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SWP272330(4)
SWP-27-2330 MONROE AVE NE STORM SYSTEM OVERFLOW PROJECT DRAINAGE ANALYSIS Prepared by: City of Renton Public Works Department Surface Water Utility, Daniel Carey Project Constructed October 2007 Report Finalized March 2010 i 0R1601VAL CbPy Duvall Ave NE. Union Ave NE Drainage Report Table of Contents Section Page 1 - Location and Existing Conditions 1 2 — Drainage Basins and Runoff Analysis 4 3 — New Overflow Design and Backwater Analysis 6 Figures Project Vicinity, Location Nov. 6, 2006 Rainfall Figures Photos: May 17, 1996, Nov. 11, 2006, Nov. 9, 2006 Oct. 6, 2007 2007 As-built Plans, Monroe Ave NE Overflow, D-2330 Appendices A — Easements B — Existing Drainage System C — Infiltration System D — 1997 Overflow System E — Drainage Basin Analysis F — 2007 Overflow System, Backwater Analysis SECTION 1 - LOCATION AND EXISTING CONDITIONS A. Site Location The Monroe Ave NE project is located in the Renton highlands on the Monroe Ave NE, about 500 feet south of the intersection of NE 4th St and Monroe Ave NE. See Project Vicinity and Project Location figures at the end of the report. B. Purpose/Background The purpose of the project is to provide an additional overflow pipe from the 36-inch pipe in Monroe Ave NE into the gravel pit (the Upper Balch Pit) on the west side of Monroe Ave NE to reduce the potential for storm system overflow in Monroe Ave NE. On May 16, 1994 a large storm event caused the drainage system in Monroe Ave NE, south of NE 4th St, to overflow. The water flowed to the west to Alexander's Auction Barn property, then south down the side of the gravel pit causing erosion and loss of soil. See the erosion photos at the end of the report. To address the flooding issue the City entered into the Nov. 21, 1996 agreement with the owner of the gravel pit (La Pianta Limited Partnership) for a Temporary Easement to construct an overflow pipe into the gravel pit on the west side of Monroe Ave. An 18-inch overflow pipe was installed by the City in 1997. On Nov. 6, 2006 3.29 inches of rain was recorded at the Seattle-Tacoma airport. The rain gage at the City Shops recorded 3.54 inches of the 24-hour period of November 6th. The rainfall had an unusually long intensity of about 0.25 inches per hour for about 7 hours, from about 7:00 am through 2:00 pm. The typical design storm peak intensity lasts for only about 2 hours. See the City Shops rain gage graphs at the end of the report. The prolonged period of steady rainfall on Nov. 6, 2006 caused the storm system in Monroe Ave NE, south of NE 4th St, to overflow. The water flowed to the west through the parking lot in the new McDonald's restaurant, then to the south into the gravel pit, causing erosion and loss of soil on the slope. The City decided to add a new overflow pipe reduce the potential for the drainage system to overflow out of catch basin. This report addresses the analysis and design of the new overflow system. A 24-inch overflow pipe was installed by the City in October 2007. Easements: Appendix A contains copies of the easements for the two overflow projects: • Nov. 21, 1996 Temporary Easement for Surface Water Drainage Overflow • May 30, 2006 Amendment to Temporary Easement • Sept. 26, 2007 Amendment to Temporary Easement H:\File Sys\SWP-Surface Water Projects\SWP-27-Surface Water Projects(CIP)\27-2330 Monroe Ave Overflow\1112 Hydraulic Report-Notes\100316a DRAFT Monroe Hydraulic Report.doc Page 1 C. Existing Drainage Systems See Appendix B for information and plans The June 21, 1994 Memo to the City Council provides background information on the May 16, 1994 flooding event and City design standards at that time. Photographs of the overflow and erosion on the north side of the pit dated May 17, 1996 and on Nov. 11, 2006 are included at the end of the report. The existing storm system in Monroe Ave NE consists of a 36-inch diameter pipe installed in 1982. See City Plans titled "Monroe Ave NE, NE 4th St to NE 2nd St", file number R-1516, also TED401516. Note that the survey datum for the plans is NGVD 1929, which is 3.58 feet lower than the datum now in use, NAVD 1988. The 36-inch system was designed to act as an infiltration system. The system stopped at the last catch basin with the pipe about 19 feet underground. About 852 linear feet of pipe from N 2nd St to the end of the line next to the City Shops is noted as perforated pipe. In 2002 about 304 feet of 48-inch CPEP pipe was added to the end of the system (SWP-27- 2922, NE 2nd St Storm Line Extension). The new CPEP pipe was not perforated. 36-inch Storm System Infiltration Evaluation: See Appendix C for plans and notes The infiltration system was evaluated to determine the approximate infiltration capacity of the existing 36-inch pipe. Based on the 1982 plans it appears that 852 feet of the 36-inch pipe was perforated to allow infiltration. The 36-inch pipe also would provide 2514 linear feet of storage for a total capacity of 17,770 cubic feet. Infiltration tests were performed in 1992 for the private storm system located in the Greenwood Cemetery east of Monroe Ave NE (City file number SWP272082, D-2082, Greenwood Cemetery Gravel Pit). The infiltration tests for the cemetery showed permeability results ranging from 2x10-5 ft/sec to 8x10-3 ft/sec. A spread sheet was developed using Darcy's Law, Q=kiA for infiltration (see appendix). The infiltration capacity (Q) of 850 feet of 36-inch pipe was calculated assuming various hydraulic conductivity (k) values for a sandy soil. Infiltration systems can clog and become less permeable over time. The type and quality of the soil the pipe is located in is not known. Based on the Greenwood infiltration results the capacity of the 36-inch pipe could be 40 cfs. Using conservative assumptions, and based on the occasional overflow of the existing system, it seems likely that the actual infiltration capacity of the 36-inch pipe may be in the range of 10 to 20 cfs (the range for relatively clean uniform sand). That range would allow the storm system to infiltrate runoff from normal, low intemsity, storms, but it may overflow during more intense rainfall events after the storage volume in the pipe is filled. 1997 Overflow Construction: See Appendix D for plans and notes H:\File Sys\SWP-Surface Water Projects\SWP-27-Surface Water Projects(CIP)\27-2330 Monroe Ave Overflow\1112 Hydraulic Report-Notes\100316a DRAFT Monroe Hydraulic Report.doc Page 2 In 1997 an 18-inch diameter HDPE pipe was installed at the existing catch basin at station 6+51, about 651 feet south of NE 4th St to act as an overflow for the infiltration system. Elevations from the old plans were converted to NAVD 1988 by adding 3.58 feet, and the elevation of the 18-inch pipe in the catch basin was verified in the field. All elevations given below are based on NAVD 1988. The invert elevation of the existing 18-inch pipe is 339.13. The low point in Monroe Ave is at the catch basin at station 2+76, across from the McDonalds driveway. The elevation of the curb at the McDonalds driveway is 340.12. Based on the relative elevations the water level in the overflow pipe would be about 1.0 feet deep before water in the street would start to overtop the curb at the driveway. An 18-inch HPDE has an inner diameter (ID) of about 16-inches. Using a pipe inlet control nomograph, at a water depth of 1.0 feet the existing 18-inch overflow pipe would have a flow capacity of 3.0 cfs. H:\File Sys\SWP-Surface Water Projects\SWP-27-Surface Water Projects(CIP)\27-2330 Monroe Ave Overflow\1112 Hydraulic Report-Notes\100316a DRAFT Monroe Hydraulic Report.doc Page 3 SECTION 2 - DRAINAGE BASINS AND RUNOFF ANALYSIS See Appendix E for plans and notes A. Soils The Soil Conservation Service Soil Survey for King County classifies the soils in the drainage basin as Arents, Alderwood Material (An, AmC), brown to dark brown gravelly sandy loam. Arents (An) is described as gravelly or very gravelly sandy loam. Permeability is described as rapid. Arents, Alderwood (AmC) is described as dark gray brown to dark yellowish brown. Permeability in the upper disturbed soil ranges from moderately rapid to moderately slow. Permeability in the deeper substratum is described as very slowly permeable. The King County Surface Water Manual considers Alderwood soils as hydrogroup C, which is considered as Till for the King County Runoff Time Series Model (KCRTS). B. Drainage Basin Analysis The Surface Water Utility delineated the drainage basin for the Monroe Ave storm system by evaluating the topography and the existing storm water systems. The drainage basin area is about 170 acres. A figure showing the basin is included in the appendix. Current land use and zoning information was placed on the drainage basin figure. The main land uses are R-8 (8 du/ac), R-10 (10 du/ac), R-MF (multifamily), CA (commercial arterial). Several typical areas in R-8, R-10, and R-MF zones were measured to determine the typical percentage of pervious (grass) and impervious areas. Streets were included in the measurements. The results are given in the appendix and are summarized below: Monroe Ave NE Drainage Basin Zoning / Land Use Effective Till Till Outwash Wetland Total Percent Imperv. Forest Grass Grass Imperv. Area (ac) (ac) (ac) (ac) (ac) ac R-10, 34.1 11.4 45.5 75% R-MF multi-family R-8 47.0 31.4 78.4 60% CA 43.8 2.3 1 46.1 1 95% Totals 125.0 45.0 1 170.0 1 74% K\File Sys\SWP-Surface Water Projects\SWP-27-Surface Water Projects(CIP)\27-2330 Monroe Ave Overflow\1112 Hydraulic Report-Notes\100316a DRAFT Monroe Hydraulic Report.doc Page 4 C. Runoff Analysis and Results The project was analyzed for existing conditions development and flows using the King County Runoff Time Series (KCRTS) model. The latest City zoning map and aerial photo were used to determine the land use conditions for each zoning area, as noted in the previous section. Since the area is highly developed no changes in zoning or impervious area were made for the analysis. The land use information for each different soil type and land use condition was entered into the KCRTS models to determine the peak flows from the drainage basin to the 36-inch pipe in Monroe Ave NE. The KCRTS model is a continuous simulation model that uses eight historical storm events to model runoff. The model output provides peak flow for the 100-year through a 1.1-year storm event. The KCRTS model output is given in the appendix. Because of the large size of the basin the 1-hour time step was used for the KCRTS model. Previous analyses performed by the SWU for other projects with large drainage basins showed that using the 15-minute time step produced peak flows several magnitudes higher than the 1-hour time step. In those cases the peaks flows from the 15-minute time step did not correlate with previous runoff analyses for those basins, and with actual flow monitoring results and calibration done in those basins. The KCRTS model results for the basins are summarized below: Monroe Ave NE Drainage Basin Existing Conditions Runoff Peak Flow Peak Flow Peak Flow 10-Year, 24-Hour 25-Year, 24-Hour 100-Year, 24-Hour Entire Basin 4 1.1 cfs 46.5 cfs 68.6 cfs H:\File Sys\SWP-Surface Water Projects\SWP-27-Surface Water Projects(C I P)\27-2330 Monroe Ave Overflow\1112 Hydraulic Report-Notes\100316a DRAFT Monroe Hydraulic Report.doc Page 5 SECTION 3 - NEW OVERFLOW DESIGN and BACKWATER ANALYSIS A. New Overflow Design: See Appendix F for calculations, and notes. The new 240-inch overflow system was analyzed and designed in the spring and summer of 2007. The overflow was constructed in October 2007. The new overflow system consists of a new catch basin installed about 23 feet south of the existing catch basin at station 6+51, and a 24-inch HDPE pipe that runs to the west down the side of the gravel pit. The new overflow is located about 15 feet south of the existing 18-inch overflow (see plans at the end of report). The new 24-inch pipe has an invert elevation of 336.5 in the catch basin. The elevation of the curb at the McDonalds driveway was 340.12. The water level in the new 24-inch overflow pipe would be about 3.6 feet deep before water in the street would start to overtop the curb at the driveway. The 24-inch HDPE (outer diameter) has an inner diameter of about 21 inches. Using a pipe inlet control nomograph, at a water depth of 3.6 feet the 24-inch HDPE overflow pipe would have a flow capacity of 13.1 cfs. Using the inlet control nomograph the combined capacity of the 18- and 24-inch pipes with the water level equal to the curb elevation (340.12) is 2.6 cfs + 13.1 cfs for a total capacity of 15.7 cfs. B. Backwater Analysis Method and Results The capacity of the existing conveyance system in Monroe Ave NE was analyzed using the King County Surface Water Management Backwater Analysis Program "BWPIPE". This program computes the backwater elevation at each structure for a range of flows using inlet, outlet, and system head losses. For the analysis the storm system in Monroe Ave NE was modeled from the existing catch basin at station 6+51 (Pipe 1) to the north to NE 4th St (Pipe 5). A free outfall pipe was assumed at the end of Pipe 1. See the pipe layout figure and the model results in the appendix. The drainage system was analyzed to determine the amount of flow that resulted in overflow at a catch basin. The first backwater model run was to check the ideal condition if the existing 