Loading...
HomeMy WebLinkAboutSWP273146 (2) I� �w�� �� �^.. � t s y t5 *»',d�'� it-�a+?-i�•� c£ �n�. v& ors. n �v � '4'e.'K^���i.YF'f� '- ?} �{ t y 1 `'y,r t f. Pro t�c t a .. _ SWP-27.3350� D.UVALL 'AVEr NE, UNiION AVE NE STORM SYSTEM` REPAIR PROJECT DRAINAGE REPORT . Prepared by: r K C.ity,of Renton Public Works,D.epartment Surface-WMer.Utility March 200.9 r - t " u .i. 5 ##__ ta*'S f a';jc A �"+v�+'p v i, ` .. ,c, ,�, •,.rr+ ,� r�p5y,�g t..'i,a, 1 SWP-27-3350 DUVALL AVE NE, UNION AVE NE STORM SYSTEM REPAIR PROJECT ' DRAINAGE REPORT ' Prepared by: ' City of Renton Public Works Department Surface Water Utility ' March 2009 ' Duvall Ave NE. Union Ave NE Drainage Report Table of Contents ' Section Page 1 - Location and Existing Conditions 1 2 — Drainage Basins and Future Runoff Analysis 3 ' 3— Backwater Analysis 7 ' Figures Project Location Union Ave Figure ' Duvall Ave Backwater Figure Appendices A— Union Ave NE Drainage Basin Analysis ' B — Duvall Ave NE Drainage Basin Analysis C— Backwater Analysis ' D — Partial Drainage Reports, Oregard Highlands Prof. Plaza ' Partial Plans Windsor Place Drainage System 1 ' Duvall Ave, Union Ave Drainage Report Page 1 SECTION 1 - LOCATION AND EXISTING CONDITIONS A. Site Location ' The Union Ave NE project area is located on the north side of the intersection of Union Ave NE and NE 5th Court. The Duvall Ave NE project area is located in the 400 block of Duvall Ave NE, on the west side of the street about 600 feet north of the NE 4th St/ Duvall Ave NE intersection (see Project Location Figure at the end of the report). B. Purpose The purpose of the project is to replace existing storm system pipes that are deteriorating. The 24-inch CMP in Union Ave is rusting and is in poor condition. A smaller pipe had been placed into the entrance as an interim measure to maintain flow through it. The Maintenance Division inspected the existing 36-inch CMP pipe in Duvall Ave NE and found the bottom was rusting out. The ground surface settled in several areas and had to be filled and patched with asphalt. ' C. Existing 9 Y Drainage Systems ' Union Ave NE The existing 24-inch CMP pipe at the northeast corner of Union Ave NE and NE 5th Ct is part of an older pipe system installed sometime in the past. The 24-inch CMP pipe drains ' approximately 50 to 60 acres to the northeast, roughly bounded by Union Ave NE, NE 9th St, Bremerton Ave NE, and NE 5th Ct. The existing pipe system is shown on the Union Ave Figure at the end of the report. ' The streets and homes in the drainage basin were built as part of several different developments. A large portion of the basin drains to a large detention pond near NE 7th St. ' The detention pond and other areas flow to the southwest into a series of protected private wetlands (Native Growth Protection Area) that flow to the northeast corner of Union Ave NE and NE 5th Ct, and discharge into the 24-inch CMP pipe. The last development in the area was "The Vineyards Subdivision, Belmont Homes" (City File TED-40-2956), which built NE 5th Ct. The drainage report analyzed runoff for the area under ' development, and routed that flow into a detention vault on the north side of NE 5th Ct, then into the existing wetland area. The design flow from the detention vault is 1.8 cfs, and overflow is about 5.7 cfs. Two catch basin in NE 5th Ct discharge directly into the wetland area. The ' report did not include information on the flow from the upstream drainage basin to the wetland and the existing 24-inch CMP going to the Union Ave. drainage system. H:\File Sys\SWP-Surface Water Projects\SWP-27-Surface Water Projects(CIP)\27-3350 Duvall-Union Repair\1112 Hydraulic Report-Notes\090225 FINAL Hydraulic Report-Duvall.doc Duvall Ave, Union Ave Drainage Report Page 2 ' Duvall Ave NE The main drainage system in the Duvall Ave NE project area consists of a 36-inch concrete 1 pipe that crosses Duvall Ave NE from the east to the west, connects to a 36-inch CMP pipe along the west side of the street, which connects to new 48-inch CMP pipe that discharges to the south to the Highlands Professional Plaza property. The existing pipe system is shown on ' the Backwater Figure at the end of the report. The 36-inch concrete pipe and 36-inch CMP pipe are older pipes installed sometime in the past. There are no construction plans for those pipes in the City files. Approximately 3.4 acres of the property on the east side of Duvall Ave NE (north of BW Pipe #6) acts as a wetland area and detention pond, which then flows to the 36-inch concrete pipe in ' Duvall Ave NE. On the west side of Duvall Ave several of the Orchards developments have their own detention systems. The detention systems discharge to a pipe system which crosses Duvall Ave NE,and discharges to the north end of the 3.4 acre wetland. ' In 1994 the Orchards Division I & III project (City File TED-40-2150) installed a control manhole (BW Junction #5) on the upstream end of the 36-inch concrete pipe on the east side of Duvall ' Ave. The control manhole inlet and outlet pipes are 18-inches in diameter. The control manhole reduces flows to the 36-inch pipe system, and helps detain flow in the 3.4 acre wetland. ' The Orchards project also installed an 18-inch storm pipe and catch basins along the west side of Duvall Ave NE to collect runoff from the street. The 18-inch pipe flows to the south and 1 connects to the 36-inch pipe on the west side of Duvall (at BW Junction #3). At the intersection of Duvall Ave NE and NE 6th St drainage from inside the Orchards developments runs to the east in a 18-inch pipe which crosses Duvall Ave NE and drains into the north end of the 3.4 acre wetland. In 2003 the 48-inch CMP pipe (BW Pipe #1) south of the 36-inch CMP pipe was installed as part of the Highlands Professional Plaza (City File TED-40-3029). The 48-inch pipe was sized ' for a peak flow of 53.8 cfs using a nomograph, a backwater analysis of the upstream 36-inch system was not performed. The 48-inch pipe drains into wetland area on the Highlands Plaza property that acts to store flow from the upstream system. The wetland continues to the west, ' crosses several other properties, and eventually discharges to a 24-inch culvert flowing to the west under Bremerton Ave NE (the Windsor Place project, file number R-1910). For more information see Appendix C which includes parts of the Highlands Professional Plaza Drainage Report. H:\File Sys\SWP-Surface Water Projects\SWP-27-Surface Water Projects(CIP)\27-3350 Duvall-Union Repair\1112 Hydraulic Report-Notes\090225 FINAL Hydraulic Report-Duvall.doc Duvall Ave, Union Ave Drainage Report Page 3 ' SECTION 2 - DRAINAGE BASINS AND FUTURE RUNOFF ANALYSIS ' Union Ave NE A basic drainage analysis was performed for the Union Ave project in 2003 and is included in Appendix A. The analysis identified the drainage basin size as 64 acres. Runoff from the basin was modeled with the SBUH (Santa Barbara Urban Hydrograph) model and is summarized below: Area Pervious Impervious Time of (acres) A ac CN A (ac) CN Concentration 64.3 25.9 85.6 38.4 98 52 min ' 25-Year, 24-Hour Storm 3.45 inches Peak Flow = 25.56 cfs 100-Year, 24-Hour Storm 3.90 inches Peak Flow = 29.67 cfs ' The drainage basin size was checked for this report. When adjusted for changes in drainage patterns from new developments and ground slopes the actual drainage basin size is closer to 50 acres. Because runoff is detained by a series of wetland areas before reaching the 24-inch culvert at Union Ave a backwater analysis was determined not to be necessary. The existing 24-inch CMP culvert was analyzed using an inlet control nomograph. ' A headwater depth of 4 feet was determined using the existing culvert invert of approximately EL 393 and the catch basin rim elevations in NE 5th Ct of approximately EL 397. The capacity of the existing 24-inch CMP culvert was given as 22 cfs. The proposed 24-inch smooth interior wall culvert was also analyzed using an inlet control nomograph. Using the same headwater depth of 4 feet the culvert capacity was given as 28 cfs. The proposed 24-inch smooth wall culvert will be capable of conveying the peak flow from the 25-year storm event, and the majority of the peak flow from the 100-year storm event. ' The analysis and culvert size is considered adequate since the actual drainage basin is smaller than the original analysis, and the peaks flows are probably less. Also, the affect of the storage capacity and detention of the upstream wetlands was not considered in the analysis. The new culvert design matches the existing culvert size and invert elevations so there will be no change in water conditions in the wetland. HAFile Sys\SWP-Surface Water Projects\SWP-27-Surface Water Projects(CIP)\27-3350 Duvall-Union ' Repair\1112 Hydraulic Report-Notes\090225 FINAL Hydraulic Report-Duvall.doc Duvall Ave, Union Ave Drainage Report Page 4 Duvall Ave NE A drainage analysis and calculations were performed for the Duvall Ave project to determine if the pipe replacing the deteriorating 36-inch CMP should be 36-inches or 48-inches in diameter. The calculations and figures for the analysis are in Appendix B and as noted below. ' A. Soils ' The Soil Conservation Service Soil Survey for King County classifies the soils in the drainage area as AgC, AgB, Alderwood, gravelly, sandy, loam. The King County Surface Water Manual considers Alderwood soils as hydrogroup C, which is considered as Till for the King County 1 Runoff Time Series Model (KCRTS). ' B. Drainage Basin Analysis The City of Renton Surface Water Utility (SWU) used the 2002 Drainage Technical Information Report (TIR) for the Renton Highlands Professional Plaza development (TED-40-3029) as a starting point for the new analysis. The 2002 TIR identified the drainage basin as consisting of 159 acres, with 90.3 acres of impervious area. Runoff from the basin was analyzed with the ' King County Runoff Time Series (KCRTS) program, apparently using the one-hour time series. The KCRTS program gave the peak flow for the drainage basin and 48-inch CMP for the 25- year, 24-hours storm as 33.7 cfs, and