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Z Cn m D Q MITI { O O D 2 b W N u � 2a m 100% SUBMITTAL 4 Ham MATCH LINE B 5TA 183+20 —� — — — — — — —n Q O P �N n mW mW �W mWWW �mmm �m �n ❑m O�n QQ _fin {1W Z�'ST ZT s ti' ti44' �f poVV((��ll po Z ``^^ r~ ti A y ti vJ w z m a , 0 A 000a000000o w CIN N ti� AN CgZI� ZO �+ tim �N 'lta i ♦ + + �+ mN O fni !wi �m �a Qu x x � r 4 m �m y Lx � I n� g � � N� 100% SUBMITTAL T oar N A {T .RQC '(An 5 l z p � �€}mi p�y�m Qa: 44ID N T�+ p' y o� p 9 } " m 5s'J OY A L �y my 0 V @ Q @ V �s F,a i 44lJ Fri fli inai fn�i sN Rm Rw R " MATCH LINE B STA 183+20 N � r o@ @) ME B BTA 187+90 G '1 100% SUBMITTAL x e y= r 100% SUBMITTAL r MATCH LINE H STA 102+60 Pl th Ch cn o r i .ilia I ��- �� N � I i NO • II � � � Z mo2Z eN�m zP, P � IEj n 4 cz ym i IL • g SIN 8P lop i MATCH LINE 8 STA 197+30 w 4 i y Vi ��QQ O � o u� n 100% SUBMITTAL MATCH LINE B STA 197+30 1m I i I O ` I o � �} � � �� �� y ❑tA O 11 VppI�➢ lypyp��) AY 2} (iY ((���Y � I r;f�i 6.i' • g' �N�Y I nsc, nx� r Z ul z� d. lop 'y r n m m m m) Iri Fri i �i i Mi I r I Sy r T N I � � I gA MATCH LINE B STA 201+0 x 4 EL Y �x o9 7C nn ` _ I mA I N' 100% SUBMITTAL C� Q44 C33 �ATCHLIHEB03 8TA20f+ao 04' ��� ll V O 11 � ll O e.s• f _� ���� a brn� mm mm J ' .s• r UIV UtOF�u io� ➢ Tm Y.. @� U �4 f R '� y�I� � ow I pp(( n r T CA ~ f• V m n Ln Fn m A ? m r y Q Og Z� i nn wy w 100% SUBMITTAL 046 C35 4 }{ LiNS B gTA 2h1+30 $ NCoO %gC �s rn 2S 67t ID D@ N !11 u► f f l � I 11 g 7, 0 �b c m ' � c rn F 2 R i 100% SUBMITTAL 047 CW O O o } > {o inC� 6. 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D �an M q� a' g� P2 n � m IAIN z F 4'-0, MAX 100% SUBMITTAL Mimi P 100% SUBMITTAL 70 M a � � 2 at Ili sm u P 1 _ium ml k 4 Q :Y G d I, IL j - I I - I - .. 1,71 Imm; oil 111111110milWE mww- -qqmmmmml Bel 04 .Ism -ommml W N d� A 44 a � � W� � M U 100% SUBMITTAL * .>amCi�T) ,. _4EMBED, 2a § | is \ q§ ■ rs e J � n � ] � § e \ / 0 k§ � ./ a■ § � � . § e § � � � f 100% SUBNHTTAL � ( MIN bil! 311111 I q rT I gi j I �al_�m� n � o 0 e s °T III " if I I Hli 5 Ila i fli. all 4 100% SUBMITTAL I �e W- 100% SUBMITTAL c S$ Z i Z ...rnr U7 y z a i m m--F— x P^� 100% SUBMITTAL MATCH LINE 8 STA 103+20 MATCH LINE B STA 1 co m C� O --- z O z cn T2 V N .O .il Z m cn B 0 88 h n T T •�i.o6,! - l Ark- Ytl RE ET'E i l Il_ iar i 11 � u 4T a 9 R m O —410-147 II ,I 1 � 'Cj CA k � JE B STA 192+00 i i 100% SUBMITTAL -T - 100% SUBMITTAL co m c� O Z w MATCH LINE B STA 201+9D 100% SUBMITTAL yyySSSSySySy 4 y¢ 1 m N v eel .fi r. 5 Midi—, i a 5 I 2 F s ;s N a v t III Its i It i PPP , g gigg " Ygg Y Y K q Y = F x F i,VP!l �p Y y AgF q<t m M UP i P5 � 100% SUBMITTAL r a z 6) �qq y� A X � n a I A I �" IN ? ,• Cgs CA) Tag M qq �• � zxxl� � � ���8 RYa r E :~ IVAT o —.� - - _--- m � n � tag �' �1 °�° °.�v•��.��—� _�� D � $9R@� � �• .. ._ _ _ —..�._ — —.gym— — —•^^ — if) Q MATCH LINE B STA 193+20 s �o a c <� o i m m � S i � d s k 00% SUBMITTAL MATCH LINE 8 STA R� 100% SUBMITTAL y J 0 rol ! T i I 100% SUBMITTAL I ------a- 100% SUBMITTAL IMR I MATCH LINE B STA 197+30 MATCH LINE B 8TA 201+90 cn m 0 4 0 z G? 0 z tV W z 0 z m crl 100% SUBMITTAL �! € f f I f O 1 � f r j f l 1f A a i � m f r � T N C4 Z z m C77 L cn 100% SUBMITTAL. 2! Quo N � �A21gr32 100% SUBMITTAL 4-11,\ �� \ v �z ;m m N -1 I1 l it wl 1100% SUBMITTAL F-lin't.-als. gtPz� Alo � _AA ftw-��'77 I rma/_ LIT TMA &T'l"r A T F I 4. Z ID q- z lllf z5- Aoo m 100% SUBMITTAL Final Hydraulic Technical Information Report * (9 Duvall Avenue N E/ Coal Creek Parkway SE Reconstruction Project Submitted to City of Renton Renton, Washington Submitted by 8ERGERIA B/`i/ MI E N G I N E E R S I N C. Job No. FAPVVT-04-032 FAPINT-04-033 2 November 2005 FINAL REPORT Hydraulic Technical Information Report Duvall Avenue Submitted to City of Renton Renton, Washington November 2005 Submitted by L'ERGER/ASAM Engineers Inc. 33301 Ninth Avenue South, Suite 300 Federal Way, Washington 98003-2600 Job No. FAPWT-04-032 FINAL HYDRAULIC TECHNICAL INFORMATION REPORT DUVALL AVENUE TABLE OF CONTENTS SECTION PAGE FINALREPORT ............................................. .......... ........... ...... .................................. I ... I........................ 1 CITYOF RENTON................................................................................................................................... 1 PROJECTOVERVIEW............................................................................................................................ 1 ProjectDescription............................................................................................................................. 1 RegionalRoadway Network.............................................................................................................. 4 ExistingDevelopment......................................................................................................................... 4 Roadway................................................................................................................................................. 4 Topography............................................................................................................................................ 4 GeologicalHazards.............................................................................................................................. 5 Floodplains............................................................................................................................................ 5 Wetlands........................................................................................................................................... 5 Utilities................................................................................................................................................... 5 HYDROLOGYAND DRAINAGE......................................................................................................I.... 6 Surfacewater......................................................................................................................................... 6 ConveyanceSystem............................................................................................................................. 6 SubbasinB1.......................................................................................................................................... 6 SubbasinD1......................................................................................................................................... 9 ExistingBasin....................................................................................................................................... 9 Project Subbasin Descriptions......................................................................................................... 9 Soils....................................................................................................................................................... 12 GroundCover......................................................................................................................................12 SubbasinB1........................................................................................................................................ 12 SubbasinD1....................................................................................................................................... 12 PROPOSEDIMPROVEMENTS...........................................................................................................13 Roadway.........................................................................................................---................................... 13 STORMWATER SITE PLANS.............................................................................................................. 13 Requirements...................................................................................................................................... 13 TABLE 2. SUMMARY OF PROJECT SURFACE AREAS.............................................................14 FlowControl........................................................................................................................................ 15 TABLE 3. SUMMARY OF DISCHARGE RATES............................................................................. 15 WaterQuality...................................................................................................................................... 16 ConveyanceSystem........................................................................................................................... 16 Ponds..................................................................................................................................................... 17 TABLE 4. WATER QUALITY (WQ) AND FLOW CONTROL........................................................17 Final Hydraulic Technical Information Report FAWPT-04-032 Duvall Avenue, City of Renton ii October 2005 Vaults.................................................................................................................................................... 18 ProposedSystem for On -Site Runoff............................................................................................ 18 Subbasin D1 (from Northeast Sunset Boulevard to Northeast 22nd Place) ........................ 18 Subbasin B1 (from Northeast 22nd Place to Southeast 95th Way) ........................................ 18 ProposedSystem for Off -Site Runoff............................................................................................ 18 BasinD1................................................................................................................................................ 19 BasinBI................................................................................................................................................ 19 DownstreamAnalysis....................................................................................................................... 19 BondQuantities.................................................................................................................................. 20 O&M Manual....................................................................................................................................... 20 Erosion and Sedimentation Control............................................................................................. 20 BIBLIOGRAPHY.................................................................................................................................... 20 Plansand Reports.............................................................................................................................. 20 DesignStandards............................................................................................................................... 20 LIST OF FIGURES Figure 1 Vicinity Map Figure 2 General Site Map Figure 3 Drainage Basin Map Figure 4 Contributary Area Map Figure 5 May Creek Basin Map LIST OF TABLES Table 1 Summary of Treated Surfaces Table 2 Summary of Project Surface Areas Table 3 Summary of Discharge Rates Table 4 Water Quality (WQ) and Flow Control LIST OF APPENDIXES Appendix A Appendix B - Subbasin B1 Appendix C - Subbasin D1 Appendix D - Hydraulic Report Plans Final Hydraulic Technical Information Report FA" PT-04-032 Duvall Avenue, City of Renton iii October 2005 PROJECT OVERVIEW Project Description The primary goal of the Duvall Avenue NE/Coal Creek Parkway SE reconstruction project is to improve an eight -tenths of a mile roadway section of Duvall Avenue NE/Coal Creek Parkway SE from 260 feet north of Northeast Sunset Boulevard [State Route 900 (SR 900)] in the City of Renton to Southeast 95th Way in the City of Newcastle (see vicinity map on Figure 1 and general site map on Figure 2). The project footprint encompasses approximately 10.70 acres. The improvements are planned to reduce congestion and improve safety along Duvall Avenue NE. The roadway within the project limits will be widened and will provide bike lanes, curb and gutter, and sidewalks along both sides of the roadway, in addition to adding two through traffic lanes. Reconstruction of this corridor is within both the City of Renton and King County jurisdictions. The City of Renton is the lead agency. The project will add approximately 4.07 acres of impervious surfaces to the site. Following is the summary of the existing and proposed areas of the project for each of the two subbasins, B1 and D1, identified within the project area. Net Subbasin B1 (May Creek) Existing Proposed (increase/decrease) Impervious area (sidewalk) 0.035 acre 0.625 acre 0.59 acre (increase) Impervious area (roadway) 2.303 acres 3.876 acres 1.573 acres (increase) Impervious area (mist.)