36- inch pipe was able to have a free outfall. For the 36-inch pipe the BWPIPE model showed overflow occurring in Pipe 5 at 60 cfs. A second model run was made using a new 18-inch outfall (16-inch ID) for Pipe 1 at an invert elevation of 335.6. The model results showed overflow occurring at Pipe 2 (the CB next to McDonalds) at 14.0 cfs. The final model run was made using the new 24" HDPE pipe with an inner diameter of 21 inches (21" ID). The BWPIPE model showed overflow occurring at Pipe 2 (the CB next to McDonalds) at 18.0 cfs. H:\File Sys\SWP-Surface Water Projects\SWP-27-Surface Water Projects(CIP)\27-2330 Monroe Ave Overflow\1112 Hydraulic Report-Notes\100316a DRAFT Monroe Hydraulic Report.doc Page 6 Monroe Ave NE — New Overflow System Backwater Analysis Results Pipe Size 10-Year 25-Year Backwater Comments Segment (inch) Design Design Analysis Flow (cfs) Flow (cfs) Flow (cfs) 1 21 ID 41.0 46.5 40 No overflow HDPE. 2 36 conc 41.0 46.5 18.0 Overflow at 18.0 cfs 3 36 conc 41.0 46.5 24.0 Overflow at 24.0 cfs 4 36 conc 41.0 46.5 24.0 Overflow at 24.0 cfs 5 36 conc 41.0 46.5 26.0 Overflow at 26.0 cfs Bold indicates overflow occurs before the design storm flow The backwater analysis shows that the new 24-inch HDPE will provide the storm system with a capacity of about 18 cfs before water floods Monroe Ave NE and overtops the concrete curb next to the McDonalds restaurant (Pipe 2). The new 24-inch HDPE overflow pipe greatly improves the capacity of the existing storm system before overflow occurs. There may be an additional 8 to 16 cfs of capacity from the existing infiltration system. Overflow into the gravel pit is a temporary solution for the lack of drainage capacity in the infiltration system. The gravel pit may eventually be filled and the overflow pipes will have to be disconnected. When that time approaches the City will need to develop an alternative discharge system to handle the peak flows generated by the drainage basin. H:\File Sys\SWP-Surface Water Projects\SWP-27-Surface Water Projects(CIP)\27-2330 Monroe Ave Overflow\1112 Hydraulic Report-Notes\100316a DRAFT Monroe Hydraulic Report.doc Page 7 i iT- Lake Washington E S n e I.0 z > R ENTO E 4t PRO T �9 Project Vicinity Monroe Ave NE Storm System 0' 2000' Outfall Project I I N Scale: 1' = 2000' City of Renton Surface Water Utility D. Carey 8/07 W N Q N O L CO G —NE 4th St Monroe Ave Project Location z Q O L O Project Location Monroe Ave NE Storm System Outfall Project 0' 400' N 1 1 Scale: 1" = 400' City of Renton Surface Water Utility D. Carey 8/07 City Shop Rainfall Gage - Nov 6, 2006 0.30 Rainfall Data - Revised Hydrograph Format Total -3.54 inches in 24 hours. Each 10 minutes is shown individually. Peak= 0.49 inches in 1 hr. The next reading is not added to the previous Worst 7 hours =2.41 inches. reading. 0.25 - 25-Year, 24-Hour Design Storm = 3.4" (0.57" in 1 hr) 100-Year, 24 Hour Design Storm = 3.9" 25-year Worst 7 hours = 1.71 inches. 0City Shops 0.20 100-Year Worst 7 hours = 1.91 inches. I fA d t v C 0.15 c 0.10 0.05 0.00 O 0 0 0 o O O O O 0 0 o O O O 0 0 0 0 o O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O N M to O O a) O N M V O O N N N N 0 061106 RAIN-ANALYSIS.xls City Shop Rainfall Gage - Nov 5-6 2006, 24 hour Period 0.30 Rainfall Data- Revised Hydrograph Format Nov 5, 5 pm to Nov 6, 5 pm Each 10 minutes is shown individually. Total- 3.71 inches in 24 hours. The next reading is not added to the previous Peak= 0.49 inches in 1 hr. reading. Worst 7 hours = 2.41 inches. 0.25 - 25-Year, 24-Hour Design Storm = 3.4" (0.57" in 1 hr) 100-Year, 24 Hour Design Storm = 3.9" - ❑City Shops 25-year Worst 7 hours= 1.71 inches. 0.20 - - ■25-Year Design Storm N d t v C 0.15 11/6/06 Rainfall JT \y D: 0.10 0.05 0.00 O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 O 0 O O O O O 0 0 0 09 O 0 O 0 O 0 0 0 O O O O O OD 0 O N M O N M cT L0 (O I\ CO 0) 0 N .- N N N N ,p (O (O (O (O (O (O (O (O (O Q 10 Q �e �e �e 061106 RAIN-ANALYSIS.xls y ;,f.���a,r'• ' ♦ems,• � ./n. a"` wa r ate k s ` <r'NA Monroe AveOverflow Street Flooding, Nov. 6, 2006 T' Looking NW Flooding • • driveway Looking Flooding in Monroe Ave next to McDonald's got • IIM 11 . 06 . 2006 Monroe Overflow Erosion Damage from Flooding, N2006ov. 1 ♦ 4 1 '� Erosion on outh side of Mc na�'s property Looking Erosion on . . - of F ` r y � ' • - • • • - it p_1:;. '� r ., i.4jY ir„ A f� •r r .. ..ttd.c%�et t.,..; / 1 a { Wit- • • • I 7 ' • - • • • • • IF If- 4;%i � h! 00- -1 9!"_20007 o CALL 48 HOURS BEFORE YOU DIG � NE 4TH ST/ MONROE AVE NE 0' 10' 20' 81 1 OR (old #1-800-424-5555) INTERSECTION EX CB TYPE 2, 72- EXISTING UTILITY LOCATIONS ARE APPROXIMATE, NOT ALL LITILTIES MAY BE SHOWN. ..._... STA. 6+49 N _ �7 CONTRACTOR IS IIESPONSIBLE FOR LOCATING ALL UTILITIES. �-- ` ._._ __.--_SCALE: 1 20' IX CB TYPE 1 RIM EL=345.76 EX CB TYPE 2'7�• RIM EL=345.7 STA. 2+78 • •t - E 8'IE=_ W " IE=3 9.35 = -— .__- .13 N.5 36'IE=332.76 RIM 9. Tel —-— —-— —� T ` _._ - W 1 _.TeI Tel el-.—. O1 16"W 16 W �164W t GENERAL NOTES: VV f LOCATE CB-1 `jI I p 16"W A THIS PLAN DEVELOPED FROM PLANS AND ELEVATIONS IN CITY FILES. 23' NORM OF IX. CB RCB-1( m NOT SURsEYED. LOCATIONS MAY VARY. 12"SS —T- "- -" '- -- -- REF: R-1516 MONROE AVE NE, NE 4TH ST TO NE 2ND ST. -- 6i:•: ELEVATION CONVERTED TO NAVD 1988 FROM NGVD 1929. - "T0-0 � 1 `•SZS f 12"5 SZ'MH I I � 12•'SS 5+00 6+00 V\I RIM EL=342.5 -�"�- '� 7t00 O �I ~",--._..12-IE=334.6 -_.,,,POSSIBLE BURIED LINES CONC I I p ,, __._...__. MONROE AVE NE _�.�.,.. yQ� 3 �_""_"-- CJRt-TR LOCATE ANCHOR I ro DRAWING NOTES. Yf TOC -EL 340.1 ,_ ._ STREET LIOFiTS„,OWEST 3 I ' I G'� �., Tel J ? --.r_, - ----...- tO CONTRACTOR SHALL INSTALL EROSION CONTROL, INCLUDING FILTER FABRIC PROTECTION FOR DOWNSTREAM CATCHB/SINS. IX CB TYPE 1 FENCE ALONG PL RIM EL=339.48 ,.._ -_ _. "'"` '- FENCE.! LG L -- - --- �• J O2 TRENCH PATCH SHALL BE PER CITY DETAIL HR-23 TYPICAL E,W 8-IE-336.2 "" _. . ...._.. __ _ _._ - .. ....... ..- _ E1M C6 TYPE-4 - - -- PATCH FOR FLEXIBLE PAVEMENT PERPENDICULAR TO ROAD CL -BPXb......- VE FENCE AS RI Ft�343:7' .. - .-...-_.._ __.__._-..._- -' -. -E_8 __-. O3 RESTORES NEEDED TO SIDEWALK PER CRY DETAIL DRAWINGS. f ,._.------' - ... -.__.. -_-- _. -- -_ ... _, _.. -____ ADJUST AS NEEDED TO MATCH EXISTING. _ -"-$mres-on-lzast I�EDED FOR CONSTR. - _ --._- _ PID__l.�.g - - - - - _ _ -_ - ® RESTORE i"S?'JRBED AREA, FERTILIZING, SEEDING, MULCHING .—. i, 1UTILf Y El5EMEN T .- _ OWF$R�PWffA LbG--—— ± --- 2OG7O928000176-FEN!'ASOEIIF� _ _ _ - _ f , f 'ice -- Chevron Station --.___._. D'=30' - _.__._ -- ; 77 • f 1 ' f 7 .--' _-._ _ - O F .-NEW STORM BLACKBERRIS X AVERFLOVV _ _..-.-.-.- - - �� Restaurant _��`. i r ! ...___._......__._. ALONG._BASE._.OE..SLOP,.E __ _ o ' �` t , - { f � � t �F i 1 � -� ___ � "-e©TioNwee -»5e'-�a�lal6ra.-...Asax-�cllr; __.__ __ � _ -- - - - .._ _ w ii rF 4i _ _ f i j i l l ,• —.- - i REMOVE TREES, IF NEEDED 1 : I i i i t ? ! ! WATERFILLED DITCH ( ` I 1 ( I j t j I I I (` •`l ALONG TOE OF SLOPE FOR PIPE ALIGNMENT -}� =RFICLEO LOCATION, SIZE, APPX ROE KD�RON AILJ - DITCH, qP k ED P07FFOLE S"SS CALLPOSS TO OCATTEE LINES REMOVE FENCE AS NEEDED FOR CONSTRUCTION. BEFORE CONSOR STREET LIGHTS, OWEST REPLACE AT COMPLETION 350 —....................:...................:....................... 1�...:................. ........................................................................... SCALE:.. HORI :...1 =...1'0�.......................PROF�LE ALONG NEW PIPE SINE..........—350...: B�EFOK VERT: 1"= 10' 18•WO FLANGE,TONE ELIM. 1=5I t 3 4 ............................ ................... ................ ...:.....I +}... . .ta.................................... —. 0... 0 -;....................................... WeWE DETAIL. :NO•::;: MACWINERY ALLOWED ON SLOPE; DOMMSTRFi1M C8 AT . McDONA DS RIM:EL 3J9:4t r .,: . .O•. Lj EL 339.93 330 ........................ .—'...................................... .......................... ..`........ .�.. ............. ............. ......... ............. .. ............. ............. ............. ............. ................... —330 . ,2•� �oEADYAN:ANCFIOR r•..:.::. i IE�334.4 i 25 FT FROM CL CO TOP 335.5t EST SEE DETAIL CS-I TYPEA,7r ` 1 .103t Li 24'POPE LAY PPE ql 10P OF SLOPE (FROM RANK K TO END, STA 6+ 7.6'L O 0.031 :OONRRM LETIGR HMO IN FED) 26 . - SQtm..SYNF�..................:`................. ...................i...................:.46�..1F.24�TOPE.O Oc6�Q FIT....:...................i.............. .. ............. ...... 320 :RIM EL 3i6 i RIM 346.40 i :CG9 MALL lO FLNI�.MFCLIANO FITTNOS. HMO REMOVE I�Rl1. 1/II L 1F�ES' KS 38•E 33:221 CWIRM LENGTH NOD N FIELD) :ON SLOPE AS REEDED TO DWALL FEN PPE. N 2$E 338c4- W24. 336.50 PROVIDE MIN. 6•CLEARANCE BETWEEN EX. 12'SS AND NEW . -:...................:......................... ...........:.S.iARN..PIP.E ..................E...................i...................E...................E...................................................... .... ........ ............. ............. ............. ............. ............. ................... - 310 oDNFNM oc ;PLACE ETHAFOAM PADDING i i i .31.0...: S70RM PPt TYPE AND 0"ATFON. :BETWEEN PIPES(6 INCHtS+) PIPE ANCHOR i SADDLEEXSTCRII PIPE 1ND1 NEW -12:FT FROM END CO AND REMOVED STORM PPE SFE 11EEAL IN NEW CBi i i i i i i i ......... ............ ............ EFD OF WE ' STA."m me R Am EL 28"2,".86 _ . —............................................................................................................................................................................................................................................................................... ..... ........................................... 90 290 ` APRON TOUMA ENGINEER i r T"` S AS-BUILT :EX GROUNDAPPX AS-BUILT PLANS STAMPED BY: 8 P: #9470 EXPIRES. 66/22/0/907 0 ............:...........................................................:...................'...... ...:...................:............................................................................................................................................................EX.DITCH.................................................. CHECKED FOR COMPLIANCE RECOMMENDED ADD Ed AS-BUILT FOR noN D C 1-15 08 TO CITY STANDARDS FOR APPROVAL v�C As Noted Np�°°"� CITY OF 8/9/2007 Richard W. Marehdl 8/10 07 By Daniel Carey 8/10/07 REN TON MONROE AVE NE STORM SYSTEM Date """cwc OVERFLOW PROJECT DATUM Rondd J. Straka Date B 0 7 �I Plannin Buildin Public Works Dept. BY ntMN.nrt taro to ius,owc 9/ 9/ P 1 Date ppp piRM AjSO NO. REVISION BY DATE APPR 2rs 2 D - 2330 CD ch FLANGE JOINT, TYPICAL OM CV I` 24" IPS BACK—UP RING (2) 24 BOLTS, NUTS, WASHERS dU) PRESSURE CLASS 160 1 1/4" X 12.5"(MIN) F�S VERIFY LENGTH NEEDED TVG �24" HDPE PIPE 24" FLANGE ADAPTER S<O DR 17, PRESSURE SPOOL, 2' MIN. 24" ELBOW _pF CLASS 160 (2) (APPX 30', VERIFY WITH —� EXCAVATE BASIN FOR ROCK APRON BUTT—FUSED JOINT\(TYP) ACTUAL GROUND SLOPE) —I I APPX 12' DIA BUTT—FUSED JOINT (TYP) 24" IE-2864- 284.86 EXISTING 24" HDPE PIPE GROUND —I I- - 1 B"-24" COMPACTED BEDDING CONTRACTOR TO ADJUST ELBOW LOCATIONS AND III— SPOOL LENGTHS AS NEEDED TO FlT SLOPE. III— 30"-36" FX DITCH ALONG TOE REVIEW WITH CITY BEFORE FABRICATING. OF SLOPE, SIZE APPX PLACE HEAVY RIP—RAP FLANGE JOINT, ELBOW DETAIL (NTs) ROCKS 12"-18" DIA ROCK: APRON (NTS) TWO TO THREE LAYERS THICK CONCRETE SHALL BE KEYED 12" MIN. AGAINST UNDISTURBED EARTH BOTH FACES ANVIL FIG. TYPE 212 PIPE CLAMP WITH GALV. FINISH OR EQUAL. SPLIT AT SPRINGLINE. 6.5' MIN. CLAMP ID 26" MIN TO ALLOW PIPE TO SLIDE THRU CLAMP. CLASS 5 1/2 SACK COLLAR (2" PIPE 1' 1' 2.5' 1' 1' CONCRETE 3000 PSI MIN 24" PIPE WELDED TO STAKE), MIN IMIN MIN MINIMIN OR 2 BOLTS ON 24" HDPE PIPE THREADED END (OD -24' FILLET 112' TYP 7/8' DIA 3/4" BOLT, . HMA, 2-(MIN) :. +;-;,;..J•,,. t-..;,,,�,c,�1.5' MIN. NUT, WASHERS 2' DIA, CLASS 1/2" a Li 1 / PLATE � A,�, 6" CRUSHED SURFACING TOP COURSE 3 CLR 1PIM 1EN i "D\D ru I SEE SPECS FOR PIPE BEDDING ANVIL FIG. TYPE 212 PIPE CLAMP OR EQUAL iu �1 AND BACKFILL REQMTS. SPLIT AT SPRINGLINE. CLAMP ID 24" CLAMP TIGHT TO PIPE 0 \ #4 REBAR 8' O.C. E.W. POUR CONCRETE ANCHOR AROUND PIPE U� \ (U CENTER IN CONCRETE ID 3" COVER SHAPE END PLATE DETAIL (T,P) TO A POINT USE 6"ATB ON MONROE AVE 1/4" PLATE ASTM A36 STEEL =MINIMUM ATB: GALV. AFTER FABRICATION PER ASTM A123. PRINCIPAL/MINOR/COLLECTOR ARTERIAL STREETS 5' CONFIRM THAT PLATE WILL MATCH AND INDUSTRIAL ACCESS STREETS — 6" ATB CLASS 'E' or 'B' CLAMP FITTING AND BOLT DIMENSIONS I BEFORE FABRICATION. RESIDENTIAL ACCESS STREETS — 2" ATB CLASS 'E' or 'B' 6' MIN, 1}" X 5' PIN PILE EACH SIDE SECTION VEW ASTM A36 STEEL GALV. AFTER FABRICATION PER ASTM A153, TYPICAL PATCH FOR FLEXIBLE PAVEMENT OR 5' PIN WITH THREADED END (12-) PERPENDICULAR TO ROAD CENTERLINE CONCRETE DEADMAN ANCHOR DETAIL (NTs) PIPE ANCHOR DETAIL (NTS) DWG NAME: HR-23 (NM) AS-BUILT SURVEY BY: TOU AS—BUILT PLANS ENGINEERS AS BUILT AS—BUILT PLANS STAMPED BY: 0 PE#9470 EXPIRES:N6/2 7 907 ADDED AS— T INFORMATION 'C — 8 '�®�''�"�' CITY OF // RECOMMENDED .� 8 9 2007 FOR APPROVAL As Noted a ,i eY Daniel Caron 8/10/0 DWC RENTON MONROE AVE NE STORM SYSTEM0 „� —DWC onruM OVEFLOW PROJECT Y BY a�sa swe es�re we p,5,DWC � Planning/Building/Public Works Dept. 2 e a ewerA ar ,u�i.