the peak flow for the 100-year, 24-hour storm as 53.8 cfs. A partial copy of the Highlands Professional Plaza TIR is included in Appendix D. The SWU reviewed the drainage basin and revised it for existing topography, and changes ' caused by new drainage systems installed for new developments. The revised Topography /Drainage figure is included in Appendix B. Current land use and zoning information was placed on the new drainage basin boundaries, see the Zoning Figure in Appendix B. Because of a more detailed analysis of the topography and existing drainage systems the drainage basin for the site was reduced from 159 acres to 139 acres. The different land use areas, such as R-MF (multifamily), R-14 (14 du/ac), R-8 (8 du/ac) ' wetlands and open space, and major City streets, were delineated in Autocad and measured. Several lots in the R-8, R-14, and R-MF zones were measured to determine their typical pervious (grass) and impervious areas. The land use area results are given in Appendix B and are summarized below: HAFile Sys\SWP-Surface Water Projects\SWP-27-Surface Water Projects(CIP)\27-3350 Duvall-Union Repair\1112 Hydraulic Report-Notes\090225 FINAL Hydraulic Report-Duvall.doc Duvall Ave, Union Ave Drainage Report Page 5 Duvall Ave NE - Drainage Basin Land Use Summary ' Zoning /Land Use Effective Till Till Outwash Wetland Total Percent Imperv. Forest Grass Grass Imperv. Area (ac) (ac) (ac) (ac) (ac) ac R-MF, multifamily 7.3 3.2 10.5 70% R-MF, wetland, 0.8 0% ' open space R-14 14.5 7.5 22.0 66% R-14, wetland, 3.4 3.4 0% ' open space R-8, church, Field 2.7 2.7 100% Ave R-8, wetland, 1.7 1.7 0% ' Woodcreek R-8, wetland, 2.8 2.8 0% Orchards City Streets 18.2 18.2 100% R-8, excluding City 38.5 38.5 76.9 50% streets Total 81.2 0 49.2 0 8.7 139.0 59% 59% 35% 6% The runoff and backwater analysis assumed that all runoff from the sub-basins would flow directly to the Duvall Ave NE drainage system without detention. The existing on-site detention systems, and new onsite detention systems for new developments as may be required in the King County Surface Water Design Manual, would reduce the peak flows reaching the Duvall Ave NE drainage system and potential for overflow. ' In addition, the control manhole on the east side of Duvall Ave NE at the end of the 36-inch pipe will act to reduce the normal flows to the 36-inch pipe system. ' C. Runoff Analysis and Results ' The project was analyzed for future 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. ' 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 on the west side of Duvall 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 Appendix A. 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 HAFile Sys\SWP-Surface Water Projects\SWP-27-Surface Water Projects(CIP)\27-3350 Duvall-Union ' Repair\1112 Hydraulic Report-Notes\090225 FINAL Hydraulic Report-Duvall.doc ' Duvall Ave, Union Ave Drainage Report Page 6 ' peaks flows from the 15-minute time step did not correlate with previous runoff analyses for those basins, and with actual flow monitoring and calibration done in those basins. ' The KCRTS model results for the basins are summarized below: Duvall Ave NE - Future Conditions Runoff Peak Flow Peak Flow Peak Flow 10-Year, 24-Hour 25-Year, 24-Hour 100-Year, 24-Hour ' Entire Basin 30.2 cfs 30.7 cfs 49.4 cfs ' The KCRTS peak flow for the 25-year, 24-hour storm is 30.12 cfs, which is less than the 33.7 cfs given in the 2002 Drainage Report for the Renton Highlands Professional Plaza. ' The KCRTS peak flow for the 100-year storm is 49.4 cfs, which is slightly less than the peak flow of 53.8 cfs given in the 2002 Report. ' Because of the control manhole at the end of the 36-inch concrete pipe, and various upstream detention systems and wetlands, the actual peak flows reaching the 36-inch pipe system are expected to be less than those predicted by the KCRTS models. t H:\File Sys\SWP-Surface Water Projects\SWP-27-Surface Water Projects(CIP)\27-3350 Duvall-Union ' Repair\1112 Hydraulic Report-Notes\090225 FINAL Hydraulic Report-Duvall.doc Duvall Ave, Union Ave Drainage Report Page 7 ' SECTION 3 - BACKWATER ANALYSIS ' Duvall Ave NE ' A. Analysis Method Backwater Analysis for the pipe system was performed 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 by using inlet, outlet, and system head losses calculated for each pipe segment. The analysis for the existing and proposed conveyance system in Duvall Ave NE was started at the end of the existing 48-inch CMP pipe in the Highlands Professional Plaza, and extended upstream through the 36-inch pipes to the 18-inch concrete pipes on the east side of Duvall ' Ave. The Backwater Figure showing the pipe layout and numbering is shown at the end of the report. The 48-inch CMP pipe discharges to a wetland that curves around the south side of the Highlands Plaza building, and flows to the west to a 24-inch culvert under Bremerton Ave NE. The wetland acts as a detention pond. To simplify the backwater analysis the tailwater ' elevation for the 48-inch discharge pipe was set at elevation 393. Elevation 393 was obtained from the Highlands Professional Plaza Report Stage Discharge Table for the 24-inch culvert in Bremerton Ave. The elevation corresponds to the water level in the wetland for 30 cfs flowing ' through the 24-inch culvert. The 100-year flood plain elevation for the wetland is elevation 394.97 (388.99 + 5.88 feet of storage = 394.87). A partial copy of the Highlands Professional Plaza Report, and the Windsor Place Apartment Plans (TED401910) showing Bremerton Ave NE, is included in Appendix D. ' B. Analysis Results The drainage system was analyzed with the existing 36-inch CMP pipe (Pipe Segment 2), and ' replacing it with a new 36-inch concrete pipe. The results from the Backwater Analysis are summarized below. The complete analysis is included in Appendix C. ' Duvall Ave NE — Existing System Backwater Analysis Results Pipe Size 25-Year 100-Year Backwater Comments Segment (inch) Design Design Analysis Flow cfs Flow(cfs) Flow cfs) 1 48 conc. 32.0 50.0 50 OK, no overflow 2 36 CMP 32.0 50.0 46.0 Overflow at 46.0 cfs 3 36 conc 32.0 50.0 36.0 Overflow at 36.0 cfs ' 4 36 conc 19.3 30.1 30.1 Overflow at 30.1 cfs 5 18 conc 19.3 30.1 18.0 Overflow at 18.0 cfs 6 18 CMP 1 19.3 1 30.1 1 14.4 1 Overflow at 14.4 Bold indicates overflow occurs before the design storm flow HAFile Sys\SWP-Surface Water Projects\SWP-27-Surface Water Projects(CIP)\27-3350 Duvall-Union ' Repair\1112 Hydraulic Report-Notes\090225 FINAL Hydraulic Report-Duvall.doc Duvall Ave, Union Ave Drainage Report Page 8 ' The Existing System backwater analysis shows that overflow in the 36-inch pipes occurs between the peak flow for the 25- and 100-year storm. In the 18-inch pipes on the east side of Duvall Ave overflow occurs before reaching the 25-year storm event. However, the manhole at ' the start of Pipe 5 contains orifices which limit the flow, so the flow in pipes 5 and 6 would not reach those levels unless the water level in the wetland reached the overflow level. Runoff would backup and be stored in the 3.4-acre wetland on the east side of Duvall Ave NE. Duvall Ave NE — Proposed System Backwater Analysis Results Pie Size 2 - -p 5 Year 100 Year Backwater Comments Segment (inch) Design Design Analysis Flow cfs Flow (cfs) Flow (cfs) 1 48 conc. 32.0 50.0 50 OK, no overflow 2 36 conc 32.0 50.0 50 OK, no overflow 3 36 conc 32.0 50.0 44.0 Overflow at 44.0 cfs 4 36 conc 19.3 30.1 30.1 Overflow at 36.1 cfs 5 18 conc 19.3 30.1 20.4 Overflow at 20.4 cfs 6 18 CMP 1 19.3 30.1 15.6 1 Overflow at 15.6 Bold indicates overflow occurs before the design storm flow The Proposed System backwater analysis shows that replacing the existing 36-inch CMP (Pipe ' 2) with a new 36-inch concrete pipe increases the capacity of the storm system before overflow occurs. The capacity increases because the friction factor (Mannings n) for the concrete pipe (N-FAC = 0.012) is less than the friction factor for the CMP pipe (N-FAC = 0.024). ' The manhole at the start of Pipe 5 contains orifices so the flow in pipes 5 and 6 would not reach those levels. Runoff would backup and be stored in the 3.4-acre wetland on the east side of Duvall Ave NE. In addition, the wetlands and detention ponds in the upstream storm system ' will act to limit runoff so the peak flow in this analysis is not expected to occur. The analysis shows that the storm system with the new 36-inch concrete pipe has the capacity ' to convey the peak flow from the 25-year design storm without overflowing. A 36-inch concrete pipe can be used to replace the existing 36-inch CMP pipe in Pipe#2. A 48-inch pipe is not needed. HAFile Sys\SWP-Surface Water Projects\SWP-27-Surface Water Projects(CIP)\27-3350 Duvall-Union ' Repair\1112 Hydraulic Report-Notes\090225 FINAL Hydraulic Report-Duvall.doc NE qh-St- ' NE 6th St E th Q 1 > Elio ILL Project � u all ' t Locati, 1 NE 4th St 1 1 Project Location ' Duvall Ave NE, Union Ave NE Storm System Repair Project 0' 400' N ' ' Scale: 1" = 400' City of Renton Surface Water Utility D. Carey 1/07 EX CB EX C8 RIM EL=396.9 RIM EL=396.9 ' EX 12'PVC S 129E=393.65 I N 12'IE=395.75 IE-394 N 129E=393.56 12 DI U ' L 11�j W Z ' o EX 24'CMP J �N� D L UNION AVE NE Rew ei: ROW et: EX 24' SD EX 24' SD EX SDMH RIM EL=399.1 ' N,S,E 24' IE=391.7 0, 10, UNION AVE FIGURE D. Carey 1 /4/07 0' 10' 2 0' ,st-x, mrl it a�mn mNN10.. M Irt 311)! m"7ra IOEIs SCALE: 1"= 20' wanwr xm � N 3r ]IlY BW Pipe 6 S s Ir 2'E xa 3 --► SD SD BW Pipe 5 \\ l—' Junction 5 \ BW Pipe 4 Junction 4 \\ DUVALL AVE NE N-9 \\ amsrr 0' 10, a Mt M'a L. N A2M 1 Nt\\ a 31]3)w iE x"E SCALE: 1"= 10' % XF w xm A]X•E 3Nm rX IXIE AI.O E.w-,a m nvs i s snm w a xn Ir a xss � '°N0 _ ,.tat •� M;sr E.xa 1st svl st xn -- -• SO s s•f. P N Ir . BW Pipe 3 Junction r�c so axx JL SD aXr a. m ro 1 ISE E sEa "tom � BW Pipe 2 ! BW Pipe 1 Junction 2 Junction 1 I} a DUVALL AVE NE BACKWATER FIGURE D. Carey 1/4/07 Appendix A Union Ave NE ' Drainage Basin Analysis tCULVERT AT UNION AVE AND NE 5th Ct. Drainage Basin analysis and assumptions: The peak flows were determined by means of the SBUH method. The total basin area was 64.27 acres, so that the rational method is not recommended for peak flow analysis. ' The basin areas were determined by AutoCAD polyline listing. 