* 0.000 acre 1.202 acres 1.202 acres (increase) Total impervious area 2.338 acres 5.703 acres 3.365 acres (increase) Pervious area 5.134 acres 1,768 acres 3.365 acres (decrease) Total Project Area 7.471 acres 7.471 acres Subbasin D1 (Honey Existing Proposed Net Creek) (increase/decrease) Impervious area (sidewalk) 0.222 acre 0.385 acre 0.163 acre (increase) Impervious area (roadway) 1.932 acres 2.375 acres 0.443 acre (increase) Total impervious area 2.154 acres 2.760 acres 0.606 acre (increase) Pervious area 1.072 acres 0.466 acre 0.606 acre (decrease) Total Project Area 3.226 acres 3.226 acres `Includes area for the walls, pond, park access road and McDowell driveway - EXISTING CONDITIONS Within the project limits, Duvall Avenue NE changes names three times. At the beginning of the project limits, in the vicinity of Sunset Boulevard (SR 900) to Northeast 24th Street, the roadway is identified as Duvall Avenue NE. Duvall Avenue NE becomes 138th Avenue SE between Northeast 24th Street and Southeast 100th Street. North of Southeast 100th Street, to the end of the project limits, at Southeast 95th Way, the roadway section is known as Coal Creek Parkway SE. For simplicity, in all locations, it will be referred to as Duvall Avenue NE. Final Hydraulic Technical Information Report FAVVPT-04-032 Duvall Avenue, City of Renton 1 November 2005 N32.dS N 30tn St N 2Sth St N 24th 9CG s PORT ANGELES MRETT ENT I _ � p � T,4COMA , A8ERDEEN • OLYMPIA Cv 4' S< 93Fd St '"^9 vA� HE 31st St bi � 5£ 93rd St P r K +F i A'p F 95th Way SE 95th Woy W NE 28M St `F` SE 95M way �� 5 Project g Nth St g Area 4� j NE 25th PI NE 26th Cy 25M Ct HE 24th SE 100th St $ $ i HE 27rd P1 �! 4 3 ENE 24M SE 101e1 St NE 24th SE 100th Pi �+ HE 23rd NE 22nd -. -- a �^S a' bi SE 102nd NE 22nd PI a p� NE 23rd NE 2 i HE 2L d St - HE 213t St `K`' y x 5 NE 22nd St ?k 22nd NE 22nd M NE 21st N g 3 NE 21st R NE 20M St. 8 NE 20th NE 2131 St E 20 215t �,9 HE 201h } HE 19M 1'j° NE 191h Ia NE 14lh It 3 b g S 17U� i !° NE +9TFI St < € NE 8 16th St NE 17th et 11 YFFHFnmr NE 17th At 1�0iPT 161h St. NE 12th St � o ; b 9UU � z NE 10Ih4,' % � NE I M St s 4, f # NE 3th PL WE 9th y NE 91h St NE BM AL p ,St 4 11E- � W E dth8 fi st. HE 14th St i !01 S u 2 3 HE 12th St I I M PI. 116 F11 g 3 HE 11M St � a 11M 3 NE FIM bt HE 10Yh Pi.FE it x F g .P -� NE 1DM R $ € aNE 10M CL NE I0M Ln. NE 10th St R= NE 101H St HE 10M SL NE 9M St fH SE 11ft St Q NE 9 Ct. z HE 8M CL 9!� HE Bftr St 8 NE " Ct NF fiM St > HE 7th St HE 7M PI IN%" Duvall Ave NE/Coal Creek Parkway SE Figure W UERGERIA&W Reconstruction Project Vicinity Ma 1 �T � Y p a sh � as fle �2 tan LU a� NE 25th PI NE 26th C1 Q o NE 25th Ct NE 24th St SE M4y va/ley /?a a� Creep SE 100th St NE 24th St 1 NE23rdSt jr o NE 22nd,. u 4W�- NE 22nd PI 3 p INE 21 st Sfi 0 NE 21 st PI > O 0 j NE 20th St p NE 19th St NE 19th St 2 G Wes. m E 18th St z Whitman �11NE 18th PI m _ fi Q o 0 a� NE 17th 5tF�zv107th PI U LL 8h LLJ Z, 0 l� E Sonse -"W Duvall Ave NE/Coal Creek Parkway SE BERGERIABAM Reconstruction Project Figure y «� -� General Site Map *Am- Regional Roadway Network Principal roadways in the vicinity of the project include Duvall Avenue NE/Coal Creek Parkway SE, Northeast Sunset Boulevard (SR 900), Southeast 95th Way, and Southeast May Valley Road. This roadway network serves as a commuter and freight traffic route between the cities of Renton and Bellevue. Additionally, the corridor has developed into an alternative route to Interstate 405 (I-405), particularly during peak hours. The widening of Duvall Avenue NE/Coal Creek Parkway will ease traffic congestion, while increasing safety, along this corridor. Existing Development The existing land use in the project area is residential and mixed use centers. On the west side of Duvall Avenue NE from the vicinity of Sunset Boulevard to Southeast 107th Street, the area is zoned as center neighborhood (CN) with mixed use- From Southeast 107th Street north to Southeast 95th Way, with the exception of the McDowell property, the west side is zoned as residential with eight dwelling units per acre (R-8). The McDowell property, residing in unincorporated King County, is zoned as residential with one dwelling unit per acre (R-1). On the east side of Duvall Avenue NE, from the vicinity of Sunset Boulevard to Northeast 18th Place, the area is zoned as CN with mixed use. From Northeast 18th Place to mid -block between Northeast 23rd Street and Northeast 24th Street the area is zoned as residential with eight dwelling units per acre. North of this area, on the east side of Duvall Avenue NE, is zoned as five dwelling units per acre (R-5) and resides in unincorporated King County - Roadway The existing roadway varies in width from 34 to 59 feet. The road is paved with asphalt concrete and has both paved and gravel shoulders with individual mailboxes. The existing asphalt concrete pavement is in fair to poor condition. Most of the homes flanking Duvall Avenue NE are single story and were built either in the mid-1940s or in the mid-1970s. Along the southern portion of the roadway, there are several stretches of curb and gutter and sidewalks with an enclosed drainage system. Variable depth drainage ditches exist along the northern portion of the project, which does not have sidewalks. All intersections in the project are stop -sign controlled for the approach roadways. These (east/west) laterals feed into neighboring subdivisions that are characterized with internal cul-de-sacs. A flashing pedestrian signal and crosswalk are located at Northeast 21st Street. Currently, the roadway is a two-lane roadway with limited dedicated turn lanes. The current posted speed for the roadway is 35 mph and the roadway is classified as a minor arterial. Topography The proposed project area is classified as rolling. The existing roadway prism crests at the intersection of Northeast 21st Street and Duvall Avenue NE- Total elevation change over the length of the project is approximately 80 feet. The topography to the south of the crest is relatively flat with an average longitudinal downward slope of less than 2 percent. The elevations vary from +436.0 at the intersection of Duvall Avenue NE/Northeast 21st Street to +405.4 just south of the intersection of Duvall Avenue NE/SR 900. The topography to the north of the crest varies dramatically. Along the west side of the existing roadway, the land rises significantly, while along the east side, the land drops off past the roadway. Final Hydraulic Technical Information Report FAWPT-04-032 Duvall Avenue, City of Renton 4 November 2005 The downward longitudinal slope of the road to the north towards May Creek ranges between 3 and 7 percent with an average slope of -5.5 percent. The slope increases as to the roadway approaches Southeast 95th Way. The elevations vary from +436.0 at the intersection of Northeast 21st Street to +361.0 at the intersection of Southeast 95th Way. Geological Hazards According to the King County Sensitive Areas Map (2004), there are no landslide hazard areas or landslide drainage areas within the project footprint. There is both a landslide hazard area and landslide hazard drainage area approximately 500 feet northwest of the project in the vicinity of the stormwater wetland pond. The landslide hazard area and landslide hazard drainage area are not within the downstream drainage path of the project flows. Impacts to these areas will be minimized by implementing permanent erosion control through reestablishment of vegetation and utilizing a liner in the bottom of the pond to prevent infiltration within the slope_ Floodplains The project area is not located within a floodplain based on the Federal Emergency Management Agency (FEMA) U.S. Flood Areas Map or the Ding County Sensitive Areas Map (2004). There is a 100-year floodplain on the north side of May Creek according to the King County Sensitive Areas Map (2004)_ Wetlands According to the National Wetlands Inventory and the King County Sensitive Areas Map (2004), there are no wetlands within the project vicinity. A Wetland Investigation and Delineation Report (Widener and Associates, 2004) was conducted to delineate the location and extent of wetlands within the project area of Duvall Avenue SE/138th Avenue SE/Coal Creek Parkway SE. Wetlands were delineated consistent with the Washington State Wetlands Identification and Delineation Manual (DOE, 1997) and the U.S. Army Corps of Engineers (USACE) Wetland Delineation Manual (1987), The three criteria (plants, soils, and hydrology) to be classified as wetlands were identified in four areas within the project vicinity. Three of these wetlands are within the drainage ditches. The fourth wetland is at the bottom of the ravine at the mouth of Stream P9. Once wetland impacts have been identified and quantified, a wetland mitigation and monitoring plan will be developed in accordance with USACE guidelines and King County Critical Area Ordinance, if deemed necessary. Utilities There are numerous utilities that run through the project: power, television/cable, water, sanitary sewer, and telephone. The power, television/cable, and telephone utilities currently run through the area on power poles. During the widening of Duvall Avenue NE, Puget Sound Energy (PSE) will relocate these utilities up to the Renton city limits at Northeast 24th Street. PSE is solely responsible for these relocations. The sanitary sewer system will be upgraded during the same time period. The upgraded sanitary system will follow the existing configuration, which ends at the intersection of Northeast 23rd Street. Any conflicts with the storm drain system will be the responsibility of the effecting municipality. The valves for the existing waterline will need to be brought up to grade at various locations. Due to the widening of the roadway, the water meters will need to be relocated behind the proposed sidewalk. There are approximately seven fire hydrants along Duvall Avenue NE that will need to be relocated behind the sidewalks. Final Hydraulic Technical Information Report FAWPT-04-032 Duvall Avenue, City of Renton 5 November 2005 HYDROLOGY AND DRAINAGE Surfacewater Honey Creek flows northwest on the southeast corner of the SR 9001Duvall Avenue NE intersection. At approximately B STA 173+50, just south of the intersection, the creek flows into a 72- by 44-inch corrugated metal pipe arch. This pipe arch connects to a series of closed drainage systems that run under the parking lot in the southeast corner of the above -mentioned intersection. This system discharges into Honey Creek at the northwest corner of Union Avenue/SR 900. Honey Creek flows northwest to connect at the north to May Creek. May Creek is located approximately 850 feet north of the Southeast 95th Way intersection. May Creek flows northwesterly to discharge into East Lake Washington. Stream P9 is located on the east side of Duvall Avenue NE at approximately B STA 208+00. This small unmapped, unclassified stream flows northeasterly to a wetland 400 feet from the roadside. This wetland is not within the project limits. Conveyance System Within the project footprint, stormwater flows both to the north to May Creek and to the south to Honey Creek. The change in flow direction, at the crest of Duvall Avenue NE, is located at approximately B STA 194+50 (just south of Northeast 21st Street). There are no existing water quality treatment or flow controls for the roadway runoff. The following describes each of the two existing conveyance systems. Subbasin BI In the adjacent subdivisions, on the west side of Duvall Avenue NE, off -site stormwater is primarily collected through a series of catch basins. The water is then routed in pipes towards Duvall Avenue NE to be discharged into a ditch on the west side of the roadway. The ditch on the west side of the roadway parallels the road. The west side roadway runoff, combined with off -site water, is conveyed north to an 18-inch corrugated metal culvert located at approximately B STA 208+00. The corrugated metal culvert transports the water under the roadway to outfall on the eastside of Duvall Avenue NE into the head of Stream P9. On the east side of Duvall Avenue NE, off -site stormwater flows overland to a ditch on the east side of the roadway. Eastside roadway runoff also drains to the ditch.. Both the on- and off -site water for the east side of Duvall Avenue NE is combined and conveyed northward in the ditch. This ditch flows into a culvert connected to a plugged catch basin on the northeast corner of Northeast 100th Street at approximately B STA 204+75. It is not known at this time if there are any problems with this segment of the system during large storm events due to the plugged catch basin. Approximately 10 feet north of the plugged catch basin, the ditch continues an the east side of the roadway. At one point, it was thought that the continuing ditch may be an underground stream due to percolation. By testing the water in the ditch, the City of Renton determined that the percolating water was due to a broken water main. The roadway runoff, along with the eastside overland flows, combines in the continuing ditch to flow over an embankment at approximately B STA 207+ 7 5. The stormwater from the ditch combines with the water from the above -mentioned culvert (from the west side) to flow downhill to the head of Stream P9 (see Figure 3, Drainage Basin Map, for approximate location of Stream P9). The tributary area of Stream P9 is approximately 27.25 Acres. Stream P9 feeds a wetland approximately 400 feet to the northeast. North of B STA 208+00, on the west side, both on- and off -site stormwater combine in a ditch to the west. Final Hydraulic Technical Information Report FAWPT•04-032 Duvall Avenue, City of Renton 6 November 2005 LL E CO m 73 CO CO U) 0 C) < C) cb z Fn LEJ N W: W cc = NDI 4100 3S AjNnOO t J—. i NOIN3 IS qlVZ 3N UNnOD 9N 1 Wild F-L 'I is PU M w u to Fn L) --- -- - < a< Id Pi'll 3N C3 D ... M (n 41 Id is tZ 3M CO 4m cb SS 4461 3N Ic KZ co U ca C� D " (n CD uj LU ML)CV Lu fn LL 11 -J. C, C) 'o w uj Ln L" 0 (n �e ;z �lc m uj z cuj (PIE LU uj CUCJ IU=i w L) var m 0 iz M ;" M 0 m Ro, cl = 6 m 2MUM M IdWILOI15 ... ... Lr? Ln L) MOW E CL m w i I 1 l I I I I I rn w °O r+ a x w w U I l I I I w 0- [a O O O o w zW�Wi U pWqq L) rr�i � ran � ran m v]i - - - - -� - - - - - - - - - i 4 a a I a� I I I I I I I L ryM^ 1 I I I I I 1 I ! I I 4 I I I I j I I I I I I I il �-}-;«I ss�_-y-,---�- I j l II 1 1 1 II I V rj-J f � I I —F I rr a s.