�`c:a+ 1[Grp O�tylyC7 NO. REVISION BY DATE APPR RJS x 2 D-2330 Appendix A Easements Nov. 21, 1996 Temporary Easement for Surface Water Drainage Overflow May 30, 2006 Amendment to Temporary Easement Sept. 26, 2007 Amendment to Temporary Easement �� nEr?r.ETUr.,\1TO: R �C6f J,„� h2120153 ORI GINAL�11-TEN ,'� ". Office(.f t:•._c..;cl,ik Renton Municipal 13ui1ding 200 Mill Avenue South r%� C i'`; � : ;.; Renton,W A 980 5 >A . ding rn to: DtC I l� .1145 �Vl 3t in Partnership, _ Nichols8A 9 138 TEMPORARY EASEMENT FOR SURFACE WATER DRAINAGE.OVERFLOW AND , AGREEMENT COD 2 � THIS AGREEMENT, made this day of 1996, between La Pianta Limited Partnership, a Washington limited partnership ("Grantor"), and the City of Renton, a municipal corporation ("Grantee"). 1,2 WITNESSETH: WHEREAS, over the past several years, accumulations of rainfall during extreme rainfall events, such as on May 16, 1994, have caused surface water to pond and overtop the street curb, run onto property adjacent and to the north of Grantor's property, and into Grantor's property, causing severe erosion to occur; and WHEREAS, Grantee's existing storm sewer system is unable to convey extreme rainfall event storm water volumes quickly enough to prevent ponding at the intersection of NE 4th and Monroe Avenue NE, and the resultant erosion; and WHEREAS, Grantee and Grantor anticipate future ponding and resultant erosion in the vicinity of Grantor's property unless measures are taken to modify Grantee's existing storm sewer system;-and M1 WHEREAS, Grantee is currently studying the potential methods and means,of permanently improving its existing storm sewer system to manage extreme rainfall event storm water so as to avoid ponding and resultant erosion in the vicinity of Grantor's property; and WHEREAS, Grantee desires to construct, operate and maintain a temporary overflow storm drainage system to discharge extreme rainfall event excess storm water runoff to Grantor's property until A W Grantee has designed and constructed such permanent improvements to its existing storm water system; and WHEREAS, Grantor is willing to permit Grantee to construct, operate and maintain such a temporary overflow storm drainage system under certain terms and conditions; Q NOW THEREFORE, in consideration of mutual benefits, the parties agree as follows: 0 1. GRANT OF TEMPORARY EASEMENT. As an accommodation to Grantee, Grantor grants and conveys unto Grantee a temporary easement, over, across, under and through Grantor's property (the 0 TEMPORARY EASEMENT FOR SURFACE WATER DRAINAGE OVERFLOW R' AND AGREEMENT Page 1 of 8 -"Easement Area") for the.specific. purpose set forth below; which easement shall.run.with the land described herein for a period not to exceed the term hereof. The Easement Area is more particularly described on EXHIBIT"A" attached hereto and incorporated herein by this reference. Grantor's property is more particularly described on EXHIBIT "B" attached hereto and incorporated herein by this reference. 2. PURPOSE. The purpose'of this easement shall be to accommodate Grantee's construction; . operation and maintenance of a system for conveyance and discharge of certain surface water ("Permitted Drainage") from .Grantee's existing storm sewer,system onto and into.Grantor's private property on a temporary basis (the "Temporary Overflow System"). The Temporary Overflow System shall be designed such that Permitted Drainage shall be conveyed onto and.into Grantor's property only under circumstances when Grantee's existing storm.sewer system is reasonably expected to overflow, and the conveyance of Permitted Drainage hereunder shall occur only in quantities necessary to prevent overflow of Grantee's existing storm sewer system at the low point thereof located northeasterly of Grantor's property. For purposes of this agreement, "Permitted Drainage" shall mean quantities of storm water accumulating during extreme rainfall events only and which cannot be accommodated by Grantee's existing storm sewer system, excluding solid materials of any kind, contaminated materials, and any other materials which may not properly be placed on or in Grantor's property pursuant to applicable laws; rules and regulations or permits benefitting Grantor's 0 property, including Special Use Permit SP-92-174 issued by the City of Renton. 3. TERM OF EASEMENT. This Easement shall commence as of the date hereof and shall be coterminous with Special Use Permit No. SP-92-174, and shall be automatically extended to be coterminous with any subsequently issued Special Use Permit authorizing Grantor to continue to fill Grantor's property provided that such subsequently issued Special Use Permit contains substantially the 0) same rights as are granted under SP-92-174, and provided further that this Easement shall in any event terminate and expire on May 31, 2006, or on such sooner date as improvements have been made to Grantee's existing storm sewer system such that the need for the Temporary Overflow System and this easement is obviated. Under no circumstances shall this easement become permanent. Upon Grantor's request, Grantee shall execute and deliver to Grantor an instrument in recordable form quit claiming and releasing to Grantor all rights and reaffirming the survival of Grantee's obligations hereunder. a. In the event Grantor receives a Special Use Permit subsequent to Special Use Permit No. SP-92-174, authorizing Grantor to continue to fill Grantor's property, this Easement and Agreement shall be deemed immediately amended to provide that Grantee shall assume full responsibility for all conditions imposed on Grantor in the process of obtaining said permit which relate to or arise out of the rights granted to Grantee hereunder, or to storm water monitoring and sampling and testing of storm water on Grantor's property. At Grantor's request, Grantee shall .execute an amendment to this Easement and Agreement setting'forth Grantee's obligations arising out of such subsequently issued permit. 4. OBLIGATIONS OF GRANTEE WITH RESPECT TO BASIN STORM SEWER IMPROVEMENTS. Grantee contemplates the design and construction of a storm water system for the Mt. Olivet Sub-Basin of the Lower Cedar River Drainage Basin which Sub-Basin includes Grantor's Property ("Basin.Storm Sewer Improvements"). As a material consideration for Grantor's agreement to enter into this Easement and Agreement, Grantee covenants, warrants and agrees that: (a) the Basin Storm Sewer Improvements, shall be sized to accommodate storm water from Grantor's property; and (b) Grantee shall support the acceptance into its Basin Storm Sewer Improvement system, of storm water TEMPORARY EASEMENT FOR SURFACE WATER DRAINAGE OVERFLOW AND AGREEMENT Page 2 of 8 from Grantor's property, and, subject to.applicable surface water ordinances, accept such storm water. Grantee's obligations under this Section 4 shall survive the expiration or termination of this Easement. 5. COVENANTS AND WARRANTIES REGARDING CONSTRUCTION. All construction shall- be accomplished by a licensed and bonded contractor. and/or City.of.Renton crews, and Grantee's construction of the Temporary Overflow System necessary to convey and discharge the Permitted Drainage onto Grantor's property shall meet all City of Renton requirements (including'City of Renton Ordinance No. 4367, relating to the protection of the Aquifer underlying Grantor's property) and the requirements of any and-all other regulatory agencies with jurisdiction, and will in noway restrict, inhibit. or interrupt the flow of storm-water generated on Grantor's property. a.- Improvements Sufficient. Grantee agrees to construct the Temporary Overflow System and to modify it as necessary to accommodate the Grantor's use and filling of Grantor's Property, all at Grantee's sole expense. Grantee warrants that the Temporary Overflow System, in all respects, including any portion which may be constructed or reconstructed on other persons' property, shall be sufficient to prevent ponding and resulting overflow of Grantee's existing storm sewer system in Monroe Avenue N.E. in the vicinity of Grantor's property and any related erosion arising out of extreme rainfall events occurring after completion of construction of the Temporary Overflow System o b. Only Permitted Drainage Allowed. Grantee agrees that only Permitted Drainage as defined herein, is authorized to be conveyed and discharged onto Grantor's property. Grantee covenants and warrants that it shall use its best efforts to ensure that only Permitted Drainage is conveyed onto Grantor's property through the Temporary Overflow System during the term of this Easement and Agreement. If, despite Grantee's best efforts, substances or materials other than Permitted Drainage are deposited onto or into, or flow onto or into, Grantor's Property, Grantee agrees to remove the same and to.restore Grantor's property to its condition prior to such flows and/or disposal. C. Plans and Specifications: Review by Grantor. Grantee agrees to submit a copy of the plans and specifications of Grantee's proposed Temporary Overflow System to Grantor or its representative for approval not later than fifteen (15) days before exercising any of its rights under this Easement and Agreement or entering upon Grantor's property for any purpose in connection with this Easement and Agreement. Grantor shall have the right during such fifteen-day period to review the plans and specifications, and in the event Grantor shall observe a defect therein, it shall notify Grantee prior to the conclusion of said fifteen-day period, and Grantee agrees to take all steps necessary to correct any such defect. For purposes herein, the term "defect" shall mean the failure to observe reasonable and customary construction and engineering standards or any municipal or other regulation. In the event Grantee does not comply with the intents and purposes of this requirement, an entry.upon the property, commencement of construction of the Temporary Overflow System contemplated by this Easement and Agreement, or exercise by Grantee of any of its rights under this Easement and Agreement shall be unlawful and shall cause this Easement and Agreement to be null and void. Irrespective of Grantor's actions under this Section, Grantor does not and will not make any covenant or warranty, express or implied, that any such plans or specifications submitted by Grantee are accurate, complete or in any way suited for their intended purpose, or in compliance with this Easement and Agreement. Further, Grantee shall indemnify and hold Grantor harmless from any liability, claim or suit, including attorneys' fees, arising from any injury, damage, cost or loss sustained by persons or property as a result of any defect in design, materials or workmanship. TEMPORARY EASEMENT FOR SURFACE WATER DRAINAGE OVERFLOW AND AGREEMENT Page 3 of 8 In:the event Grantor shall not notify-Grantee-in writing.of any defect.or shall not demand the correction of same within. said fifteen-day period, Grantee and its representatives mi ay. proceed to undertake the construction of the Temporary -Overflow System and Agreement and may otherwise exercise its rights under this Easement and Agreement. Silence on the-part of Grantor, or acceptance by Grantor of any specifications, however, shall not abridge or eliminate any covenant or warranty herein made by'Grantee With respect to the safe operation of the Temporary Overflow System. d. No Warranty .concerning Grantor's Property. Grantee understands and agrees that Grantor in no way warrants anything with regard to the suitability of Grantor's property for Grantee's intended use, or of any unobservable subsurface conditions in the vicinity of Grantee's proposed Temporary Overflow System or elsewhere. Grantee.acknowledges that Grantor has existing permits to fill Grantor's property. Grantee covenants to defend and hold harmless Grantor for any loss.or damage suffered by Grantor or.to neighboring property from the use or misuse of Grantor's property, including the Easement Area'in the course of Grantee's construction, repair, maintenance and operation of the Temporary Overflow System, including any such damage or loss of soil support, damage or loss to structures, pavement and other improvements and landscaping including plants, shrubs, trees and other vegetation. Grantee likewise covenants to defend and hold harmless Grantor from any such loss or damage arising out of the insufficiency of the Temporary Overflow System. Grantee also covenants to clean up the affected area of Grantor's property after construction and restore said area to the condition existing as of the date of this Easement and Agreement. e. Installation of Monitoring Wells: Monitories. Grantee shall fulfill the requirements of City of Renton Special Use Permit SP-174-92, if required by the City, as respects the installation of groundwater monitoring wells and water quality sampling and testing to monitor the wells on Grantor's Property. 6. GRANTEE'S RIGHT OF ACCESS. Grantee shall have the right of access over and across the Easement Area to enable Grantee to exercise its rights and fulfill its obligations hereunder, g g , provided,that Grantee shall reasonably compensate Grantor for any damages to any pavement or landscaping located on the Easement Area and for any damage to Grantor's adjacent real property and/or improvements caused by the exercise of such rights of access. Grantee shall also have the right of access over and across Grantor's property for the purpose of trimming and removing the flex pipe which will extend into Grantor's property. Such access shall be provided by Grantor upon prior notice from Grantee or upon -Grantor's notice to.Grantee that the trimming is required (which notice Grantor may, but shall have no obligation to give), and in any event in accordance with arrangements made between Grantor and Grantee at the time of such notice. 