1. See Areas Summary; R-8 zoning, 1 lot R-10, 1 lot R-14, average assumed to be 70% ' impervious. 2. See time of concentration spreadsheet. (52 minutes) 3. Culvert inlet control nomographs, smooth interior, headwall, groove end or square ' 4. See results summary tables below 5. An appendix includes HYD printouts, Isopluvials, Soils figure,the aerial photo,tables from KCSWDM manual for CN's,mannings numbers,2-Year Isopluvials. ' Peak Flow Analysis Period( ) Peak(cfs) ' 25 25.56 50 27.38 100 29.67 ' Culvert Size vs. Inlet Capacity Diameter Min HW Max HW Inlet cap. (inch) (ft) (ft) (cfs) 18 5 NA 22 18 6 NA 20 ' 21 4.8 6.0 26 21 5.9 7.7 30 24 4.2 5.0 30 24 3.4 4.1 26 r fx. 2y 'l CmP _ ' KING COUNTY, W I T O ASH NG ON, SURFACE WATER DESIGN MANUAL ' FIGURE 4.3.51)HEADWATER DEPTH FOR CORRUGATED PIPE CULVERTS W/INLET CONTROL ' E X . z W" C. l"1 P I L�5 = 3 q3 PIT, 7,t3 c j 7 t I 168 8,000 EXAMPLE ( , 156 .6.000 0.36 inches(3.0 tool) 6. (2) ' 144 5.000 0.66 CIS (3) 4, 00 0 tout 5 6' ENTRANCE TYPE 132 � 3,000 0 (root) 5. 6. (1) 1.8 5.4 HEADWALL PLAN ' 120 � 2,000 (2) 2.1 6.3 s. a (3) 2.2 6.6 4. 108 n 1' e0 in test 3• 4, I 1 Q 1 1 96 S, 1,000 800 3. 84 H 600 2. t;1) soo 400 --~ 2 MITERED TO 72 / 2. CONFORM w 300 / — - --- TO SLOPE Z N / i 15 SECTION u 200 Z 60 Z *D � 1.5 1.5 _ lal -� 54 v � w - �' w 100 % mIx ) w 48 it 8001 � 0 2 a D , 60 ? PROJECTING ' LL 42 / (n 50 F 1.0 1•0 SECTION 0 Ir 40 w 1.0 _ w — - - -36 Q 3 HW ENTRANCE ir ' SCALE � '� ,,�I 0 TYPE .9 a 33 a 2 20 O (1) Hood.oll 0 ' .8 ,8 � 30 (2) Mitered to contort" W ( to stop. .8_ \�) J p 27 10 (3) Projecting .7 o a 7 a 24 .7 ' U 6 H 5 To use scale(2) or(3) project 21 4 horizontally to scale (t),then .6 use straight inclined line through •6 ' 3 0 and 0 scales, or reverse as .6 18 illustrated. 2 15 .5 I.O .5 12 ' 4.3.5-12 1/90 Prop sz,d 2q a GP P 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL ' FIGURE 4.3.5C HEADWATER DEPTH FOR SMOOTH INTERIOR PIPE CULVERTS WITH INLET CONTROL PR0Pb5C 2 � " CFE ? ZE _ 3 9 -3 0 = 18c�s ToP EL J q� Law Pf. ;� NC Say, C-� tidy 3 0) � M/}x Hw/ O = �12. 180 10,000 ' 168 - 8,000 EXAMPLE �� �2� (3� 6 ENTRANCE TYPE 156 6,000 D•42 inches 13.5 fe•+1 6_ 0•120 cre 5• SQUARE EDGE WITH 4,000 trove nw �32 44 5,000 6 5HEADWALL o r.a 4. 3,000 5. 4 I•. �:..., 120 I `` ' ( ) 2.1 7.4 2.000 3 108 3. e0 in feet 3. 96 1,000 3. PLAN \1� 800 GROOVE HEADWALL 84 - 600 t' 500 / t 72 400 \ 2 I � 3 � = 300 % 1.5 1.5 cun z In // ¢ z 60 v 200 / 1.5 PLAN z W GROOVEEND 0 54 a PROJECTING v a � ~ 100 z w > 48 cr 60 = �. D tL In 50 HW ENTRANCE O 0 4 p SCALE TYPE � I.O Ix Q = w .9 f 36 n Q ( 30 (1) Square edge ■ith QUMJ 9 3 Q 33 a 0 20 (2) Groove end.-In W 30 head■all = •8 8 ' (3) Groove end •8 2 7 projecting 10 7 7- ' 24 8 .7 6 To use scale 12)or (3)project 21 5 horitontolly to scale(1),then use straight inclined line through 4 ' 0 and 0 scales,or rovers• as 6 3 illustrated. 6 .6 18 2 15 5 5 .5 1.0 12 r4.3.5-11 1/90 ' CULVERT @ UNION AVE & NE 5TH ST AREA SUMMARY ' R-8 ZONING: 60% IMPERVIOUS TOTAL SUB-BASIN 64.27 acres ' Areas: DESCRIPTIONS ACRES CN A x CN Sports Field 7.13 86 613.18 Wetland 2.27 81 183.87 Remainder 54.87 ' 70% Impervious 38.41 98 30% grass 16.46 86 1415.646 Pervious Areas: 25.86 85.56 2212.696 ' UNION-NE5TH-A.xls r. ■ i a ■ s m. i �I rb K s v * rru 'w +mnn SHEET NO. 11 KING COUNTY AREA, WASHINGTON , 44,4x'd (R[:N'I'ON (1l'AD1L:�NC;1.1'.I (��� 1680000 FEET 122°07'30" AgD �) ! M s n o Ag AgC I413 C 915 L AgB .Trader • 2 .. II. I=___ ___._ •-_ _= i �: u .EvB ark; .B lvl wood Cle '- '; i 536 _I Aj i i 80 000 AgC I FEET \\n 406 \n AgC � o ,�, I Mom:.:;_ .l •15'- i 14 It /.. AkF n u i 3 •n ——— ———— . : 1 . . r py woj I -- Ma ��„• . Coif C e I u Ev8 / AkF J " Rh Ma AkF /Py I •• Pc 1� n C q. q� A O Ma > ap ii ii B' PNg I w h Q ~E110t PC. Rh n Py w �1 AkF 1 `` " :p I Ur Fr z F AgC AkF Park Ng ` Py \� 1, AgC I EvC M I B AgD AkF 2 r. I �I -- - -�- �'1 --- - o BMQ'--- �BM 7,311„ A B 7� A82 _ 4� _ AgC AgD AgC I AgD — AkF 428 I n AgB"I (�mB I AgB — F—'ir ELiniE— AgC— Ur 27 I 1 2 I 492 I I I � No Ik i 1 \I ,Fro KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.51A HYDROLOGIC SOIL GROUP OF THE SOILS IN KING COUNTY ' HYDROLOGIC HYDROLOGIC SOIL GROUP GROUP* SOIL GROUP GROUP* ' Alderwood C Orcas Peat D Arents, Alderwood Material C Oridia D Arents, Everett Material B Ovall C Beausite C Pilchuck C ' Bellingham D Puget D Briscot D Puyallup B Buckley D Ragnar B Coastal Beaches Variable Renton D ' Earlmont Silt Loam D Riverwash Variable Edgewick C Salal C Everett A Sammamish D Indianola A Seattle D Kitsap C Shacar D luaus C Si Silt C Mixed Alluvial Land Variable Snohomish D Nellton A Sultan C Newberg B Tukwila D ' Nooksack C Urban Variable Normal Sandy Loam D Woodinville D HYDROLOGIC SOIL GROUP CLASSIFICATIONS ' A. (Low runoff potential). Soils having high infiltration rates, even when thoroughly wetted, and consisting chiefly of deep, well-to-excessively drained sands or gravels. These soils have a high rate of water transmission. B. (Moderately low runoff potential). Soils having moderate infiltration rates when thoroughly wetted, and consisting chiefly of moderately fine to moderately coarse textures. These soils have a moderate rate of water transmission. ' C. (Moderately high runoff potential). Soils having slow infiltration rates when thoroughly wetted, and consisting chiefly of soils with a layer that impedes downward movement of water, or soils with moderately fine to fine textures. These soils have a slow rate of water transmission. ' D. (High runoff potential). Soils having very slow infiltration rates when thoroughly wetted and consisting chiefly of Gay soils with a high swelling potential, soils with a permanent high water table, soils with a hardpan or clay layer at or near the surface, and shallow soils over nearly Impervious material. These soils have a very slow rate of water transmission. ' From SCS, TR-55, Second Edition,June 1986, Exhibit A-1. Revisions made from SCS, Soil Interpretation Record, Form #5, September 1988. 1 3.5.2-2 1/90 ' KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.2B SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) ' Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY HYDROLOGIC SOIL GROUP LAND USE DESCRIPTION A B C D Cultivated land(1): winter condition 86 91 94 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 ' Meadow or pasture: 65 78 85' 89 Wood or forest land: undisturbed 42 64 7 81 Wood or forest land: young second growth or brush 55 72 8 86 ' Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area 68 80 8 90 fair condition: grass cover on 50% to 75% of the area 77 85 90 92 ' Gravel roads and parking lots 76 85 89 91 Dirt roads and parking lots 72 82 87 89 ' Impervious surfaces, pavement, roofs, etc. 98 98 98 Open water bodies: lakes, wetlands, ponds, etc. 100 100 T00 100 Single Family Residential (2) ' Dwelling Unit/Gross Acre % Impervious (3) 1.0 DU/GA 15 Separate curve number 1.5 DU/GA 20 shall be selected ' 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 ' 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 ' 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 gd I�r,A <_y Planned unit developments, % impervious condominiums, apartments, must be computed commercial business and industrial areas. ' (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. ' (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. 3.5.2-3 1/90 KING COUNTY, WASH INGTON, .SURFACE WATER DESIGN MANUAL where Tr = time of concentration (min), and m = number of flow segments ' Sheet Flow: Sheet flow is flow over plane surfaces. It usually occurs in the headwater of streams. With sheet flow, the friction value (n,) (a modified Manning's effective roughness coefficient that includes the effect of raindrop impact; drag over the plane surface; obstacles such as litter, crop ridges, and rocks; and ' erosion and transportation of sediment) is used. These n,values are for very shallow flow depths of about 0.1 foot and are only used for travel lengths up to 300 feet. Table 3.5.2.0 gives Manning's n, values for sheet flow for various surface conditions. For sheet flow up to 300 feet, use Manning's kinematic solution to directly compute T,: Sheet flow: Tt = 0.42 (n,L)° ' ' (P2) 0.5 (So) 0.4 where ' T, = travel time (min), n, = sheet flow Manning's effective roughness coefficient (from Table 3.5.2C), L = flow length (ft), ' P2 = 2-year, 24-hour rainfall (in), (see Figure 3.5.1 C) and S. = slope of hydraulic grade line (land slope, ft/ft) Velocity Equation ' A commonly used method of computing average velocity of flow, once it has measurable depth, is the following equation: V = k T.— ' where: V = velocity (ft/s) k = time of concentration velocity factor (ft/s) so = slope of flow path (ft/ft) "k" is computed for various land covers and channel characteristics with assumptions made for hydraulic radius using the following rearrangement of Manning's equation: k = (1.49 (R) 0.667 )/n; ' where R = an assumed hydraulic radius n = Manning's roughness coefficient for open channel flow (from Table 4.3.76 in Chapter 4) 1 ' 3.5.2-6 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL ' TABLE 3.51C "n" AND "k" VALUES USED IN TIME CALCULATIONS C ONS FOR HYDROGRAPHS 'n;Sheet Flow Equation Manning's Values(F(r the initial 300 It of travel) n.- Smooth surfaces(concrete,asphalt,gravel,or bare hard packed sol) 0.011 Fallow fields or loose sod surface(no residue) 0.05 Cultivated soil with residue cover(s <= 0.20 h/ft) 0.06 Cultivated sod with residue cover(S> 0.20 ft/ft) 0.17 .