Manual or write "Meets Standard" if the component meets the standard at the time of the inspection. (NOTE: If there is more than one component for a facility type, list each component by its number on the site plan (CB-1, CB-2, etc.) along with the problem number. You need only list the components with problems in this case.) Use the back page of the form or add a separate sheet if necessary. 5. Perform maintenance on all facilities that have problems in order to bring them to the appropriate standard (refer to the Storm Drainage Maintenance Manual). 6. Check off work that has been completed and write in the date the work completed. 1 Facility Type Component(See standards booklet) Yes/No "Meets Standard' Work Compieted Or Problem Number ✓ Date Retention/Detention (R1D) 1. Detention A.Type I Catch Basin(Inlet) Definition: Underground B•Type II Catch Basin large-diameter pipe used F. Pipe/culvert to store runoff. Usually has access at both ends. L. Detention Vault Larger tanks may have intermediate accesses _ through Type II catch basin(s).Visible access may be through 36" diameter reducer. 2. Conveyance A.Type I Catch Basin(Inlet) Definition:Culverts,pipes, B�Type II Catch Basin ditches,catch basins,and F. Pipe/culvert manholes that pick up and convey runoff from buildings and parking areas to one of the above R/D facilities. 3. Infiltration (not including ponds) ' Definition: Underground perforated pipe,tank,or vault system that allows runoff to percolate back into surrounding soil. Some may have associated Type I Catch Basins,Type II Catch Basins(Manholes),or elements to facilitate inspection and cleaning. Facility Type Component(See standards booklet) Yes/No "Meets Standard" Work Completed Or Problem Number ✓ Date Water Qualitv 4. Filtration System R.Stormwater Management StormFilter Definition:A system of cartridges filled with a (See Appendix C for manufacturer's Operation variety of filter media that and Maintenance Guidelines for maintenance are usually contained in requirements and manufacturer's checklists) vaults or manholes. 2 li� «xc, ��-�Ctlf C8t1017 I, the undersigned, do hereby certify under penalty of perjury, that the inspection has been performed, the materials have been furnished, the services rendered, and/or the labor perFormed as deemed necessary from the inspection to meet City of Tacoma standards and as indicated above. Signature (Owner/Managing Agent) Service Contractor Name Printed Name Representative's Signature Date Date PLEASE NOTE ANY CHANGES IN OWNERSHIPlMANAGING AGENT OR COMMENTS IN THE SPACE PROVIDED BELOW: 3 APPENDIX C CONTECH STORMWATER SOLUTIONS MH STORMFILTER ��i��E�� i`'�t��i�1 � "`_'�-�� ■ "`� -� Operation and Maintenance STC3RRltU1t�1TER SQLUTiOIVS.� The Stormwater requirements for treating runoff in compliance with the Clean Water Act. Management StormFilter° Through independent third party studies, it Vault, Cast-In-Place, and Linear Units has been demonstrated that the StormFilter � is highly effective for treatment of first flush flows and for treatment of flow-paced flows lmportant: These guidelines should be used during the latter part of a storm. In general, as a part of yoursite stormwater the StormFilter's efficiency is highest when management plan. pollutant concentrations are highest. The primary non-point source pollutants targeted Description for removal by the StormFilter are: The Stormwater Management StormFilterC� suspended solids (TSS), oil and grease, (StormFilter) is a passive, flow-through, soluble metals, nutrients, organics, and stormwater filtration system. The system is trash and debris. comprised of one or more vaults that house rechargeable, media-filled, filter cartridges. Sizing The StormFilter works by passing The StormFilter is sized to treat the peak stormwater through the media-filled flow of a water quality design storm. The cartridges, which trap particulates and peak flow is determined from calculations adsorb materials such as dissolved metals based on the contributing watershed and hydrocarbons. Once filtered through the hydrology and from a design storm media, the treated stormwater is directed to magnitude set by the local stormwater a collection pipe or discharged into an open management agency. The particular size of channel drainage way. a StorrnFilter unit is determined by the number of filter cartridges (see Figure 1) , The StormFilter is offered in multiple required to treat this peak flow. configurations, including vault, linear, catch basin, manhole, and cast-in-place. The The flow rate through each filter cartridge is vault, linear, manhole, and catch basin adjustable, allowing control over the amount models utilize pre-manufactured units to of contact time between the influent and the ease the design and installation processes. filter media. The maximum flow rate ' The cast-in-place units are customized for through each cartridge can be adjusted to la�ger flows and may be either covered or between 5 and 15 gpm using a calibrated uncovered underground units. restrictor disc at the base of each filter