- Q I I I L?LLJ I i a r~ Q co CCI w Q m-- I I I AiNnOO 9NIH N3 I _� -�x �� a � ' ter``-/ I r a - t i I � p 19L: 1N I I I 1,��-------� ' LLB-- y I I f I I U V 4- rSIR LA" as Lu el it I I � a I Q w -_1-J w xs �r >M a Not 7N a U 4-� y 1 ----r--•_• a a _ I LU Q1Y - rY r5 I I w N I I 1 4 - I I 1 a I 'Jill UJ I IL I I I I I I I x r� _ This ditch flows to an 18-inch reinforced concrete culvert at the corner of Duvall Avenue NE and Southeast 95th Way. The culvert outfalls on the northwest side of Southeast 95th Way. The stormwater is dispersed through the native vegetation. On the east side, north of B STA 208+00, the off -site water sheet flows down the hill. Subbasin DI South of Northeast 21st Street, stormwater from the neighboring subdivisions, on both the west and east sides, is collected in a series of catch basins. The stormwater is directed to a closed system of catch basins and pipes along Duvall Avenue NE. There are two main trunk lines running parallel to the curb on each side of Duvall Avenue NE. Intermittent laterals collect roadside runoff connecting to one of the main trunk lines. At approximately B STA 190+00, the west trunk line crosses under Duvall Avenue NE to join the east trunk line. South of this location, the on- and off -site water for the east side continues to be collected and conveyed in the same manner. On the west side, south of B STA 190+00, the off -site water continues to be collected in a series of catch basins, but is now routed to a ditch. This ditch collects both the west side off -site water and roadway runoff from the west side. At B STA 180+75, the stormwater from the ditch is routed to a catch basin at the northwest corner of Southeast 107th Place. The east trunk line runs west under Duvall Avenue NE at B STA 179+40 where the above -mentioned catch basin joins this main trunk line. Intermittent laterals collect roadside runoff and stormwater from adjacent parking lots to be conveyed in the main trunk line- The main trunk line on the west side conveys the water south to a storm drain manhole in the parking lot at the southwest corner of the intersection of Duvall Avenue NE and SR 900 at approximately B STA 173+67. Stormwater on SR 900 is collected by catch basins on both the north and south sides of the roadway. Runoff from the eastern leg of SR 900 is conveyed south on the east side of Duvall Avenue NE to be discharged into Honey Creek. Honey Creek is routed southwest under Duvall Avenue NE through a 77- by 44-inch culvert. The culvert connects to a pipe that, in turn, connects to the previously mentioned manhole. From this point, the water is conveyed southwest through a series of pipes and manholes. The runoff from the western leg of SR 900 is conveyed south to join with this system. This system is believed to be discharged into a ditch. According to the City of Renton's drainage plans, all of the water from the ditch is conveyed in pipes southwest to two parallel culverts (58 by 36 inches). These two culverts cross northwesterly under SR 900 to discharge into Honey Creek. There are no existing water quality treatment or flow controls for the roadway runoff. Existing Basin Covering over 14 square miles, the May Creek Basin is part of the Lake Washington/Cedar River Watershed- May Creek Basin is divided into four subbasins: the Lower Basin, May Valley, Highlands, and the East Renton Plateau. The Duvall Avenue Reconstruction project is within the Lower Basin (see Figure 5, May Creek Basin). May Creek is approximately 7 miles long, originates in the vicinity of Cougar Mountain, Washington, and flows northwest to outfall at the southeast side of Lake Washington. May Creek is the primary stream within the basin. There are many small tributaries, but there are five tributaries of significant size: Honey Creek, Boren Creek, and the North, South, and East Forks of May Creek. The Duvall Avenue NE Reconstruction project is within the Lower Subbasin of the May Creek Basin. Project Subbasin Descriptions Eleven existing subbasins have been identified within the project corridor (see Figures 3 and 4). Eight of these are off -site flows. Final Hydraulic Technical Information Report FAWPT-04-032 Duvall Avenue, City of Renton 9 November 2005 CZI C1 jr' • � W j f j � a �• 'Ifs -r O x r . (� `1 i F-clLLI t_ r" uj LU LUa CL I G� Cedar Rivm uj 0c � ca xS, � DC] � Suh^s � U CS 'C N Id O LL. ■ Subbasin Al (20.25 acres) — The off -site runoff from the area northwest of Northeast 24th Street flows eastward down the hill to be collected in a roadside ditch on the west side of Duvall Avenue NE. A portion (2-56 acres) of this overland flow is conveyed to Stream P9 (See area AI -A on Figure 4). ■ Subbasin A2 (5.30 acres) — The off -site runoff flows towards Duvall Avenue NE from the area to the north and south of Southeast 100th Street. A portion (4.66 acres) of this flow is collected in a ditch on the east side of Duvall Avenue NE (See Area A2-A on Figure 4). The ditch conveys the water over the side of the hill into Stream P9. • Subbasin A3 (20-27 acres) — The area on the west side of Duvall Avenue NE between the south sides of Northeast 23rd Street and Northeast 24th Street. The off -site runoff is conveyed through three storm drain pipes into ditches on the west side of Duvall Avenue NE. These ditches convey the runoff to a culvert located at B STA 208+00, which outfalls to Stream P9 on the east side of Duvall Avenue NE. • Subbasin A4 (1.86 acres) — The area on the east side of Duvall Avenue NE between Northeast 21st Street and Northeast 24th Street. The off -site runoff flows overland to a series of ditches on the east side of Duvall Avenue NE and is conveyed to Stream P9- • Subbasin BI (6.57 acres) — The area within the project footprint that conveys runoff to May Creek. The water is currently collected on both sides of Duvall Avenue NE in a series of ditches. A portion of the tributary area for Stream P9 will be routed Basin B 1. An additional 0.9 acre is added to the 6.57 acres to account for the area of the pond and pond access road for analysis. ■ Subbasin C1 (22.80 acres) — The area on the west side of Duvall Avenue NE between Northeast 107th Place and mid -block of Northeast 24th Street/Northeast 21st Street- Off -site runoff flows south to Honey Creek through intermittent ditches and closed storm systems. ■ Subbasin C2 (7.69 acres) — The area on the east side of Duvall Avenue NE between Northeast 19th Street and Southeast 107th Place. Off -site runoff is collected in a series of catch basins on the east side of Duvall Avenue NE to be routed to the south into Honey Creek. • Subbasin C3 (3.58 acres) -- The area on the west side of Duvall Avenue NE between Northeast 107th Place and Sunset Boulevard (SR 900). The off -site runoff predominately flows toward both Duvall Avenue NE and Sunset Boulevard to be collected in a series of catch basins and routed to Honey Creek. ■ Subbasin C4 (1.22 acres) — The area on the east side of Duvall Avenue NE between Northeast 107th Place and Sunset Boulevard The off -site runoff predominately flows toward both Duvall Avenue NE and Sunset Boulevard to be collected in a series of catch basins and routed to Honey Creek. ■ Subbasin D1 (3.23 acres) —The area within the project footprint that conveys runoff to Honey Creek. The water is currently collected on both sides of Duvall Avenue NE and Sunset Boulevard in a series of catch basin to be routed to Honey Creek. ■ Subbasin D2 (4.18 acres) —The area within the project footprint that conveys runoff to Honey Creek. In the vicinity of the SH 900 and Duvall Avenue NE intersection, the water is currently collected on both sides of Duvall Avenue NE and Sunset Boulevard in a series of catch basins. This water is routed to Honey Creek. Final Hydraulic Technical Information Report FAWTT-04-032 Duvall Avenue, City of Renton 11 November 2005 Soils According to the U.S. Department of Agriculture's King County Soil Survey (see Appendix A), the dominant soil is Alderwood gravelly sandy loam (Ag). There are two classifications of the soil within in the May Creek Subbasin: Class C (AgC) and Class D (AgD). Class C is on both sides of the roadway from just north of the Duvall Avenue NElSR 900 intersection to just north of Southeast 100th Street, where the soil transforms into Class D. The soil remains Class D north of Southeast 100th Street until Southeast 95th Way, where the soil types returns to Class C. Both classifications belong to Hydrologic Group C. On the south and northwest sides of the intersection of SR 900 and Duvall Avenue NE, the soil is typically Everett gravelly sandy loam (Ev), Class C. The Everett soil belongs to Hydrologic Group A. The physical and engineering properties of the three soils within the project are summarized in the following table. Soil Symbol Hydrological Slope Erosion Limiting Group Potential Features Alderwood Gravelly (AgC) C 6 to 15 % moderate Cutbanks Sandy Loam cave Alderwood Gravelly (AgD) C 15 to 30 % moderate Cutbanks Sandy Loam cave Everett Gravelly (EvC) A 5 to 15 % moderate Cutbanks Sandy Loam cave Borings within the project area were taken in January 2004. The results can be found in the Geotechnical Engineering Report (January 2005). Ground Cover Subbasin B1 The shoulders of the roadway are maintained grassy areas with low or little shrubbery between Northeast 21st Street and Southeast 100th Street. The trees within this section are predominantly fir trees with an average diameter of 10 inches. From Southeast 100th Street to the end of the project at Southeast 95th Way, shrubbery is dominant with sporadic unmaintained grassy areas. There are a larger variety of trees in this location. The trees are comprised of the fir, alder, pine, cedar, and maple families with an average diameter of 20 inches. There are intermittent gravel driveways along this corridor. On the south end of this basin, there are segments with sidewalks. Subbasin DI There are very few grassy shoulders in this area. The basin transitions from developing urban at Northeast 21st Street to commercial at SR 900/Duvall Avenue NE. There are sidewalks on both sides along the majority of the roadway. North of the intersection, narrow landscaped borders line the back of some of the sidewalks. Along Duvall Avenue NE, the trees are comprised of the far, alder, pine, cedar, and maple families with an average diameter of 6 inches. Intermingled with these, are some larger diameter (20 inches averaged) trees of various varieties. Along the eastern leg of SR 900, clumps of alders with an average diameter of 3 feet dominate the landscape. Final Hydraulic Technical Information Report FAWPT-04.032 Duvall Avenue, City of Renton 12 November 2005 PROPOSED IMPROVEMENTS Roadway Proposed improvements to Duvall Avenue NE/Coal Creek Parkway SE would increase the roadway width to 79 feet in most sections. The roadway cross section will be widened to provide two 11-foot travel lanes in each direction separated by a center 12-foot two-way left -turn lane with turn pockets at the intersections. Approximately midway between Northeast 24th Street and Southeast 95th Way, the center turn lane will transition to an extruded curb where no driveways or side streets are present. Both sides of the roadway will furnish a 5-foot bike lane adjacent to a 6.5-foot-wide sidewalk with curb and gutter to enhance pedestrian and bicycle traffic. A proposed pedestrian crossing with a pedestrian actuated signal at mid -block will be constructed between Northeast 23rd Street and Northeast 21st Street. Stormwater will be formally collected, eliminating the existing open ditches and culverts under street intersections and driveways. Both detention and treatment facilities will be configured to collect, treat, and detain the stormwater runoff. All utilities within the Renton city limits will be undergrounded. Street lighting will be enhanced along the corridor by PSE. The sanitary sewer system will be reconstructed in the vicinity of Northeast 24th Street to allow for future upgrades to the system. Utility relocation, if necessary, will be coordinated with the affected utility company. STORMWATER