-� Short prairie grass and lawns - 0.15 Dense grasses 0.24 ' Bermuda grass 0.41 Range(natural) 0.13 ' Woods or forest with light underbrush 0.40 Woods or forest with dense underbrush 0.80 *Manning values for sheet flaw only,from Overton and Meadows 1976(See TR-55, 1986) ' 'k'Values Used In Travel Time/Time of Concentration Calculations Shallow Concentrated Flow, (Atter the initial 300 h.of sheet flow,R =0.1) k, ' 1. Forest with heavy ground litter and meadows(n-0.10) 3 2. Brushy ground with some trees(n-0.060) 5 3. Fallow or minimum tillage cultivation(n -0.040) 6 4. High grass(n - 0.035) 9 5. Short grass.pasture and lawns(n-0.030) 11 6, Nearly bare ground(n=0.025) 13 ' 7. Paved and gravel areas(n-0.012) 27 ' Channel Flow(Intermittent) (At the beginning of visible channels:R=0.2) k, 1. Forested Swale with heavy ground litter(n = 0,10) 5 2. Forested drainage course/ravine with defined channel bed(n=0,050) 10 3. Rock-tined waterway(n=0.035) 15 4. Grassed waterway(n=o.030) L / 17 5. Earth-lined waterway(n=0.025) ' 6. CMP pipe(n=0.024) 21 7. Concrete pipe(0.012) 42 ' 8. Other waterways and pipes 0.508/n Channel Flow(Continuous stream,R =0.4) k= 9. Meandering stream with some pods(n =0,040) LU + ((Gyl Gl 10. Rock-lined stream(n-0.035) / 23 1 3Y 11. Grass-lined stream(n=0.030) rj()Pj �4,1 `l 27 12. Caher streams,man-made channels and pipe 0.807/n- r� "See Chapter 5.Table 5.3.6C for additicnai Mannings'n'values for open channels ' 3.5.2-7 I/90 SECTION 3.2 RUNOFF COMPUTATION AND ANALYSIS METHODS ' FIGURE 3.2.1.0 25-YEAR 24-HOUR ISOPLUVIALS ' 2 -- -- - - - --- ----- -- -- •. -- - KIN COUNTY 6 T Rt •[ ® a( G COUNTY 177 ..[ 3 ? - r 8 ' ti t6 ' z ,cam d'� _...,.� 1� ;-� j .t f` �-• V 5.0 UD AN Z .yA" rL �' Cb A �•` l►j m \ �• !�. i1�TC-�--- KING COUNTY_"`\` .. _ V` PIERCE COUNTY �• l y, WESTERN ' KING COUNTY _,._ .� 5.0 25-Year 24-Hour 3.�5 ,-� 1 Precipitation !) --'� in Inches �•I Co a ` `f 1 ' 9/l/98 1998 Surface Water Design Manual 3-16 �,� J:, v sk �� F� x 6 �f a"s�T✓ S�.x t�i- a* �. STORM OPTIONS:�� 1 - S.C.S. TYPE-1A 2 - ?-DAY DESIGN STORM 3 - STORM DATA FILE SPECIFY STORM OPTION: i S.C.S. TYPE-lA RAINFALL DISTRIBUTION ENTER: FRE4<YEAR>, DURATIONCtIOUR>, FRECIPCINCHES> 25, 24, 3.45 S.C.S. TYPE-1A DISTRIBUTION 25-YEAR 24-HOUR STORM # 3.45" TOTAL PRECIP. M �# ENTER: ACPERU>, CN<PERU>,. FlCIMPERU>, CNCIMPERU>, TC FOR BASIN N0. 1 25.86,85.56, 38.41,98, 52 DATA PRINT-OUT: FlREFlCACRES> PERUIQUS IMPERVIOUS TC(MINUTES> A CN A CN 64.3 25.9 85_6 38.4 98.0 52.0 PEAR-4CCFS> T-PEAKCHRS> UQL<CU-FT> 25.56 8.00 631894 ENTER [d:l[pathlfilen��me[.extl FOR STORAGE OF COMPUTED HYDROGRAPH: II I. IS .■r � 1 - �� MAN 1,TIM •'�►.. �� _ � ■ �i�u�y:�■�' ,�� fir•►.P oil 1101 poll va WAIN Plop _ �`' ,'fir,■�.. ,.�, .�.�►� ;. .. � 47W /oo-YR 45 ' TIME OF CONCENTRATION: 1. SHEET FLOW: t(min) = [0.42(nL)^0.8]/[(P2^0.5)(S^0.4)] ' n L(ft) P2 (in) S (ft/ft) t(min) 0.15 100 2 0.006 20.06073 ' 2. Concentrated FLOW: t(min) = L/(60V) = L/60(kS^0.5) ' k L(ft) S (ft/ft) t(min) 1 11 284 0.006 5.555188 2 11 257 0.007 4.654148 3 11 372 0.015 4.602072 ' 4 11 235 0.008 3.980879 5 42 780 0.009 3.262667 6 full pond 350 0 0 ' 7 27 891 0.003 10.04158 sum 32.09653 ' 3. Total time of concentration 52.15727 min. TC-SBUH.xIs 1. ' CULVERT @ UNION AVE & NE 5TH ST AREA SUMMARY R-8 ZONING: 60% IMPERVIOUS ' TOTAL SUB-BASIN 64.27 acres Areas: DESCRIPTIONS ACRES CN A x CN Sports Field 7.13 86 613.18 Wetland 2.27 81 183.87 Remainder 54.87 70% Impervious 38.41 98 30% grass 16.46 86 1415.646 ' Pervious Areas: 25.86 85.56 2212.696 UNION-NE5TH-A.xls e:i HYD CXE 8 - PLOTHYD 9 - DATA 10 - RbFAC 11 - RETURN TO DOS ENTER OPTION: 2 SBUtIiSCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: i = S.C.S. TYPE-lA 2 - 7-DAY DESIGN STORM 3 - STORM DAIA FILE SPECIFY STORM OPTION: 1 S.C.S. TYPE-iA RAINFALL DISTRIBUTION ENTER: FREQCYEAR>, DURATION<HOUR>, PRECIPCINCHL•S) 100, 24, 3.9 ---------------------------------------------------------------------- #m�H� � x,�- •# S.C.S. TYPE-1A DISTRIBUTION � - # 100-YEAR 24-HOUR STORM -� 3.90" TOTAL PRECIP. #� �-�-� ENTER: ACPERU>, CN<PERU), A<IMPERU>, CNCIMPERU>, TC FOR BASIN N0. 1 25.86,85.56, 38.41,98, 52 DATA PRINT-OUT: AREA<ACRES) PERVIOUS IMPERVIOUS TCCMINUTES> A CN A CN 64.3 25.9 $5.6 38.4 98.0 52.0 PEAL{-QCCFS> T-PEAH<HRS> UOLCCU-FT> 29.67 8.00 729608 ENTER Cd:I[pathlfilenane[.extl FOR STORAGE OF COMPUTED HYDROGRAPH: DELETE.HYD FILE ALREADY *Noll) ?RITE <Y ot• N> ? Y SPECIFY: C - CONTINUE, N - NEt1STORM, P - PRINT, S - STOP HYDROGRAPH DATA PRINT-OUT: T<HRS> QCCFS) T<HRS> Q<CFS> TCHRS> Q<CFS> T<HRS> 4CCFS> ,00 .00 6.33 9.42 12.67 10.19 19.00 5.83 .1? .00 6.50 9.70 12.83 9.81 19.1? 5.81_ .33 .00 6.67 10.36 13.00 4.50 14.33 5.81 .S0 .04 6.83 11.33 13.1? 9.24 14.50 S.8@ .67 .15 7.00 12.1? 13.33 9.03 19.67 5.74 .83 .30 ?.17 13.39 13.50 8.86 19.83 5.79 1.00 .48 7.33 f4.43 13.67 8.72 20.00 5.78 1.17 .68 7.50 18.04 13.83 8.60 20.1? 5.78 1.33 .87 7.G7 24.76 14.00 8.51 20.33 5.78 1.50 1.07 7.83 24.66 14.f? 8.43 20.50 5.78 1.67 1.31 8.00 24.67 f4.33 8.37 20.6? 5.77 1.83 1.58 8.1? 28.13 14.50 8.32 2@.83 5.77 2.00 1.84 8.33 26.34 14.6? 8.20 21.00 5.77 2.17 2.08 8.50 24.88 14.83 8.00 21.17 5.77 2.33 2.30 8.67 23.14 f5.@0 7.85 2f.33 5.77 2.50 2.50 8.83 21.1? 15.f7 7.72 2f.50 5.78 2.6? 2.?5 9.00 19.55 15.33 7.61 21.67 5.78 2.83 3.03 9.1? 18.22 15.50 ?.53 21.83 5.78 3.00 3.28 9.33 17.13 15.6? 7.96 22.00 5.?8 3.17 3.51 9.50 16.23 15.83 7.40 22.17 5.78 3.33 3.?3 9.G7 15.50 16.00 ?.35 22.33 5.?8 3.50 3.44 4.83 14.90 16.1? 7.31 22.5@ 5.78 3.6? 4.21 10.00 f4.41 16.33 7.28 22.6? 5.78 3.83 4.54 10.1? 14.01 16.50 7.26 22.83 5.?4 4.00 4.84 10.33 13.68 16.6? 7.11 23.00 5.79 4.17 5.12 iH.50 13.42 16.83 6.87 23.17 5.79 4.33 5.38 10.67 13.01 f7.00 6.67 23.33 5.79 4.50 5.62 10.83 12.48 17.17 6.50 23_S0 5.79 4.67 5.94 11.00 12.04 i?.33 6.37 23.6? 5.79 4.83 6.34 11.17 11.64 1?.50 6.26 23.83 5.80 5.00 6.69 11.33 11.40 i?.67 6.16 24.00 5.24 5.17 ?.01 11.50 il.f6 1?.83 6.09 24.17 4.3G 5.33 ?.30 fi.6? 1@.9? 18.0@ 6.03 24.33 3.G0 5.50 ?.56 11.83 10.81 18.1? 5.48 24.50 2.96 5.67 7.42 12.00 10,6$ 18.33 5.44 24.6? .00 5.83 8.3? 12.17 f0.58 1$.50 5.40 24.83 .00 6.00 8.76 12.33 10.49 18.67 5.87 25.00 .00 6.17 9.If 12.50 10.43 18.83 5.85 25.1? .00 SPECIFY: C - CONTINUE, N - NEtlSTORM, P - PRINT,WMIM - STOP 1 ' Appendix B Duvall Ave NE Drainage Basin Analysis 1 1 t 1 Duvall Ave Storm Repair D. Carey 10/10/06 ' Drainage Basin Areas Summary Basin area is classified AgC, AgB. 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-MF multifamily 7.3 3.2 10.5 70% R-MF Wetland, Open Space 0.8 0.8 0% ' R-14 14.5 7.5 22.0 66% R-14 Wetland, Open Space 3.4 3.4 0% R-8, Church, Field Ave 2.7 2.7 100% iR-8 Wetland, Woodcreek 1.7 1.7 0% R-8 Wetland, Orchards 2.8 2.8 0% ' City Streets 18.2 18.2 100% R-8 excluding streets 38.5 38.5 76.9 50% 8`12 0.0 49:2 0.0 81" 1390 58% ' 58% 0% 35% 0% 60/6 Duvall Ave Storm Repair D. Carey 10110/06 Drainage Basin Areas -Zoning, Typical Use ' Sq Meters* SF AC Entire Drainage Basin 562,934 6,056,269 139.0 R-MF(multi-family) 42,329 455,392 10.5 Includes internal roads R-MF Wetland, Open Spac 3,234 34,793 0.8 ' R-14 89,063 958,175 22.0 Includes internal roads R-14 Wetland, Open Space 13,957 150,155 3.4 R-8, Church, Field Ave 10,842 116,643 2.7 Impervious, Bldg, parking. ' R-8 Wetland, Woodcreek 6,878 73,996 1.7 R-8 Wetland, Orchards 11,331 121,903 2.8 City Streets 73,866 794,680 18.2 not included in R-MF,14 above. R-8 (remaining area) 311,434 3,350,532 76.9 excluding streets *(areas identified and measured on Autocad Plan) Typical R-8 Breakdown, not including the street and walk in front of home. Lots 1,988 21,388 0.49 For three lots ' Impervious(home, drive, we 1,001 10,769 0.25 50% Pervious (lawn) 987 10,619 0.24 50% ' Typical R-14 Breakdown, INCLUDING the street and walk in front of home. Lots 1,074 11,555 0.27 For three lots ' Impervious (home, drive, we 711 7,649 0:18 66% Pervious (lawn) 363 31905 0.09 34% ' R-MF Breakdown, INCLUDING internal streets, parking, walks. Entire area 42,329 455,392 1045 Impervious Bldg, pvmt 29,023 312,241 7.17 69% Pervious lawn, perimeter 1`3306 143,151 329 31% (Area- Pervious) ' out-lhr.txt KCRTS-Command ' CREATE a new Time series Duv��l /�,rc. 4aSer► ------------------------ Production of Runoff Time series ' Project Location : Sea-Tac Computing series fur-lhr.tsf Regional scale Factor 1.00 Data Type Reduced t Creating Hourly Time Series File . Loading Time series File:C:\KC_SWDM\KC_DATA\STTG60R. rnf Till Grass 49.20 acres Loading Time series File:C:\KC_SWDM\KC_DATA\STWL60R.rnf Wetland 8.70 acres Loading Time Series File:C:\KC_SWDM\KC_DATA\STE160R. rnf impervious 81.20 acres -------------- ' Total Area 139.10 acres Peak Discharge: 49.37 CFs at 6:00 on Jan 9 in Year 8 Storing Time series File:fur-lhr.tsf Time Series Computed ' KCRTS Command ------------- Enter the Analysis TOOLS Module ------------------------- Analysis Tools Command ---------------------- ' Compute PEAKSandFlowFrequencies - - - - Flow Frequency Analysis Loading stage/Discharge curve:fur-lhr.tsf 1 -------------------------------------------------------- Time Series File:fur-lhr.tsf Project Location:sea-Tac Frequencies & Peaks saved to File:fut-lhr.pks ' Analysis-Tools-command RETURN to Previous Menu ------------- KCRTS Command ' eXitKCRTSProgram - - t Page 1 Flow Frequency Analysis D„"u, (i Time Series File: fur-lhr.tsf ' Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob ' (CFS) (CFS) Period 25.29 6 2/09/01 2:00 49.36 1 100.00 0. 990 19.74 8 1/05/02 16:00 30.76 2 25.00 0. 960 2 lryr 30. 19 3 2/27/03 7:00 30. 19 3 10.00 0. 900 ' 21. 16 7 8/26/04 2:00 25.58 4 5.00 0.800 25.46 5 10/28/04 16:00 25.46 5 3.00 0. 667 25.58 4 1/18/06 16:00 25.29 6 2.00 0.500 30.76 2 10/26/06 0:00 21. 16 7 1.30 0.231 ' 49.36 1 1/09/08 6:00 19.74 8 1. 10 0.091 Computed Peaks 43.16 50.00 0. 980 1 L4J I +4+ .. ........ BAS N B U„N DA Y 40 0 N.-TENIMN rDN-.. ... ........ .... 0 ........... ....... II .......... ....... .............. ........... .. -T BASN : BOUND RY ....0 h rds- iv I 332 c .............: : :: �` I- - ..... . ................................................... ...................... ............. .............. 4.. .......... ...................... M:.' est SIN BOUNDARY 7.- --TT— ....... ............... ............... - _ _ _ ........ ................. ............................ ...... ............ ................... ...... ............... ..... .. ................. .................... . .......................... BASIN B07A Y- ............... -DtSC H LOCATION � � I tl _ -foa— _� �_ I a- - S ALE 1 ol 100 200' j 300' 400' N TOPO DRAINAGE FIGURE ..... ..... D. Carey 10/06 I R- -'"-' BASIN B UND Y R—V �--� R I -- ' R - 8J" , - R f I ��- - 8 R_8 j 03 Church Imperv. I j .................. r_L I -1 BAS N 1 BOUNDARY ::ifie:Or h rds— 'v - R $ ... ......... - � 1 — I I 4 ................. RM - F ........... .......... I I R .::.wof{a F.arceist:: rests 1-1 -- --__fl------- :..4E)4(i 312 I BASIN BOUNDARY C ft R — 1 4 w . I _ :.� }:o:-Q3: — ........ ........ .... A— ....... ............... I . ................... ...... .................. _8 —� ............... j ...................... ..........__ I 14 _ i�. L r. I , ASIN B � NDA Y-C A DIS HARGE LOCATION I � T , i ; CA U ZONING SUMMARY ENTIRE BASIN= 562,934 SqM, 139.0 ACRES I R-MF= 42,329 SqM, 10.5 AC - R-MF open= 3,234 SqM 0.8 AC SCALE 1 — _-- R-14= 89,063 SqM, 22.0 AC I--- - _ I ; i R-14, o en= 13,957 SqM, 3.4 AC ' p q o' : �oo' zoo' aoo' aoo' R-8 Church= 10,842 SqM, 2.7 AC -- N ._J_.._._1 R-8 open= 6,878 SqM, 1.7 AC R-8 open= 11,331 SqM, 2.8 AC �� Z O N I N G FIGURE _... City Streets= 73,866 SqM, 18.2 AC ���—� D. Carey 10/06 R-8= 311,434 SqM, 76.9 AC !T_ I Appendix C ' Backwater Analysis I 1 1 1 1 1 1 1 1 1 1 1 Page 1 of 4 Duvall Ave S Storm Repair Project D.Carey 10/11/06 ' Check Existing Drainage System Capacity Q 25-yr= 30.76 cfs Note -The manhole at Pipe 5 is a control manhole with orifices. The orifices are not modeled in the Backwater program. Also, large upstream developments have flow control systems. The peak flow analysis does not account for detention. KING COUNTY DEPARTMENT OF NATURAL RESOURCES Water and Land Resources Division BACKWATER ANALYSIS PROGRAM ' Version 5.30h 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 55.00 48 2 392.22 392.49 2 .50 .0078 2.0 .0379 .69 398. 69 0 6.0 0. 00 ' 2 68.00 36 2 394 .37 393. 93 2 .50 .0078 2.0 .0379 .69 398.73 45 6.0 0.00 3 11.00 36 1 393.93 393.85 5 .50 .0098 2.0 .0398 . 67 398.45 0 6.0 0. 66 4 91.00 36 1 393.85 393.49 5 .50 .0098 2.0 .0398 . 67 400. 19 45 6.0 0.00 5 13.00 18 1 393.59 393.49 5 .50 .0098 2.0 .0398 . 67 400.32 65 4 .0 0.00 ' 6 16.00 18 1 393.72 394 . 10 4 .20 .0045 2.0 .0317 . 69 ' BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:expipe.bwp Surcharge condition at intermediate junctions Tailwater Elevation:393. feet Discharge Range:20. to 60. Step of 2. [cfs] Overflow Elevation:400.3 feet Weir:NONE ' Upstream Velocity:0.5 feet/sec ' PIPE NO. 1: 55 LF - 48"CMP @ 0. 49% OUTLET: 392.22 INLET: 392. 49 INTYP: 2 JUNC NO. 1: OVERFLOW-EL: 398. 69 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 ******************************************************************************* 20.00 1. 93 394 .42 * 0.024 1.32 1. 68 0.78 1.32 1. 68 1 . 93 1. 68 22.00 2.01 394 .50 * 0.024 1.39 1 .77 0.78 1.39 1.77 2. 01 1.76 24 .00 2.09 394 .58 * 0.024 1. 45 1 . 86 0.78 1.45 1.86 2.09 1.82 26. 00 2. 17 394 . 66 * 0. 024 1 .51 1. 95 0.78 1.51 1. 95 2. 17 1.88 28.00 2.24 394 .73 * 0.024 1. 57 2.04 0.78 1.57 2.04 2.24 1. 94 30.00 2.30 394 .79 * 0.024 1. 63 2. 12 0.78 1. 63 2. 12 2. 30 1. 99 32.00 2.36 394.85 * 0.024 1. 69 2.21 0.78 1.69 2.19 2.36 2.04 34 .00 2.42 394 . 91 * 0.024 1.74 2.29 0.78 1.74 2.27 2. 42 2.09 36.00 2.46 394 . 95 * 0.024 1.79 2.38 0.78 1.79 2.34 2. 46 2. 13 _38. 00 2.50 394 . 99 * 0.024 1. 84 2. 46 0.78 1.84 2. 40 2.50 2. 17 40.00 2.54 395.03 * 0.024 1.89 2.55 0.78 1.89 2.47 2.54 2.20 ' C:\Duv\ex-out-Report.doc Page 2 of 4 42.00 2.58 395.07 * 0.024 1.94 2. 64 0.78 1.94 2.53 2.58 2.23 44 .00 2.61 395.10 * 0.024 1. 99 2.73 0.78 1.99 2. 60 2. 61 2.26 ' 46.00 2. 66 395. 15 * 0.024 2.04 2.82 0.78 2.04 2.66 2. 64 2.28 48.00 2.72 395.21 * 0.024 2.08 2. 92 0.78 2.08 2.72 2. 67 2. 30 _50.00 2.78 395.27 * 0.024 2. 13 3. 02 0.78 2.13 2.78 2. 69 2. 32 52.00 2.85 395.34 * 0.024 2. 17 3. 13 0.78 2.17 2.85 2.71 2. 34 54.00 2. 91 395.40 * 0.024 2.21 3.25 0.78 2.21 2.91 2.73 2.35 56.00 2. 96 395.45 * 0.024 2.26 3. 39 0.78 2.26 2.96 2.74 2 .36 58.00 3.02 395.51 * 0.024 2.30 3.59 0.78 2.30 3.02 2.75 2.37 ' 60.00 3.08 395.57 * 0.024 2.34 4 .00 0.78 2.34 3.08 2.76 2. 37 PIPE NO. 2: 68 LF - 36"CMP @ -0. 65a OUTLET: 394 .37 INLET: 393.93 INTYP: 2 JUNC NO. 2: OVERFLOW-EL: 398.73 BEND: 45 DEG DIA/WIDTH: 6.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* ' 20.00 3.00 396. 93 * 0.024 1.44 0.00 0.05 1.44 2.88 3.00 1. 99 22.00 3. 15 397.08 * 0.024 1.51 0.00 0. 13 1.51 3.02 3. 15 2. 10 24 .00 3.29 397.22 * 0.024 1.58 0.00 0.21 1.58 3.13 3.29 2.20 26.00 3.43 397.36 * 0.024 1. 65 0.00 0.29 1. 65 3.24 3.43 2. 30 28.00 3. 56 397.49 * 0.024 1.72 0.00 0.36 1.72 3.34 3.56 2. 40 30.00 3.70 397.63 * 0.024 1.78 0.00 0.42 1.78 3.45 3.70 2. 49 32.00 3.84 397.77 * 0.024 1.84 0.00 0.48 1.84 3.56 3.84 2.59 34.00 3. 98 397.91 * 0.024 1. 90 0.00 0.54 1. 90 3. 66 3. 98 2. 68 36.00 4 .12 398.05 * 0.024 1. 96 0.00 0.58 1. 96 3.76 4 . 12 2.77 38.00 4 .27 398.20 * 0.024 2. 01 0.00 0. 62 2.01 3.87 4 .27 2. 86 40.00 4 .42 398.35 * 0.024 2.06 0.00 0.66 2.06 3. 98 4 . 42 2. 94 42.00 4 .57 398.50 * 0.024 2. 12 0.00 0.70 2. 12 4 .08 4 .57 3. 03 44 .00 4 .72 398. 65 * 0.024 2. 17 0. 00 0.73 2. 17 4 .18 4 .72 3. 15 **************** OVERFLOW ENCOUNTERED AT 46.00 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 46.00 4 .89 398.82 * 0. 024 2.21 0. 00 0.78 2.21 4 .30 4 .89 3.24 48.00 5.04 398. 97 * 0.024 2.26 0.00 0.84 2.26 4.40 5.04 3. 34 ' _50.00 5.20 399. 13 * 0.024 2. 31 0. 00 0.90 2.31 4 .51 5.20 3. 50 52.00 5. 37 399.30 * 0.024 2.35 0.00 0.97 2.35 4 . 62 5.37 3. 62 54 .00 5.54 399.47 * 0.024 2.39 0.00 1.03 2.39 4.73 5.54 3.74 56.01 5.72 399. 65 * 0.024 2. 43 0. 00 1 .08 2.43 4.85 5.72 3. 86 58.00 5.89 399.82 * 0.024 2.47 0.00 1. 14 2.47 4 . 96 5.89 3. 99 60.00 6.08 400.01 * 0. 024 2. 51 0.00 1.20 2.51 5.08 6. 08 4. 13 PIPE NO. 3: 11 LF - 36"CP @ -0.73o OUTLET: 393. 93 INLET: 393.85 INTYP: 5 JUNC NO. 3: OVERFLOW-EL: 398.45 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: 0. 66 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 20.00 3.25 397. 10 * 0.012 1. 44 0. 00 3.00 3.00 3.09 3.25 2. 06 ' 22.00 3.44 397.29 * 0.012 1.51 0.00 3. 15 3. 15 3.21 3.44 2. 18 24 .00 3. 61 397.46 * 0.012 1.58 0.00 3.29 3.29 3.38 3. 61 2. 30 26.00 3.79 397. 64 * 0.012 1. 65 0. 00 3. 43 3.43 3.52 3.79 2. 41 28.00 3. 97 397.82 * 0.012 1.72 0. 00 3.56 3.56 3. 65 3. 97 2. 53 ' 3.0. 00 4 .16 398.01 * 0. 012 1.78 0.00 3.70 3.70 3. 80 4 . 16 2. 64 32.00 4.36 398.21 * 0.012 1.84 0.00 3.84 3.84 3.95 4.36 2.76 34 .00 4 .55 398. 40 * 0.012 1. 90 0. 00 3. 98 3. 98 4 .08 4 .55 2. 87 **************** OVERFLOW ENCOUNTERED AT 36. 00 CFS DISCHARGE ***************** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* C:\Duv\ex-out-Report.doc Page 3 of 4 36.00 4 .75 398 . 60 * 0.012 1. 96 0.00 4 . 12 4 . 12 4 .23 4.75 2. 98 38.00 4 . 96 398.81 * 0.012 2 .01 0.00 4 .27 4 .27 4 .38 4 .96 3. 10 40.00 5. 18 399. 03 * 0.012 2.06 0.00 4 . 42 4 . 42 4 .54 5.18 3.21 42.00 5.40 399.25 * 0.012 2. 12 0.00 4 . 57 4 .57 4 . 69 5.40 3. 33 44 .00 5. 62 399. 47 * 0.012 2. 17 0.00 4 .72 4 .72 4 .84 5.62 3. 44 46.00 5.86 399.71 * 0.012 2.21 0.00 4 .89 4 . 89 5.01 5.86 3. 56 48.00 6.09 399. 94 * 0.012 2.26 0.00 5.04 5.04 5.17 6.09 3. 69 _50.00 6.34 400. 19 * 0.012 2.31 0.00 5.20 5.20 5.34 6.34 3. 85 52.00 6.59 400.44 * 0.012 2.35 0.00 5.37 5. 37 5.51 6.59 4 . 00 54 .00 6.85 400.70 * 0.012 2.39 0.00 5.54 5.54 5.68 6.85 4 . 16 56.00 7.13 400. 98 * 0.012 2.43 0.00 5.72 5.72 5.86 7.13 4 . 32 58.00 7.40 401.25 * 0.012 2.47 0.00 5.89 5.89 6.04 7.40 4 . 49 60.00 7. 68 401. 53 * 0.012 2.51 0.00 6.08 6.08 6.23 7.68 4 . 66 PIPE NO. 4 : 91 LF - 36"CP @ -0.40% OUTLET: 393.85 INLET: 393.49 INTYP: 5 JUNC NO. 4: OVERFLOW-EL: 400.19 BEND: 45 DEG DIA/WIDTH: 6.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 12.05 3. 63 397 . 12 * 0.012 1.11 0.00 3.25 3.25 3. 63 3.26 1. 10 13.25 3.83 397. 32 * 0.012 1. 16 0.00 3.44 3. 44 3.83 3.38 1. 10 14 .46 4 .01 397.50 * 0.012 1.22 0.00 3. 61 3. 61 4 .01 3.47 1.08 15. 66 4 .20 397. 69 * 0.012 1.27 0.00 3.79 3.79 4 .20 3.57 1.05 16.87 4 .38 397.87 * 0.012 1.32 0.00 3. 97 3.97 4 .38 3. 65 1.01 18.07 4 .58 398.07 * 0.012 1.37 0.00 4 . 16 4 . 16 4 .58 3.74 0. 96 19.28 4.78 398.27 * 0.012 1.41 0.00 4.36 4.36 4.78 3.83 0. 90 ' 20.48 4. 98 398.47 * 0.012 1.46 0.00 4 .55 4 .55 4 . 98 3. 91 0. 83 21. 69 5.19 398. 68 * 0.012 1.50 0.00 4 .75 4 .75 5.19 3. 98 0.76 22.89 5.41 398. 90 * 0.012 1.55 0.00 4 . 96 4 . 96 5.41 4 .07 0. 67 24 . 10 5. 64 399. 13 * 0.012 1.59 0.00 5. 18 5. 18 5.64 4. 15 0. 57 ' 25.30 5.87 399.36 * 0.012 1. 63 0.00 5. 40 5. 40 5.87 4.22 0. 46 26.51 6. 10 399.59 * 0.012 1. 67 0.00 5. 62 5. 62 6.10 4 .29 0. 35 27.71 6.36 399. 85 * 0.012 1.71 0.00 5.86 5.86 6.36 4 .38 0.22 28. 92 6. 60 400.09 * 0.012 1.75 0.00 6.09 6. 09 6. 60 4.45 0.09 **************** OVERFLOW ENCOUNTERED AT 30. 12 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATEDASSUMING SURCHARGE CONDITIONS ********* _30. 12 6.86 400. 35 * 0.012 1.78 0.00 6.34 6.34 6.86 4.53 -0. 05 31 . 33 7. 13 400. 62 * 0.012 1.82 0.00 6.59 6.59 7.13 4. 60 -0.20 32.53 7.40 400. 89 * 0.012 1.86 0.00 6.85 6.85 7.40 4 . 68 -0. 36 33. 73 7. 69 401. 18 * 0.012 1.89 0.00 7 . 13 7 . 13 7. 69 4 .76 -0.53 ' 34 . 94 7.97 401 . 46 * 0.012 1. 93 0. 00 7. 40 7. 40 7. 97 4 .83 -0.71 36. 14 8.27 401 .76 * 0.012 1. 96 0.00 7. 68 7. 68 8.27 4 .91 -0. 90 PIPE NO. 5: 13 LF - 18"CP @ -0.77o OUTLET: 393. 59 INLET: 393.49 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 400.32 BEND: 65 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0. 00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 12.05 4 . 67 398 . 16 * 0.012 1.32 0.00 3. 53 3.53 3.78 4 .67 2. 67 13.25 5.09 398 . 58 * 0.012 1.36 0.00 3.73 3-73 4 .01 5.09 3. 02 ' 14 . 46 5.51 399. 00 * 0.012 1. 40 0.00 3. 91 3. 91 4 .22 5.51 3. 40 15. 66 5.95 399. 44 * 0.012 1.42 0.00 4 . 10 4 . 10 4 .44 5. 95 3. 81 16. 87 6.41 399. 90 * 0.012 1.44 0.00 4 .28 4 .28 4 . 66 6.41 4 .26 **************** OVERFLOW ENCOUNTERED AT 18.07 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* C:\Duv\ex-out-Report.doc Page 4 of 4 18 .07 6.91 400.40 * 0.012 1.46 0.00 4 .48 4.48 4 . 91 6.91 4 .74 _19.28 7.44 400.93 * 0.012 1.47 0.00 4.68 4. 68 5.16 7.44 5.26 20. 48 7. 