7. GRANTOR'S USE OF THE EASEMENT AREA. Grantor may use the.Easement Area for continued placement of fill and-for any other purposes not Incons.istent with the rights herein granted, provided that Grantor shall not: a. Erect or maintain any buildings or structures within the Easement Area, provided however, that asphalt-paved access roads may be constructed and maintained; b. Develop,landscape,or beautify the Easement Area in any way which would unreasonably increase the costs to Grantee of restoring the Easement Area and any private improvements therein; or TEMPORARY EASEMENT FOR SURFACE WATER DRAINAGE OVERFLOW AND AGREEMENT Page 4 of 8 C. Blast within fifteen (15) feet of the Easement Area'. Grantor reserves all rights with respect to and including the Easement Area and its adjacent real property, including, without limitation, the right to grant easements, licenses and permits to others subject to the rights granted herein. 8. INSURANCE. Grantee shall, at all times during the period when this Easement and Agreement is in effect,keep in full force and effect a policy of Comprehensive or Commercial General Liability Insurance with a Broadening Liability Endorsement with respect to the Easement Area, the Temporary Overflow System, and liabilities and obligations otherwise arising under this Easement and Agreement or applicable to Grantee's exercise of any of its rights hereunder, together with Business Automobile Insurance to include owed, non-owned and hired auto as applicable, all with a combined single limit per occurrence for personal or bodily injury and property damage of not less than Five Million Dollars . ($5,000,000.00), or in such greater amounts as Grantee may, from time to time, acquire. The policy shall name Grantee as insured, and Grantor as an additional insured and/or named insured with respect to Grantor's property, as required, and shall contain a clause that the insurer will not cancel or change the insurance without first giving Grantor thirty (30) days' written notice. The insurance shall be provided by an insurance company approved by Grantor and a copy of the policy or a certificate of insurance shall be delivered to Grantor from time to time upon Grantor's request. -All liability policies shall be written as primary policies, not contributing with and not in excess of coverage which Grantor may carry. All such insurance shall specifically insure the performance by Grantee of the indemnity agreement as to liability for injury to or death of persons or damage to or destruction of property N contained in Section 14 herein, entitled "Grantee's Agreement and Indemnity". Grantee's obligations under Section 14 herein, shall not be construed to have been limited by the amount of insurance required or provided in connection with this Easement and Agreement. 9. OPERATION. MAINTENANCE AND REPAIR.BY GRANTEE. Grantee covenants and agrees to operate, maintain and repair its existing storm sewer system in Monroe Avenue N.E. and N.E. 2nd Street and its associated infiltration system in a first class manner, and shall clean out and remove accumulated sediments from such system on a regular basis to keep to a minimum the need to allow storm water from Grantee's existing storm sewer system to enter onto Grantor's property. Grantee hereby covenants and agrees to pay all costs of maintenance, repair, and reconstruction of any portion of Grantee's storm sewer system, including the Temporary Overflow.System, upon Grantor's property. 10. GRANTOR'S RIGHT TO TEMPORARILY SUSPEND EASEMENT RIGHTS. In the.event: (a) Grantee's use of the Temporary Overflow System shall, in Grantor's judgment, impair or restrict Grantor's use and/or filling of Grantor's Property; or (b) Grantor's Property no longer has. sufficient capacity to accommodate Permitted Drainage, Grantee shall, at Grantor's request, suspend Grantee's rights under this Easement and Agreement until such time as Grantor gives Grantee written notice that Grantee may resume use of Grantor's Property'hereunder. During such suspension of rights;Grantee shall continue water quality sampling and testing as described herein and all of Grantee's other obligations hereunder, including those described in Section 3.a above, shall continue in full force and effect. 11. GRANTOR'S RIGHT TO TERMINATE EASEMENT RIGHTS. This Easement shall terminate upon completion of Grantor's filling operations or at Grantor's desire, upon written notice from Grantor to Grantee advising of the date on which the Easement shall terminate ("Termination Date"). Within thirty (30) days following the Terminate Date, Grantee shall remove any and all Improvements and shall TEMPORARY EASEMENT FOR SURFACE WATER DRAINAGE OVERFLOW AND AGREEMENT Page 5 of 8 restore Grantor's property to its conditiowas of the date hereof. Upon expiration or termination of this Easement, Grantee covenants and agrees to remove any and all contaminants, solid materials, silts, sediments-and/or any other materials (excepting only Permitted Drainage), which have been.deposited onto Grantor's property during the term of this Easement. Grantee's obligations to restore Grantor's . property, remove other than Permitted Drainage therefrom, and to indemnify and hold Grantor harmless from claims or. damages relating.to Grantee's exercise of its rights.or performance of its obligations hereunder shall survive the expiration or:termination of this Easement. - 12. NOTICES. All notices under this Easement and Agreement shall be in writing and delivered in person or sent by registered or certified mail: to Grantor and Grantee at the address indicated in.this Section 12; or such other addresses as may from time to time be designated by such party in writing. Notices delivered shall-be deemed given when received and notices mailed as aforesaid shall be deemed given on the date of such-mailing. GRANTOR: GRANTEE: LA PIANTA LIMITED PARTNERSHIP CITY OF RENTON P. O. Box 88050 200 Mill Avenue South Tukwila, .Washington 98138 Renton, Washington. 98055 ATTN: Ann Nichols- ATTN: Gregg Zimmerman, CO) Administrator,Planning,Building and in Public Works O N 13. RELEASE OF RESTRICTIVE COVENANT. Grantee is in the process of designing Basin Storm Sewer Improvements as defined herein. Grantee covenants and agrees that the Basin Storm Sewer Improvements will be sufficient at the time of installation of the Basin Storm Sewer Improvements to: (a) manage future-storm water from Grantor's property (whether developed or undeveloped); (b) cause the Temporary Overflow System to be or continue to be unnecessary; and (c) resolve the concerns which gave rise to the imposition of that certain Restrictive Covenant dated April 18, 1983 and recorded against Grantor's property, under King County Auditor's File No. 8306090718. Grantee shall notify Grantor in writing when the Basin Storm Sewer Improvements have been completed. As a material consideration for Grantor's agreement to enter into this Easement and Agreement, Grantee covenants and-warrants that Grantee shall use its best efforts to secure in writing a finding by the City of Renton Hearing Examiner that said Restrictive Covenant is no longer necessary and that Grantor and Grantee shall execute and record an appropriate legal instrument terminating said Restrictive Covenant and releasing the same of record. Such finding and legal instrument shall be delivered to Grantor in writing on the earlier of: (a) thirty(30) days.following receipt of written notice from Grantor advising that Grantor's filling operations on Grantor's property are completed; or (b) thirty(30) days following the date on which the Basin Storm Sewer Improvements are completed. 14. GRANTEE'S AGREEMENT AND INDEMNITY. As a material consideration of Grantor granting this Easement and entering into this Easement and Agreement, Grantee released, indemnifies and promises to defend and save harmless Grantor, its, agents and employees, from and against any and all liability,losses, costs,damages; expenses, actions and/or claims, including but not limited to those arising out of damage or destruction of property, injury to or death of persons, and environmental contamination and any and all costs associated with environmental cleanup, including costs and fees of experts, and reasonable attorneys' fees, alleged or arising out of Grantee's exercise of its rights or performance of its TEMPORARY EASEMENT FOR SURFACE WATER DRAINAGE OVERFLOW AND AGREEMENT Page 6 of 8 obligations..under this Easement and Agreement. Grantee shall not be required to. indemnify Grantor against liability for any portion of the damages (if any) caused by or resulting from the sole negligence ..of Grantor. By accepting and recording this easement,`Grantee does hereby agree to all provisions contained in this instrument. 15. ASSIGNMENT. This Easement andAgreement and any and all.rights granted hereunder are personal to Grantee and shall not be assigned or otherwise transferred, in whole or in part, by any mechanism whatsoever or for any purpose whatever. 16. BINDING EFFECT. This Easement and Agreement shall be binding upon the parties, their heirs, successors in interest and assigns. Grantor covenants that it is the lawful owner of the subject property and has a good and lawful right to execute this Easement and Agreement. IN WITNESS WHEREOF, the parties have executed this agreement the day and year first above written. O GRANTOR: t� LA PIANTA LIMITED PARTNERSHIP, a Washington limited partnership By: Metro Land Development, Inc., a Washington corporation, its General Partner B— M. A. egale, President GRANTEE- CITY OF RENTON, a Washington mu 'cipal corporation By: Jesse Tanner Its: a or Attest: 41 ` Marilyn MerU TEMPORARY EASEMENT FOR SURFACE WATER DRAINAGE OVERFLOW AND AGREEMENT Page 7 of 8 STATE-OF WASHINGTON ) ss. COUNTY-OF KING ) On this 2, f day of MotjF-rn g&e_ , 199 before me, the undersigned, a Notary . Public in and for the State of Washington, duly commissioned and swom, personally appeared M. A.. Segale; to known to be the person who.signed as President of Metro Land Development, Inc.; the corporation acting as.general partner of La Pianta Limited.Partnership,a Washington limited partnership, that executed the within and foregoing instrument,and acknowledged said instrument to be the free and voluntary act and deed of Metro Land.Development, Inc. as general partner, and of La Pianta Limited Partnership, for the.uses and purposes therein mentioned; and on oath stated that he.was duly elected, qualified and acting as said officer or the corporation and that he was authorized to execute the said instrument on behalf-of Metro Land Development, Inc. and that the seal affixed, if any, is the corporate seal of the corporation, and that the corporation was authorized to execute said instrument on behalf of La Pianta Limited Partnership. IN WJT '��E OF I have hereunt set my hand and official seal the day and year first above t7 3� +,0 LK n rr Signature of Not L. Z Print or stamp name of Notary s,' ';:' Notary Public in and for the State of Washington, 7 AS s�-., `` residing at K � F �� My commission expires 12-1 l.S 1c,5 STATE OFASHINGTON ) ss. COUNTY OF KING ) I certify that I know or have satisfactory evidence that _Jesse Tanner & Marilyn Peterson are the persons who appeared before me, and said persons acknowledged that they signed this instrument, on oath stated that they were authorized to execute the instrument and acknowledged it as the Mayor and City Clerk, respectively of Renton. a Washington municipal corporation to be the free and voluntary act of such corporation for the uses and purposes mentioned in the instrument. Dated: 0CTO30YC. Z,}, 99(o ignatur of Notary UsA- S'T'EPH-Eiv S Print or Stamp Name of Notary Notary Public in and for the State of Washington, residing at _ 5E-AlrnN My commission expires 10 —/1-9-7 TEMPORARY EASEMENT FOR SURFACE WATER DRAINAGE OVERFLOW AND AGREEMENT Page 8 of 8 EXHIBIT "A" Easement Area Sketch Map 011 ly, 1 421/ - — -- 15 - CD 1 Legal Description A strip of land fifteen (15) feet in width having seven .5j feet of such width on each side of the following described centerline: n) Beginning at the NE comer of the East 1h of the NEIA of the NWIA of Section 16, Township 23 North, Range 5 East, W.M., in the City of Renton, King County, Washington, except the North 330 feet and except the East 30 feet; thence South along the East line of said parcel 310 feet to the True Point of Beginning of the centerline; thence westerly perpendicular to the East line of said parcel, 42 feet, more or less, to the terminus of the centerline. EXHIBIT "A" TO TEMPORARY EASEMENT FOR SURFACE WATER DRAINAGE OVERFLOW AND AGREEMENT EXHIBIT "B" Grantor's Property - THE EAST 1/2 OF THE NORTHEAST 1/4 OF THE NORTHWEST 1/4 OF SECTION 16,TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., EXCEPT THE NORTH 330 FEET; AND EXCEPT THE EAST 30 FEET CONVEYED TO THE CITY OF RENTON FOR RIGHT-OF- WAY BY DEED RECORDED UNDER RECORDING NO. 7809071074; AND EXCEPT ALL COAL AND MINERALS AND THE RIGHT TO EXPLORE FOR AND MINE THE SAME AS RESERVED BY DEED RECORDED UNDER RECORDING NO. 3875580; SITUATE IN THE CITY OF RENTON, COUNTY OF KING, STATE OF WASHINGTON. SUBJECT TO: EASEMENT FOR TRANSMISSION LINE RECORDED UNDER AUDITOR'S FILE NO. 2571770 AND EASEMENT FOR TRANSMISSION LINE RECORDED UNDER AUDITOR'S FILE NO. 3425304. O N c� EXHIBIT "B" TO TEMPORARY EASEMENT FOR SURFACE WATER DRAINAGE OVERFLOW AND AGREEMENT Return Address La:.Pianta LI C "P.O.Abx 88028 Tukwila,-WA 98138-.::. Attn: Jace t?aw{i ki �20060602001486 Q1IMONWEALTH L EAS 40.00 =•> ' P 1 OF 008 CE08 K/CD,2CbUNTY06 14WA Document Title(s) (or t6risactiofis dontained therein): . Amendment to Tem wary Easement fd r.Slirfa a Water [ yainage Overflow and Agreement Reference_ Number(s) of Docur entS assigned ar relegg d...:,., (on page_:Qf documents(s)) VMTMtX Grantor(s)�,'(�ast name first, then first name and,:0ti4]s)„.