SITE PLANS Requirements The proposed storm drain system analysis and design will comply with the following minimum requirements set forth by the Washington State Department of Ecology's Stormwater Management Manual for Western Washington (SMMWW) (2001). The minimum requirements are listed below. • Minimum Requirement No. 1: • Minimum Requirement No. 2: • Minimum Requirement No. 3: ■ Minimum Requirement No. 4: ■ Minimum Requirement No. 5: • Minimum Requirement No. 6: • Minimum Requirement No. 7: • Minimum Requirement No. 8: ■ Minimum Requirement No. 9: ■ Minimum Requirement No. 10: Preparation of Stormwater Site Plans Construction Stormwater Pollution Prevention (SWPP) Source Control of Pollution Preservation of Natural Drainage Systems and Outfalls On -site Stormwater Management Runoff Treatment Flow Control Wetlands Protection Basin/Watershed Planning Operation and Maintenance A stormwater analysis and design has been conducted by BERGER/ABAM Engineers Inc. in accordance with SMMWW's requirement for redevelopment. Each of the two on -site subbasins has over 35 percent of existing impervious coverage. Each of the subbasins was analyzed as a separate system. Final Hydraulic Technical Information Report FAWPT-04-032 Duvall Avenue, City of Renton 13 November 2005 Subbasin B1 has 40 percent existing impervious coverage, but will add 50 percent or more to the existing impervious surfaces within the project limits such that the minimum requirements No. I through No. 10 of the SMMWW will apply to the converted pervious surfaces and also the new and replaced impervious surfaces. Subbasin D1 has 66 percent existing impervious coverage and will not add 50 percent or more to the existing impervious surfaces within the project limits such that the minimum requirements No. 1 through No. 5 of the SMMWW will apply to the converted pervious surfaces, and the new and replaced impervious surfaces. Minimum requirements No. 6 through No. 10 of the SMMWW will apply only to the new impervious surfaces and converted pervious surfaces. The existing "hydrology and drainage" conditions for the project area are described in the Hydrology and Drainage section of this report. The following is a summary of the stormwater management findings and recommendations. Stormwater will be formally collected in catch basins, eliminating the existing open ditches and culverts under street intersections and driveways. Both detention and treatment facilities will be configured to collect, treat, and detain the runoff from the relevant surfaces. The areas of the new and replaced surfaces were used to size the detention/water quality facilities (see Table 1 for these areas). Table 1. Summary of Treated Surfaces Sub -Basin Impervious Surface Converted Pervious Surfaces Total May Creek (B1) 5.703 acres (new + replaced) 1.768 acres 7.471 acres Honey Creek (D 1) 0.606 acre (new) 0.442 acre 1.101 acres Due to the proposed shift in the existing alignment in Basin B1, a portion of the existing impervious surfaces will be converted to landscaping while, on the other hand, some of the existing pervious surfaces will be converted to impervious surfaces. For the majority of Basin B1, there is little or no formal landscaping; therefore, the proposed pervious surfaces were analyzed as converted pervious surfaces. In Basin D1, the alignment remains in its existing configuration. The net increase in impervious area for Basin D1 is analyzed as new impervious area. The project will add approximately 3.972 net acres of impervious surface area to the site (see Table 2 for a net summary of the surface areas of the project). Table 2. Summary of Project Surface Areas Total Project Area 10.697 acres 10.697 acres May Creek-B1 Existing Proposed Net increaseldecrease Impervious Area (roadway) 2.303 acres 3.876 acres 1.573 acres (increase) Impervious Area (sidewalk) 0.035 acre 0.625 acre 0.590 acre (increase) Impervious Area (misc. areas) 0,000 acre 1.202 acres 1.202 acres (increase) Total Tm ervious Area 2.338 acres 5.703 acres 3.365 acres (increase) Pervious Area 5.134 acres 1.768 acres 3.365 acres (decrease) Total Project Area 7.471 acres 7.471 acres Honey Creek-D1 Existing Proposed Net increase/decrease Impervious Area (roadway) 1.932 acres 2.375 acres 0.443 acre (increase) Final Hydraulic Technical Information Report FAWPT-04-032 Duvall Avenue, City of Renton 14 November 2005 Impervious Area (sidewalk) 0.222 acre 0.385 acre 0.163 acre (increase) Honey Creek -DI Existing Proposed Net increase/decrease Total Impervious Area 2.154 acres 2.760 acres 0.606 acre increase Pervious area 1.072 acres 0.024 acre Converted Pervious Area 0.442 acre Total Pervious Area 1-072 acres 0.466 acre 0,606 acre (decrease) Total Project Area 3.226 acres 3.226 acres Flow Control The hydraulic analysis was performed and the proposed facilities were designed using a continuous simulation hydraulic model based on the Environmental Protection Agency's Hydraulic Simulation Program -Fortran (HSPF). The continuous simulation hydraulic model, MGSF1ood, is in accordance with the guidelines listed in Volume 3 of the SMMWW (see Appendixes B and C for Subbasin B1 and D 1 detention calculations, respectively). The continuous model was used to determine stormwater detention requirements. The detention facilities were sized using a flow control standard which is based on detaining the stormwater for the duration of the storm. This produces larger detention volumes than controlling only the peak runoff period. Stormwater detention facilities within the May Creek Basin shall achieve a Level 2 flow control standard per the May Creek Basin Action Plan (April 2001). The performance standard of a Level 2 flow control is to match developed discharge durations with predeveloped forest condition durations for the range of predeveloped discharge rates from 50 percent of the 2-year peak flow up to the full 50-year peak flow (see Table 3 for a summary of these discharge rates). Table 3. Sununary of Discharge Rates May Creek (Basin B1) —City of Renton and King County. 2-year PRE 10-year PRE 50-year PRE Flows (cfs) Precip. (in) 0.188 2.1 0.369 3.0 0.580 4-0 2-year POST 10-year POST 50-year POST Flows (cfs) Precip. (in) 1.647 2.1 2.554 3.0 3.59 4.0 In Flow Release Rates (cfs) (cfs) 2-year POST 1,647 <1/2 of 2-year PRE 0.89 10-year POST 2.554 <2-year PRE 0.188 50-year POST 3.59 <10-year PRE 0,369 Final Hydraulic Technical Information Report FAV6'PT-04-032 Duvall Avenue, City of Renton 15 November 2005 Honey Creek (Basin D1) - City of Renton 2-year PRE 10-year PRE 50-year PRE Flows (cfs) Precip. (in) 0.028 2.1 0.054 3.0 0.085 4.0 2-year POST 10-year POST 50-year POST Flows (cfs) Precip. (in) 0.204 2.1 0.327 3.0 0.474 4.0 In Flow Release Rates (cfs) (cfs) 2-year POST 0204 <1l2 of 2-year PRE 0.014 10-year POST 0.327 <2-year PRE 0.028 50-year POST 0.474 <10-year PRE 0.054 Water Quality Stormwater treatment facilities for the project were analyzed and designed to meet the minimum standards identified in Volume 4 of the 2001 SMMWW. Water quality design volumes were determined using the above -mentioned continuous runoff model in accordance with the guidelines listed in Volume 4, Chapter 4 of the SMMWW for the six-month, 24-hour storm (see Miscellaneous Drainage Calculations in Appendixes B and C for Subbasin B 1 and DI water quality calculations, respectively). Water quality facilities were sized to treat the new impervious, replaced impervious, and converted pervious surfaces in Basin B1. Water quality facilities were sized to treat the new impervious and converted pervious surfaces in Basin D1. Enhanced water quality treatment applies for Subbasins B1 and DI. Subbasin D1 will employ a sand filter vault as described in Volume 4, Chapter 8 of the SMMWW. Subbasin Bl will employ a stormwater wetland as described in Chapter 6 of the 2005 KCSWDM. By the definition of a high -use site by the SMMWW (Volume 4, Section 2.1), the project will not utilize oil control facilities. Conveyance System The project corridor was divided into two drainage areas (see the Hydrology and Drainage section of this report for basin areas). The drainage areas were delineated using the base map developed for the project. The delineated drainage areas reflect the configuration of the existing drainage patterns and the proposed roadway. The approximate locations of existing outfalls will be maintained to avoid flow diversions from the existing drainage patterns. The proposed conveyance system was analyzed and designed in accordance with the current guidelines listed in the SMMWW. The Rational method was used to compute the 25-year, 24-hour storm peak discharge for all pipelines (see Appendixes B and C for Subbasins B1 and D1 conveyance system calculations, respectively). Gutter flow and inlet spacing were determined by using the Gutter Analysis method described in the Washington State Department of Transportation (WSDOT) Hydraulics Manual (see Appendixes B and C for Subbasins B1 and D1 gutter analysis calculations, Final Hydraulic Technical Information Report FAwf T-04-032 Duvall Avenue, City of Renton 16 November 2005 respectively). Each full pipe capacity was evaluated using Manning's equation. A backwater analysis was performed on the conveyance system (see Appendixes B and C for Subbasins B1 and D1 backwater analysis calculations, respectively). Ponds Subbasin B1 will use a combined detention and stormwater wetland pond (Pond B1) for treatment and detention. Pond B1 is located at approximately B STA 221+50 and is located on a downward slope. The stormwater wetland, used for water quality, will be placed beneath the detention facility. Pond 131 will be lined with a geomembrane liner and will use 3H:1V interior slopes and 211:1V exterior slopes. There is a landslide hazard area on the east side of Duvall Avenue at approximately B STA 222+00. In order to inhibit any additional erosion, the pond was positioned such that minimal fill material will be needed. To further hinder erosion potential, a 10-foot berm will be used on the west and north sides. A 12-foot-wide maintenance access road will be provided on the south and east sides of the pond. The effectiveness of a stormwater wetland pond is controlled by the ability of the pond to remove pollutants through settling and biological uptake by aquatic vegetation. Sized on volume, the first cell's primary role is sedimentation. Sized on surface area, the second cell's role is to use plant life for pollutant removal. For wetland pond calculations see Miscellaneous Drainage Calculations in Appendix B. Table 4 summarizes the detention volume and water quality volume required for the drainage areas. Table 4. Water Quality (WQ) and Flow Control Basin Detention WQ WQ Surface Type of Facility Volume Volume _ Area B1-May Creek 126,193 31,325 CF 10,442 SF Detention Pond and CF Stormwater Wetland Detention Vault and y D 18,250 CF 3,661 CF 433 SF Sand Filter Vault Creek Creek Pond B1 will consist of two cells separated by a berm. Approximately 33 percent of the water quality volume will be contained in the first cell. The first cell of the pond shall contain 1 foot of sediment storage. The berm separating the two cells shall be submerged 1 foot. The second cell shall be sloped downward from the berm to a maximum depth of 2-5 feet. To promote plant growth the second cell shall have an average depth of 1.5 feet. A control structure with a jailhouse window will be placed in the second cell. The second cell will contain an emergency overflow spillway, sized to pass the 100 year flow. For sizing calculations of the spillway, see Miscellaneous Drainage Calculations in Appendix B. A manhole with a birdcage located in the second cell will serve as a secondary emergency overflow structure as recommended by the 2005 KCSWDM for discharges to slopes steeper than 15 percent. Final Hydraulic Technical Information Report FAVRT•04-032 Duvall Avenue, City of Renton 17 November 2005 The outfall for Pond B1 will be routed through a series of closed pipes and catch basins to a bubble - up catch basin located at the toe of the hill. The bubble -up catch basin will be located above the Ordinary High Water Mark (OHWM). Vaults A detention vault preceded by a sand filter vault will contain the roadway runoff for Subbasin D1. The two vaults will be located within the King County right-of-way along Southeast 107th Place. The sand filter vault will contain the water quality volume to be treated. The sand filter vault will be two celled. The first cell, for presettling, will contain 1 foot of sediment storage. The second cell shall contain a flow spreader to distribute the flow, sand media (18 inches minimum), and an underdrain system. The second vault will detain the detention volume (see Table 4 above for water quality and detention volumes). Proposed System for On -Site Runoff Computations to size the pipes are included in Appendixes B and C for Subbasins B1 and D1, respectively, and depicted in the drainage report plans included in Appendix D. Preliminary design of flow control and water quality facilities are shown on the hydraulic report plans included in Appendix D. Subbasin D1 (from Northeast Sunset Boulevard to Northeast 22nd Place) This drainage area is in the Honey Creek Basin. All runoff from the proposed roadway will be collected by catch basins at the gutter on both sides of the roadway. Meeting the requirement to treat only the new impervious and converted pervious surfaces, an equivalent area method will be utilized to direct the runoff stormwater to the series of vaults located at Southeast 107th Place. The stormwater from approximately B STA 194+50 to B STA 186+50 will tie in to the existing drainage system. A backwater analysis was performed on the existing system to determine what effect if any this would have on the system (see Backwater Analysis in Appendix Q. The stormwater from approximately B STA 186+50 to B STA 181+50 will be directed to the above -mentioned vaults for water quality treatment and flow control. Discharge from the detention vault will be conveyed through a closed pipe system to discharge at an existing manhole located along Sunset Boulevard at approximately A STA 169+93 (66 feet roundtrip)- This manhole (discussed in the Hydrology and Drainage section of this report) eventually discharges into Honey Creek. Subbasin B1 (from Northeast 22nd Place to Southeast 95th Way) This drainage area is in the May Creek Basin. Runoff from the proposed roadway will be collected by catch basins at the gutter on both sides of the roadway. Flow from the new and replaced impervious areas and converted pervious areas will be routed to Pond B1 for water quality treatment and flow control. Discharge from the pond will be conveyed through a closed system of pipes to May Creek as mentioned in the previous section on Ponds. Proposed System for Off -Site Runoff For both subbasins, off -site runoff will be separated from on -site flows. The off -site flows will be conveyed to the existing storm system or will outfall at their current location to maintain the existing hydrology. Final Hydraulic Technical Information Report FAWPT-04-032 Duvall Avenue, City of Renton is November 2005 Basin D1 The pipes carrying the off -site flows from the west side of Duvall Avenue NE will connect to the existing storm system- For approximately 400 feet to the south of B STA 194+50, the east side off - site overland flows will be collected in a series of catch basins and tied into the existing storm system. South of this area, off -site flows are captured in the neighboring subdivisions and connected to the existing system either on Duvall Avenue NE or Sunset Boulevard. Existing drainage patterns will be maintained. Basin B1 There is an existing culvert that crosses under Duvall Avenue NE at approximately B STA 208+00. This culvert outfalls on the east side of Duvall Avenue NE to Stream P9, which feeds a wetland approximately 400 feet to the northeast. Currently, both off- and on -site water are conveyed to the culvert through roadside ditches. The proposed storm system would separate the on- and off -site stormwater. Only the off -site water will be conveyed to the existing culvert. Separating the on- and off -site flows would decrease the amount of hydrology going through the culvert to Stream. P9 by approximately 9 percent (See Miscellaneous Drainage Calculations in Appendix B). 2.52 acres of the existing 27.25 tributary acres of Stream P9 will be diverted to Pond B1. Due to site limitations, it was not possible to treat the 2.52 acres of roadway runoff and continue to outfall to Stream P9. The quality of Stream P9 will be greatly enhanced by diverting the untreated roadway runoff. The pipes carrying the off -site flows from the west side of Duvall Avenue NE will connect to a trunk line within a proposed drainage easement. This trunk line will convey the flow to approximately B STA 208+00 (left), where it will connect to the existing culvert. Off -site flows on the west side, north of B STA 208+00, will be intercepted behind the retaining wall to be discharged on the northwest side of Southeast 95th Way. Off -site flows from the east side of Duvall Avenue NE flow overland to catch basins located within a drainage easement. A trunk line will transport the captured off -site flows to the existing culvert. Off -site flows on the east side, north of B STA 208+00, will flow overland to the east. The proposed off -site system is shown in the hydraulic report plans included in Appendix D. Downstream Analysis Runoff from the project site will be collected and detained to meet the flow control requirement set by Washington State Department of Ecology. The flow control criteria reduce flow rates for the proposed condition to the rates that are characteristic of the natural conditions. The controlled flow prevents the long-term erosion in the downstream watercourses. A Level 1 downstream analysis was conducted on Basins B1 and D1 per requirements of the 2005 KCSWDM. A Level 1 Downstream Analysis consists of four tasks. define and map the study area, review all available information in the study area, field inspect the study area, and describe the drainage system and its existing and predicted problems. The study area shall include one quarter mile downstream from the proposed outfall for Pond B1 and one quarter mile downstream from the outfall for Vault D2, located along Sunset Boulevard. According to the King County iMap G1S database, there are no drainage complaints, sensitive areas, wetlands, or 100-year floodplains in the study area. The May Creek Basin Action Plan (2001) was reviewed and it was determined that there were no potential problems in the study area. The downstream path of May Creek was field inspected in the early spring of 2005. May Creek has adequate capacity. There did not appear to be any overtopping, scouring, or bank sloughing. The Final Hydraulic Technical Information Report FAWPT-04-032 Duvall Avenue, City of Renton 19 November 2005 steep slopes of the ravine are eroding on the south side of May Creek, on the east side of the bridge. It is believed that the erosion is caused by landslide activity, not bank sloughing due to high velocities of the stream. The downstream path of Honey Creek was field inspected in the spring of 2005. Honey Creek is conveyed west along Sunset Boulevard in a series of closed pipe systems and ditches to outfall into two culverts at the northwest corner of Union Avenue and Sunset Boulevard - These systems have adequate capacity. Bond Quantities Not applicable, King County facility. O&M Manual Not applicable, King County will maintain facility. Erosion and Sedimentation Control A temporary erosion and sediment control plan will be submitted with the final construction plans for approval for the construction permit application. At minimum, filter fabric fences will be installed downslope of all construction areas, and sediment traps will be used to protect new and existing catch basins. Further measures will be considered when construction methods and schedules are set - BIBLIOGRAPHY Plans and Reports GeoEngineers, Corridor Level Environmental Reconnaissance Study, Duvall Avenue NE Improvements, 28 September 2004. GeoEngineers, Geotechnical Engineering Services, Duvall Avenue NE Improvements (Final), 27 January 2005. GeoEngineers, Addendum Report, Geotechnical Engineering Services, Duvall Avenue NE Improvements (Final), Stormwater Pond, 2 September 2005. King County Department of Public Works, Environmental Impact Statement (Final), September 1995. May Creek Basin Action Plan, 2001 Widener & Associates, Wetland Investigation Report, Duvall Avenue NE/Coal Creek Parkway Improvements Projects (Final), 23 September 2004. Design Standards Washington State Department of Transportation (H'SDOT) ■ WSDOT Hydraulic Manual (2004) • WSDOT Highway Runoff Manual (2004) Final Hydraulic Technical Information Report FAiATT-04.032 Duvall Avenue, City of Renton 20 November 2005 Washington State Department of Ecology Stormwater Management Manual for Western Washington (2001) King County • lying County Road Standards (1993) ■ King County Surfacewater Design Manual (2005) ■ King County Code City of Renton • City of Renton Standard Plans for Road, Bridge, and Municipal Construction (1995) Final Hydraulic Technical Information Report FAWPT-04-032 Duvall Avenue, City of Renton 21 November 2005 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner (� it k Qej-1444n Phone C U-- --1 3 [ Address � C)6t) Soy- t 0 Project Engineer G C.-f VI't I I , 5 1. Company 67 p . 11,ek4-'1 Phone 20(o) 0 It 9 t — OQ Part 3 TYPE OF PERMIT APPLICATION` ❑ Landuse Services Subdivison / Short Subd. I UPD ❑ Building Services M/F / Commerical / SFR ❑ Clearing and Grading ❑ Right -of -Way Use ❑ Other rPat 2 PROJECTLOCATION AND DESCRIPTION Project Name VLkVcU,.Q_ 4,L(;- It U DDES Permit Location Township 2 Q6 Range 1J Section Site Address Part 4 OTHER REVIEWS AND PERMITS DFW HPA ❑ Shoreline COE 404 Management ❑ DOE Dam Safety ❑ Structural ❑ RockeryNault/ FEMA Floodplain J ESA Section i COE Wetlands ❑ Other Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review Full Targeted / Type (circle one): Ful Modified I (circle): ge Site mall Site Date (include revision E7 - —'3rii 166 Date (include revision dates): P Idates): Date of Final: �G Z— ; ,00S Date of Final: Part 6 ADJUSTMENT APPROVALS Type (circle one): Standard / Complex I Preapplication / Experimental / Blanket Description: (include conditions in TIR Section 2) Date of Approval: 2005 Surface Water Design Manual 111105 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / I Start Date: Completion Date: Describe: Part 8 SITECOMMUNITYAND DRAINAGE BASIN Community Plan : Special District Overlays: Drainage Basin: �" ckx, aJLaLQ z— Stormwater Requirements: Part 9 ONSITE AND ADJACENT SENSITIVE.AREAS ❑ River/Stream �teep Slope 10 -- t C5 f ❑ Lake ❑ Erosion Hazard 'Wetlands T (2-) i7 Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Ploodplain ❑ Seismic Hazard EJ�Other �. j ❑ Habitat Protection 6 r l❑ Part10 SOILS Soil Type Slopes Erosion Potential 30 f'3 Hoderc't�- G ' S - 151,3 ho kerc�1Q ❑ High Groundwater Table (within 5 feet) ❑ Other ❑ Additional Sheets Attached ❑ Sole Source Aquifer ❑ Seeps/Springs 2005 Surface Water Design Manual 11I/05 2 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 `DRAINAGE DESIGN LIMITATIONS REFERENCE ❑ Core 2 — Offsite Analysis ❑ Sensitive/Critical Areas ❑ SEPA ❑ Other ❑ Additional Sheets Attached LIMITATION / SITE CONSTRAINT Part 12 TIR.SLIMMARY SHEET (provide one TIR Sumrnary Sheet per Threshold Dischar a Area) Threshold Discharge Area: name or description) Core Requirements (all 8 apply) Discharge at Natural Location Number of tural Discharge Locations: Offsite Analysis Level: V 2 / 3 dated: Flaw Control Level: 1 / 2 / 3 or Exemption Number Incl. facility summary sheet Small SitrBMPs Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor: Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: Privat Pubf If Private, Maintenance Log Required: Yes / No Financial Guarantees and Provided: Yes / No Liability Water Quality Type: Basic / Sens. LakeQ Enhanced Bas:iab! Bog (include facility summary sheet) or Exemption No. Landscape Management Plan: Yes 1 No Special Requirements as applicable) Area Specific Drainage Type: CDA / SDO / MDP / BP / LMP / Shared Fac. / None Requirements Name: Floodplain/Floodway Delineation Type: Major / Minor / Exemption Nonn 1 DD-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: , Source Control Describe landuse: (comm./industrial landuse) Describe any structural controls: 2005 Surface Water Design Manual 111105 3 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control Other Drainage Structures Describe: High -use Site: Ye ;� N Treatment BMP: Maintenance Agreement: Ye with whom? Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION Clearing Limits Stabilize Exposed Surfaces Cover Measures Remove and Restore Temporary ESC Facilities Perimeter Protection Clean and Remove All Silt and Debris Ensure d�. i=1 Traffic Area Stabilization Operation of Permanent Facilities Sediment Retention ❑ Flag Limits of SAO and open space preservation areas Surface Water Control ❑ Other Dust Control Construction Sequence Part 14 STORMWATER FACILITY DESCRIPTIONS Note: Include Facility Su mary and Sketch Flow Control Type/Description Water Quality Type/ De scrition Detention ❑ Infiltration ❑ Regional Facility ❑ Shared Facility ❑ Small Site BMPs ❑ Other ❑ Biofiltration Wetpool ❑ Media Filtration ❑ Oil Control ❑ Spill Control ❑ Small Site BMPs ❑ Other wakna, PoivA. 2005 Surface Water Design Manual 1/l/05 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS Drainage Easement ❑ Cast in Place Vault ❑ Access Easement ❑ Retaining Wall ❑ Native Growth Protection Covenant ❑ Rockery > 4' High ❑ Tract ❑ Structural on Steep Slope ❑ Other ❑ Other ( Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the information provided here is accurate. 