98 401.47 * 0.012 1.48 0.00 4 .88 4 .88 5.40 7.98 5. 80 21. 69 8.55 402.04 * 0.012 1.48 0.00 5.09 5.09 5. 66 8.55 6. 38 _22.89 9. 16 402. 65 * 0.012 1.49 0.00 5.31 5.31 5.94 9. 16 7. 00 24 .10 9.80 403.29 * 0.012 1.49 0.00 5.54 5.54 6.23 9.80 7. 64 ' 25.30 10.45 403. 94 * 0.012 1.49 0.00 5.77 5.77 6.51 10.45 8. 32 26.51 11. 12 404 .61 * 0.012 1.49 0.00 6.00 6.00 6.80 11. 12 9.04 27 .71 11.85 405.34 * 0.012 1.50 0.00 6.26 6.26 7. 13 11.85 9.78 ' 28. 92 12.58 406.07 * 0.012 1.50 0.00 6.50 6.50 7.44 12.58 10.56 30.12 13.35 406.84 * 0. 012 1.50 0.00 6.76 6.76 7.77 13.35 11.38 31.33 14 . 14 407. 63 * 0.012 1.50 0.00 7.03 7.03 8. 11 14 .14 12.22 32.53 14 . 97 408.46 * 0. 012 1.50 0.00 7.30 7.30 8.46 14 .97 13. 10 ' 33.73 15.83 409.32 * 0.012 1.50 0.00 7.59 7.59 8.83 15.83 14 .01 34 . 94 16.70 410.19 * 0.012 1.50 0.00 7.87 7.87 9.20 16.70 14 . 96 36. 14 17. 61 411.10 * 0.012 1.50 0.00 8.17 8. 17 9.58 17.61 15. 94 PIPE NO. 6: 16 LF - 18"CP @ 2.38% OUTLET: 393.72 INLET: 394 . 10 INTYP: 4 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 12,05 5. 10 399.20 * 0.012 1.32 0.92 4 .44 4 .44 4 .24 5.10 2. 49 13..25 5.74 399.84 * 0.012 1.36 0. 98 4 .86 4 .86 4 . 69 5.74 2. 80 **************** OVERFLOW ENCOUNTERED AT 14 .46 CFS DISCHARGE ***************** 14 . 46 6.40 400.50 * 0.012 1.40 1.04 5.28 5.28 5.15 6.40 3. 14 15. 66 7. 11 401.21 * 0.012 1.42 1. 11 5.72 5.72 5. 64 7 .11 3. 50 16.87 7.85 401. 95 * 0.012 1.44 1. 19 6.18 6. 18 6.16 7 .85 3. 90 18.07 8. 65 402.75 * 0.012 1.46 1.28 6. 68 6. 68 6.71 8.65 4 . 33 19.28 9.51 403.61 * 0.012 1.47 1.50 7.21 7.21 7.29 9.51 4.79 20.48 10.39 404. 49 * 0.012 1.48 1.50 7.75 7.75 7.81 10.39 5.27 21. 69 11.33 405.43 * 0.012 1. 48 1.50 8.32 8.32 8.53 11.33 5.79 22.89 12.33 406.43 * 0. 012 1.49 1.50 8. 93 8. 93 9.20 12.33 6.33 24 . 10 13.37 407.47 * 0.012 1. 49 1.50 9.57 9.57 9. 90 13.37 6. 91 25. 30 14 . 45 408.55 * 0. 012 1. 49 1.50 10.22 10.22 10. 63 14 .45 7. 51 26.51 15.58 409. 68 * 0.012 1.49 1.50 10.89 10.89 11.38 15.58 8. 15 27.71 16.77 410.87 * 0.012 1.50 1.50 11.62 11. 62 12.19 16.77 8.81 28 . 92 18.00 412. 10 * 0.012 1.50 1.50 12.35 12.35 13.00 18.00 9.50 30. 12 19.28 413.38 * 0.012 1.50 1.50 13.12 13. 12 13.86 19.28 10.22 '31.33 20. 61 414.71 * 0. 012 1.50 1.50 13.91 13. 91 14 .75 20.61 10. 97 32.53 21 . 98 416.08 * 0.012 1.50 1.50 14 .74 14 .74 15. 66 21.98 11.76 33. 73 23. 42 417.52 * 0.012 1.50 1.50 15. 60 15. 60 16. 62 23.42 12.57 34 . 94 24 .89 418. 99 * 0.012 1.50 1.50 16.47 16.47 17. 60 24 .89 13. 41 36. 14 26.42 420.52 * 0.012 1.50 1.50 17 .38 17. 38 18 . 62 26.42 14.28 Exit KCBW Program CADuv\ex-out-Report.doc 1 . Page 1 of 4 ' Duvall Ave S Storm Repair Project D.Carey 10/11/06 Future- 36" Concrete Pipe - Drainage System Capacity Q 25-yr= 30.76 cfs Note-The manhole at Pipe 5 is a control manhole with orifices. The orifices are not modeled in the Backwater program. 1 Also, large upstream developments have flow control systems. The peak flow analysis does not account for detention. ' KING COUNTY DEPARTMENT OF NATURAL RESOURCES Water and Land Resources Division BACKWATER ANALYSIS PROGRAM Version 5. 30h File Opened for Reading:futpipe.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 55.00 48 2 392.22 392.49 2 .50 .0078 2.0 .0379 .69 398 . 69 0 6.0 0.00 2 68.00 36 1 394.37 393. 93 2 .50 .0078 2.0 .0379 . 69 398.73 45 6.0 0.00 3 11.00 36 1 393. 93 393. 85 5 .50 .0098 2.0 .0398 .67 398.45 0 6.0 0. 66 ' 4 91.00 36 1 393.85 393.49 5 .50 .0098 2.0 .0398 . 67 400.19 45 6.0 0.00 5 13. 00 18 1 393.59 393. 49 5 . 50 .0098 2.0 .0398 .67 400.32 65 4 .0 0.00 6 16.00 18 1 393.72 394. 10 4 .20 .0045 2.0 .0317 .69 BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file: futpipe.bwp ' Surcharge condition at intermediate junctions Tailwater Elevation:393. feet ' Discharge Range:20. to 60. Step of 2. [cfs] Overflow Elevation:400.3 feet Weir:NONE Upstream Velocity:0. 5 feet/sec ' Q 25-Y r in bold iteration 7. PIPE NO. 1: 55 LF - 48"CMP @ 0.49% OUTLET: 392.22 INLET: 392. 49 INTYP: 2 JUNC NO. 1: OVERFLOW-EL: 398. 69 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 ******************************************************************************* 20.00 1. 93 394 .42 * 0. 024 1.32 1 . 68 0.78 1.32 1. 68 1. 93 1. 68 22.00 2.01 394 .50 * 0.021 1.39 1.77 0.78 1.39 1.77 2.01 1.76 I 24 .00 2.09 394 .58 * 0.024 1. 45 1.86 0.78 1.45 1.86 2.09 1. 82 26.00 2. 17 394 . 66 * 0.024 1.51 1. 95 0.78 1.51 1. 95 2. 17 1.88 28.00 2.24 394 .73 * 0. 024 1.57 2.04 0.78 1.57 2.04 2. 24 1. 94 ' 30.00 2.30 394 .79 * 0.024 1. 63 2. 12 0.78 1. 63 2. 12 2. 30 1. 99 32.00 2.36 394.85 * 0.024 1. 69 2.21 0.78 1. 69 2.19 2.36 2.04 CADuv\fut-out-Report.doc Page 2 of 4 ' 34 .00 2.42 394 .91 * 0.024 1.74 2.29 0.78 1.74 2.27 2.42 2.09 36.00 2.46 394.95 * 0.024 1.79 2. 38 0.78 1.79 2.34 2.46 2. 13 38 .00 2.50 394.99 * 0.024 1.84 2. 46 0.78 1.84 2.40 2.50 2. 17 40.00 2.54 395.03 * 0.024 1. 89 2.55 0.78 1.89 2.47 2.54 2.20 42.00 2.58 395.07 * 0.024 1 . 94 2. 64 0.78 1. 94 2.53 2.58 2.23 44 .00 2. 61 395. 10 * 0.024 1 . 99 2.73 0.78 1. 99 2. 60 2. 61 2.26 1 46.00 2. 66 395. 15 * 0.024 2 .04 2.82 0.78 2.04 2. 66 264 2.28 48.00 2.72 395.21 * 0.024 2.08 2. 92 0.78 2.08 2.72 2..67 2.30 50.00 2.78 395.27 * 0.024 2. 13 3.02 0.78 2. 13 2.78 2.69 2.32 �52.00 2.85 395.34 * 0.024 2. 17 3. 13 0.78 2. 17 2.85 2.71 2.34 54 .00 2.91 395.40 * 0.024 2 .21 3.25 0.78 2.21 2. 91 2.73 2.35 56.00 2. 96 395.45 * 0.024 2 .26 3. 39 0.78 2.26 2. 96 2.74 2.36 58.00 3.02 395.51 * 0.024 2.30 3.59 0.78 2.30 3.02 2.75 2.37 60.00 3.08 395.57 * 0.024 2. 34 4 .00 0.78 2.34 3.08 2.76 2.37 NEW CP replaces old CMP ' PIPE NO. 2: 68 LF - 3611CP @ -0. 65% OUTLET: 394.37 INLET: 393. 93 INTYP: 2 JUNC NO. 2: OVERFLOW-EL: 398.73 BEND: 45 DEG DIA/WIDTH: 6.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 20.00 2.59 396.52 * 0.012 1. 44 0.00 0.05 1.44 2.42 2.59 1. 99 22.00 2.70 396. 63 * 0.012 1. 51 0.00 0.13 1.51 2.51 2.70 2. 10 ' 24 .00 2.81 396.74 * 0. 012 1. 51 0.00 0.21 1.58 2. 60 2.81 2.20 26.00 2. 91 396.84 * 0.012 1. 65 0.00 0.29 1.65 2. 69 2. 91 2.30 28.00 3.01 396. 94 * 0.012 1.72 0.00 0.36 1.72 2.77 3.01 2.40 30.00 3.12 397.05 * 0. 012 1 . 78 0.00 0.42 1.78 2.85 3. 12 2.49 1 32.00 3.22 397.15 * 0.012 1.84 0.00 0.48 1.84 2.93 3.22 2.59 34 .00 3.33 397.26 * 0.012 1. 90 0. 00 0.54 1. 90 3.01 3.33 2. 68 36. 00 3. 43 397.36 * 0.012 1. 96 0.00 0.58 1. 96 3.07 3.43 2. 77 38 .00 3.54 397.47 * 0.012 2.01 0.00 0. 62 2.01 3. 14 3.54 2.86 40.00 3. 64 397.57 * 0.012 2 .06 0. 00 0. 66 2.06 3.20 3. 64 2. 94 42.00 3.74 397. 67 * 0.012 2. 12 0.00 0.70 2. 12 3.25 3.74 3.03 44 . 00 3.85 397.78 * 0.012 2. 17 0.00 0.73 2.17 3.31 3.85 3. 15 46. 00 3. 95 397.88 * 0.012 2.21 0.00 0.78 2.21 3. 36 3. 95 3.24 48 .00 4 .05 397. 98 * 0.012 2.26 0.00 0.84 2.26 3. 41 4 .05 3. 34 _50.00 4. 15 398.08 * 0.012 2. 31 0.00 0.90 2.31 3.46 4 .15 3.50 52.00 4 .26 398. 19 * 0.012 2. 35 0.00 0. 97 2.35 3.51 4 .26 3. 62 54 .00 4 .37 398.30 * 0. 012 2 . 39 0.00 1.03 2.39 3.56 4 .37 3.74 56. 00 4 . 48 398.41 * 0.012 2.43 0.00 1.08 2.43 3. 61 4 .48 3. 86 58 .00 4 .58 398.51 * 0.012 2. 47 0.00 1.14 2.47 3. 65 4 .58 3. 99 60.00 4 .70 398. 63 * 0.012 2. 51 0.00 1.20 2.51 3.70 4 .70 4. 13 PIPE NO. 3: 11 LF - 36"CP @ -0.73o OUTLET: 393. 93 INLET: 393. 85 INTYP: 5 JUNC NO. 3: OVERFLOW-EL: 398.45 BEND: 0 DEG DIA/WIDTH: 6.0 Q-RATIO: 0. 66 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI 20.00 2.88 396.73 * 0.012 1. 44 0.00 2.59 2.59 2. 69 2.88 2. 06 22. 00 3.01 396.86 * 0.012 1. 51 0.00 2.70 2.70 2.80 3.01 2. 18 24 .00 3. 14 396. 99 * 0. 012 1 .58 0.00 2.81 2.81 2. 91 3. 14 2.30 26. 00 3.29 397. 14 * 0.012 1 . 65 0.00 2. 91 2. 91 3.01 3.29 2. 41 28. 00 3.43 397.28 * 0.012 1.72 0.00 3.01 3.01 3. 11 3.43 2.53 30. 00 3. 58 397. 43 * 0.012 1 .78 0.00 3.12 3. 12 3.21 3.58 2. 64 32.00 3.73 397.58 * 0.012 1.84 0.00 3.22 3.22 3.32 3.73 2.76 34 .00 3. 90 397.75 * 0.012 1 . 90 0. 00 3.33 3.33 3.43 3. 90 2. 87 C:\Duv\fut-out-Report.doc Page 3 of 4 36.00 4 .06 397. 91 * 0.012 1. 96 0.00 3.43 3.43 3.54 4 .06 2.98 38.00 4 .23 398.08 * 0.012 2.01 0.00 3.54 3.54 3. 65 4 .23 3. 10 �40.00 4 . 40 398.25 * 0.012 2.06 0.00 3. 64 3. 64 3.76 4 .40 3.21 42.00 4 .57 398.42 * 0.012 2.12 0.00 3.74 3.74 3.86 4 .57 3.33 **************** OVERFLOW ENCOUNTERED AT 44 .00 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* ' 44 .00 4 .75 398.60 * 0.012 2. 17 0.00 3.85 3.85 3.97 4 .75 3.44 46.00 4 . 92 398.77 * 0.012 2.21 0.00 3. 95 3. 95 4 .07 4 . 92 3.56 48.00 5. 10 398. 95 * 0.012 2.26 0.00 4 .05 4 .05 4 . 18 5.10 3. 69 ' 50.00 5.29 399. 14 * 0.012 2.31 0.00 4 . 15 4 . 15 4 .29 5.29 3.85 952.00 5. 48 399.33 * 0.012 2.35 0.00 4 .26 4 .26 4 .40 5.48 4 .00 54 .00 5. 68 399.53 * 0.012 2.39 0.00 4.37 4 .37 4.51 5.68 4 . 16 56.00 5.89 399.74 * 0.012 2.43 0.00 4.48 4 .48 4 .62 5.89 4 .32 58.00 6.09 399. 94 * 0.012 2. 47 0.00 4 .58 4 .58 4 .73 6.09 4 .49 60.00 6.30 400. 15 * 0.012 2.51 0.00 4 .70 4 .70 4 .85 6.30 4 . 66 1 PIPE NO. 4 : 91 LF - 36"CP @ -0.40% OUTLET: 393.85 INLET: 393.49 INTYP: 5 JUNC NO. 4 : OVERFLOW-EL: 400. 19 BEND: 45 DEG DIA/WIDTH: 6.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 12.05 3.27 396.76 * 0.012 1. 11 0.00 2.88 2.88 3.27 2.89 1. 10 13.25 3.40 396.89 * 0.012 1.16 0.00 3.01 3.01 3.40 2.95 1. 10 14 .46 3.54 397.03 * 0.012 1.22 0.00 3. 14 3. 14 3.54 3.00 1.08 15.66 3. 69 397 . 18 * 0.012 1.27 0.00 3.29 3.29 3. 69 3.06 1.05 16.87 3. 84 397.33 * 0.012 1.32 0.00 3.43 3.43 3.84 3. 10 1.01 18.07 3. 99 397.48 * 0.012 1.37 0.00 3.58 3.58 3. 99 3.15 0. 96 19.28 4.16 397.65 * 0.012 1.41 0.00 3.73 3.73 4.16 3.20 0.90 20.48 4 .33 397.82 * 0.012 1.46 0.00 3. 90 3. 90 4 .33 3.26 0. 83 21.69 4 . 50 397. 99 * 0.012 1.50 0.00 4 .01 4 .06 4 .50 3.29 0.76 _22.89 4 . 68 398. 17 * 0.012 1.55 0.00 4 .23 4 .23 4 . 68 3.34 0. 67 24 .10 4 . 86 398.35 * 0.012 1.59 0.00 4 .40 4 .40 4 .86 3.37 0.57 25.30 5.04 398.53 * 0.012 1. 63 0.00 4 .57 4 .57 5.04 3.39 0.46 ' 26.51 5.23 398.72 * 0.012 1. 67 0.00 4 .75 4 .75 5.23 3.42 0.35 27.71 5. 42 398. 91 * 0.012 1.71 0.00 4 . 92 4 . 92 5.42 3.44 0.22 28. 92 5. 61 399. 10 * 0.012 1.75 0.00 5. 10 5. 10 5. 61 3.46 0.09 30. 12 5. 81 399.30 * 0.012 1.78 0.00 5.29 5.29 5.81 3.48 -0. 