----, 1. Va PiantatLLG"� 2."City.-bf R6nton Grantees) (L:ist name first, then first name and initials): 1. La Manta Lt.0 2. City of Renton✓, `." Legal description (ab�rreviatec#,:_i..e. I block, plat or section, township, range) PORTION OF SECTION 16 TC.WNSH`I.P 23 NORTH, RANGE 5 QX Full legal is on page 7 of documeriFt:-•-*- Assessor's Property Tax Parcelli a u�t Number 1623059059 AMENDMENT TO TEMPORARY EASEMENT FOR SURFACE WATER DRAINAGE OVERFLOW AND AGREEMENT THIS:AMENDMkNTTO..FEMPORARY EASEMENT FOR SURFACE WATER bRAWACE VERF OW-,ANQ AGREEMENT (the "Amendment") is made and entered into this '.`'day of. , 2006, by and between La Pianta LLC .a Was.hfngton.l m4ed liahilit�,.c�m any, as successor by merger with La Pianta%Um ted: PaAnership. and the City of Renton, a municipal corporation ("prantee" RECITALS A. Grantor and Grante6 entered. nto`that certain Temporary Easement.for Surface Water Draimage Ouerfiow an*d Agreement, dated ::.... November N:, 1996 and recorded December12,.:1996 ai.Jrlstrurnent NIo.:, 9612120153 in the records of King Co 'nty.State of. hington (the "Agreement":), pursuant to which Grantor grant6d W 0"fantee certair�,fignts for the conveyranc' a and discharge of surface water over Grantor's proper#.y, which is niorE particularly described in Exhibit A attached hereto. "Capitalized term's ueed in this Amendment shall have the same meahit gs'gi ienthem in the Agreement; n.trrss�fhe context requires otherwise. B. :Grantprah grantee desire to amend the Agreement on the terms s'and•,conditions.set:forth in this Amendment. AGREEMENT NOW, THEREFORE -.in,consideration.".of.the mutual covenants set forth in this Amendment and far other:.good nd:sialuable..consideration, the receipt and sufficiency of which are...acknovvledged, the parties agree as follows: 1. Amendments to the:.Easemerit 1.1 Term of the Agreement.: The Agreement is hereby amended by'deletin!g. Section 3 in._its entirety and substituting the following therefor: 3. TERM OF EASEMENT. This Easement shalt-66mmence- as of the date hereof and shall be coterminous with Special lase ; Amendment to"temporary For Surface Water Drainage Overflow and Agreement PAGE 1 5606 Permit No. SP-92-174, and be automatically extended to be .-coterminous with any subsequent issued Special Use Permit authorizing Grantor to continue to fill Grantor's property provided that such subsequently issued Special Use Permit contains substantially the,.sa.rne rights as are granted under SP-92-174, a nd:providect:;frther that this Easement shall in any event terminate:arrd exWo on July 31, 2011, or on such sooner date as im prove rr.'ents have.:.b'een r.ngde to Grantee's existing storm '- sewers: scam u k that-1 need for the Temporary Overflow .yste.m and tf.is d�sem4'ri#:its obviated. Under no circumstances half this-"basement bec`afne°;permanent. Upon Grantor's request, Grantee:shall execute and jleliver:.to Grantor,an instrument in recordable`forrri quit claiming`and reteasin.g to*Grantor all rights and reaffirmin ".the survi�'a.k of Gr8intep's;aoblidations hereunder. a. In the event 1�'rg6tofi rebeives•a Speeial,,Use.,Permit : :subsequent to Special Use Perriiit.No'SP-92-174, authormn§ Grntor to continue to fill Grantor's property,,,tfi7s Easement and the-:"Agreement shall be deemed immediately amended to provide that Grantee shall assume full respogsibMty._fior all conditions irposed on Grantor in the process of obtaining said permit which relate to or arise out of the rights granted to•Gr'anfiee°herounder, or to storm mwater monitoring and sampling and::testfng,:nf storm water on Grantor's property. At Grantor's request;°Cr.antee shall execute an amendment to this Easement and Agreement setting forth Grantor% obliga#ions arising out of such subsequently issued...perm-it; 1.2.`<: Ri+ght:lo.Terni nate The Agreement is hereby:.amended by deleting Section 11 in its entirety and substituting the following,therefor:: 11. GRANTOR'S RIGHT TQTERMI'NATE-°EAS.EMENT RIGHTS. This Easement';shall terminate upon coMpletion of Grantor's filling operations vrat:Gr�intges des1fe,:upon••wJtten notice from Grantor to Grantee:advising of the dateon which the Easement shall terminate ("Terminati.on :©ate"),:"which`--dote:shait.: be no sooner than eighteen (18) months from-the" date:..of Grantor's notice. On or before the Termination pafe,:Grantee shall remove any and all Improvements and shall_.restore Amendment to Temporary for Surface Water Drainage Overflow and Agreement PAGE 2 >/5/06 .` Grantor's property to its condition as of the date hereof. Upon .expiration or termination of this Easement, Grantee covenants and agrees to remove-any and all contaminants, solid materials, ilts,_sediments and/or any other materials (excepting only Permitted Drainage), which have been deposited onto Grantor's ;property &ring the term of the Easement. Grantee's obligations to:restdre Gt'antoe rprpper y, remove other than Permitted Drainage:tf erefro,hijj,4nd tol.ndemnify and hold Grantor harmless fromO claims or Oat ages,tbldting to Grantee's exercise of its rights ,..or petfbrmanQb of.-its obligations hereunder shall survive the expiration or.1errrtinatio i:iif his Easement. 1.3 Nottoes . The notice informatio'rt.:for bothy`parties set fortFi..irt:;Section 12 of the Agreement is hereby amended as.f6Iloinrs` GRANTOR: Y PIANTA LLC P.O.Box 88028 T'ukwiia, Washington 98138 ttn: Japek Pawlicki GRANTEE: Cr*TY,-OF;RENTON', _... 1055`` .::`Grady Way. Ropton, W6d hingfon:.99055=.,. Attu'-:Ackriinistr4tor of`Plannitig, Building and Public Works 2. No Other d"n:g' e9;artd Integration In all other respects, the Agreement, except as amended by this Amendment, is ratified and confirmed and shall rei'rimn without change. Additionally, it is expressly understot�d.: nd agreed ti?at there are no other promises, agreements, conditions, under-sta idin.gs, inducemerits;Gig nanties or representations, written, express or impliddi:`betweeh the parties hereto or their employees or agents with respect to this Amendment othertKi:h as herein set forth; and no prior agreements, understanding or representations pertaining as to any such matters shall be effective for any purpose Amendment to Temporary for Surface Water Drainage Overflow and Agreement PAG8 3 5�_/06.: fN WITNESS WHEREOF, the parties-have entered into this jndment'as of the date and year first above written. GRANTOR: ^' AA PIANTA LLC, a Washington limited :,. liabiRV-company, as successor by merger ;' `"Vuith.•I� 4.nta Limited Partnership Sf :... By_:46tro Land Development, Inc., its t l�nagor Name-`M :A.sSe al: lt : Ri-esidrt 4 s:• GRANTEE: CITY OF RENTON,'a Vlfashingto..ri corporation By. Katy Keolker Its:. Mayor Nam : Bonnie:i- city clerk 4;1 :. 5 f10 Amendmeirt to Temporary for Surface W atcr Drainage Overflow and Agreement Oq r p �E4��.� :-:'PAGE 4 '••+++....n..a••' 5/*06 Si+ATE.QF.:WASHINGTON ) } ) Ss. ;tOUIUTY OF KING ) t Y Orl this ; ca of f 2006, before me, the undersigned, a Notary.-Public i� and fbr the Staktiaid W shington, duly commissioned and ..t.a sworn, personally appeared]t A. Segafie,:€o me known to be the person who signed as Presderit o Me#ro Lind lvelopment, Inc., Manager of LA PIANTA LLC, the limited liability company.:tftt`executed the within and foregoing instrument, and ackfwvltfedged sbid;;nstf-ument-to be the free and voluntary act and deed of said partnefshi� for the,uses and:.-purpi ses therein mentioned, and on oath stated that Nt. Q. S:egle viras'at�thorized to execute said instrument on behalf of tfie::cordpany `` f ti IN WE.TNES WHEREOF I have heruntp set my hand'and`official seal the daY and year trst above written. (Signature Notary) GEORPE:L 144L.:JR NOTARY P�1BLlC sTOE of wAskkN coss1orEs (Print or stamp name of Notary) DECEItllBER' 0T ,; IVO "ARY PUBLIC in and for the State of.W.' asfiington, residing at nay appointment expires: I Lon Amendment to Temporary for Surface Water Drainage Overflow and Agreement ,.•" PAG$5 S TA3'E,) F:WASHINGTON ) ) SS. C0UW- 1-y OF. i n ) .".On-this 30Aday:pf ,T.fId V.-f , 2006, before me, the undersigned, a Notar i P,ublic in and fdr.fhe S aie of*ftshington, duly commissioned and sworn; personafi appeared :•. ' to me known to be the person wha.,.sidned as of CITY OF RENTON, the municinal:corpdrat6ft that°`executed the within and foregoing instrument, and ackAowtedg� d said instrum6fit-to be tf4frpe and voluntary act and deed of said municipal Corpor0tidn for thO:useg�.aa`d purposes therein mentioned, and on oath stated that , .e : '`uadV ul 'ejected, qualified and acting as said officer of the corpQFatiort, that s_ a was authorized to execute said instrument. i ;s Y.. .f, IN WtTNE8S WHEREOF I have hereuntQ'sat ray hand and�`oMciaf-seal the day and year first above written. 00 (Signature of Nota # ale Z.. �::;:GCYI.: (Print or stamp name of Notary) �• uet NOTARY PUBLIC in and for the State of Washington, residing at e it _,oF iNq�'���'''►f�i appointment expires: Amendment to Temporary for Surface W atcr Drainage Overflow and Agreement FtACG.6 ., j/jlpG Schedule 1 to Driveway Easement _ Grantor's Property t' THE 4ST''/z�F:THE' 'NORTHEAST�OF. HE NORTHWEST Y4 OF SECTION 1.6, TOW SFIIP 4:NORTH, RANGE 5 EAST, W.M., EXCEPT THE FORTH 33b FEET; AND EXCEPT THE EAST 3b FFEET•CQNVEYEb::TO THEi CITY OF RENTON FOR RIGHT-OF-WAY BY PEED E QRDEQ UNDER:!RtCORDING NO. 7809071074; AND EXCEPT ALL COAL AND MINER*AL AMD THE RIGHT TO:-'EXPLpRE FOR AND WN-E THE SAME AS RESERVED.BY DEED a Ot RbED: 1HOER RECORDING Nib. 3875580; SITUATE; *N THE CITY OF RENTON, COUNTY' F K" 114b;-STAGE 01 ' WA,SHIN.+GTQN. SUBJECT-TO EASEMENT FOR TRANSMISSION LINE RECt 2D*D UNDER AUPITOK"*S Fitt NO-25 1770 AND EASEMENT FOR TRANSMSSION LINE-.:#ZE D..b bE.1U AUDITOR'S FILE NO. 3425304. Amendment to Temporary for Surface Water Drainage Overflow and Agreemciu y 'PAGE7 5/$/06 Return Address: City Clerk's Office City of Renton South Grady Way 20070928000176 Renton,WA 98055 CITY OF RENTON EAS 43.00 PAGE001 OF 004 09/28/2007 09:08 KING COUNTY, WA Title: Amendment to Temporary Easement for Property Tax Parcel Number: 162305-9059 Surface Water Overflow and Agreement Project File#: SWP-27-2330 Street Intersection or Project Name: Monroe Ave NE Storm System Project Reference Number(s)of Documents assigned or released: Grantor(s): Grantee(s): 1. La Pianta LLC 1. City of Renton, a Municipal Corporation THIS DOCUMENT HEREBY AMENDS THE TEMPORARY EASEMENT FOR SURFACE WATER DRAINAGE OVERFLOW AND AGREEMENT RECORDED UNDER KING COUNTY RECORDING NUMBER 9612120153 AND AMENDED BY KING COUNTY RECORDING NUMBER 20060602001486. THE EASEMENT AREA ON THE SUBJECT PARCEL AS DEFINED IN THE TEMPORARY EASEMENT FOR SURFACE WATER DRAINAGE OVERFLOW AND AGREEMENT UNDER KING COUNTY RECORDING NUMBER 9612120153 IS HEREBY MODIFIED TO THAT AREA DESCRIBED IN EXHIBIT A AND ILLUSTRATED IN EXHIBIT B OF THE INSTRUMENT. IN ALL OTHER RESPECTS, THE TEMPORARY EASEMENT FOR SURFACE WATER DRAINAGE OVERFLOW, EXCEPT AS AMENDED HEREIN, IS RATIFIED AND CONFIRMED, AND SHALL REMAIN WITHOUT CHANGE. C:\Documents and Settings\MHancock\Local Settings\Temporary Internet Files\OLKC\new easement agreement.doe Pagel FORM 03 0013/bh/CA2-21-97 IN WITNESS WHEREOF, said City has caused this instrument to be executed by the Mayor and City Clerk this fA day of 'Ag.0 200.7 MAYOR athy Keolker CITY CLERK Bonnie J. -VGI on _o STATE OF WASHINGTON )SS Jf,' A. fZ;�iAjl COUNTY OF KING ) Vw ,4�„E� I certify that I know or have satisfactory evidence that Kathy Keolkef and Bonnie Walton are the 9FF persons who appeared before me,and said persons acknowledged that they signed this instrument,on oath stated that they were authorized to execute the instrument and s acknowledged it as the MAYOR,and the CITY CLERK,CITY OF RENTON,to be the free and o - 01 volunt act of such parties for the uses and purposes mentioned in the instrument. +,� N ary Public in and forte State of Washington 1pll��Wl SY��`ae> N tary(Print) J c, S r�vi 4_ S-P_f-/ i y appointment expires: (s, -i(; -Zoo G Dated: 2(p ZOp IN WITNESS WHEREOF,I have hereunto set my hand and seal the day and year as written below. LA PLANTA LLC By:Metro Land Development,Inc.,its Manager By: r A.S ga e, e- resident CORPORATE FORM OF ACKNOWLEDGMENT Notary Seal must be within box STATE OF WASHINGTON )SS COUNTY OF, G ) On this day o 20 ,before me personally appeared to me known to SUSAN A. THOMAS be of the corporation that Notary Public exefcutehin instrument,and acknowledge the said instrument to be the free State of WashingtoW and deed of said corporation,for the uses and purposes therein My CommiSslon Exp Iygach on oath stated that e/she was authorized to execute said May 01, 2010 'nsat the seal a is a corporate seal of said corporation. ff" Nota " Pub is in amn4 tdr the State f Wa5bington Nota nt) My appointment expires: Dated: C:\Documents and Settings\MHancock\Local Settings\Temporary Internet Files\OLKC\new easement agreement.doc\AQtp Page 2 FORM 03 0013/bh/CA2-21-97 EXHIBIT A Legal Description A portion of the East % of the NE 1/4 of the NW 1/4 of Section 16, Township 23 North, Range 5 East, W.M. except the North 330 feet of the East 30 feet; Said portion being a strip of land (30) feet in width being fifteen(15) feet of such width on each side of the following described centerline; Commencing at the NE comer of the above described parcel; Thence southerly along the East line of said parcel 302.5 feet to the True Point of Beginning of the centerline; Thence westerly perpendicular to the East line of said parcel, 120 feet to the terminus of the centerline; All situate in the City of Renton, King County, Washington. 