2005 Surface Water Design Manual 111105 Detention Calculations Subbasin B1 w ye�r�rx��r�tx x�x�r�t******�x�lr�kir3ririrrrr�r�t�r***�r***ter*�F,ter*,kt��t�r�nlnt�*�xir�r�Yye�rYr�r�r�k MGS FLOOD PROJECT REPORT Program Version: 2.27 Run Date: 10/13/2005 7:55 AM Input File Name: FAPWT-04-032_POND _31 10_12 2005_FINALw-VOLtable.fid Project Name Duvall Ave/Coal Creek �Parkway Reconstruction Project Analysis Title: Pond 31-0ehrling Property Comments This analysis is for -he pond to be relocated to the Oehrling property. Thi Extended Timeseries Selected Climatic Region Number: 12 Full Period of Record Available used for Routing Precipitation Station 960044 Puget East 44 in MAP 10/01/1939-10/01/2097 Evaporation Station 961044 Puget East 44 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********* Default HSPF Parameters Used (Not Modified by User) *'`*"```*"`*''`* Page 2 11" Watershed Definition Number of Subbasins: 1 ********** Subbasin Number: 1 ********** ***Tributary to Node: 1 ***Bypass to Node None Area(Acres)------------- ------ Developed ----- Predeveloped To Node Bypass Node Till Forest 7.470 0.000 0.000 Till Pasture 0.000 0.000 0.000 Till Grass 0.000 1.770 0.000 Outwash Forest 0.000 0.000 0.000 outwash Pasture 0.000 0.000 0.000 Ouvwash Grass 0.000 0.000 0.000 Wetland 0.000 0.000 0.000 impervious 0.000 5.700 0.000 SUBDASIN TOTAL 7.470 7.470 0.000 *** Subbasin Connection Summary *** Subbasin 1--------------> Node 1 *** By -Pass Area Connection Summary *** No By -Passed Areas in Watershed Pond Inf'-ow Node : 1 Pond Outflow Node: 99 Include GW No No No No No No No Page 3 *''`''**' Retention/Detention Facility Summary Hydraulic Structures Add -in Routines Used ----------------- Pond Geometry ----------------- User Specified Elevation Volume Table Used Elevation (ft) Pond Volume (cu-ft) --------------------------------------------- K5.25 0000. 316.25 32915. 317.25 69092. 318.25 108602. 319.25 1515199. 320.00 185984. Riser Geometry Riser Structure Type Circular Riser Diameter 24.00 in Common Length 0.000 ft Riser Crest Elevation 318.67 ft ---------- Hydraulic Structure Geometry ----------- Number of Devices: 2 --- Device Number 1 --- Device 'Type Circular Orifice Invert Elevation 315.30 ft Diameter 1.57 in Orientation Horizontal Elbow No --- Device Number 2 --- Device Type Circular Orifice Invert Elevation 31J.80 ft Diameter 2.83 in Orientation Horizontal Elbow Yes Page 4 **** Computed Pond Hydraulic Table ***** Elev Surf Area Volume Discharge Infilt (ft) (acres) ,ac-ft) (cfs) (cfs) 315.25 0.853 0.000 0.000 0.000 315.28 0.855 0.022 0.000 0.000 315.31 0.857 0.043 0.007 0.000 315.37 0.862 0.087 0.017 0.000 315.43 0.866 0.121 0.024 0.000 315.49 0.870 0.175 0.029 0.000 315.55 0.875 0.219 0.033 0.000 315.61 0.879 0.263 0.037 0.000 315.67 0.884 0.308 0.040 0.000 315.73 0.888 0.353 0.043 0.000 315.79 0.892 0.399 0.046 0.000 315.85 0.897 0.444 0.049 0.000 315.91 0.901 0.490 0.051 0.000 315.97 0.906 0.537 0.054 0.000 316.03 0.910 0.583 0.056 0.000 316.09 0.914 0.630 0.058 0.000 316.15 0.919 0.677 0.061 0.000 316.21 0.923 0.724 0.063 0.000 316.27 0.928 0.771 0.065 0.000 316.33 0.932 0.819 0.067 0.000 316.39 0.937 0.867 0.069 0.000 316.45 0.941 0.916 0.071 0.000 316.51 0.946 0.964 0.072 0.000 316.57 0.950 1.013 0.074 0.000 316.63 0.955 1.062 0.076 0.000 316.69 0.959 1.112 0.078 0.000 316.75 0.964 1.161 0.079 0.000 316.81 0.968 1.211 0.081 0.000 316.87 0.973 1.262 0.082 0.000 316.93 0.977 1.312 0.084 0.000 316.99 0.982 1.363 0.086 0.000 317.05 0.986 1.414 0.C87 0.000 317.11 0.991 1.465 0.088 0.000 317.17 0.995 1.517 0.090 0.000 317.23 1.000 1.569 0.09i 0.000 317.29 1.004 1.621 0.093 0.000 317.35 1.009 1.673 0.094 O.000 317.41 1.013 1.726 0.096 0.000 317.47 1.018 1.779 C.097 0.000 317.53 1.023 1.832 0.098 0.000 317.59 1.027 1.886 C.100 0.000 317.65 1.032 1.940 0.101 0.000 317.71 1.036 1.994 0.102 0.000 317.73 1.038 2.014 0.103 0.000 317.75 1.040 2.034 0.103 0.000 317.78 1.041 2.055 0.104 0.000 317.80 1.043 2.075 0.104 0.000 317.82 1.044 2.089 0.129 0.000 317.83 1.046 2.103 0.140 0.000 317.85 1.C47 2.117 0.148 0.000 317.66 1.048 2.130 0.155 0.000 317.92 1.052 2.185 0.177 0.000 317.98 1.057 2.241 0.194 0.000 318.04 1.062 2.296 0.208 0.000 318.1C 1.066 2.352 0.221 0.000 318.16 1.071 2.408 0.233 0.000 318.22 1.076 2.465 0.244 0.000 318.28 1.080 2.522 0.254 0.000 Page 5 218.34 1.085 2.579 0.264 0.000 316.40 1.090 2.636 0.273 0.000 316.46 1.094 2.694 0.282 0.000 318.52 1.099 2.751 0.290 0.000 318.58 1.104 2.810 0.298 0.000 318.60 1.105 2.831 0.301 0.000 318.63 1.107 2.853 0.304 0.000 318.6E 1.109 2.875 0.307 0.000 318.67 1.111 2.897 0.310 0.000 318.69 1.112 2.912 0.351 0.000 318.70 1.113 2.927 0.424 0.000 318.72 1.114 2.942 0.519 0.000 3--8.73 1.115 2.956 0.630 0.000 318.75 1.116 2.971 0.756 0.000 318.76 1.118 2.986 0.895 0.000 316.78 1.119 3.001 1.045 0.000 318.79 1.120 3.015 1.207 0.000 318.85 1.125 3.075 1.947 0.000 318.91 1.129 3.13E 2.611 0.000 318.97 1.134 3.195 3.769 0.000 319.03 1.139 3.255 4.791 0.000 Page 6 Annual Maxima Flow Data Subbasin 1 Runoff Predevelopment Runoff Date Annual Max (cfs) 1940 04 30 0.237 1941 01 31 0.100 1941 12 15 0.257 1943 02 10 0.095 1944 01 23 0.082 1945 02 07 0.300 1946 02 05 0.183 1947 02 02 0.181 1948 03 21 0.312 1949 02 22 0.171 1950 03 03 0.652 1951 02 09 0.263 1952 01 24 0.075 1953 01 11 0.116 1954 01 22 0.169 1955 04 12 0.074 1956 01 06 0.172 1957 02 25 0.152 1958 01 16 0.176 1959 01 12 0.197 1959 12 15 0.214 1961 02 14 0.170 1962 03 04 0.104 1963 02 03 0.113 1964 01 01 0.170 1965 02 26 0.197 1966 04 11 0.138 1967 01 19 0.308 196E C2 03 C.162 1968 12 03 0.175 1970 01 13 0.146 1970 12 06 0.168 1972 02 28 0.413 1973 01 13 0.155 1974 C2 18 0.219 1974 12 26 0.290 1976 01 27 0.181 1977 06 03 0.059 19i7 12 15 0.165 1979 03 04 0.165 1979 12 15 0.256 1980 12 26 0.114 1981 10 06 0.376 1983 01 05 0.194 1984 03 14 0.172 1985 02 11 0.126 1986 01 18 0.370 1986 11 24 0.347 1988 04 06 0.166 1989 04 05 0.188 1990 01 09 0.586 1990 11 24 0.510 1992 01 27 0.166 1993 03 23 0.136 1994 03 03 0.110 1995 02 19 0.219 1996 02 08 0.490 Pond Outflow Node Pos-development Runoff Date Annual Max {cfs) 1939 12 C7 0.097 1941 01 18 0.075 1941 12 20 0.086 1942 11 23 0.101 1943 10 17 0.067 1945 02 07 0.097 1946 02 06 0.080 1946 12 05 0.089 1947 10 19 0.098 1949 02 22 0.090 1950 01 22 0.100 1951 02 09 0.193 1951 10 03 0.075 1953 01 18 0.104 1954 01 06 0.084 1954 11 19 0.083 1956 01 06 0.225 1957 02 26 0.091 1958 01 17 0.091 1959 01 13 0.102 1959 11 21 0.097 1960 11 24 0.153 1961 12 24 0.081 1962 11 30 0.079 1963 11 23 0.081 1964 12 01 0.091 1966 01 07 0.092 1966 12 16 0.103 1968 01 20 0.088 1968 12 11 0.093 1970 01 27 0.102 1970 12 07 0.096 1972 03 05 0.29C 1972 12 26 0.216 1974 01 18 0.092 1974 12 27 0.086 1976 02 27 0.092 1977 06 01 0.076 1977 12 15 0.103 1979 03 05 0.077 1979 12 18 0.305 1980 12 30 0.093 1981 10 06 0.247 1983 01 08 0.092 1984 03 21 0.079 1984 11 11 0.082 1986 01 19 0.099 19B6 11 24 0.248 1988 04 06 0.088 1989 04 05 0.093 1990 01 09 0.275 1990 11 24 0.2B4 1992 02 01 0.103 1993 04 11 0.075 1994 03 03 0.080 1994 12 27 0.103 1996 02 09 0.384 Page 7 1997 01 02 0.304 11997 01 02 0.292 1998 03 23 0.11-5 11997 10 08 0.080 1998 11 25 0.294 11998 11 26 0.291 2000 02 06 0.181 12000 03 01 0.094 2001 05 05 0.131 12001 05 05 O.G80 2002 05 03 0.412 12001 11 15 0.078 2002 03 31 0.353 12002 11 26 0.272 2004 01 23 0.102 12003 10 24 0.09) 2005 02 05 0.178 12005 02 08 0.081 2006 02 27 0.194 12005 11 29 0.102 2006 12 14 0.149 12006 11 27 0.092 2008 03 21 0.252 12008 01 08 0.100 2009 02 17 0.350 ! 2009 02 16 0.276 2010 01 10 0.236 12010 01 10 0.099 2010 11 17 0.323 12010 11 17 0.218 2012 01 31 0.204 ! 2011 10 02 0.092 2013 Ol 20 0.456 12013 01 20 0.534 2013 12 06 0.214 2014 01 29 0.094 2015 03 30 0.131 12015 03 30 0.080 2016 01 04 0.329 2016 01 04 0.256 2017 03 07 0.097 2016 11 01 0.089 2018 01 31 0.184 2018 01 31 0.091 2019 02 14 0.181 2019 Ol 12 0.101 2020 03 30 0.141 2020 04 21 0.079 2021 02 10 0.289 2020 11 24 0.184 2021 12 20 0.120 2021 12 21 0.088 2023 03 30 0.220 2023 03 30 0.093 2024 01 19 0.176 2024 01 25 0.100 2024 12 22 0.361 2024 12 24 0.254 2026 03 09 0.212 12026 01 03 0.192 2027 Cl 27 0.192 2027 01 29 0.087 2028 C2 19 0.238 2028 02 23 0.094 2028 12 D4 0.190 2028 12 11 0.092 2030 02 16 0.228 2030 01 26 0.226 2030 12 30 0.232 2031 03 04 0.090 2032 01 20 0.357 2032 01 21 0.101 2033 03 01 0.112 2032 12 24 0.091 2034 Cl 15 0.396 2033 11 16 0.292 2035 02 19 0.211 2035 02 19 0.091 2035 12 04 0.205 2036 02 27 0.096 2037 03 08 0.036 2037 03 09 0.067 2037 11 24 D.151 E 2037 12 16 0.100 2039 02 07 0.104 12038 12 04 C.074 2040 01 14 D.391 ! 2040 01 14 0.093 2040 12 25 0.216 12040 12 27 0.098 2042 02 20 0.218 12042 04 15 0.097 2043 03 31 0.324 12043 02 26 0.096 2044 05 01 0.149 12044 03 21 0.086 2045 02 11 0.162 12043 02 11 0.094 2046 02 16 0.192 12046 02 17 0.091 2047 02 01 0.130 12047 02 02 0.087 2048 04 21 0.115 12047 12 10 0.195 2049 03 16 0.127 ! 2049 03 17 O.C86 2049 12 04 0.238 12049 12 05 0.082 2051 04 06 0.140 2 05 1 04 09 0.081 2052 04 16 C.097 2052 02 22 0.073 2053 06 04 0.362 2052 12 10 0.081 2054 02 24 C.065 2053 12 11 0.084 2055 02 17 0.289 2054 11 01 0.254 2056 02 07 0.545 12056 02 08 0.557 2056 11 19 0.625 ; 2057 Cl 02 0.276 2058 01 24 0.222 E 2057 11 25 0.090 2059 01 17 C.248 2058 12 02 0.21C Page 8 2060 Cl 19 0.101 1 2060 01 23 0.080 2061 01 10 0.196 12061 Cl 15 0.097 2062 02 03 0.742 12062 01 03 0.089 2062 12 29 0.173 12063 01 02 0.094 2063 12 23 0.290 12063 12 23 0.203 2064 11 30 0.148 2064 12 02 0.088 2066 01 13 C.089 2066 01 13 0.072 2067 01 19 0.187 2066 12 17 0.186 2068 01 18 0.380 2068 01 20 0.196 2069 01 04 0.113 2069 09 23 0.076 2070 04 09 0.106 12069 12 14 0.076 2071 02 14 0.102 1 2070 12 19 0.075 2072 02 27 0.107 2071 11 03 0.084 2072 12 25 0.434 2072 12 25 1.260 2074 03 16 0.235 12073 12 16 C.100 2075 01 23 0.067 2074 11 24 0.077 2076 03 24 0.250 2075 10 30 0.180 2077 02 12 0.039 2G77 08 26 0.065 2077 11 25 0.124 2077 12 02 0.087 2079 02 25 0.139 2079 02 25 0.075 2079 12 17 0.503 12C79 12 17 0.306 2080 11 21 0.224 12080 11 21 0.208 2082 02 13 0.271 12082 02 19 0.194 2083 02 11 0.161 12083 02 20 0.157 2083 11 26 0.208 12063 11 26 0.260 2084 12 14 0.144 12084 12 14 0.096 2086 01 18 0.203 12085 11 01 0.089 2086 12 21 0.194 12086 11 23 0.098 2088 01 14 0.131 12087 12 10 0.086 2088 11 05 0.294 2088 11 05 0.099 2090 01 07 0.111 2089 11 10 0.095 2090 12 04 0.194 12090 12 09 0.263 2092 04 28 0.393 2092 01 31 0.218 2093 03 22 0.112 2092 11 07 0.074 2094 03 01 0.082 2093 12 14 0.080 2094 12 27 0.128 2094 12 27 0.094 2096 01 14 0.158 2095 12 15 0.101 2097 01 29 0.318 2097 03 19 0.103 Paae 9 Ranked Annual Maxima Data****, ** * Recurrence Interval Computed Using Gringorten Plctting Position Subbasin 1 Runoff Predevelopment Runoff Tr(yrs) Q(cfs) 1.00 C.036 C.039 1.02 0.059 1.02 0.065 1.03 0.067 1.04 0.074 1.04 0.075 1.05 D.0B2 1.06 0.082 1.06 0.089 1.07 0.095 1.08 0.097 1.09 0.097 1.09 0.100 1.10 O.1D1 1.11 0.102 1.12 0.102 1.12 0.104 1.13 0.104 1.14 0.106 1.15 0.107 1.16 0.110 1.17 0.111 1.18 0.112 1.19 0.112 1.19 0.113 1.20 0.113 1.21 0.114 1.22 0.115 1.23 0.115 1.24 0.116 1.25 0.120 1.26 0.124 1.27 0.126 1.28 0.127 1.29 0.128 1.30 0.130 1.31 0.131 1.32 0.131 1.33 0.131 1.35 0.136 1.36 0.138 1.37 0.139 1.38 0.140 1.39 0.141 1.40 0.144 1.42 0.146 1.43 0.148 1.44 0.149 1.46 0.149 1.47 0.151 1.48 0.152 1.50 0.155 1.51 0.158 1.53 0.161 1.54 0.162 Pond Outflow Nome Postdevelopment Runoff Tr(yrs) Q(cfs) 1.00 0.065 1.01 0.067 1.C2 0.067 1.02 0.072 1.03 0.073 1.04 0.074 1.04 0.074 1.C5 0.075 1.06 0.075 1.06 0.075 1.07 0.075 1.08 0.075 1.09 0.076 1.09 0.076 1.10 0.076 1.11 0.077 1.12 0.077 1.12 0.07E 1.13 O.G79 1.14 0.079 1.15 0.079 1.16 0.080 1.17 0.080 1.18 0.080 1.18 0.080 1.19 C.080 1.20 0.080 1.21 0.080 1.22 0.081 1.23 0.081 1.24 0.081 1.25 0.061 1.26 0.081 1.27 0.062 1.28 0.082 1.29 0.O63 1.30 0.084 1.31 0.084 1.32 0.084 1.33 0.086 1.35 0.086 1.36 0.086 1.37 0.086 1.38 0.066 1.39 0.087 1.40 0.067 1.42 C.OB7 1.43 0.O68 1.44 0.088 1.46 0.O68 1.47 0.088 1.48 0.089 1.50 0.089 1.51 0.089 1.53 0.089 1.54 0.090 Page 10 1.56 0.162 1.56 0.090 1.57 0.165 1.57 0.090 1.59 0.165 1.59 0.090 1.60 0.166 1.60 0.091 1.62 0.166 1.62 0.091 1.64 0.168 1.64 0.091 1.65 0.169 1.65 0.091 1.67 0.170 1.67 0.091 1.69 0.170 1.69 0.091 1.71 0.171 1.71 0.091 1.73 0.172 1.73 0.092 1.75 0.172 1.75 0.092 1.77 0.173 1.77 0.092 1.79 0.175 1.79 0.092 1.81 0.176 1.81 0.092 1.83 0.178 I 1.83 0.092 1.65 0.178 I 1.85 0.092 1.87 0.181 ! 1.87 0.093 1.89 0.181 I 1.89 0.093 1.92 0.181 I 1.92 0.093 1.94 0.181 I 1.94 0.093 1.96 0.183 I 1.96 0.093 1.99 0.184 I 1.99 0.094 2.01 0.187 I 2.01 0.094 2.04 0.188 I 2.04 0.094 2.07 C•.190 I 2.07 0.094 2.09 0.192 I 2.09 0.094 2.12 C.192 I 2.12 0.094 2.15 0.194 I 2.15 0.095 2.18 0.194 2.18 0.096 2.21 0.194 2.21 0.096 2.24 0.194 2.24 0.096 2.27 0.196 2.27 0.096 2.31 0-197 2.31 0.097 2.34 0.197 i 2.34 0.097 2.39 0.203 j 2.38 0.097 2.41 0.204 2.41 0.097 2.45 0.205 { 2.45 0.097 2.49 0.208 2.49 0.098 2.53 0.211 2.53 0.098 2.57 0.212 2.57 0.098 2.61 0.214 2.61 0.099 2.65 0.214 2.65 0.099 2.70 0.216 2.70 0.099 2.75 0.218 2.75 0.100 2.80 0.219 2.80 0.100 2.85 0.219 I 2.85 0.100 2.90 0.220 i 2.90 0.100 2.95 0.222 I 2.95 0.100 3.01 0.224 I 3.01 0.101 3.07 0.228 I 3.07 0.101 3.13 0.232 I 3.13 0.101 3.19 0.235 I 3.19 0.101 3.26 0.236 I 3.26 0.102 3.32 0.237 I 3.32 0.102 3.40 0.238 I 3.40 0.102 3.47 0.238 3.47 0.103 3.55 0.248 3.55 0.103 3.63 0.250 3.63 0.103 3.72 0.252 3.72 0.103 3.80 0.256 3.80 0.103 3.90 0.257 3.90 0.104 4.00 0.263 I 4.00 0.153 Page 11 4.10 0.271 4.10 0.157 4.21 0.289 4.21 0.180 4.32 0.289 4.32 0.184 4.45 0.290 1 4.45 0.186 4.58 0.290 1 4.58 0.192 4.71 0.294 1 4.71 0.193 4.86 0.294 1 4.86 0.194 5.01 0.300 I 5.01 0.195 5.17 0.304 1 5.17 0.196 5.35 0.308 I 5.35 0.203 5.54 0.312 i 5.54 0.208 5.74 0.318 I 5.74 0.210 5.95 0.323 I 5.95 0.216 6.19 0.324 6.19 0.218 6.44 0.329 6.44 0.21E 6.71 0.347 1 6.71 0.225 7.01 0.350 1.01 0.226 7.33 0.353 7.33 0.247 7.69 0.357 7.69 0.248 8.08 0.361 B.OB 0.254 8.52 0.362 8.52 0.254 9.00 0.370 9.00 0.256 9.55 0.376 9.55 0.260 10.16 0.360 10.16 0.263 10.86 0.391 1 10.86 0.272 11.66 0.393 1 11.66 0.275 12.59 0.396 I 12.59 0.276 13.68 0.412 I 13.68 0.276 19.97 0.413 ! 