cartridge. Adjustments to the carfridge flow Purpose rate will affect the number of ca�tridges The StormFilter is a passive, flow-through, required to treat the peak flow. stormwafer filtration system designed to improve the quality of stormwater runoff from the urban environment before if enters receiving waterways. It is intended to function as a Best Management Practice (BMP) to meet federal, sfate, and local 02006 CONTECH Stormwater Solutions Toll-free:800.548.4667 1 of 9 contechstormwater.com Vault,CIP ar.d Linear StermFilter Operation and Maintenance Guidelines � O� Basic Function the entire filter cartridge is used to filter The StormFilter is designed to siphon �✓ater throughout the duration of the storm, stormwater runoff through a filter cartridge regardless of the water surface elevation in containing media. A variety of filter media is the unit. This siphon continues until the available and can be customized for each Water surface. elevation drops to the _ site to target and remove the desired levels elevation of the hood's scrubbing of sediments, dissolved phosphorus, �egulators. dissolved metals, organics, and oil and The cartridges are connected to the under- grease. In many cases, a combination of drain manifold with a plastic connector. media is recommencfed to maximize the Since some media used is potentially effectiveness of the sformwater pollutant buoyant, a threaded connector affixed to the removal. under-drain manifold (with glue or other r �-R ,��T,� adhesive) is necessary to ensure that the � cartridge isn't lifted out of place. For the `�a�� -�.°°�"" heavier compost media, a slip connector is ..� � �, r --��' ; <� � w4.� used. _. � � � '. e��. : The StormFilter is also equipped with flow ,.,_,,,,,� �, �� ._�� spreaders that trap floating debris and �x ,� ;�� ,. .-�_ surface films, even during overflow �� d---:��_ "�"`°" conditions. Depending on individual site �""�" : � �" " � characteristics, some systems are equipped �� ' - with high and/or base flow bypasses. High �" ��-- flow bypasses are installed when the calculated peak storm event generates a '�'��""' flow that overcomes the overflow capacity of Figure 1. The StormFilter Cartridge the system.� This is especially important for precast systems. Base flow bypasses are sometimes installed to bypass continuous Priming System Function inflows caused by ground water seepage, When stormwater in the StormFi(ter unit which usually do not require treatment. All enters a StormFilter cartridge, it percolafes StormFilter units are designed with an horizontally through the ca�tridge's filter overflow. The overflow operates when the media and collects in the center tube of the inflow rate is greater than the treatment cartridge, where the float in the cartridge is capacity of the filter cartridges. in a closed {downward) position. `✓Vater continues to pass through the filter rnedia and into the cartridge's center tube. The air in the cartridge is displaced by the �vater and purged from beneafh the filter hood through the one-way check valve located in the cap. Once the center tube is filled with water (approximately 18 inches deep), there is enough buoyant force on the float to open the float valve and allow the treated water in the center tube to flow into the under-drain manifold. This causes the check �alve to close, initiating a siphon that draws polluted water throughout the full surface area and volume of the filter. Thus, �2006 CONTECH Stormwater Solutions Toll-free:800.548.4667 2 of 9 con:=chstcrmwa:eccom Vaw,,CIP and Lirear StormFi.ter Operation and Maintenance Guidelines [ 03 Maintenance Guidelines Two scheduled inspections/maintenance . activities should take place during the year. The primary purpose of the StormFilter is to First, an inspection/minor maintenance filter out and prevent pollutants from activity should be done. During the minor entering our waterways. Like any effective maintenance activity (routine inspection, filtration system, periodically these debris removal), the need for major pollutants must be removed to restore the maintenance should be determined and, if StormFilter to its full efficiency and disposal during major maintenance will be effectiveness. required, samples of the sediments and Maintenance requirements and frequency media should be obtained. are dependent on the pollutant load Second, if required, a major maintenance characteristics of each site. activify (replacement of the filter cartridges and associated sediment removal) should Maintenance activities may be required in be performed. the event of a chemical spill or due to � excessive sediment loading from site In addition to these two scheduled activities, erosion or extreme storms. It is also good it is important to check the condition of the practice to inspect the system after severe StormFilter unit after major storms for storm events. damage caused by high flows and for high sediment accumulation that may be caused Types of Maintenance by localized erosion in the drainage area. It may be necessary to adjust the Presently, procedures