1 1 I EXHIBIT "B" i I I PROPERTY LINE II II 11 II ° z w EtZID III Ilo PID 1623059059 302,5, II I I II I I II€ L (} C 12O' x ul 30i _ _ tedne NORTH L FROPOSED EXISTING OUTFALL OUTFALL EASEMENT - Upper Balch Pit 0' 50' MONROE AVE NE STORM SYSTEM PROJECT City of Renton Surface Water Utility Scales 1' = 50' D. Carey 7/25107 Appendix B Existing Drainage System June 21, 1994 Issue Paper on May 16, 1994 Washout 1982 Plans for Monroe Ave NE, R-1516, TED401516 (with markups for elevations 2002 Plans for NE 2nd St Storm Line Extension, D-2922, SWP272922 CITY OF RENTON MEMORANDUM DATE: June 21, 1994 TO: Richard Stredicke, President Members of the Renton City Council VIA: Mayor Clymer FROM: Gregg Zimmerman STAFF CONTACT: Ron Straka (X-5548) SUBJECT: Council Referral #52-94 Washout Damage at Alexander's Auction Barn Referral/Inquiry: Council Referral #52-94 Alexander's Auction Barn located at the SW corner of NE 4th Street and Monroe Avenue NE Date Received: June 6, 1994 From Whom: Councilman Stredicke ISSUE: As a result of the significant storm event on May 16, 1994, surface water caused erosion of the hillside behind the Alexander Auction Barn located at 3209 NE 4th Street. The street drainage system was unable to convey the volume of surface water at an adequate rate to prevent ponding in the intersection of NE 4th and Monroe Avenue NE, adjacent to the subject property. The ponded surface water overtopped the street curb, ran onto the subject property, and caused the erosion to occur. A similar situation has occurred in the past resulting in similar property loss and property damage. To determine the reason for this occurrence we have examined the design and engineering aspects of the storm system. In this examination, we have also analyzed potential causes and solutions for the subject flooding problem. RECOMMENDATION: Short term solutions: To prevent future property damage from occurring the following items could be accomplished: • Install curbing to contain the ponded water in the street right of way. Construct a curb and berm at a sufficient elevation to prevent water from entering the site. Richard Stredicke/Counc.. .Aembers Council Referral #52-94 Washout Damage at Alexander's Auction Barn Page 2 • Inspect and clean the storm water conveyance system more frequently to help insure a maximum infiltration rate of the system. • Coordinate with neighboring property owner to encourage filling of the Segale pit to occur at the toe of the slope that failed to help stabilize the hillside. Preferably fill the entire pit to alleviate the possibility of landslides from occurring. • Coordinate with the Plan Review Section to ensure that new development or connections that discharge to the storm system in Monroe Avenue NE do not worsen the problem. Administration feels that implementation of these key elements will provide significant relief to Alexander's Auction properties from the impacts of future rainfall events. Long term solution: Long term solutions will require a thorough basin analysis to determine current and future requirements of the storm water conveyance system. Some potential long term solutions include the following: • Construct an overflow downstream of the intersection to prevent ponding at the intersection. • Construct a line to carry overflow into the Segale Pit next to the Auction. • Divert overflow water to a system with a water body outlet. • Increase the size of the infiltration system to prevent system overflow. BACKGROUND SUMMARY: May 16th 1994 Storm Event On Monday May 16th an intense rainfall event occurred between approximately 4:45 and 6:00 PM centered primarily in the Renton Highlands area. According to the rain gauge at the City Shops 0.66 inches of rain fell during that day (24 hour period). The majority of the rainfall probably occurred over a 15 to 30 minute period, with less intense rainfall at the beginning and end of the storm. The conveyance system south of the NE 4th Street and Monroe Avenue NE intersection was constructed in 1983, and is a 36-inch pipe at a 0.10 % slope. It is designed as an infiltration system consisting of approximately 100 feet of 48" perforated pipe installed near the City Shops. An infiltration system consists of a pipe that has been perforated to allow detained surface water to be infiltrated into the surrounding soil. This system also takes flow from NE 4th Street between Monroe Avenue and Union Avenue. The attached storm system inventory map shows the tributary storm system to the storm system in Monroe Avenue. An infiltration system is usually not designed to handle a large inflow of water over a short time period. The discharge rate from an infiltration system is dependent upon soil permeability. It appears that this storm filled the system in Monroe Avenue, and overflow occurred at the lowest point in the road. Richard Stredicke/Counci, ..iembers Council Referral #52-94 Washout Damage at Alexander's Auction Barn Page 3 The short intense storm also overwhelmed several existing drainage systems. There was very little time for water to soak into the ground or be detained by grass and vegetation. In effect the water accumulated on lawns and flowed very rapidly over land such that all surfaces acted as if they were paved. Water flowed 3 to 4 feet wide in the gutters. The catch basin grate inlets were unable to direct the flow into the associated storm pipe system, due to limited inlet capacity or because the pipe capacity had been exceeded. The overflow that occurred on May 16th was a result of the storm event exceeding system capacity to convey runoff and infiltrate (dispose) of the runoff volume. It was the overflow that caused the ponding and resulting property damage. January 9, 1990 Storm Event In January of 1990 a similar problem occurred at the subject site. At that time we had experienced heavy rainfall over a 12 hour period of time. A large pool of water formed in the street adjacent to the site. Landscape bark and other debris had washed down and plugged the inlet grate. This blockage prevented water from entering the system and caused the surface water to pond in the street which overflowed. It was determined that the ponding at the NE 4th Street and Monroe Avenue NE intersection was a result of blockage of the catch basin inlet. Corrective actions taken at that time to prevent the possibility of the overflow from occurring in the future were: a) recommendation that landscaping bark not be used in the vicinity of the catch basin, b) construct an earth berm at the driveway entrance to block flow to the subject property. These recommendations were accomplished. The January 9, 1990 storm event was the only other storm that we have any record of any problems with the storm system at this location. Current Design Standards The current adopted City standard in accordance with the King County Surface Water Design Manual is to design storm water drainage systems to contain the peak flow from the 25-year, 24-hour storm in the system (3.4 inches of rainfall in 24 hours). The peak flow from the 100-year, 24-hour storm may overflow into the road as long as it is confined and does not overtop the crown of the roadway (3.9 inches of rainfall in 24 hours). During the 100-year, 24-hour storm the peak rainfall for the most intense ten minute period is 0.21 inches; the peak rainfall for the most intense one hour period is 0.66 inches. Therefore, the storm on May 16, 1994 is estimated to have been equal to or exceeded the peak rainfall rates for the 100-year 24 hour design storm. Previous Design Standards The design standard in the previous King County Storm Drainage Control manual (May 1979) is less strict than current standards. That manual required that a 10-year design frequency be used for areas of less than 50 acres and with less than 20 cubic feet per Richard Stredicke/Count, Members Council Referral #52-94 Washout Damage at Alexander's Auction Barn Page 4 second (cfs) runoff. A 25-year design frequency would be used for areas greater than 50 acres and 20 cfs runoff. Many older stormwater systems were designed as part of street construction, which typically may have used a 10-year design frequency for inlets and pipes. The storm drainage system was installed in Monroe Avenue NE in 1983 in conjunction with the construction of Monroe Avenue NE from NE 4th to NE 2nd street improvements. The system in Monroe Avenue NE was designed as part of the street construction and therefore probably used the 10-year design frequency as a standard. System Maintenance: Currently City maintenance crews accomplish cleaning of the City storm system inventory every five years. The storm system in question was inspected and cleaned after the January 1990 storm and inspected again after the May 16th storm. In 1990 it was found to be relatively free of debris. The most recent inspection discovered that the system contained some debris. It is unknown if the accumulated debris affected the performance of the system or if the debris was present prior to or was deposited as a result of the storm event. The infiltration system and associated storm conveyance system is currently in the process of being cleaned by the Maintenance Division. 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CITY OF RENTO.N.:. ::.: ::.:.:::.:... is .:::: : :::':'. .::. ....i.. .. ..: ...... ab .... ......... ....... J ..__ .. ::. .:: :I...:.: ! _I_ i... .,...: ::,......... : — C WORK S ......� . ... .. .. :..... R ART Ml NT. OR PUBLIC . � :�-........ ....... ... .. ...... ... . .... o � :::::.: : ....::: :.:I...::::.: ::.:::: .::::.. . : . ::{::::::::: ::::::::: I ..... ...... . !..... ... . . . I. _I ::.:. :: ....:: ::::::. ::::::: ::: �� �L� � . : 7wi '. 0 /V---. . :�. :::: ! , �: ., :N1 :... ......... ......... ... �..... I.... .. . oN hVE-+51m3 cCAWWD8CTE7M ROL L 2-, p O T: Appendix C Infiltration System Analysis 2007 Monroe Ave NE Infiltration System Analysis Spreadsheet, notes 1992 Greenwood Cemetery Drainage Infiltration Report, D-2082 Monroe Ave Storm Repair D. Carey 2/1/07 Infiltration System Analysis Conversion to Infiltration Analysis Infiltration Rate not known ft/sec Possible range: Sand, fine sand 1x10-1 to 1x10-3 cm/sec k (cm/sec) 0.0328 k (ft/sec) (3.28 ft/m x 1 m/100cm) = .0328 ft/sec 1.00E-01 3.28E-03 or 3.28x10-3 to 3.28x10-5 ft/sec 1.00E-02 3.28E-04 1.00E-03 3.28E-05 Coarse Gravel, 1x10-1 or greater 5.00E-01 1.64E-02 Greenwood Cemetery Infiltration Results (D-2082) k(in/min) 0.00138 k (ft/sec) Using a 6-inch pipe at pert pipe El INF-1 7.58E-01 1.05E-03 Soak pipe for 4 hours. INF-2 1.60E-02 2.21 E-05 Time for water to drop 6 inches. INF-3 6.50E+00 8.97E-03 INF-4 6.29E+00 8.68E-03 Trench Bottom Area From R-1516 Plans, Monroe Ave 36" perforated pipe in NE 2nd St Pipe Lengths = 286 372 194 Total Length = 852 Trench Bottom Width, per Detail E is pipe dia plus 1.5 ft each side = 6 ft Infiltration per Q= K*I*A Analyze for various K's 1= delta H/delta L = use 1 SF= Safety Factor, unknowns Q for entire perforated length (A= WxL) Q SF K I A W L cfs ft/sec) (sf) ft ft Best case, Gravel Q (cfs)= 1 83.6 1 1 1 1.64E-021 1 1 5100 1 6 850 Best case, Sand Q (cfs)= 1 16.7 1 1 1 .28E-031 1 1 5100 1 6 850 with Safety factor Q (cfs)= 8.4 1 0.5 1 3.28E-031 1 1 5100 1 6 850 Middle Q (cfs)= 1.7 1 3.28E-04 1 5100 6 850 with Safety factor Q (cfs)= 0.8 0.5 3.28E-04 1 5100 6 850 Less Permeable Q (cfs)= 0.2 1 3.28E-05 1 5100 6 850 with Safety factor Q (cfs)= 0.1 0.5 3.28E-05 1 5100 6 850 Greenwood Test Q (cfs)= 1 40.8 1 1 1 8.00E-031 1 1 5100 1 6 850 H:\File Sys\SWP-Surface Water Projects\SWP-27-Surface Water Projects(CIP)\27-2330 Monroe Ave Overflow\1112 Hydraulic Report- Notes\070201 Monroe Drainage Basin.xls - i - - or i M y in N G /�o2rN / _/ SCALE-. 0= ZOO /YAvD I1sg f 47-30 (E,0STl'./c5) G f. 51.00 �X"sriNCi) 7>'pE sz- 7Z l 7-),'/'E IV--c CIUr<5 i T 3 H 5.'l 6 — C79A-rE ,Ec.= 3qz. i g C�9TE EL. —-- 3,A 5." \ _ 3 y2-/D --------- . 3 3 9. t 3 IE(nNw /a') =335 5S (Nvi) h & Lg - 8�'/"//r'E //I/ . -- -.:: -r---... .._ �. :. .. ...... 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I�I. ���. .. ....I..I ...I....... I..I �I I. _ . _ _ .. .:: :: % , . . . b ..: _. ::.::: ...... .:..:...... . .. ..... . . :..::.<.. _ _ .s .r,� (R^ t z F = 334.`5 1-7/ "« Slz.6 VJ —— ,�lG/ __ Tv 34t, U — () w,M- __ — t-�� Y� 3.1 z i-- . 2.c> lF 18" i4DPE 51"PlPE T�s ")-. Sj M1,v- To FA<-E'oFSL0M Tx. Gf C ''DO TE=3r4,OS ;3u y,� ((+-Ex%STI NU) _ C"7EEL. 3y2. lO - 345.'4 �.F �g t+► �, —L . /E. 33 9• 0 34 -3 . 1 MR-T 4 E:x,571 Mri ,'749cWo ej;z+Att . . zo _3�;_-___� MONROE AVENUE NORTHEAST --\ TE=t 311I,o �.