14.97 0.284 16.59 0.434 E 16.54 0.290 16.47 0.456 i 18.47 0.291 20.92 0.490 20.92 0.292 24.10 0.503 24.10 0.292 28.44 0.510 28.44 0.305 34.6E 0.545 34.66 0.306 44.42 0.586 44.42 0.384 61.77 0.625 61.77 0.534 101.36 0.652 101-36 0.557 282.36 0.742 282.36 1.260 Page 12 ************* Flow Frequency Data for Selected Recurrence Intervals Subbasin 1 Runoff Subbasin 1 Runoff Pond Outflow Node Predevelonment* Postdevelopment* Postdevelopment** Tr (Years) Flow(cfs) Flow(cfs) Flcw(cfs) 6-Month 0.108 1.245 2-Year 0.1B8 1.647 0.094 5-Year 0.290 2.161 0.195 10-Year 0.369 2.554 0.262 25-Year 0.483 3.121 0.295 50-Year 0.580 3.599 0.438 100-Year 0.687 4.128 0.556 200-Year 0.807 4.715 1.023 * Predeveloped Recurrence Interval Computed Using Gringorten Plotting Position Due to High Skew Coefficient * Postdeveloped Recurrence Interval Computed Using Generalized Extreme Value Distribution ** Computed Using Grinaorten Plotting Position Page 13 Flow Duration Performance***"*'*********** Predevelopment Postdevelcpment Discharge Exceedance Discharge Exceedance (cfs) Probability (cfs) Probability 0.000E+00 1.0000E+00 0.000E+00 1.0000E+00 3.712E-03 2.6394E-01 6.301E-03 6.5634E-01 7.424E-03 2.0728E-01 0.013 5.8969E-01 0.011 1.7149E-01 0.019 5.3809E-01 0.015 1.4556E-01 0.025 4.7734E-01 0.019 1.2513E-01 0.032 4.1517E-01 0.022 1.0874E-01 0.038 3.5236E-01 0.026 9.4670E-02 0.044 2.8958E-0- 0.030 8.2497E-02 0.050 2.2790E-01 0.033 7.2312E-02 0.057 1.7099E--01 0.037 6.3685E-02 0.063 1.2296E-01 0.041 5.6317E-02 0.069 8.2987E-02 0.045 4.9951E-02 0.076 5.4456E-02 0.048 4.4447E-02 0.082 3.3884E-02 0.052 3.9566E-02 0.088 1.9818E-02 0.056 3.5392E-02 0.094 1.1278E-02 0.059 3.1686E-02 0.101 4.9681E-03 0.063 2.8341E-02 0.107 2.8692E-03 0.067 2.5396E-02 0.113 2.8100E-03 0.071 2.2759E-02 0.120 2.7595E-03 0.074 2.0426E-02 0.126 2.7126E--03 0.078 1.8374E-02 0.132 2.6425E-03 0.082 1.6531E-02 0.139 2.5451E-03 0.085 1.4901E-02 0.145 2.4245E-03 0.089 1.3457E-02 0.151 2.2830E-03 0.094 1.1825E-02 0.158 2.1227E-03 0.097 1.1075E-02 0.164 1.9826E-03 0.100 1.0059E-02 0.170 1.8483E-03 0.104 9.1846E--03 0.176 1.7213E-03 0.108 8.3925E-03 0.183 1.5769E-03 0.111 7.6597E-03 0.18E 1.4575E-03 0.115 6.9317E-03 0.195 1.3003E-03 0.119 6.4222E-03 0.202 1.1711E-03 0.122 5.9233E-03 0.208 1.0606E-03 0.126 5.4699E-03 0.214 9.4366E-04 0.130 5.0071E-03 0.221 8.3536E-04 0.134 4.6064E-03 0.227 7.5377E-04 0.137 4.2620E-03 0.233 6.8085E-04 0.141 3.9255E-03 0.239 6.0576E-04 0.145 3.615BE-03 0.246 5.1623E-04 0.148 3.3349E-03 0.252 4.4259E-04 0.152 3.0685E-03 0.258 3.6266E-04 0.156 2.8404E-03 0.265 3.3790E-04 0.160 2.6367E-C3 0.271 2.9024E-04 0.163 2.4534E-03 0.277 2.3321E-04 0.167 2.2721E-03 0.284 1.8050E-04 0.171 2.1111E-03 0.290 1.2012E-04 0.174 1.9602E-03 0.296 8.8806E-05 0.178 1.8137E-03 0.302 5.0540E-05 0.182 1.6866E-03 0.309 2.3826E-05 O.iB6 1.5675E-03 0.315 2.1660E-05 0.18E 1.5009E-03 0.321 2.0216E-05 0.193 1.3725E-03 0.328 2.0216E-05 0.197 1.2859E-03 0.334 1.9494E-05 0.200 1.2195E-03 0.340 1.8772E-05 0.204 1.1487E-03 0.347 1.8772E-05 0.208 1.0779E-03 0.353 1.7328E-05 Page 14 0.212 1.0231E-03 0.359 1.7328E-05 0.215 9.6676E-04 0.365 1.7328E-05 0.219 9.1261E-04 0.372 1.5884E-05 0.223 8.5485E-04 0.378 1.5162E-05 0.226 8.0647E-04 0.384 1.4440E-05 0.230 7.6171E-04 0.391 1.4440E-05 0.234 7.1622E-04 0.397 1.3718E-05 0.23B 6.8012E-04 0.403 1.3718E-05 0.241 6.4836E-04 0.410 1.2996E-05 0.245 6.1587E-04 0.416 1.2274E-05 0.249 5.7904E-04 0.422 1.2274E-05 0.252 5.5233E-04 0.428 1.2274E-05 0.256 5.2273E-04 0.435 1.1552E-05 0.260 5.0323E-04 0.442 1.1598E-05 0.264 4.8302E-04 0.447 1.1552E-05 0.267 4.6569E-04 0.454 1.0830E-05 0.271 4.4331E-04 0.460 1.0830E-05 0.275 4.2093E-04 0.466 1.0830E-05 0.278 4.0071E-04 0.473 1.0108E-05 0.282 3.7544E-04 0.479 9.3860E-06 0.286 3.5089E-04 0.485 9.3860E-06 0.290 3.2543E-04 0.491 7.9420E-06 0.293 3.1263E-04 0.498 7.9420E-06 0.297 2.9746E-04 0.504 7.2200E-06 0.301 2.8736E-04 0.510 6.4980E-06 0.304 2.7147E-04 0.517 6.49BOE-06 0.308 2.5848E-04 0.523 6.4980E-06 0.312 2.4620E-04 0.529 6.4980E-06 0.316 2.3537E-04 0.536 5.7760E-06 0.319 2.2382E-04 0.542 5.0540E-06 0.323 2.1299E-04 0.548 5.0540E-06 0.327 2.0433E-04 0.554 5.0540E-06 0.330 1.9133E-04 0.561 4.3320E-06 0.334 1.8194E-04 0.567 4.3320E-06 0.338 1.7184E-04 0.573 4.3320E-06 0.341 1.5812E-04 0.580 4.3320E-06 0.345 1.5234E-04 0.586 4.3320E-06 0.349 1.3501E-04 0.592 4.3320E-06 0.353 1.2707E-04 0.599 4.3320E-06 0.356 1.2202E-04 0.605 4.3320E-06 0.360 1.1552E-04 0.611 4.3320E-06 0.364 1.0830E-04 0.617 9.3320E-06 0.367 1.0397E-04 0.624 4.3320E-06 0.371 9.5304E-05 0.630 4.3320E-06 0.375 9.0250E-05 0.636 4.3320E-06 0.379 8.3030E-05 0.643 4.3320E-06 0.382 7.869BE-05 0.649 4.3320E-06 0.386 7.7254E-05 0.655 3.6100E-06 0.390 7.2200E-05 0.662 3.6100E-06 0.393 6.3536E-05 0.668 3.6100E-06 0.397 6.1370E-05 0.674 3.6100E-06 0.401 5.7038E-05 0.680 3.6100E-06 0.405 5.1984E-05 0.687 3.6100E-06 0.408 4.8374E-05 0.693 3.6100E-06 0.412 4.2598E-05 0.699 3.6100E-06 0.416 3.B988E-05 0.706 3.610DE-06 0.419 3.8266E-05 0.712 3.6100E-06 0.423 3.1768E-05 0.718 3.6100E-06 0.427 2.9602E-05 0.725 3.6100E-06 0.431 2.6714E-05 0.731 3.6100E-06 0.434 2.3826E-05 0.737 3.6100E-06 0.438 2.1660E-05 0.743 3.6100E-06 0.442 1.9494E-05 0.750 3.6100E-06 Page 15 0.445 1.8772E-05 0.756 3.6100E-06 0.449 1.6606E-05 0.762 3.6106E-06 0.453 1.5884E-05 0.769 3.610DE-06 0.457 1.5162E-05 0.775 3.6100E-06 0.460 1.3718E-05 0.7B1 3.6100E-06 0.464 1.2274E-05 0.788 3.6100E-06 0.468 1.1552E-05 0.794 3.6100E-06 0.471 1.0830E-05 0.800 3.6100E-06 0.475 1.0830E-05 0.806 3.61DOE-06 0.479 9.3860E-06 0.813 3.6100E-06 0.483 9.3860E-06 0.819 3.6100E-06 0.486 9.3860E-06 0.625 3.61DOE-06 0.490 9.3860E-06 0.832 3.6100E-06 0.494 6.6640E-06 0.838 3.6100E-06 0.497 8.6640E-06 0.B44 3.6100E-06 0.501 8.6640E-06 0.851 3.6100E-06 0.505 7.9420E-06 0.837 3.6100E-06 0.509 7.9420E-06 0.863 3.6100E-06 0.512 7.2200E-06 0.869 2.8880E-06 0.516 7.2200E-06 0.876 2.8880E-06 0.520 7.2200E-06 0.882 2.8880E-06 0.523 7.2200E-06 0.888 2.8880E-06 0.527 7.2206E-06 0.895 2.B880E-06 0.531 7.2200E-06 0.901 2.B880E-06 0.534 7.2200E-06 0.907 2.8880E-06 0.538 7.2200E-06 0.914 2.8880E-06 0.542 7.2200E-06 0.920 2.8880E-06 0.546 6.4980E-06 0.926 2.6880E-06 0.549 5.7760E-06 0.933 2.8880E-06 0.553 5.7760E-06 0.939 2.6880E-06 O.557 5.0540E-06 0.945 2.8880E-06 0.560 5.0540E-06 0.951 2.8880E-06 0.564 5.0540E-06 0.958 2.6880E-06 0.568 5.0540E-06 0.964 2.8880E-06 O.572 5.0540E-06 0.970 2.8880E-06 0.575 5.0540E-06 0.977 2.8880E-06 0.580 5.1505E-06 0.983 2.8880E-06 0.583 5.0540E-06 0.989 2.8880E-06 0.586 3.6100E-06 0.996 2.8880E-06 0.590 3.6100E-06 1.002 2.8880E-06 0.594 3.6100E-06 1.006 2.8880E-06 0.598 3.6100E-06 1.014 2.8880E-06 0.601 2.6880E-06 1.02i 2.8880E-06 0.605 2.6880E-06 1.027 2.8880E-06 0.609 2.BB80E-06 1.033 2.8880E-06 0.612 2.8880E-06 1.04D 2.8880E-06 0.616 2.8880E-06 1.046 2.8880E-06 0.620 2.6880E-06 1.052 2.1660E-06 0.624 2.888OE-06 1.059 2.1660E-06 0.627 2.1660E-06 1.065 2.1660E-06 0.631 2.1660E-06 1.071 2.1660E-06 0.635 2.1660E-06 1.077 1.4440E-06 0.638 2.1660E-06 1.084 1.4440E-06 0.642 1.4440E-06 1.090 1.4440E-06 0.646 1.4940E-06 1.096 1.4440E-06 0.650 1.4440E-06 1.103 1.444DE-06 0.653 7.2200E-V 1.109 1.4440E-06 0.657 7.2200E-07 1.115 1.4440E-06 0.661 7.2200E-07 1.122 1.4440E-06 0.664 7.2200E-07 1.126 1.444DE-06 0.668 7.2200E-07 1.134 1.4440E-06 0.672 7.2200E-07 1.140 1.444DE-06 0.676 7.2200E-07 1.147 1.4440E-06 Page 16 0 . 6 7 9 7.2200E-07 1.153 1.4440E-06 0.683 7.2200E-07 1.159 1.4440E-06 0.687 7.2200E-07 1.166 1.4440E-06 0.690 7.2200E-07 1.172 1.4440E-06 0.694 7.2200E-07 1.178 1.4440E-06 0.698 7.2200E-07 1.185 1.4440E-06 0.702 7.2200E-07 1.191 1.4440E-06 0.705 7.2200E-07 1.197 1.4440E-06 0.709 7.2200E--07 1.203 1.4440E-06 0.713 7.2200E-07 1.210 1.4440E-06 0.716 7.2200E-07 1.216 7.2200E-07 0.720 7.2200E-07 1.222 7.2200E-07 0.724 7.2200E-07 1.229 7.2200E-07 0.728 7.2200E-07 1.235 7.2200E-07 0.731 7.2200E-07 1.241 7.2200E-07 0.735; 7.2200E-07 1.248 7.2200E-07 D.739 7.2200E-07 1.254 7.2200E-07 0.742 7.2200E-07 1.260 1.2200E--07 Page 17 *** Flow Duration Performance According to Dept. of Ecology Criteria *"* Excursion at Predeveloped '-Q2 (Must be Less Than 0%): -5.7o PASS Maximum Excursion from '-�Q2 tc Q2 (Must be Less Than 0%): --2.90 PASS Maximum Excursion. from Q2 to Q50 (Must be less than l0o): 0.0% PASS Percent Excursion from Q2 to Q50 (Must be less than 500): 0.0% PASS POND MEETS ALL DURATION DESIGN CRITERIA: PASS Page 18 Water Quality Facility Data Basic Wet Pond Volume (91% Exceedance): 29050. cu-ft Computed Large Wet Pond Volume, 1.5*Basic Volume: 435V5. cu-ft 2-Year Stormwater Pond Discharge Rate: O.094 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge Discharge Rates Computed for Node: 1 On-line Design Discharge Rate (91, Exceedance): 0.00 cfs Off-line Design Discharge Rare (91% Exceedance): 0.O0 cfs Page 19 EL Flow Duration Plot - Pond 131 (relocated) Ad PUMN on 1 JI-W �50 l? 1ii:-06 1lle-0S 111 -m 1j1 m 1Dk-m 1L2-01 11 +m Exceedance Probability f Predeveloped / Postdeveloped iiQ2 0 IOL O .2 1 ■� �r ■ ■rm i 1 i Ai (SJ:3) AA 0 1 � u 4 r I p 81 O r 0- 0 [ L CD CD w 0 CD CL Conveyance Calculations„ Subbasin B1 r Appended on: 13:29:36 Thursday, September 22, 2005 File Path: 0:120041FAPWT-04-0321ENGR1Civil\DrainagelStormSHed File Name: May Creek_NEW_02R01_05.wwk Layout Report: May Cr eek Pond _Event Precip (in) pother 1.0000 2 year 2.1000 _ '10 year 3,0000 25 year 3.6000 mm T100 year 4.0000 Reach Records Record Id: May Creek Start ;Section Shape:€Circular YWY ;Uniform Flow Method:Manning's Coefficient: 0 0130 :Routing Method: :Travel Time Translation Contributing Hyd DnNode FCB-MC 01 UpNode DUMMY BEGIN Material IConc-Spun :Size 12" Diam Ent Losses _!Groove End w/Headwall ''Length 10.0000 ft Slope =1.00°fo Up Invert �425.0000 ft Dn Invert 424.9000 ft Conduit Constraints Min Vet Max Vel jMin Slope:;Max Slope;Min Cover( ft/s 15.00 ft/s 4.50% 32.00% 3.00 ft — ';Drop across MH io.0000 ft Ex/Infil Rate0.0000 inlhr Up Invert '424.9000 ft Dn Invert ''Hold invert. Allow 425.0000 f1-__.__. down smaller size. I 1 O:120041FAPWT-04-0321ENGR1Civil\Drain agelStormSHedlMayCreek—Onsite—StormShed_Rprt.doe Page 1 of 32 Record Id: R-MC 01 :Section Shape: 'Circular :Uniform Flow Method: Manning's Coefficient:—10.0130 ;Routing Method: Travel Time Translation Contributing Hyd 3 m DnNode GCB -MC 02 �'UpNode 1CB-MC 01 Material FSmooth CDEP Size 12" Diam — ;Ent Lasses =Groove End w/Headwall 'Length E63.5000 ft ',Slope �------0.50% Up Invert rt =4ft Dn Invert 423.7025 ft Conduit Constraints :Min Vel Max Vel :Min Slope 3Max Slope "Min Cover 2.00 ft/s 15.00 ftls 0.50% 2.00% ~ Wµ 2.00 ft - _.._......_..__._- ;Drop across MH 0.0000 ft lup Invert 423.7025 ft Record Id: R-MC 02. Section Shape: iCircular :Ex/Infil Rate --- 10.0000 in/hr ,Dn Invert 424.0200 ft Uniform Flow Method: iManning's Coefficient: 0.0120 :Routing Method: —travel Time Translation .Contributing Hyd DnNode CB -MC 04 UpNode CB -MC 02 ;Material ;Smooth CDEP Size 12" Diam :Ent Losses _ Groove End wlHeadwali������.���--�--.-�����--.-��-��� Length 143.0000 ft Slope 0.50% Up Invert— -� 423.7025 ft----���� Dn Invert 422.9875 ft Conduit Constraints Min Vel Max Vel ;Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ills 0.50% 2.00% �'2.00 f} Drop across MH �0.0000 ft ExlInfil Rate '0.0000 in/hr Up Invert -�.422.9875 ft� Dn Invert423.7025 ft :Hold up invert. 0:%20041FAPWT-04-0321ENCR\Civi[\Drainage\StormiSHed1M ayC reek—onsite_StormShed_Rprt.doe Page 2 of 32 Record Id: R-MC 03 Section Shape: icircular Uniform Flow Method: Manning's Coefficient: 10.0120 :Routing Method. 'Travel Time Translation ;Contributing Hyd DnNode—GCB-MC 04'UpNode CB -MC 03 Material Smooth CDEP ;Size ' 12" Diam :Ent Losses — iGroove End w/Headwall ;Length --��� 63.5000 ft Slape M�w'0.50% ---- Up Invert 422.9300 ft iDn Invert 422.6125 ft Conduit Constraints Min Vel !Max Vel ;Min Slope ;Max Slope ;Min Cover 2.00 ft/s 115.00 ft/s 10.50% 2.00% ',2.00 ft Drop across MH Up Invert :Match inverts. —~ O.QOQO ft Ex/Infil Rate 422.6125 ft~M 'Dn Invert Record Id: R-MC 04 .0000 in/hr 22,9300 ft Section Shape: - - 'C ular Uniform Flow Method: 'Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation :Contributing Hyd `DnNode GCB -MC 05 UpNode =CB -MC 04 :Material ',Smooth CDEP CDEP Size --- � �12" Diam�- Ent Losses ;Groove End w/Headwall Length 75.0000 ft �',Slope �0.50% Up Invert :422,6125 ft ',Dn Invert 422.2375 ft Conduit Constraints ��----- :Min Vel'Max Vel jMin Slope Max Slope :Min Cover E 2.00 ftJs 15.00 ft/s 10.50% 2.00% 2.00 ft ,Drop across MH -- 30.0000 ft—�Ex/Infil Rate 10.0000 in/hr Up Invert m—- 422.2375_ft �.. Dn Invert 422.6125 ft Hold up invert. O:124041FAPWT-04-0321FNGR\Civil\Drainage\StormSHed%MayCreek Onsite_5tormShed_Rprt.doc Page 3 of 32 Record Id: R-MC 05 `Section Shape:T ,Circular 'Uniform Flow Method: FManning's ;Coefficient: iO.0120 'Routing Method: `Travel Time Translation Contributing Hyd I �DnNode 'CB -MC 07 ?UpNode CB -MC OS Material — ;Smooth CDEP Size 12" Diam Ent Losses iGroove End w/Headwall ;Length Up Invert Conduit Constraints ,Min Vel Max Vel 'Min Slope 'Max Slope ,Min Cover -138.6700 ft 'Slope-----�—�0.50% 422.2375 ft Dn Invert 421.5442 ft 2.00 ft/s 15.00 ft/s ?0.50% 2.00% 2.00 ft Drop across MH 'o.0000 ft Ex/Infil Rate !0.0000 inlltr Up Invert 421.5442 ft Dn Invert €422.2375 R Record Id: R-MC 06 Section Shape: iCircular Uniform Flow Method: 'Manning's :Coefficient: 0.0120 Routing Method: ',Travel Time Translation Contributing Hyd DnNode CB -MC 07� UpNode CB -MC 06 Ma#erial� 'Smooth CDEP 'Size12" Diam Ent Losses Groove End w/Headwall Length 63.5000 ft _....... _.