have been developed maintenance activity schedule depending for two levels of maintenance: on the actual operating conditions • Inspection/minor maintenance encountered by the system. • Major maintenance. In general, minor maintenance activities will occur iate in the rainy season, and major Inspectionlminor maintenance activities are maintenance will occur in late summer to combined since minor maintenance does early fall when flows into the system are not I not require special equipment and typically likely to be present. � little or no materials are in need of disposal. Inspection/minor maintenance typically Maintenance Activity Frequency involves: The primary factor controlling timing of maintenance for the StormFilter is • Inspection of the vault itself sedimentation. • Removal of vegetation and trash and debris. Major maintenance typically includes: • Cartridge replacement • Sediment removal Important: Applicable safety (OSHA) and disposal regulations should be followed during all mainfenance activities. Maintenance Activity Timing 02006 CONTECH Stormwater Solutions Toll-free:800.548.4667 3 of 9 contechstortnwater.com VauK,CIP and Linear StormFitter Operation and Mzi�tenance Guidelines ' l0� 4 .� . . . . . . � �r�� • '?..�,.� - _ j �4 properly functioning system will remove -The recommended initial freq.uency for solids from water by trapping particulates in inspecfion/minor maintenance is two times the porous structure of the filter media. The per year for precast units. StormFilter units flow through the system will naturally should be inspected after all major storms. decrease as more and more solids are �ediment removal and cartridge trapped. Eventually the flow xhrough the replacement on an annual basis is system will be low enough to require recommended until further knowledge is replacement of the cartridges. It may be gained about a particular system. possible to extend the usable span of fhe cartridges by removing sediment from Once an understanding of site upstream trapping devices on an as-needed characteristics has been established, basis in order to prevent material from being maintenance may not be needed for one to re-suspended and discharged to the two years, but inspection is warranted. syste m. � Maintenance Methods Site conditions greatly influence maintenance requirements. StormFilter Inspection/Minor Maintenance units located in areas with erosion or active construction should be inspected and The primary goal of a maintenance maintained more often than those in fully inspection is to assess the condition of the stabilized areas. ca�tridges relative to the level of sediment loading. It may be desirable to conduct this The maintenance frequency may be inspection during a storm fo observe the adjusted as additional monitoring relative flow through the filter cartridges. If information becomes available during the the submerged cartridges are severely inspection program. Areas that develop plugged, large amounts of sediments will be known problems should be inspected more present and very little flow will be frequently than areas that demonstrate no discharged from the drainage pipes. If this problems, particularly after large storms. is the case, it is likely that the cartridges need to be replaced. Ultimately, inspection and maintenance activities should be scheduled based on the Warning: In the case of a spill,�the worker historic records and characteristics of an should abort maintenance activities until the individual StormFilter system. It is proper guidance is obtained. Notify the recommended that the maintenance agency local hazard control agency and CONTECH develop a database to properly manage Stormwater Solutions immediately. StormFiiter maintenance programs. Prior to the development of the To conduct an inspection and/or minor maintenance database, the following �aintenance: maintenance frequencies should be followed: Important: Maintenance must be perFormed by a utility worker familiar with StormFilter Inspection/minor maintenance unifs. • One time per year • After Major Storms 1. If applicable., set up safety equipment to protect pedestrians from fafl hazards . Major maintenance due to open vault doors or when work is • One time per year being done near walkways or roadways. • In the event of a chemical spill 2. Visually inspect the e�cternal condition of the unit and take notes concerning Frequencies should be updated as required. defects/problems. 02006 CONTECH Stormwater Solutions Toll-free:800.548.4667 4 of 9 conte:.t:stormwa!eccom Vautt,CIP and Li��ear Sio�nFiRer Operation and Maintenance Guidelines Lo5 3. Open the doors to the vault and allow Replacement cartridges will be delivered to the system to air out for 5-10 minutes. the site. Information concerning how to obtain the replacement cartridges is 4. Without entering the vault, inspect the available from CONTECH Stormwater inside of the unit, including components. Solutions. 