� �-, . TEMPORARY STORMWATER EMERGENCY 'I- -�-f v,? OVERFLOW SYSTEM Ii,1e-.r�v'lD,--k A,T,t,q— Appendix E Drainage Basin Analysis KCRTS Runoff Analysis Printout Notes, Figures Drainage Basin Figures (topography, zoning) Monroe Ave NE Basin Analysis D.Carey 2/1/07 Delineate Runoff Basin, Determine Peak Flows KCRTS Command ------------- CREATE a new Time Series ------------------------ Production of Runoff Time Series Project Location Sea-Tac Computing Series monroe.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 45.00 acres Loading Time Series File:C:\KC_SWDM\KC_DATA\STEI60R.rnf Impervious 125.00 acres -------------- Total Area 170.00 acres Peak Discharge: 68.59 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:monroe.tsf Time Series Computed KCRTS Command ------------- Enter the Analysis TOOLS Module Analysis Tools Command Compute PEAKS and Flow Frequencies Loading Stage/Discharge curve:monroe.tsf Flow Frequency Analysis -------------------------------------------------------- Time Series File:monroe.tsf Project Location:Sea-Tac Frequencies & Peaks saved to File:monroe-out.pks Flow Frequency Analysis Time Series File:monroe.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 34.34 6 2/09/01 2:00 68.59 1 100.00 0. 990 28.75 8 1/05/02 16:00 46.53 2 25.00 0. 960 41.08 3 2/27/03 7:00 41.08 3 10.00 0.900 31. 99 7 8/26/04 2:00 38.30 4 5.00 0.800 38.30 4 10/28/04 16:00 36.54 5 3.00 0.667 36.54 5 1/18/06 16:00 34.34 6 2.00 0.500 46.53 2 10/26/06 0:00 31.99 7 1.30 0.231 68.59 1 1/09/08 6:00 28.75 8 1.10 0.091 Computed Peaks 61.24 50.00 0.980 eXit KCRTS Program H:\File Sys\SWP-Surface Water Projects\SWP-27-Surface Water Projects(CIP)\27-3350 Duvall-Union Repair\1114 Hyd-Backwater Models\KCRTS-Monroe\Monroe-Flows.doc Monroe Ave Storm Repair D. Carey 2/1/07 Drainage Basin Areas Summary Basin area is primarily classified AmC. Alderwood, gravelly, sandy, loam by the SCS Soil survey fro King County. King Co Manuals consider Alderwood as hydrogroup C, Till (for KCRTS). Effective Impery Till Till Outwash Wetlands Total Percent Zoning/Land Use Area Forest Grass Grass Imperv. (ac) (ac) (ac) (ac) (ac) (ac) R-10, R-MF multifamily 34.1 11.4 45.5 75% 0.75 R-8 47.0 31.4 78.4 60% 0.60 CA 43.8 2.3 46.1 95% 0.95 125.0 0.0 45.0 0.0 0.0 170.0 74% 74% 0% 26% 0% 0% Assume R-10, R-MF as 75% impervious based on measurements done for Duvall Basin. (includes internal streets) Assume R-8 as 60% impervious based on measurements done for Duvall Basin. (including streets) AMG _ AldcIrwood — KCRTs "?iI�'' r•:� ty(�- . A n Ate„+s, ra — K( RTJ " so;] 4yPc . 1 M/.12'30" 6 A4V TO INTERSTATE 90 .,.4�% (JOII15 Sh,Q& 5) ISSAQUAH 12 Mr 10, AgD .1• S r ``4;i r f` •� �_ �� 3.xi:: C i!jhe •ff �r•; ,r. .�•• ti....: 8 \ ..: .9 ---:-� '413• AgC . P1 1 d 11 P r •r _ AgC ti e,. 1 �� •� AKf` l An �__ _,e� • '?,i �� � -- I i � ,ITre,It-, a n; ,II••' �'7:' '" • :BM • � � U ark, n u .B uBM y • �� I :.� -+ II .. Athletic I � 3 re nwood Ce r ` Field I 7 G a I � I u t .. . rvD AgC � 11 itA 11 •406 • J d �.�1. 1`I�..EvC :� J \\� it % •• .. � - • \ asebalt� I, C9mi U oa II An it.y Park PC 1GRAVEL i'PIT Ay 1\\ 111 ��\ •.I \G_ • 1 \- za -��B21. 11 • zs 3 \ C AkF I TEvC ----I AkF F(rd AL ch ' I AkF ' m AkF a' 1 InC M f B�% O 3 t +I e- -�- � - �� •- �-` E\ \=----BM�37 � AkF -•RIv•,�.• -'+�ijPwo� i. AgC ER Goir 001- • I\ -,--._ InC I o `r. \,� AkF Rh sid AgD _ _NrJ •� t n C F \. Substa i Ain ` AgC i I .• ep AkF _.>. ap ;O a d mNg Ilk AgD ZQ ��.�r•t " 21 k �♦• • a ut. 455 iN ` ii 9 °a AgC ,�I`` AkF . rr; • 1�- /AgC „ f`,.c6- PF �/ gQUE AtfC •, �•BeC 1 •. � �i( 11 it��7 ... it vC .��^•-...,. AgD. o g• • III I � � . • -... - © i R _ A t} 1�1 B � •.. �_--- 4 2 - 45 --- - v AgC t� / A B . �• I ( AgC Blvi � ° \• (. AmC $ AKH �1mE3 I •II• � IBM I '1 29 '}i \ .._ Ur I `I 27 Q 16. 1203 AgC 2 ` + I 4 �• I • 1, U IAgC\t Na • •• • U g.W8 TE JR-1 ------------ R 8 I L ( P ) Y YY W - 1 R-8 Zoning O R O Appx. 78.4Acres 7 -( 3,414,00000 SF) C-) - RM = P IE - R-8, R-10 Zoning Appx. 45.5 Acres ( 1,985,000 SF) RM-F -- RM . P CP ) A C A HE47H Wr C CA CA R - 8 CA Greenwood Cemetery } — Internal Infiltration System (not included in Basin) Gravel Pit W • 2 R 10 CA CD 100 20° BASIN ZONING BASIN AREA Total Basin Area 170 ac. Appx. 170 Acres R-8 Zoning appx. 78.4 cc. ( 7,395,000 SF) R-10, R—MF appx. 45.5 cc. CA appx. 46.1 cc 0 MONROE AVE / NE 4TH ST DRAINAGE BASIN AREA D.Cww 1/31/07 �� � ��� ■��\fie ���■�� -� ■w'� ■I I � ■�1�.�....��� �■ �� ���hl,■ ski! ■_�■,�r ■• ■r _. M���� �� Ee[I�e■e111 �1111'1111 i r�- - - ,_ Noll■ ■ 7i� ■0 1e1 �� loom '���I�■A�...INNER '� all 7■1 •• ■. . , • e IN ■`IP,��■■■■■■■■■�■gee ■��� � ��> III � � ■ �■' � \�� ����� •� ■� PA . � fie_ � � � e C■L �s UL-110 ,, ��.� ©I ,� ■�11111.. rye e REV I�� � � . �.1 III . � _� � ���,-�� ■■ .� �� �/�'� ,� � INO ,_IIIIIIII IIJIIt11111111 �11CtA .. � � �� 211111�,IIi11,,, IhIl111i1�111 .11■1■� ice_ [IP`11■ ■'� ■ �. _ 3,414,000 SF) iME - ��� � = = �1�►`�IIIIIII r(not included in Basin) � Greenwood Cemetery Internal Infiltration System �� ■■ BASIN ZONING �■ Total Basin Area 170 . _■■. Appendix F 2007 Overflow System, Backwater Analysis Nomograph for Inlet Control: 2007 Overflow System King County Backwater Printouts for 24-inch Oveflow, Alternatives MON kOE A\Jt - qL- 0. dVEnFLOc,J PlPr D. cIrr/ KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL 3 /11/10 FIGURE 4.3.5C HEADWATER DEPTH FOR SMOOTH INTERIOR PIPE CULVERTS WITH INLET CONTROL 180 10,000 168 8,000 EXAMPLE I ) (2)6. (3) ENTRANCE TYPE 156 6,000 D•42 inches (3.5 feet) 6_ 0.120 cfs ---- SQUARE EDGE WITH 144 5,000 5. HEADWALL 4,000 ttw' ttw 6. 5. 132 o feet !. 4. 3,000 (1) 2.5 8.8 5. 4 120 (z) 2.1 7.4 ( t 2,000 (3) 2.2 7.7 4.-- I08 3. D in feet 3. 96 1,000 3- PLAN GROOVE END WITH 800 HEADWALL 84 600 500 ' 72 400 / \ 2. I = 300 6y% 1.5 1.5 ' N z N i� z 60 v 200 /' UJ 1.5 PLAN i _ �.35 GROOVE END 0 54 PROJECTING _. a ,o � 'w 100 z > 48 80 = �- J �42 = 60 a 10 10 v w w N 50 HW �NTRANGE 40 D SCALE TYPE w I.O 9 36 30 (I)►- Squo'a edge rich Q 9 3 w head.all 3: •9 _ C 33 20 (2) Groove and with w "' Nt W NrJPL' � head. 8 oll = .8 24" 30 - 13) Groove and 8 I P L projecting 27 / 10 7 1 '" 2,1 '1 8 7 2a •7 L L 34t1,► 2 6 To use scale (2) or (3) project Curb c 21 5 horizontally to scale (1).than 4 use straight inclined line through D and 0 scare•,or reverse as 6 N W = 3 •V 2 illustrated. 6 - .6 18 3 D = 21" or 1.�5 2 H f1 w/9 = 2. 0 Ax � = I3. 1 cis 15 �ur 24 2 V, A .5 5 .5 E h4r4tt to Tyrt 1.0 r --- -- �JPPE 12 4.3.5-11 1/90 f PIPE 5 - NE 4TH ST PIPE 4 PIPE 3 PIPE LAYOUT FOR KING CO BW MODEL PIPE 2 1 Q PIPE 1 1 EX OVERFLOW CB w z w Q w O z O o 0 z Q 0' 100' 200` Monroe Ave NE Storm System Project D.Carey 3/11/10 Check Capacity of New 24" HDPE Overflow Pipe (21"ID) �e YAM For s �U� Installed 20' north of existing overflow CB Assume the Pipe has a Free Outfall (overflow into gravel pit) z'1 H D P E Q 100-yr = 68 cfs Q 25-yr = 46.5 cfs Q10-yr = 41.Ocfs Over I A'FCB-z Af � acfs Q 2-yr = 34.3 cfs Note -The peak flow analysis does not account for possible upstream detention systems so the actual peak flow may be less than the model predicts. KING COUNTY DEPARTMENT OF NATURAL RESOURCES Water and Land Resources Division BACKWATER ANALYSIS PROGRAM Version 6.00 File Opened for Reading:new24HDPE.bwp REVIEW OF THE PIPE-DATA PI OUTLET INLET IN OVERFLO-BND STRU Q # LENGTH DI TY ELEV ELEV TY KE K M C Y ELEV ANG WIDE RAT 1 40.00 21 1 335.00 336.50 4 .20 .0045 2.0 .0317 .69 346.40 0 6.0 0.00 2 367.00 36 1 332.35 332.76 4 .20 .0045 2.0 .0317 .69 339.48 0 6.0 0.00 3 220.00 36 1 332.76 332.99 4 .20 .0045 2.0 .0317 . 69 341.18 0 6.0 0.00 4 13.00 36 1 332. 99 333.00 4 .20 .0045 2.0 .0317 . 69 341.38 0 8.0 0.00 5 40.00 36 1 333.08 333.58 4 .20 .0045 2.0 .0317 . 69 File Opened for Reading:new24HDPE.bwp File Opened for Writing:new24-2out.doc BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:new24HDPE.bwp Surcharge condition at intermediate junctions Tailwater Elevation:336. feet Discharge Range:10. to 40. Step of 2. [cfs] Overflow Elevation:342. feet Weir:NONE Upstream Veloci.ty:0.5 feet/sec * HDPr 21 " ID PIPE NO. 1: 40 LF - 2111CP @ 3.75% OUTLET: 335.00 INLET: 336.50 INTYP: 4 JUNC NO. 1: OVERFLOW-EL: 346.40 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 10.00 1.75 338.25 * 0.012 1.18 0. 66 1.00 1.00 1.18 ***** 1.75 12.00 1. 98 338.48 * 0.012 1.30 0.73 1.00 1.00 1.30 ***** 1.98 14 .00 2.25 338.75 * 0.012 1.40 0.80 1.00 1.00 1.40 ***** 2.25 new24-report.doc Page 1 of 3 16.00 2.58 339.08 * 0.012 1.48 0.86 1.00 1.00 1.48 ***** 2.58 18.00 2.95 339.45 * 0.012 1.55 0. 92 1.00 1.00 1.55 ***** 2.95 20.00 3.37 339.87 * 0.012 1. 60 0. 98 1.00 1.00 1. 60 ***** 3.37 22.00 3.83 340.33 * 0.012 1. 64 1.04 1.00 1.04 1. 64 ***** 3.83 24 .00 4 .33 340.83 * 0.012 1. 67 1.11 1.00 1.11 1. 67 ***** 4.33 26.00 4.88 341.38 * 0.012 1-69 1.17 1.00 1.17 1. 69 ***** 4.88 28.00 5.47 341.97 * 0.012 1.71 1.24 1.00 1.24 1.71 ***** 5.47 30.00 6.11 342. 61 * 0.012 1.72 1.31 1.00 1.31 1.72 ***** 6.11 32.00 6.79 343.29 * 0.012 1.73 1.38 1.00 1.38 1.73 ***** 6.79 34.00 7.51 344 .01 * 0.012 1.73 1.48 1.00 1.48 1.73 ***** 7.51 36.00 8.28 344.78 * 0.012 1.74 1.75 1.00 1.74 1.96 6.14 8.28 38.00 9.09 345.59 * 0.012 1.74 1.75 1.00 1.74 2.15 6.81 9.09 40.00 9. 94 346.44 * 0.012 1.74 1.75 1.00 1.74 2.36 7.52 9.94 CB just south of McDonalds driveway PIPE NO. 2: 367 LF - 36"CP @ 0.11% OUTLET: 332.35 INLET: 332.76 INTYP: 4 JUNC NO. 2: OVERFLOW-EL: 339.48 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 10.00 5.57 338.33 * 0.012 1.01 1.35 5. 90 5.90 5.56 5.57 1.34 12.00 5.83 338.59 * 0.012 1.10 1.50 6. 13 6.13 5.82 5.83 1.47 14 .00 6.14 338. 90 * 0.012 1.20 1. 64 6.40 6.40 6.13 6. 14 1.59 16.00 6.51 339.27 * 0.012 1.28 1.79 6.73 6.73 6.50 6.51 1.70 **************** OVERFLOW ENCOUNTERED AT 18.00 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 18.00 6.94 339.70 * 0.012 1.36 1. 94 7.10 7.10 6. 92 6. 94 1.81 20.00 7.41 340.17 * 0.012 1.44 2.09 7.52 7.52 7.39 7.41 1. 91 22.00 7. 94 340.70 * 0.012 1.51 2.25 7. 98 7.98 7. 91 7. 94 2.00 24 .00 8.52 341.28 * 0.012 1.58 2.45 8.48 8.48 8.48 8.52 2.08 26.00 9.14 341. 90 * 0.012 1. 65 3.00 9.03 9.03 9.09 9. 14 2.17 28.00 9.82 342.58 * 0.012 1.72 3.00 9. 62 9.62 9.76 9.82 2.24 30.00 10.54 343.30 * 0.012 1.78 3.00 10.26 10.26 10.48 10.54 2.32 32.00 11.32 344.08 * 0.012 1.84 3.00 10. 94 10.94 11.25 11.32 2.39 34 .00 12. 14 344. 90 * 0.012 1. 90 3.00 11. 66 11.66 12.06 12.14 2.46 36.00 13.02 345.78 * 0.012 1. 96 3.00 12.43 12.43 12. 93 13.02 2.52 38.00 13.94 346.70 * 0.012 2.01 3.00 13.24 13.24 13.84 13. 94 2.58 40.00 14 . 92 347. 68 * 0.012 2.06 3.00 14.09 14.09 14.81 14 .92 2. 64 PIPE NO. 3: 220 LF - 36"CP @ 0.10% OUTLET: 332.76 INLET: 332. 99 INTYP: 4 JUNC NO. 3: OVERFLOW-EL: 341.18 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 10.00 5.39 338.38 * 0.012 1.01 1.38 5.57 5.57 5.38 5.39 1.34 12.00 5. 67 338. 66 * 0.012 1.10 1.53 5.83 5.83 5.66 5.67 1.47 14.00 6.01 339.00 * 0.012 1.20 1. 68 6.14 6.14 5.99 6.01 1.59 16.00 6.41 339.40 * 0.012 1.28 1.83 6.51 6.51 6.39 6.41 1.70 18.00 6.87 339.86 * 0.012 1.36 1. 98 6.94 6. 94 6.85 6.87 1.81 20.00 7.38 340.37 * 0.012 1.44 2.14 7.41 7.41 7.35 7.38 1.91 22.00 7. 95 340. 94 * 0.012 1.51 2.32 7. 94 7. 94 7.91 7.95 2.00 **************** OVERFLOW ENCOUNTERED AT 24.00 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 24.00 8.57 341.56 * 0.012 1.58 2.54 8.52 8.52 8.53 8.57 2.08 new24-report.doc Page 2 of 4 f 26.00 9.24 342.23 * 0.012 1.65 3.00 9.14 9.14 9.20 9.24 2.17 28.00 9.97 342. 96 * 0.012 1.72 3.00 9.82 9.82 9.92 9. 97 2.24 30.00 10.75 343.74 * 0.012 1.78 3.00 10.54 10.54 10.69 10.75 2.32 32.00 11.59 344.58 * 0.012 1.84 3.00 11.32 11.32 11.52 11.59 2.39 34 .00 12.48 345.47 * 0.012 1. 90 3.00 12.14 12.14 12.40 12.48 2.46 36.00 13.42 346.41 * 0.012 1. 96 3.00 13.02 13.02 13.33 13.42 2.52 38.00 14.42 347.41 * 0.012 2.01 3.00 13.94 13.94 14.32 14.42 2.58 40.00 15.47 348.46 * 0.012 2.06 3.00 14 .92 14 . 92 15.36 15.47 2. 64 PIPE NO. 4: 13 LF - 36"CP @ 0.08% OUTLET: 332. 99 INLET: 333.00 INTYP: 4 JUNC NO. 4: OVERFLOW-EL: 341.38 BEND: 0 DEG DIA/WIDTH: 8.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 10.00 5.39 338.39 * 0.012 1.01 1.50 5.39 5.39 5.38 5.39 1.34 12.00 5. 67 338. 67 * 0.012 1.10 1.68 5. 67 5.67 5.66 5. 67 1.47 14.00 6.01 339.01 * 0.012 1.20 1.85 6.01 6.01 6.00 6.01 1.59 16.00 6.42 339.42 * 0.012 1.28 2.03 6.41 6.41 6.41 6.42 1.70 18.00 6.89 339.89 * 0.012 1.36 2.23 6.87 6.87 6.87 6.89 1.81 20.00 7.41 340.41 * 0.012 1.44 2.46 7.38 7.38 7.38 7.41 1. 91 22.00 7. 98 340. 98 * 0.012 1.51 3.00 7.95 7.95 7. 95 7. 98 2.00 **************** OVERFLOW ENCOUNTERED AT 24.00 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 24.00 8. 61 341. 61 * 0.012 1.58 3.00 8.57 8.57 8.57 8. 61 2.08 26.00 9.29 342.29 * 0.012 1. 65 3.00 9.24 9.24 9.25 9.29 2.17 28.00 10.03 343.03 * 0.012 1.72 3.00 9. 97 9. 97 9. 98 10.03 2.24 30.00 10.83 343.83 * 0.012 1.78 3.00 10.75 10.75 10.76 10.83 2.32 32.00 11.67 344 .67 * 0.012 1.84 3.00 11.59 11.59 11. 60 11. 67 2.39 34.00 12.57 345.57 * 0.012 1.90 3.00 12.48 12.48 12.50 12.57 2.46 36.00 13.53 346.53 * 0.012 1.96 3.00 13.42 13.42 13.44 13.53 2.52 38.00 14 .54 347.54 * 0.012 2.01 3.00 14.42 14.42 14.44 14.54 2.58 40.00 15. 61 348. 61 * 0.012 2.06 3.00 15.47 15.47 15.50 15. 61 2.64 PIPE NO. 5: 40 LF - 36"CP @ 1.25% OUTLET: 333.08 INLET: 333.58 INTYP: 4 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 10.00 4.85 338.43 * 0.012 1.01 0.72 5.31 5.31 4.82 4.85 1.35 12.00 5.15 338.73 * 0.012 1. 10 0.79 5.59 5.59 5.10 5.15 1.50 14.00 5.52 339. 