05 31.33 6.02 399.51 * 0.012 1.82 0.00 5.48 5.48 6.02 3.49 -0.20 32.53 6.23 399.72 * 0.012 1.86 0.00 5. 68 5. 68 6.23 3.51 -0. 36 33.73 6. 45 399. 94 * 0.012 1.89 0.00 5.89 5.89 6.45 3.52 -0. 53 34 . 94 6. 66 400. 15 * 0.012 1. 93 0.00 6.09 6.09 6. 66 3.52 -0.71 **************** OVERFLOW ENCOUNTERED AT 36. 14 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 36. 14 6.89 400.38 * 0.012 1. 96 0.00 6.30 6.30 6.89 3.53 -0. 90 PIPE NO. 5: 13 LF - 18"CP @ -0.77% OUTLET: 393.59 INLET: 393.49 INTYP: 5 JUNC NO. 5: OVERFLOW-EL: 400.32 BEND: 65 DEG DIA/WIDTH: 4 .0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* ' 12.05 4 . 31 397.80 * 0.012 1.32 0.00 3. 17 3. 17 3.41 4 . 31 2. 67 13.25 4 . 66 398. 15 * 0.012 1.36 0.00 3.30 3.30 3.58 4 . 66 3.02 14 .46 5.04 398.53 * 0. 012 1.40 0. 00 3. 44 3.44 3.75 5.04 3. 40 15. 66 5. 44 398. 93 * 0.012 1.42 0.00 3. 59 3.59 3. 94 5.44 3.81 16.87 5.87 399.36 * 0.012 1.44 0.00 3.74 3.74 4. 12 5.87 4.26 C:\Duv\fut-out-Report.doc Page 4 of 4 18.07 6.33 399.82 0.012 1.46 0.00 3.89 3.89 4.32 6.33 4 .74 19.28 6.82 400.31 * 0.012 1.47 0.00 4.06 4.06 4.53 6.82 5.26 **************** OVERFLOW ENCOUNTERED AT 20.48 CFS DISCHARGE ***************** ******** OVERFLOW CONDITIONS CALCULATED ASSUMING SURCHARGE CONDITIONS ********* 20.48 7.33 400.82 * 0.012 1.48 0.00 4 .23 4 .23 4 .75 7 .33 5.80 21. 69 7.86 401.35 * 0.012 1. 48 0.00 4 .40 4 .40 4 . 97 7 .86 6.38 ' 22.89 8.43 401.92 * 0.012 1. 49 0.00 4 .58 4 .58 5.21 8 .43 7 .00 24. 10 9.02 402. 51 * 0.012 1.49 0.00 4 .76 4 .76 5.45 9.02 7 . 64 25.30 9. 62 403. 11 * 0.012 1.49 0.00 4 . 94 4 . 94 5. 68 9.62 8 .32 2.6.51 10.25 403.74 * 0.012 1.49 0.00 5. 13 5.13 5.93 10.25 9.04 27.71 10.91 404 .40 * 0.012 1.50 0.00 5.32 5.32 6. 19 10.91 9.78 28. 92 11.59 405.08 * 0.012 1.50 0.00 5.51 5.51 6.45 11.59 10.56 30.12 12.30 405.79 * 0.012 1.50 0.00 5.71 5.71 6.72 12.30 11 .38 1 31.33 13.03 406.52 * 0.012 1.50 0.00 5. 92 5. 92 7.00 13.03 12.22 32.53 13.80 407.29 * 0.012 1.50 0.00 6.13 6.13 7.29 13.80 13. 10 33.73 14 .59 408.08 * 0.012 1.50 0.00 6.35 6.35 7.59 14 .59 14 .01 ' 34. 94 15.39 408.88 * 0.012 1.50 0.00 6.56 6.56 7.89 15.39 14 .96 36.14 16.23 409.72 * 0.012 1.50 0.00 6.79 6.79 8.20 16.23 15. 94 ' PIPE NO. 6: 16 LF - 18"CP @ 2.38% OUTLET: 393.72 INLET: 394 . 10 INTYP: 4 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 12.05 4 .74 398.84 * 0.012 1. 32 0. 92 4.08 4 .08 3.88 4 .74 2.49 13.25 5.31 399.41 * 0.012 1. 36 0. 98 4.43 4 .43 4 .26 5.31 2.80 14 .46 5. 93 400.03 * 0.012 1. 40 1.04 4 .81 4 .81 4 . 68 5. 93 3. 14 **************** OVERFLOW ENCOUNTERED AT 15. 66 CFS DISCHARGE ***************** 15.66 6. 60 400.70 * 0.012 1.42 1.11 5.21 5.21 5. 14 6.60 3.50 16.87 7. 31 401 . 41 * 0.012 1. 44 1. 19 5. 64 5. 64 5. 61 7 .31 3. 90 18.07 8.07 402. 17 * 0.012 1. 46 1.21 6. 10 6. 10 6. 12 8.07 4 .33 19.28 8.88 402. 98 * 0.012 1.47 1.50 6.59 6.59 6. 67 8.88 4.79 20.48 9.74 403.84 * 0.012 1. 48 1.50 7.10 7. 10 7.24 9.74 5.27 21. 69 10. 64 404 .74 * 0.012 1.48 1.50 7. 63 7. 63 7.84 10. 64 5.79 ' 22.89 11. 60 405.70 * 0.012 1. 49 1.50 8 .20 8.20 8. 47 11 .60 6.33 24 .10 12.59 406. 69 * 0.012 1. 49 1.50 8.79 8.79 9. 12 12. 59 6. 91 25.30 13. 62 407.72 * 0. 012 1.49 1.50 9. 39 9.39 9.80 13. 62 7.51 26.51 14 .71 408.81 * 0.012 1. 49 1.50 10.02 10.02 10.51 14 .71 8. 15 27.71 15.83 409. 93 * 0.012 1.50 1.50 10. 68 10. 68 11.25 15.83 8.81 28. 92 17.01 411. 11 * 0.012 1. 50 1.50 11.36 11.36 12.01 17 .01 9. 50 30.12 18.23 412.33 * 0.012 1.50 1.50 12.07 12.07 12.81 18 .23 10.22 31.33 19.50 413. 60 * 0.012 1.50 1.50 12.80 12.80 13. 64 19. 50 10. 97 32.53 20.81 414 . 91 * 0.012 1. 50 1.50 13.57 13.57 14 .49 20.81 11.76 33.73 22. 18 416.28 * 0.012 1.50 1.50 14 .36 14 .36 15.38 22 . 18 12. 57 34 . 94 23.58 417 . 68 * 0.012 1.50 1.50 15. 16 15. 16 16.29 23. 58 13. 41 36. 14 25.04 419. 14 * 0.012 1. 50 1.50 16.00 16.00 17.24 25.04 14 .28 Exit KCBW Program CADuV\fut-out-Report.doc 0' 10' 20' 181E-394.1 S011N ' R81 a 400.32 /OR cEE TM w 2150Es SEE 1FD-40-2150 N 1WE-M SCALE: 1 "= 20' S 181E�393.49 SDWI M• OVEWUM1 39&02 ICl/ a 400.19 N 181E 393.59 ' BW Pipe 6 2' E 393.49 94.29 a�� 12•E 394.29SD \ El BW 5 Pipe \ ' p BW Pipe 4 Junction 5 \ Junction 4 1 DUVALL AVE NE ----www-N-mmw'K \\ Ex TE E 72• 0' 10' ' N 3 a 2.44 \ N 381E 392.44 S 481E 392.27 MMH a M45 SCALE: 1"= 10' ' \ n NE 36•E 393.85 Sw 38•E 393.85 N 181E 394.0 CB TYPE I FM EL 399.05 El(CB-1 72• CB TYPE I N 121E 394M MM a 398.73 IN a 398.96 w WE 394.75 18•CONC NE 36•E=393.23 1 . 51 SD S 36•E=39323 N 18'E=394.10 4 BW Pipe 3 , EX 38•CW JunctionG31 z� SD SD EX,B•c,W EL 39 70 1 MG ?IRIS 8i�18A 481E=392.22 N BW Pipe 2 j BW Pipe 1 ' w Junction 2 Junction 1 w 0 3 DUVALL AVE NE BACKWATER FIGURE ' D. Carey 1/4/07 1 1 ' Appendix D ' Portions of Drainage Report For Odegard Renton Highlands 1 Professional Plaza R-3029 ' Windsor Place Drainage Plan R-1910 1 1 t 1 •c�'rt:T*f j4�%", 'za. a."4k 3C1 tr Y' 4s'�h i4ti�"• k '{�h 1 �}3v.7 r'a 'i'h- L Lj1tL - tt. 3rry�� k�l:,{�' AZ+k� t h, r� •�sspyy �� A�r,��r�'oh '^`'�k�'�-F3 +�ftf��' � r�i'��} t ,.�X"�s�,,��tsr����r�-�r-� �j ,�,''i 9m�.-�y`�'��,''�i•'ra^4��-k�+=��"'z'Y•t�'~ �,�"Y treej''r r ' t '➢a'i`J,ttjs,' t H 4t"?? ,jF�i���"�'T3'y�Yk';�{ Pt•' s .!2' dry. St Xr""yt u;. it Sy:Tjcv ir'C' Yet ti l'rt ;;yy fi r `lit"� �r ENGINEERING REPORT rw � r�� F � R4 „f Drainage Technical Information Report ' 'S�f✓�'�S'�`�'`�3 Sa-a`�.� 'Y frr� �a v,y�€�$, kdeQand Renton Highlands . �'t.."' 'ESe`e-' "tt',�- S'*Y(3` .�e*'-,z'" O O Professional Plaza r t �'C air t fii•t'rL.:�a I'`$ca`"z'�sr�s a��llr�fi" "nE'•�i 3,Jr"',Fa_r}a�y"�-� €Y`�t�{�,�,�.'-�,,K.}��"�'�,„.5 ti c�'Y s+"L,�a�•i>E,y.ft"`�--..�1'r1,��tL'M?.i-,-�Lt�.t i'jb i--s�tFr�'t t_'k.�7�avi'.t 3 r . V - s §.4mP FREER. " A, �2 'aL`•r i S'E"4'�r+,,�i l.,�s�•r`d' � _s.�r '�'.g'tc„f`�• � dyt�',t' a�C x5'h'�' Ykz".rv. hDa S � r•krh �1r)Z Sm SFr`zp fitrajr �R -��St yArH ��� yvk� ,:�, t•s�s.4.',�ra.fi uy kr: � �"� {ic�� a h t q.� r ✓ - : - ew, `t .>�"'..W � �''a xt —Syk/'c «i �.�asc a •'tr .u'9Kvy _. �,i}..1 " �)L.,g1 �'7t .s o t o-,. o �..• {,tn �l�(„t?•`t'.;,.lr�r' `v�,�,t��y�¢£}?; q7�} i:i}v �7s,Fg:4 o'SY.i1" `S1'•s31 f '.•S ,i'y^ ,_d .c%•e�sM� � 'cifn�6a " SE; s �I -�1:• 'r �)&r_�E3' Y i7, x,,�.�, •, - �F'' ``�'. Fir )� �' > .�,L�ye £ '•^'t , s;`t�'fz`�'-�,'i+ s cr3, i� -.moo n a x Lx res,�' .. '�. 'z '_`,i`'�c` �r MF c _. �htmum, aJ -r -1Y�r,. 'Srw.cM`ii s'�; �J`s-,�# .'.. - c yy. } p x' VIA } ' 1 3y'`.''(' 7 't'` i� �.'4y YY'L .SF�' 'L F +1F* g Sk n �_ a ;fig✓ a? {r R '. - i`' w.d,.b-` lty '" '' ra4` afA1"' � ''v { 4 -t 2'.•U + .�kL��tsP�+7'��x�j{✓�'f��" yF S Y��� t�� f��v� _� - Y 1 Gb u �{�Y+W f It}%�"i �✓ PREPARED FOR ` "�� � ` Elizabeth Odegard P.O. Box 165 '? a w1 Medina,WA 98039 C'f k vK cid{ } � L � 'v 4 PREPARED BY: Coughlin Porter Lundeen '' fF 4, 217 Pine Street,Suite 300 Seattle,Washington 98101 NC. ,a p0 Phone: (206)343-0460 Contact: Nick Lenington,P.E. ` .4� 25577 �ISTER�� CITY OFRENTON � RECEIVE ® UPIRES 01/23/2004 AUG 2 20 02 ' BUILDING DIVISION ! COUGHMN PORTERS VJN'02s EN, i 16 i All areas have been measured by hand using an electronic planimeter. Zoneing Location A-P 25,420 CS B-P 38,440 CS C-P 148,802 R14 D-P 52,700 RM1 E-P 139,501 R14 F-P 366,423 R8 G-P 46,500 R4 H-P 35,340 R8 I-P 246,143 R8 J-P 91,761 R8 K-P 36,581 R4 L-P 40,300 R4 M-P 383,164 R4 100% Imp 118,421 R4 Church Parking Lot Net Area by Zoning %IMP %PER CS 65.00% 35.00% R14 90.00% 10.00% Assumed RM1 75.00% 25.00% R8 75.00% 25.00% R4 55.00% 45.00% Arras in SF Total Pasture 100%lmp Net Imp Per CS 436,481 63,860 372,621 242,204 130,417 R14 1,450,748 288,303 1,162,445 1,046,201 116,245 RM1 554,433 52,700 501,733 376,300 125,433 R8 2,817,671 739,667 2,078,004 1,558,503 519,501 R4 1,657,313 460,045 118,421 1,078,847 593,366 485,481 Total SF 6,916,646 1,604,575 118421 5,193,650 3,816,573 11377,077 Total Acre 158.78 36.84 2.72 119.23 87.62 31.61 -Iood. exc KCRTS Program— File Directory: C : \KC_SWDM\KC DATA\ . [C] CREATE a new Time Series S 1P 0 . 00 0 . 00 0 . 000000 Till Forest 36 . 84 0 . 00 0 . 000000 Till Pasture 31 . 61 0 . 00 0 . 000000 Till. Grass 0 . 00 0 . 00 0 . 000000 Outwash Forest 0 . 00 0 . 00 0 , 000000 Outwash Pasture 0 . 00 0 . 00 0 . 000000 Outwash Grass 0 . 00 0 . 00 0 . 000000 Wetland 90 . 34 0 . 00 0 . 000000 Impervious flood. tsf T 1 . 00000 T [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies flood. tsf flood.pks [R] RETURN to Previous Menu Page 1 r / nt' Flood 's ?, .pks Flow Frequency Analysis Time Series File : flood. tsf_ Project Location: Sea-Tac - --Annual Peak Flow Rates- - - - ----Flow Frequency Analysis- - - - - - FlowRate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 26 . 73 6 2./09/01 2 : 00 53 . 82 1 100 . 00 0 . 99 21 . 71 8 1/05/02 16 : 00 33 . 73 2 25 . 00 0 . 96 00 31 . 85 3 2/27/03 7 : 00 31 . 85 3 10 . 00 0 . 90 0 23 . 27 7 8/26/04 2 : 00 28 . 53 4 5 . 00 0 . 80 0 27 . 93 5 10/28/04 16 : 00 27 . 93 5 3 . 00 0 . 66 7 28 . 53 4 1/18/06 16 : 00 26 . 73 6 2 . 00 0 . 50 0 33 . 73 2 10/26/06 0 : 00 23 . 27 7 1 . 30 0 . 2.3 1 53 . 82 1 1/09/08 6 : 00 21 . 71 8 1 . 10 0 . 09 1 Computed Peaks 47 . 12 50 . 00 0 . 98 0 �� YQ �c� l��a k ,�viv vFG .•tro It lye $rE BASFD /"7 Page 1 16' , ll 48 GUL t1�2'� S�ZI�i 07/01/02 Manning' s Equation for Uniform Flow in a Circular Pipe 71 Input Quantities Diameter: 48 . 0000 in Manning' s n: 0 . 0240 Slope : 0 . 6000 % Calculated Flow Rate : 60 .2689 cfs Calculated Velocity: 4 . 7960 ft/s Calculated Depth: 48 . 0000 in Calculated Quantities Area Of Flow: 12 . 5664 sf Wetted Perimeter: 150 . 7960 in Hydraulic Radius . 12 . 0000 in d/D Ratio: 1 . 0000 parts Velocity Head: 0 . 3572 ft Critical Depth: 28 . 0704 in Full Capacity: 60 . 2705 cfs K�D 53.SZ CFS. Max Capacity: 64 . 8333 cfs HHCalc, Version 7 . Os Eagle Point, 4131 WestMark Drive, Dubuque, IA, 52002 , 1-800-678-6565 r `1 SECTION 4.2 PIPES,OUTFALLS,AND PUMPS FIGURE 4.2.1.E NOMOGRAPH FOR SIZING CIRCULAR DRAINS FLOWIlVG FULL 1,000 900 800 .0001 700 2.0 600 .0002 500 .0003 Minimum 400 .0004 .0001 Allowable .0005 Velocity 0 .0006 (Flowing 3.0 300b .0008 .0002 Full) 120 N 108 0 001 .0003 CD z- 200 �+ gg .0004 90 .002 .0005 4.0 84 .0006 78 O .003 72 .0008 66 n- 001 .005 5.0 100 60 O .00 N z 90 _ 54 cn .008 .002 o O ' 80 _ 01 .003 0 / W 6.0 70 w � cn = 42 ` 004 0 cc W z ` 2 f 005 O � 7.0 50 36 006 w O z 33 03 00 8� W 8.0 z 40 e w 30 .04 .010 OJ ` ` twi w a 27 .06 9.0 O 30 � 24 Cr ILL .020 >- 10.0 O 21 .10 uvi . 