5. Take notes about the external and Warning: In fhe case of a spill, the worker internal condition of the vault. should abort maintenance activities until the proper guidance is obtained. Notify the Be sure to record the level of sediment local hazard control agency and build-up on the floor of the vault, in the CONTECH Stormwater Solutions forebay, and on top of the cartridges. If immediately. flow is occurring, note the level of water and estimate the flow rate per drainage To conduct cartridge replacement and pipe. Record all observations. sediment removal maintenance: 6. Remove large loose debris and trash 1. If applicable, set up safety equipment to using a pole with a grapple or net on the protect pedestrians from fall hazards end. due to open vault doors or when work is being done near walkways or roadways. 7. Close and fasten the door. 2. Visually inspect the external condition of 8. Remove safety equipment. the unit and take notes concerning defects/problems. � 9. Make notes about the local drainage area relative to ongoing construction, 3. Open the doors to the vault and allow erosion problems; or high loading of the system to air out for 5-10 minutes. other materials to the system. 4. Wthout entering the vault, give the 10. Finally, review the condition reports from inside of the unit, including components, the previous minor and major a general condition inspection. maintenance �isits, and schedule cartridge replacement if needed. 5. Make notes about the external and internal condition of the vault. Major Maintenance Give particular atterition to recording the Depending on the configuration of the level of sediment build-up on the floor of particular system, a worker may be required the vault, in the forebay, and on top of to enter the vault to perform some tasks. the internal components. Important: If vault entry is require.d, OSHA 6. Remove large loose debris and trash rules for confined space entry must be using a pole with a grapple or net on the followed. end. Filter cartridge replacement should occur 7. Using a boom, crane, or other device during dry weather. It may be necessary to (dolly and ramp), offload the plug the filter inlet pipe if base flows exist. replacernent cartridges (up to 150 Ibs. Standing water present in tf�e vault should each) and set aside. be regarded as poflufed and should be 8. Remove used ca�tridges from the vault contained during this operation by using one of the following methods: temporarily capping the manifold connectors. 02006 CONTECH Stormwater Solutions Totl-free:800.548.4667 5 of 9 contechstormwater.com Vault,CIP and Lmear StormFiYer Opzration and Utaintznar�cz GuidelL��s � OY Important: This activity will require that a. Unscrew the cartridge cap. workers enter the vault to remove the � cartridges from the drainage system. b.Remove the cartridge hood. Method 1: c.Tip the cartridge on its side. a. Using an appropriate sling, attach Important: Note thaf cartridges fhe cable from fhe boom, crane, or containing media other than the feaf tripod to the cartridge being media require unscrewing from their removed. Contact CONTECH threaded connecto�s. Take care not Stormwater Solutions fbr to damage the manifold connectors. specifications on appropriate This connector should remain attachment devices. installed in the manifold and capped if necessary. This acfivity will require that workers enter the vault to remove the d. Empty the ca�tridge onto the vault . cartridges from the drainage sysfem floor. and place them under the vault ' opening for lifting. e. Set the empty, used cartridge aside or load onto the hauling truck. Important: Note that cartridges containing media other than the leaf f. Continue steps a through e until media require unscrewing from their all cartridges have been removed. threaded connectors. Take care not � to damage the manifold connectors. 9. Remove deposited sediment from the � This connector should remain floor of the vault and, if large amounts insfalled in the manifold and capped are present, from the forebay. This can if necessary_ usually be accomplished by shoveling the sediment into containers, which, � b. Remove the used cartridges once full, are lifted mechanical�y from (250 Ibs. each) from the vault. the vault and placed onto the hauling truck. If Method 2 in Step 8 is used to lmportant: Care must be used to empry the cartridges, or in cases of avoid damaging the car�ridges extreme sediment loading, a vactor during removal and installation. The truck may be required. cost of repairing components � d-amaged during maintenance will be 10. Once the sediments are removed, the responsibility of �the owner assess the condition of the vault and the unless CONTECH Stormwater condition of the manifold and Solutions performs the maintenance connectors. The connectors are short activities and damage is not related secfions of 2-inch schedule 40 PVC, or to discharges to the system. threaded schedule 80 PVC that should , protrude above the floor of the vault. c. Set the used cartridge aside or a. If required, apply a light coating of load onto the hauling truck. FDA approved silicon grease to the . outside of the exposed porfion of d.Continue steps a through c until the connectors. This ensures a a(I cartridges have been removed. watertight connection between the cartridge and the drainage pipe. Method 2: b. Rep(ace any damaged connectors. 