10 * 0.012 1.20 0.85 5.93 5.93 5.45 5.52 1.63 16.00 5.96 339.54 * 0.012 1.28 0. 91 6.34 6.34 5.86 5. 96 1.76 18.00 6.45 340.03 * 0.012 1.36 0. 97 6.81 6.81 6.33 6.45 1.89 20.00 7.00 340.58 * 0.012 1.44 1.02 7.33 7.33 6.86 7.00 2.01 22.00 7.62 341.20 * 0.012 1.51 1.07 7. 90 7. 90 7.44 7. 62 2.12 24.00 8.29 341.87 * 0.012 1.58 1.13 8.53 8.53 8.08 8.29 2.24 **************** OVERFLOW ENCOUNTERED AT 26.00 CFS DISCHARGE ***************** 26.00 9.01 342.59 * 0.012 1.65 1. 18 9.21 9.21 8.77 9.01 2.35 28.00 9.80 343.38 * 0.012 1.72 1.22 9. 95 9. 95 9.51 9.80 2.46 30.00 10.65 344 .23 * 0.012 1.78 1.27 10.75 10.75 10.31 10.65 2.57 32.00 11.55 345.13 * 0.012 1.84 1.32 11.59 11.59 11.17 11.55 2. 68 34.00 12.51 346.09 * 0.012 1.90 1.36 12.49 12.49 12.08 12.51 2.79 36.00 13.53 347.11 * 0.012 1.96 1.41 13.45 13.45 13.05 13.53 2. 90 38.00 14 .61 348.19 * 0.012 2.01 1.45 14.46 14.46 14.07 14.61 3.00 40.00 15.75 349.33 * 0.012 2.06 1.50 15.53 15.53 15.15 15.75 3.11 new24-report.doc Page 3 of 4 Monroe Ave NE Storm System Project D.Carey 3116/10 d� T Check Capacity of New 18" Overflow Pipe U� 4J �ur � � fl Installed 20' north of existing overflow CB ,, N o + SIX Lc 14"IJ , Assume the Pipe has a Free Outfall (overflow into gravel pit) Q 100-yr = 68 cfs VIC Z4�, C�u t� -Fbr ry!ort Q 25-yr = 46.5 cfs Q 10-yr = 41.0 cfs (�vtr��o�✓ �� C. 'Z a f c�s Q 2-yr = 34.3 cfs Note -The peak flow analysis does not account for possible upstream detention systems so the actual peak flow may be less than the model predicts. KING COUNTY DEPARTMENT OF NATURAL RESOURCES Water and Land Resources Division BACKWATER ANALYSIS PROGRAM Version 6.00 File Opened for Reading:bwl6-pipe.bwp REVIEW OF THE PIPE-DATA Using 16" ID for 18" HDPE pipe. PI OUTLET INLET IN OVERFLO BND STRU Q # LENGTH DI TY ELEV ELEV TY KE K M C Y ELEV ANG WIDE RAT 1 40.00 16 1 335. 60 336.00 4 .20 .0045 2.0 .0317 . 69 346.17 0 6.0 0.00 2 367.00 36 1 332.35 332.76 4 .20 .0045 2.0 .0317 .69 339.48 0 6.0 0.00 3 220.00 36 1 332.76 332.99 4 .20 .0045 2.0 .0317 . 69 341.18 0 6.0 0.00 4 13.00 36 1 332. 99 333.00 4 .20 .0045 2.0 .0317 . 69 341.38 0 8.0 0.00 5 40.00 36 1 333.08 333.58 4 .20 .0045 2.0 .0317 .69 File Opened for Reading:bwl6-pipe.bwp BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:bwl6-pipe.bwp Surcharge condition at intermediate junctions Tailwater Elevation:335. 6 feet Discharge Range: 6. to 30. Step of 2. [cfs] Overflow Elevation:341.6 feet Weir:NONE Upstream Velocity:0.5 feet/sec PIPE NO. 1: 40 LF - 16"CP @ 1.00% OUTLET: 335.60 INLET: 336.00 INTYP: 4 JUNC NO. 1: OVERFLOW-EL: 346.17 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 6.00 1.51 337.51 * 0.012 0.98 0.84 0.00 0.84 0. 98 ***** 1.51 8.00 1. 95 337.95 * 0.012 1.12 1.06 0.00 1.06 1.12 ***** 1.95 10.00 2.54 338.54 * 0.012 1.22 1.33 0.00 1.22 1.44 2.40 2.54 12.00 3.25 339.25 * 0.012 1.27 1.33 0.00 1.27 1.69 3.07 3.25 BW16-Report.doc Page 1 of 3 14.00 4.10 340.10 * 0.012 1.30 1.33 0.00 1.30 2.00 3.88 4.10 16.00 5.08 341.08 * 0.012 1.32 1.33 0.00 1.32 2.36 4.81 5.08 18.00 6.18 342.18 * 0.012 1.32 1.33 0.00 1.32 2.74 5.84 6.18 20.00 7.42 343.42 * 0.012 1.33 1.33 0.00 1.33 3.20 7.03 7.42 22.00 8.78 344 .78 * 0.012 1.33 1.33 0.00 1.33 3. 68 8.31 8.78 **************** OVERFLOW ENCOUNTERED AT 24.000FSDISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 24.00 10.28 346.28 * 0.012 1.33 1.33 0.00 1.33 4.20 9.71 10.28 26.00 11.91 347. 91 * 0.012 1.33 1.33 0.00 1.33 4.85 11.32 11. 91 28.00 13.66 349. 66 * 0.012 1.33 1.33 0.00 1.33 5.47 12.98 13. 66 30.00 15.55 351.55 * 0.012 1.33 1.33 0.00 1.33 6.14 14 .76 15.55 CB just east of McDonalds PIPE NO. 2: 367 LF - 3611CP @ 0.11% OUTLET: 332.35 INLET: 332.76 INTYP: 4 JUNC NO. 2: OVERFLOW-EL: 339.48 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 6.00 4.78 337.54 * 0.012 0.77 1.02 5.16 5.16 4.78 4.78 1.03 8.00 5.24 338.00 * 0.012 0. 90 1.19 5. 60 5.60 5.24 5.24 1.20 10.00 5.86 338. 62 * 0.012 1.01 1.35 6.19 6.19 5.85 5.86 1.34 12.00 6. 61 339.37 * 0.012 1. 10 1.50 6. 90 6. 90 6. 60 6. 61 1.47 **************** OVERFLOW ENCOUNTERED AT 14.00 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 14.00 7.49 340.25 * 0.012 1.20 1. 64 7.75 7.75 7.48 7.49 1.59 16.00 8.51 341.27 * 0.012 1.28 1.79 8.73 8.73 8.50 8.51 1.70 18.00 9.67 342.43 * 0.012 1.36 1. 94 9.83 9.83 9. 65 9. 67 1.81 20.00 10.97 343.73 * 0.012 1.44 2.09 11.07 11.07 10. 94 10. 97 1. 91 22.00 12.40 345.16 * 0.012 1.51 2.25 12.43 12.43 12.36 12.40 2.00 24.00 13.96 346.72 * 0.012 1.58 2.45 13.93 13. 93 13. 92 13. 96 2.08 26.00 15.67 348.43 * 0.012 1.65 3.00 15.56 15.56 15. 62 15. 67 2.17 28.00 17.51 350.27 * 0.012 1.72 3.00 17.31 17.31 17.45 17.51 2.24 30.00 19.48 352.24 * 0.012 1.78 3.00 19.20 19.20 19.42 19.48 2.32 PIPE NO. 3: 220 LF - 36"CP @ 0.10% OUTLET: 332.76 INLET: 332.99 INTYP: 4 JUNC NO. 3: OVERFLOW-EL: 341.18 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 6.00 4 .57 337.56 * 0.012 0.77 1.04 4 .78 4.78 4.57 4.57 1.03 8.00 5.04 338.03 * 0.012 0.90 1.22 5.24 5.24 5.04 5.04 1.20 10.00 5.68 338. 67 * 0.012 1.01 1.38 5.86 5.86 5. 67 5. 68 1.34 12.00 6.45 339.44 * 0.012 1.10 1.53 6.61 6. 61 6.44 6.45 1.47 14.00 7.36 340.35 * 0.012 1.20 1. 68 7.49 7.49 7.34 7.36 1.59 **************** OVERFLOW ENCOUNTERED AT 16.000FSDISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 16.00 8.41 341.40 * 0.012 1.28 1.83 8.51 8.51 8.39 8.41 1.70 18.00 9.60 342.59 * 0.012 1.36 1.98 9.67 9. 67 9.58 9. 60 1.81 20.00 10. 93 343. 92 * 0.012 1.44 2.14 10.97 10. 97 10. 90 10. 93 1. 91 22.00 12.40 345.39 * 0.012 1.51 2.32 12.40 12.40 12.37 12.40 2.00 24.00 14 .02 347.01 * 0.012 1.58 2.54 13.96 13. 96 13. 98 14.02 2.08 26.00 15.77 348.76 * 0.012 1.65 3.00 15. 67 15. 67 15.72 15.77 2.17 28.00 17.66 350. 65 * 0.012 1.72 3.00 17.51 17.51 17. 61 17. 66 2.24 30.00 19.69 352. 68 * 0.012 1.78 3.00 19.48 19.48 19. 63 19. 69 2.32 BW16-Report.doc Page 2 of 3 PIPE NO. 4 : 13 LF - 36"CP @ 0.08% OUTLET: 332. 99 INLET: 333.00 INTYP: 4 JUNC NO. 4 : OVERFLOW-EL: 341.38 BEND: 0 DEG DIA/WIDTH: 8.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 6.00 4.57 337.57 * 0.012 0.77 1.13 4.57 4 .57 4.57 4.57 1.03 8.00 5.04 338.04 * 0.012 0.90 1.32 5.04 5.04 5.04 5.04 1.20 10.00 5. 67 338. 67 * 0.012 1.01 1.50 5.68 5.68 5. 67 5. 67 1.34 12.00 6.45 339.45 * 0.012 1.10 1. 68 6.45 6.45 6.44 6.45 1.47 14.00 7.37 340.37 * 0.012 1.20 1.85 7.36 7.36 7.35 7.37 1.59 **************** OVERFLOW ENCOUNTERED AT 16.000FSDISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 16.00 8.42 341.42 * 0.012 1.28 2.03 8.41 8.41 8.41 8.42 1.70 18.00 9. 62 342. 62 * 0.012 1.36 2.23 9. 60 9.60 9.60 9.62 1.81 20.00 10. 96 343. 96 * 0.012 1.44 2.46 10. 93 10.93 10. 93 10. 96 1. 91 22.00 12.44 345.44 * 0.012 1.51 3.00 12.40 12.40 12.41 12.44 2.00 24.00 14.06 347.06 * 0.012 1.58 3.00 14.02 14 .02 14.02 14.06 2.08 26.00 15.82 348.82 * 0.012 1. 65 3.00 15.77 15.77 15.77 15.82 2.17 28.00 17.72 350.72 * 0.012 1.72 3.00 17. 66 17.66 17. 67 17.72 2.24 30.00 19.77 352.77 * 0.012 1.78 3.00 19. 69 19.69 19.71 19.77 2.32 PIPE NO. 5: 40 LF - 36"CP @ 1.25% OUTLET: 333.08 INLET: 333.58 INTYP: 4 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 6.00 4.01 337.59 * 0.012 0.77 0.56 4.49 4 .49 4 .00 4 .01 1.02 8.00 4.49 338.07 * 0.012 0.90 0. 64 4. 96 4 . 96 4.47 4 .49 1.20 10.00 5.14 338.72 * 0.012 1.01 0.72 5.59 5.59 5.10 5.14 1.35 12.00 5.93 339.51 * 0.012 1.10 0.79 6.37 6.37 5.88 5.93 1.50 14.00 6.87 340.45 * 0.012 1.20 0.85 7.29 7.29 6.80 6.87 1.63 16.00 7. 95 341.53 * 0. 012 1.28 0. 91 8.34 8.34 7.86 7.95 1.76 **************** OVERFLOW ENCOUNTERED AT 18.00 CFS DISCHARGE ***************** 18.00 9.18 342.76 * 0.012 1.36 0. 97 9.54 9.54 9.07 9.18 1.89 20.00 10.56 344.14 * 0.012 1.44 1.02 10.88 10.88 10.41 10.56 2.01 22.00 12.07 345. 65 * 0.012 1.51 1.07 12.36 12.36 11.90 12.07 2.12 24.00 13.73 347.31 * 0.012 1.58 1.13 13. 98 13. 98 13.52 13.73 2.24 26.00 15.54 349.12 * 0.012 1.65 1.18 15.74 15.74 15.29 15.54 2.35 28.00 17.49 351.07 * 0.012 1.72 1.22 17. 64 17. 64 17.20 17.49 2.46 30.00 19.59 353.17 * 0.012 1.78 1.27 19. 69 19. 69 19.26 19.59 2.57 Exit KCBW Program BW16-Report.doc Page 3 of 3 A Monroe Ave NE Storm System Project D.Carey 2/12/07 Check Possible Existing Storm System Capacity r Assume the 36-inch Infiltration Pipe has a Free Outfall (no infiltration or overflow into gravel pit) L Q 100-yr = 68 cfs w/ Fr c t ow-41 l( Q 25-yr = 46.5 cfs Q 10-yr = 41.0 cfs ��P�Flow G 1 6 0 ct Q 2-yr = 34.3 cfs Note-The peak flow analysis does not account for possible upstream detention systems so the actual peak flow may be less than the model predicts. KING COUNTY DEPARTMENT OF NATURAL RESOURCES Water and Land Resources Division BACKWATER ANALYSIS PROGRAM Version 5.30h File Opened for Reading:expipe.bwp REVIEW OF THE PIPE-DATA PI OUTLET INLET IN OVERFLO BND STRU Q # LENGTH DI TY ELEV ELEV TY KE K M C Y ELEV ANG WIDE RAT 1 20.00 36 1 332.30 332.35 4 .20 .0045 2.0 .0317 . 69 346. 17 0 6.0 0.00 2 367 .00 36 1 332.35 332.76 4 .20 .0045 2.0 .0317 . 69 339.48 0 6.0 0.00 3 220.00 36 1 332.76 332. 99 4 .20 .0045 2.0 .0317 . 69 341. 18 0 6.0 0.00 4 13.00 36 1 332. 99 333.00 4 .20 .0045 2.0 .0317 . 69 341.38 0 8.0 0.00 5 40.00 36 1 333.08 333.58 4 .20 .0045 2.0 .0317 . 69 File Opened for Reading:expipe.bwp File Opened for Writing:BWout-2.doc BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:expipe.bwp Surcharge condition at intermediate junctions Tailwater Elevation:332.8 feet Discharge Range:30. to 70. Step of 5. [cfs] Overflow Elevation:341. 6 feet Weir:NONE Upstream Velocity:0.5 feet/sec 25-Yr Storm in Bold (appx, 46.5 cfs) PIPE NO. 1: 20 LF - 36"CP @ 0.25% OUTLET: '332.30 INLET: 332. 35 INTYP: 4 JUNC NO. 1: OVERFLOW-EL: 346.17 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 30.00 2.38 334 .73 * 0.012 1.78 2 . 09 0.50 1.78 1. 92 2 .38 2.32 35.00 2.54 334 . 89 * 0.012 1. 93 2. 38 0.50 1. 93 2.09 2 .54 2.49 40.00 2. 69 335.04 * 0.012 2.06 3.00 0.50 2.06 2.25 2 . 69 2. 64 45.00 2.81 335.16 * 0.012 2.19 3.00 0.50 2.19 2.41 2.81 2.76 C:\Duv\BW2out-Report.doc Page 1 of 3 50.00 2.93 335.28 * 0.012 2.31 3.00 0.50 2.31 2.55 2. 93 2.89 55.00 3.06 335.41 * 0.012 2.41 3.00 0.50 2.41 2.68 3.03 3.06 60.00 3.25 335. 60 * 0.012 2.51 3.00 0.50 2.51 2.80 3.13 3.25 65.00 3.46 335.81 * 0.012 2.59 3.00 0.50 2.59 2.90 3.22 3.46 70.00 3.68 336.03 * 0.012 2.66 3.00 0.50 2.66 2.99 3.33 3.68 CB just south of McDonalds PIPE NO. 2: 367 LF - 36"CP @ 0.11% OUTLET: 332.35 INLET: 332.76 INTYP: 4 JUNC NO. 2: OVERFLOW-EL: 339.48 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 30.00 2.76 335.52 * 0.012 1.78 3.00 2.38 2.38 2.65 2.76 2.32 35.00 3.14 335. 90 * 0.012 1.93 3.00 2.54 2.54 3.06 3.14 2.49 40.00 3.51 336.27 * 0.012 2.06 3.00 2.69 2.69 3.40 3.51 2.64 45.00 3.91 336.67 * 0.012 2.19 3.00 2.81 2.81 3.77 3.91 2.76 50.00 4 .36 337.12 0.012 2.31 3.00 2.93 2.93 4.19 4 .36 2.89 55.00 4.99 337.75 0.012 2.41 3.00 3.06 3.06 4.78 4.99 3.07 60.00 5. 62 338.38 0.012 2.51 3.00 3.25 3.25 5.37 5.62 3.25 65.00 6.31 339.07 * 0.012 2.59 3.00 3.46 3.46 6.02 6.31 3.46 70.00 7.05 339.81 * 0.012 2.66 3.00 3.68 3.68 6.72 7.05 3.68 PIPE NO. 3: 220 LF - 36"CP @ 0.10% OUTLET: 332.76 INLET: 332.99 INTYP: 4 JUNC NO. 3: OVERFLOW-EL: 341.18 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 30.00 2.94 335.93 * 0.012 1.78 3.00 2.76 2.76 2.87 2.94 2.32 35.00 3.51 336.50 * 0.012 1.93 3.00 3.14 3.14 3.43 3.51 2.49 40.00 4.06 337.05 * 0.012 2.06 3.00 3.51 3.51 3.95 4 .06 2.64 45. 00 4.67 337.66 * 0.012 2.19 3.00 3.91 3.91 4.53 4.67 2.76 50.00 5.36 338.35 * 0.012 2.31 3.00 4.36 4.36 5.18 5.36 2.89 55.00 6.24 339.23 * 0.012 2.41 3.00 4.99 4.99 6.03 6.24 3.07 60.00 7.15 340.14 * 0.012 2.51 3.00 5.62 5.62 6. 91 7.15 3.25 65.00 8.15 341.14 * 0.012 2.59 3.00 6.31 6.31 7.86 8.15 3.46 70.00 9.22 342.21 * 0.012 2. 66 3.00 7.05 7.05 8.89 9.22 3. 68 PIPE NO. 4: 13 LF - 36"CP @ 0.08% OUTLET: 332.99 INLET: 333.00 INTYP: 4 JUNC NO. 4: OVERFLOW-EL: 341.38 BEND: 0 DEG DIA/WIDTH: 8.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 30.00 3.01 336.01 * 0.012 1.78 3.00 2. 94 2.94 2.95 3.01 2.32 35.00 3. 62 336. 62 * 0.012 1.93 3.00 3.51 3.51 3.53 3. 62 2.49 40.00 4 .20 337.20 * 0.012 2.06 3.00 4.06 4 .06 4 .09 4 .20 2.64 45.00 4.85 337.85 * 0.012 2.19 3.00 4.67 4.67 4.71 4.85 2.76 50.00 5.58 338.58 * 0.012 2.31 3.00 5.36 5.36 5.41 5.58 2.89 55.00 6.51 339.51 * 0.012 2.41 3.00 6.24 6.24 6.30 6.51 3.07 60.00 7.48 340.48 * 0.012 2.51 3.00 7.15 7.15 7.23 7. 48 3.26 **************** OVERFLOW ENCOUNTERED AT 65.00 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 65.00 8.53 341.53 * 0.012 2.59 3.00 8.15 8.15 8.24 8.53 3.46 70.00 9.67 342.67 * 0.012 2. 66 3.00 9.22 9.22 9.33 9. 67 3.68 C:\Duv\BW2out-Report.doc Page 2 of 3 PIPE NO. 5: 40 LF - 36"CP @ 1.25% OUTLET: 333.08 INLET: 333.58 INTYP: 4 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 30.00 2.57 336.15 * 0.012 1.78 1.27 2.93 2.93 1.78 ***** 2.57 35.00 3.59 337.17 * 0.012 1.93 1.39 3.54 3.54 3.14 3.59 2.84 40.00 4.34 337.92 * 0.012 2.06 1.50 4.12 4.12 3.75 4.34 3.11 45.00 5.18 338.76 * 0.012 2.19 1.61 4.77 4.77 4.42 5.18 3.36 50.00 6.12 339.70 * 0.012 2.31 1.71 5.50 5.50 5.19 6.12 3.63 55.00 7.29 340.87 * 0.012 2.41 1.82 6.43 6.43 6.16 7.29 3.97 **************** OVERFLOW ENCOUNTERED AT 60.00 CFS DISCHARGE ***************** 60.00 8.52 342.10 * 0.012 2.51 1.93 7.40 7.40 7.18 8.52 4.33 65.00 9.85 343.43 * 0.012 2.59 2.04 8.45 8.45 8.28 9.85 4 .73 70.00 11.29 344.87 * 0.012 2.66 2.16 9.59 9.59 9.46 11.29 5.16 Exit KCBW Program BACKWATER ANALYSIS PROGRAM Version 5.30h CADuv\BW2out-Report.doc Page 3 of 3