0030 0 0 20 18 .040 w .050 > Q 15 .00 o .080 12 .100 10 10 9 SAMPLE USE 8 7 8 24"dia.CMP @ 2%slope yields 20.0 6 17cfs @ 5.4 fps velocity 5 6 (n=0.024) 4 Values per Manning's equation 3 n 30.0 This table can be converted to other"n"values by applying 2 formula: 40.0 Q1 _ n2 Q2 n1 1 .ir 9/l/98 1998 Surface Water Design Manual 4-20 102 MODERN SEWER DESIGN 4. TABLE 4.9 Values of Coefficient of Roughness(n)for Standard A Corrugated Steel Pipe4.6.6(Manning's Formula)' then Annular the d 22/3 x'12 in. Helical --- with All 1112 x'/,in 2113 x'12 in - diartl Corrugations Diameters 8 in. 10 in. 12 in. 18 in. 24 in.36 in.48 in. 1 lic Un aved 0.024 0.012 0,014 0.011 0.013 0.015 0.018 0.020 60 in.and.larger _ full. ave 0-021 0.014 0.017 0.020 0.0 0.01919 Annular Helical-3 x 1 in.3 x 1 in. Unpaved 0.027 48 in.54 in.60 in.66 in. 12 in. ;n.rLa,ge, I/Cr (]E 254'o Paved 0.023 0.023 0.023 0.024 0.025 0-026 0.027 0.020 0.020 0.021 0.022 0.022 .0.023 e0` Annular Helical-5 x 1 in. 600 5xIin. In paved say 54 in.60 in.66 in. n.rtarger 25%Paved 0.022 0.022 0.023 0.024 0.025 ,� 0.019 0.020 0.021 0022 300 All pipe with smooth interior" All Diameters 200 n =0.012 - j 'AISI "Includes fully paved,concrete lined,spiral rib 8 double wall pipe. roo eo- TABLE 4.10 Values of n for Structural Plate Pipe for 6 in. x 2 in. Corrugations(Manning's Formula) , so- v 40 Corrugations Diameters a 30 1. 6x2in. y 5 ft. 7 ft. 10 ft. 15 it. - 20 ... Plain-unpaved O.D33 0.032 ° 25%Paved 0 028 0.030 0.028 0.027 0.026 0.024 E ro � B rn ro 6 H 5 - Figure 4.8 provides nomographs for estimating steady uniform flows for Pipes flowing full, using the Manning equation. In cases where conduits arc 3 flowing only partly full, the corresponding hydraulic ratios may be deternlined from Figures 4.9 and 4.10. 2- Kutter Equation ,0 The Kutter Equation is used for open channel calculations in certain areas oe Of the United States. It is an empirically derived relation between the Chezy o_5 0. I coefficient 'C and the Manning roughness coefficient'n.'As stated the equa- i lion is intended for use with U.S. Customary (Imperial) units. 04 a Q = A•C•R",- Sfr' 03 o. 04 F , 00281 1_811 0.2 03 where C = 41.65 A- n + n 0.13 0.2 I + (41.65 + 0.00281) n Sf -,[R- Figure 4.8 N --�-7=7 N. . { 4 5,.41 _ - - COUGHLIN PORTER LUNDEEN A CONSULTING STRUCTURAL AND CIVIL ENGINEERING CORPORATION 100� PC-r rJ �3.SZ�s S►TL v ? M w � � W � L � Q L ve Pt Ov i oz SraeAC>; �5r I pFF5kt� rlSrT� n^ErFo 1q,7 Project: Designed By: Date Project No: Client: Checked By: Sheet of 1 Outflow.pks Flow Frequency Analysis Time Series File :outflow. tsf Project Location: Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------ Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) (ft) Period 23 . 68 6 2/09/01 4 : 00 38 . 02 5 . 88 1 1 100 . 00 0 . 99 0 18 . 66 8 1/05/02 17 : 00 25 . 63 3 . 13 2 25 . 00 0 . 96 0 25 . 63 2 2/27/03 9 : 00 25 .29 3 . 07 3 10 . 00 0 . 90 0 19 . 30 7 8/26/04 3 : 00 24 . 99 3 . 01 4 5 . 00 0 . 80 0 24 . 27 5 10/28/04 18 : 00 24 .27 2 . 90 5 3 . 00 0 . 66 7 25 . 29 3 1/18/06 17 : 00 23 . 68 2 . 81 6 2 . 00 0 . 50 0 24 . 99 4 10/26/06 1 : 00 19 . 30 2 . 15 7 1 . 30 0 . 23 1 38 . 02 1 1/09/08 10 : 00 18 . 66 2 . 05 8 1 . 10 0 . 09 1 ■ Computed Peaks 33 . 89 4 . 85 50 . 00 0 . 98 0 .C.�dEL fool f���7iv5 �/xEfA�-yG r 3ffi.99 +5.2�' E�Gy.4no� cxZrtiJ S Page 1 Channel .rsl One Outlet Reservoir Routing File Stage Discharge Storage Perm-Area (Ft) (CFS) (Cu-Ft) (Sq-Ft) 0 . 00 0 . 000 0 . 0 . 1 . 00 4 . 295 6142 . 0 . 2 . 00 18 .335 31914 . 0 . 3 . 00 24 . 945 57687 . 0 . 4 . 00 30 . 139 119730 . 0 . 5 . 00 34 . 562 181774 . 0 . 6 . 00 38 .497 288924 . 0 . 7 . 00 42 . 033 396074 . 0 . 8 . 00 45 . 308 541774 . 0 . 9 . 00 48 . 363 687474 . 0 . 10 . 00 51 .236 861724 . 0 . 11 . 00 53 . 955 1035974 . 0 . 12 . 00 56 . 545 4129361 . 0 . 0 . 00 Ft Base Reservoir Elevation 0 . 0 Minutes/Inch: Average Perm-Rate �l�rl 4 E eP�E won �C Page 1 4/9/02 10 :53 :28 am Coughlin, Porter, Lundeen Inc . page 1 Renton Highlands Flood Analysis STAGE DISCHARGE TABLE INLET CONTROL CULVERT ID No. 24outlet 24 Description: 24 inch outlet pipe CoN^��`'�''� M Diameter (ft) 2 . 00 Entrance type . 4 ,,` �� '�'�`�r Length (ft) 17 . 00 Invert Elev : 388 . 99 Slope (ft/ft) 0 . 0097 No. of Clvrts : 1 $ate aF Mannings n 0 . 0240 Max Ponding el :404 . 00 i� oa "-�p Stg-Dis Increment 0 . 10 R+�us c�eQ STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> STAGE <--DISCHARGE---> (ft) ---cfs - ------- (ft) ---cfs-- ------- (ft) ---CfS-- ------- (ft) ---cfs - ----- ________________________________________________________________________________________________________ ---------------------- 388.99 0.0000 392.70 28.680 396.50 43.701 400.30 54.745 �)389.00 0.0067 392.80 29.175 396.60 44.027 400.40 55.006 389.10 0.0741 392.90 29.661 396.70 44.351 400.50 55.265 389.20 0.1415 &393.00 30.139 396.80 44.672 400.60 55.524 389.30 0.5599 393.10 30.610 396.90 44.992 400.70 55.781 389.40 1.0015 393.20 31.074 0397.00 45.308 400.60 56.036 389.50 1.4687 393.30 31.531 397.10 45.623 400.90 56.291 389.60 1.9644 393.40 31.982 397.20 45.935 0 401.00 56.545 389.70 2.4914 393.50 32.426 397.30 46.246 401.10 56.797 389.60 3.0532 393.60 32.864 397.40 46.554 401.20 57.048 389.90 3.6533 393.70 33.297 397.50 46.860 401.30 57.299 U%390.00 4.2950 393.80 33.724 397.60 47.165 401.40 57.548 390.10 4.9817 393.90 34.145 397.70 47.467 401.50 57.796 390.20 5.7158 (3)394.00 34.562 397.80 47.768 401.60 58.043 390.30 6.4983 394.10 34.973 397.90 48.066 401.70 58.289 390.40 7.3277 394.20 35.380 398.00 48.363 401.80 58.534 390.50 8.1994 394.30 35.782 398.10 48.658 401.90 58.778 390.60 9.1053 394.40 36.179 398.20 48.951 402.00 59.021 390.70 10.034 394.50 36.573 398.30 49.242 402.10 59.262 390.80 10.972 394.60 36.962 398.40 49.532 402.20 59.503 390.90 11.907 394.70 37.347 398.50 49.820 402.30 59.743 391.00 18.335 394.80 37.728 398.60 50.106 402.40 59.982 391.10 19.099 394.90 38.105 398.70 50.391 402.50 60.220 391.20 19.834 @395.00 38.479 398.80 50.674 402.60 60.457 391.30 20.542 395.10 38.649 398.90 50.956 402.70 60.694 391.40 21.227 395.20 39.215 /0 399.00 51.236 402.80 60.929 391.50 21.891 395.30 39.578 399.10 51.514 402.90 61.163 A 391.60 22.535 395.40 39.938 399.20 51.791 403.OD 61.397 391.70 23.161 395.50 40.295 399.30 52.066 403.10 61.629 391.80 23.771 395.60 40.648 399.40 52.340 403.20 61.861 391.90 24.365 395.70 40.999 399.50 52.613 403.30 62.092 ® 392.00 24.945 395.80 41.346 399.60 52.884 403.40 62.322 392.10 25.512 395.90 41.691 399.70 53.154 403.50 62.551 392.20 26.067 O 396.00 42.033 399.80 53.423 403.60 62.779 392.30 26.610 396.10 42.371 399.90 53.690 403.70 63.006 392.40 27.143 396.20 42.708 C)_400.00 53.955 403.80 63.233 392.50 27.665 396.30 43.041 400.10 54.220 403.90 63.459 392.60 28.177 396.40 43.373 400.20 54.483 404.00 63.684 m O I I A PORTION OF THE S.W. 1/4 OF THE S.W. 1/4 OF SEC, 10, TWP. 23 N, R. 5 E, W.M. PER!7 OPs H0.DESCPIVfgM O.TE 19v �.( rtaE�lW:/ice /xroii Sx/oT/'Tlrict/r See S/IL R-7 For Section Y-Y SCALE r = 40' _ .�• r.� B � s %.,n.,r � See Shl. R-12 For Secfian V-V \ Y: CONTOUR INTERVAL = 2' \\�\ DATUM: CITY OF RENTON B.M. Found cw.wd ,-1--d.1 s 1-rlr 9,pump I,1aw at Skndord slalw aI N.W.cwn-r of7rN£, \ s:.:I'P"md�o Aw Ai+o 8io120 Pq 125of 2 dal.a Gro..f/ryp.) 1-20-81 El.,-40l0e. 0 0 n + \ 20 o,", fit/�6• EGEND: o P ,, c T 11 B Sa.m Leo..,., o.l,W a-s . ■ of=a •• ! o S%"o,r,_,__ GYrr N To.9a_^/u�� 4 '4'y'.° YP� o•.,.,.rdior. ;O o $ TG•39/BO - a Z6-0 o �t �B ar29 type ZSa'I - - CB slYJ Type ICSs'e / ei¢a �I W/So/id Lid 1 594.[XJ ` /E 383.3036-0 W./Stub"'0 Ri ,A 1ch h \ - R.m-J9Z 20 Ye/d Ta/B'!Risei M6hb Gnr."h 5 j rE-3B2 t2 30_..fB"s j _ i )�\•i r_ .Jr S(r r--T, --� \ % 0. _ __. _ + � -- opera iw p-if:ce fJ,3/B-♦ - Q S/op-Eoscmenr To Be r`r-irrr r. See Oato//ShxtR-/2 CT 2P/oce5) Casced. Cu/.rrr r•Ck/FLG-QB !. ` \ -/s'J/ooe EosanerntiS 6c oehrir_✓ SOL F rsD 1 .I.Y By a--,G.nr 70 !shr cinr� CB 33 .0 T,. iE,xBz J9 49 . �1� 2 cb a Gi//ter sb�r —7Z7-I { - /E-35ti� Y rd'Diu.n s/3 f ... ,\ • TO-39dfo TG. 39230 3� _,®� '� /E-35b PLAN VIEW CB.V • �90 ao,B's+-�:: 1 E . T tE eff9Z43,o-. SCALE: 1" = 2' . r - - Z Awl A a U W QT.G.-S9t.30 76,•99/SO If i e /^► Yo d Dra.n!-/5 s Gor F J B O.S D�o/.//% ♦ 1 Y L.,L TG.•J92 BO '''-C - 'Ff Js33 - _y '. - - LE. J9C170e'* y 3 p /•E.'-402.B.B'f - on-fire NJ,r -6 Type[c.s,r1"s L:L r Yard Orrin Nre t �ue. Z:m � � i ' . Yord Gmin a f9 Z Mtn :O C ;Ff X�r�'Q-oiri�/O ZL �: o t . � -;® .�\� � r .r V O♦/Tye.) It \�- / -96'• roe'>. TG-3516.0 ; 393 TG-39B orifice N1.2 la,P Z Ld �. a[ . .• y V Lid � :,Il Y. Y.s. - - S s,•rF`/s R 2 Or/lice I2.13(GO _ ?' _ I •Cnrcnde Culver[ IC/G/I LB Q7 :F- II r ;VIM CB.0 31� - Ireu Ta'H'e Riser,Maur ln/vYs � :ioa�o cB ei r s 1 ' RIM-'396.JO I J' 299>02 B67 5 .394:32:3b'd SCALD I 2' PLAN V�Ew CB,/ 32 ocswreo Do. w 3'1t lA. H { /u/�.5 9 ayE�O LE.�'JB6.32. 12'0 ' _ on•ww sA9 !ER GNLA G6.27 J(dc�d'S4•i - - 4� '9, SCALE.I L2�.-' CU�S /i✓�/ j0/0/7 c.ic EO JWN. ® PLC A 7 g - a if BREMERTON AVENE. 3/:��a o;:E oF`""987 1� Lal1 � If 1. s us .3 5sw J to ... \{�J Cfy OI Re•nlon Sfar�oids .� y �. N�� I. �� —.�'.•�.`::.�. 9 Sfl3 ,� .,.: Je�vt•h �s'ib LE•001.06.8'i NE �. ,I .,[} .... .. V1 05 i,d/ y �': /OCY.EtS / n •.� � � N' � I � s°n��I0� ,t•�I y �L �� p�Q l `tW49t4 1 � � I i b sr, err Pfac MA TCH LINE Sfa /0/#4&55 See;SAee/ R-6 F4/LS/J i /0 o 0 ro qW u `s a N L y R�6 / o _ N O a ',0 x .G • • ,IN ., r l'`O 7I lP N y n I /2r B. .',^�,�,;i•.+al2s/i Ram .� ', � �ri.�'Oiri51®.S-�O his:......... _., e o �•� ' I ®i7 r A o �C� A vG� � !• e« � � i .. ��3� �� r � s GB r d Sa; - /E.9B2 .. .. IJN m o� c _ . I_ 77 iZN H . ... I A 1:8©. I.: I .. is f A, z m I 90:-. IS 9 a cj ^� x 1. o _ a m IN cs ems. s'sr,, pp .._._. - i b O sr4 " 19) m t✓ofd 7b yy PRIMARK I ,� n r WINDSOR PLACE 941 Powell Ave.S.W, 00 ifs 9ri��� .yt4 ROADWAY AND STORM DRAINAGE PLAN AenroN,wnsroNOTON e055 oz F a Phone.12061 228-56 2 8 I. H CITY OF RENTON WASHINGTON 0'b —