11_ Using the boom, crane, or tripod, lower and install the new cartridges. Once 02006 CONTECH Stormwater Solutions Toll-free:800.548.4667 6 of 9 coniechsto�wa,er.com VauR,CI?and Linear StormF;fter Operetion and Maintenance Guidelines � �� -� again, take care not to damage Material Disposal II connections. �� The accumulated sediment found in ' 12. Close and fasten the door. stormwater treatment and conveyance � systems must be handled and disposed of 13. Remove safety equipment. in a manner that will not allow the material - to affect surface o� ground water. It is 14. Make notes about the local drainage possible for sediments to confain area relative to ongoing construction, measurable concentrations of heavy metals erosion problems, or high loadings of and organic chemicals (such as pesticides ' other materials to the system. and petroleum products). Areas with the greatest potential for high pollutant loading 15. Finally, dispose of the residual materials include industrial areas and heavily traveled in accordance with applicable roads. regulations. Make arrangements to return the used cartridges to CONTECH Sediments and water must be disposed of Stormwater Solutions. in accordance with all applicable waste disposal regulations. it is not appropriate to Related Maintenance Activities discharge untreated materials back to the (Performed on an as-needed basis} stormwafer drainage systern. StormFilter units are often just one of many Part of arranging for maintenance to occur components in a more comprehensive ' stormwater drainage and treatment system. should include coordination of disposal of The entire system may include catch solids (landfill cQordination) and liquids basins, detention vaults, sedimentation �municipal vacuum truck decant facility, vaults and manholes, detentionlretention local wastewater treatment plant, on-site ponds, swales, artificial wetlands, and other treatment and discharge). misceflaneous components. Owners should contact the local public In order for maintenance of the StormFilter works department and inquire about how to be successful, it is imperative that all the department disposes of their street other components be properly maintained. Waste residuals. CONTECH Sto�mwater The maintenance/repair of upstream facilities should be carried out prior to Solutions will determine disposal methods StormFilter maintenance activities. or reuse of the media contained in the cartridges. If the material has been ' In addition to considering upstream contaminated with any unusual substance, facilities, it is also important to correct any the cost of special handling and disposal problems identified in the drainage area. will be the responsibility of the owner. Drainage area concerns may include: � erosion problems, heavy oil and grease loading, and discharges of inappropriate materials. 002006 CONTECH Stormwater Solutions Toll-free:800.548.4667 7 of 9 ca�techstorrr.water-com VauR.CIP and Linear StormFilter Operation and Maintenance Guidelines � V� • • - • � • � - Date: Personnel: Location: System Size: System Type: Vault Cast-in-Place Linear System Observations Media Mbnths in Service: . Oil and Grease in Forebay: Yes No Sediment Depth in Forebay: Sediment Depth on Vault Floor: � Structural Damage: Estimated Flow from Drainage Pipes (if available): �artridges Submerged: Yes No How Deep: StormFilter Minor Maintenance Activities (check off if done and qive description) Trash and Debris Removal: Minor Structurai Repairs: Drainaqe Area Report Excessive Oil and Grease Loading: Yes No Source: Sediment Accumulation on Pavement: Yes No Source: Erosion of Landscaped Areas: Yes No Source: Items Pleeding Further Work: Other Comments: Review the condition reports from the previous minor and major maintenance visits. �2006 CONTECH Stormwater Sofutions Toll-free:800.548.46fi7 8 of 9 �oniechstormwater.com Vault,CIP and Linear StormFitter Operation and Maintenance Guidefines �O 1 • • - � • - • - - � - Date: Personnet: Location: System Size: . . System Type: Vault Cast-In-Place Linear List Safety Frocedures and Equipment Used: System Observations Media Months in Service: Oil and Grease in Forebay: Yes No Sediment Depth in Forebay: Sediment Depth on Vault Floor: Structural Damage: � , Drainaqe Area Report Excessive Oil and Grease Loading: Yes No Source: Sediment Accumulation on Pavement: Yes No Source: Erosion of Landscaped Areas: Yes No Source: StormFilter Cartridqe Replacement Maintenance Activities Remove Trash and Debris:Yes No Details: Replace Cartridges: Yes No Details: Sediment Removed:Yes No Details: Quantity of Sediment Removed (estimate?): Minor Structural Repairs: Yes No Defails: Residuals (debris, sediment) Disposal Methods: Notes: 02006 CONTECH Stormwater Solutions Toll-free:800.548.4667 9 of 9 cor.te;hstortnwater.com Vault,CIP and Linear StonnFilter Operation and Maintenance Guidelines � �u