___..__.r__. Slope ......... .-.-,----.-- 50.50% Up Invert 421.4500 ft Dn Invert 421.1325 ft Conduit Constraints _-__.._._.___.__.__ Min Vel :Max Vel ,Min Slope ;Max Slope Min Cover; 2.00 ft/s 15.00 ftls 19.50% `2.00°!0 '-2.00 ft 'Drop across MH 30.0000 ft Ex/Infil Rate 0.0000 in/hr _;......... .... ... Up Invert 421.1325 ft Dn Invert 421.4500 ft 0:120041FAPwT-04-03ZIENGR%CivillDrainage\StormSSed\MayC reek_ansite_StarmShed_Rprt.doc Page 4 of 32 Record Id: R-MC 07 Section Shape: iCircular Uniform Flow Method: 3Manning's 'Coefficient: 10.0120 Routing Method: Travel Time Translation !Contributing Hyd E —` DnNode !CB MC 09 UpNode — ECB-MC 07? i ,Material 'Smooth CDEP ;Size -12" Diam Ent Lasses 1Graove End wlHeadwall �A Length ?133.0000 ft !Slope 0.75% Up Invert '421.1325 ft Dn Invert 420.1350 ft Conduit Constraints Min Vel 'Max Vel Min Slope .Max Slope Min Cover 2.00 ft/s 15.00 ft/s 10.50°/a 2.00%uY____ 2.00 ft Drop across MH 0.0000 ft 'Up Invert +420.1350 ft Hold down invert. m Record Id: R-MC 08 Section Shape: <Circular Ex/Infil Rate _ 0.0000 in/hr --.--___-._.__ Dn Invert 421.1325 ft Uniform Flow Method: Manning's Coefficient: A0120 f Routing Method: Zravel Time Translation ;Contributing Hyd DnNodc ECB-MC 09 UpNode !CB -MC 08 ;Material ;Smooth CDEP Size 12" Diam Ent Losses Groove End w/Headwall Length�.__..__m._ .�..���..63.5000 ft;Slope -- �0.50% Up Invert420.3200 ft Dn Invert 420.0025 ft Conduit Constraints Min Vel 'Max Vel 'Min Slope ;Max Slope :Min Cover _ 2.04 ft/s 15.00 Ells I0.50% ';2.00% 2.00 ft Drop across MH A0000 ft ___._...._.._..__--'Ex/Infil Rate .. -- .0.0000 in/hr 'Up Invert 420.0025 ft Dn Invert E420.3200 ft ;Hold up invert. 0:120041FAPWT-04-032\ENGRICivii\Drain age\StormSHed\MayC reek—Onsite—StormShed—Rprt.doe Page 5 of 32 Record Id: R-MC 09 :Section Shape: �Cireular Uniform Flow Method:Manning's - ;Coefficient: 0A120 Routing Method:�'TraveI Time Translation 'Contributing Hyd; DnNode CB -MC 11 UpNode jCB-MC 09 Material �:Smooth CDEP Size '18" Diam :Ent Losses _ ;Groove End w/Headwall :Length 151.0000 ft �.�.Slope =0.50% Up Invert 419.8200 ft Dn Invert 419.0650 ft - Conduit Constraints ---_____--------.._..-----...__.___.,..._...___.______._. ;Min Vel 'Max Vel {Min Slope ;Max Slope ;Min Cover; 2.00 ft/s ':� 15.00 ft/s A 50% 12.00%._..___ 2.00 ft -_-_.-__-_ Drop across MH �0.0000 ft Up Invert 419.0650 ft Record Id: R-MC 10 Ex/Infil Rate 10.0000 in/hr 'Dn Invert-�- -- 419.8200 ft !section Shape: ;Circular —� Uniform Flow Method: �Manning's Coefficient: =0.0120 Routing Method: Travel Time Translation :Contributing Hyd -- _........ DnNode tB MC 11 UpNode CB -MC 10 Material `Steel -Unlined Size 12" Diam Ent Losses Groove End w/Headwall Length =63.5000 ft Slope !0.50% Up Invert ft� 'Dn Invert 418.8725 ft ---. __ �_.__ Conduit Constraints Min Vel ;Max Vel ;Min Slope :Max Slope''Min Cover, 2.00 ft/s 15.Q0 ft/s ?0.50% 2.00% .2.00 ft :Drop across MH A0000 ft 'Ex/Infil Rate 0.0000 in/hr Up Invert- 418.8725 ft --'Dn Invert ---419.1900 ft O:UO04%FAPWT-04-0321ENGR%CivilWrainage%StormSHed\MayCreek Onsite StormShed—Rprt.doe Page 6 of 32 Record Id: R-MC I Section Shape: lCircular Y Uniform Flow Method: Manning's 'Coefficient: 10.0120� :Routing Method `Travel Time Translation ;Contributing Hyd i DnNode CB -MC 12 UpNode CB -MC 11 MaterialiConc-Spun Size —m18" Diam� Ent Losses iGroove End w/Headwall Length 177.2300 ft rv-- - - �Slope0.50% Up Invert 418.8725 ft On Invert 417.9864 ft Conduit Constraints Min Vel :Max Vel 'Min Slope 'Max Slope 'Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% '2.00 ft 1 :Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr' Up Invert 417.9864Wft Dn Invert _ 4I8.$725 ft Record Id: R-MC 12 Section Shape: Circular Uniform Flow Method: Manning's ;Coefficient: A0120 Routing Method: Travel Time Translation 'Contributing Hyd__ DnNode CB -MC 13 UpNode iCB-MC 12 3 Material `Smooth CDEP Size 18" Diam ;Ent Losses Groove End w/Headwall .Length 63.5000 ft Slope 2.75% Up Invert 4179864 ft µ_- Dn Invert 416.2402 ft Conduit Constraints Min Vel .Max Vel 'Min Slope :Max Slope '',Min Cover' 2.00 ft/s ' 15.00 ft/s '0.50% 2.00% 2.00 ft ;Drop across MH Q.0004 ft Ex/Infil Rate 10.0000 in/hr' Up Invert — `416.2402 ft WDn Invert i417.9864 ft :Hold down invert. Q:120041FAPw'r-04-0321ENGRICivillDrainage\StormSHedlMayCreek Onsite—StormShed_Rprt.doe Page 7 of 32 Record Id: R-MC 13 'Section Shape: Preular Uniform low Method: Manning's Coefficient: A0120 Routing Method:— 'Travel Time Translation:�Contributing Hyd 'DnNode €CB -MC 14 UpNode 13 qW Material ESmooth CDEP Size 18" Diam iEnt Losses iGroo ve End w/H eadwall Length .135.8100 ft Slope 4.25% i 'Up Invert .... ..... ........ 416.2402 ft Dn Invert 414.5426 ft i Conduit Constraints :Min Vel 'Max Vel . ........... ',Min Slope Max Slope Cover 2.00 ft/s 15.00 ft/s 10. 5 0% 2.00% 2.00 ft Drop across MH 0.0000 ft Ex/Infil Rate i0.0000 in/hr Up Invert 414.5426 ft Dn Invert 416.2402 ft I 'Match inverts. Record Id: R-MC 14 ,Section Shape: :Uniform Flow Method: 'Manning's :Coefficient: � 0.0120 .Routing Method: :Travel Time Translation. Contributing Hyd 1 'DnNode :CB -MC 15 UpNode ;CB -MC 14 :Material "Smooth CDEP Size 18" Diam ; Ent Losses 'Groove End w/Headwall 'Length 177.1100 ft Slope : 2.00% ' Up Invert ;414.5426 ft Dn Invert 411.0004 ft i Conduit Constraints i:Min Vel ',Max Vel tMin Slope !Max Slope'Min Cover! .2.00 ft1s 15.00 ft/s 0.50% 2.00% 2.00 ft Drop across MH Ex/Infil Rate =0.0000 in/hr; Up Invert '411.0004 ft Dn Invert 414.5426 ft O:12004TAPWT-04-0321E.N'GR\Civil\Drainage\StormSHed\MayCreek—Onsite—StormShed—Rprt.doc Page 8 of 32 Record Id: R-MC 15 `Section Shape: 'Circular :Uniform Flow Method:Manning's 'Coefficient: '0.0120 ;Routing Method: :Travel Time Translation .Contributing Hyd DnNode !CB -MC 16 UpNode 1CB-MC 15 .Material ;Smooth CDEP Size —�— 18" Diam :Ent Losses :Groove End w/Headwall :Length-----��i119.9200 ft - - 'Slope --�-_ ,4.00%W Up Invert 411.0004 ft Dn Invert 406.2036 ft Conduit Constraints _ _ _ _ :Min Vel :'Max Vel fMin Slope Max Slope :Min Cover'' 2.00 fits '15. 00 ft/s E0.50% 2.00% 2.OQ ft —._........... _............. ...___..._-_____ ,Drop across MH 10.0000 ft Ex/Infil Rate i0.0000 in/hr Up Invert 406.2036 ft Dn Invert Record Id: R-MC 16 Section Shape: —Circular Uniform Flow Method: Manning's Coefficient: 10.0120 Routing Method:Travel Time Translation Contributing Hyd DnNode CB -MC 17 UpNode ?CB -MC 16 Material :Smooth CDEP Size 118 Diam 'Ent Losses�Groove End wlHeadwall ',Length^ _215.8000 ft-------_..__--_'Slope µT 4.25% Up Invert 406,2036 ft Dn Invert 397.0321 ft Conduit Constraints Min Ve1Max Vel :Min Slope!Max Slope :Min Cover 2.00 ft/s � 15.00 ft/s Y0.50% v -v E2.00% r2.00 ft Drop across MH'Q.QOOQ ft� Exllnfil Rate 0.0000 in/hr Up Invert �---_-_--397.0321 ft 'Dn Invert :406.2036 ft Match inverts. O:120041F'AP WT-04-0321ENGRICivillarain age\StormSHedm ayC reek—O nsite_StormS hed—Rprt.doe Page 9 of 32 Record Id: R-MC 17 `Section Shape: 'Circular lUniform Flow Method: =Manning's - � - - _- :Coefficient: ?0.0120 :Routing Method: ;Travel Time Translation lContributing Hyd DnNode 3CB-MC 18� 'UpNode €CB -MC 17 :Material Smooth CDEP ;Size —�18" Diam ;Ent Losses �lGroove End w/Headwall :Length 209.0000 ft :Slope `5.50% up Invert 397.0321 ft Dn Invert 385.5371 ft Conduit Constraints Min Vel Max Vel 'Min Slope `Max Slope '',Min Cover, 2.00 ft/s 315.00 ft/s 10.50% 2.00% 2.0 ft :Drop across MH A0000 ft Up Invert ���--�-----------385.5371 ft Match inverts. Record Id: R-MC IS Ex/Infil Rate i0.0000 izz/hr Dn Invert 397.0321 ft ,Section Shape: 'Circular Uniform Flow Method: 'Manning's Coefficient: `0.0120 Routing Method: Travel Time Translation ',Contributing Hyd E DnNode !CB -MC 20 UpNode €CB -MC 18 Material Smooth CDEP-_____�._..�.� 18" Diam Ent Losses iGroove End wlHeadwall 'Length�.. _ ....,...�w....._ -147.6300 ft _.-.-._.._.,_,Slope 6.00% Up Invert - 185.5371 ft Dn Invert 376.6793 ft Conduit Constraints "Min Vel iMax Vel ;'Min Slope ;Max Slope Min Cover 2 00 ft/s �15.00 ft/s 0.50% =2.00% � 2.00 ft ? Drop across MH -- - . €0,0000 ft �µ Ex/Infil Rate 0.0000 in/hr �up Invert --- - 376.6793 ft Dn Invert E385.5371 ft O-12004TAP WT-04-032%ENGR1CiviMrainage\StormSHedlMayCreek_O nsite_StormShed_Rprt.doe Page 10 of 32 Record Id: R-MC 19 :Section Shape: iCircular E ;Uniform Flow Method: iManning's -- - Coefficient: !0.0120 :Routing Method: 'Travel Time Translation ',Contributing Hyd i DnNode1CB-MC 20 `UpNode CB-MCF 019 :Material ',Smooth CDEP Size �,12 Diam Ent Losses !Groove End w/Headwail 'Length 29.5100 ft 'Slope .... 6.00% Up Invert 379.2800 ft iDn Invert 377.5094 ft Conduit Constraints ;'Min Vel Max Vel Min Slope 'Max Slope '',Min Cover; �3.00 ftls '10.00 ft/s l0.50% -2.00%-� :2.00 R _- Drop across MH 1.0000 ft Ex/lnfil Rate 0.0000 in/hr Up Invert 377.5094 ft Dn Invert '379,2800 ft Match inverts. Record Id: R-MC 20 ,Section Shape: =Circular Uniform Flow Method: 'Manning's 'Coefficient: — �0.0130 w. Routing Method: :Travel Time Translation :Contributing Hyd DnNode €CB -MC 21 ;UpNode CB -MC 20 'Material .Conc-Spun :Size '18" Diam Ent Losses :Groove End w/Headwall Length --- 98.4100 ft 'Slope.�._._..�.._.___'5.50%�.-.�.W.- Up Invert -376.6793 ft �lDn Invert 371.2668 ft Conduit Constraints ;Min Vel 'Max Vel :Min SlopeMax S1opeMin Cover; 3.00 ftls 1 Q.00 ft/s 0.50% 2.00% 2.00 ft Drop across MH �'.O.00OO ft- _.- Ex/Infil Rate~ �0A000 in/hr Up Invert µ 371.2668 ft Dn Invert '376.6793 ft- O:12004TAPWT-04-0321ENGR1Civil\Drainage%StormSHed1M ayCreek—Onsite_5tormShed_Rprt.doc Page I of 32 Record Id: R-MC 21 Section Shape: !Circular Uniform Flow Method: 'Manning's ;Coefficient: 10.0130 :Routing Method: :Travel Time Translation_ :Contributing Hyd — DnNode 'CB MC 23 !UpNode ?CB -MC 21 Material'Conc-Spun Size — v 18" Diam Ent Losses !Groove End w/Headwall Length 142.1500 ft ':Slope 6.25% Up Invert 371.2668 ft Dn Invert 362.3824 ft Conduit Constraints :Min Vel 'Max Vel Min Slope ',Max Slope :Min Cover; 3.00 ftls 10.00 ftls �,0.50% �2.00% 2.00 ft 1 _ --- _ Prop across MH 10.0000 ft Ex/Infil Rate �0.0000 in/hr Up Invert 362.3824 ft Dn Invert 371.2668 ft Record Id: R-MC 22 Section Shape: Circular Uniform Flow Method:Manning's Coefficient: 0.0120 Routing Method: 'Travel Time Translation „Contributing Hyd _ �DnNode ICB-MC 23 'UpNode CB -MC 22 Material !Smooth CDEP :Size 112" Diam Ent Losses Groove End w/Headwall Length `62.5600 ft :Slope �3629752 '8.00% Up Invert -�__-.-- 3679800 ft Dn Invert ft Conduit Constraints .Min Vel :Max Vel ;Min Slope :Max Slope Min Cover, 3.00 ftls 1,10.00 ft/s'0.50% `2.00% :2.00 ft Drop across MH 2.7500 ft Ex/Infil Rate 30.0000 inl l Up Invert .362.9752 ft ',Dn Invert 367.9800 ft 1 0.%20041FAPwT-04-0321ENGi\CiviilDrainagelStormSHed1MayCreek—Onsite—StormShed—Rprt.doe Page 12 of 32 Record Id: R-MC 23 ;Section Shape: Circular 'Uniform Flow Method: Manning's ;Coefficient: D.0120 Routing Method: :Travel Time Translation'�Contributing Hyd I `DnNode CB -MC 24 UpNode 3CB-MC 23 Material- ',Smooth CDEP -~ Size-18" Diann Ent Losses !Groove End w/Headwall Length 185.0000 ft .....___.:Slope 10.00% --- Up Invert 362.3824 ft __._____.....___.._.._....__------ Dn Invert 343.8824 ft m..._._.__ Conduit Constraints Min VA 'Max Vel Min Sin e'Max Slope ''Min Cover �3.00 ftJs 10.00 ftls '0.50% 2.00% 2.00 ft Drop across MH io.0000 ft Ex/Infil Rate 10.0000 in/hr .Up Invert 3343.8824 ft -- _ T ',Dn Invert W- �- 362.3824 ft Match inverts. W WW Record Id: R-MC 24 Section Shape: Circular Uniform Flow Method: ,Manning's Coefficient: 30.0120 Routing Method: _;Travel Time Translation :Contributing Hyd i DnNode-�ECB-MC 25 UpNode `CB -MC 24 '.Material:Smooth CDEP � ::Size __---18" Diam .Ent Losses :Groove End w/Headwall Length 95.0000 ft::Slope Up Invert 343.8824 ft Dn Invert _�_. w....._....—____.__ Conduit Constraints Min Vel !Max Vel Min Slope Max Slope ;Min Cover i 3.00 ftls ' 10.00 ft/s E0.50% - `15.00% Drop across MH �0.0000 ft Up Invert 331.0574 ft Match inverts. _ 13.50% T 331.0574 ft Ex/Infil Rate 0.0000 in/hr Dn Invert 343.8824 ft 0:120041FAPwT-04-0321ENGR1Civil\DrainagelStormSHed%MayCreek Onsite_StormShed—Rprt.doe Page 13 of 32 Node Records Record Id: CB -MC 01 Descrip: ;May Creek Basin Increment A10 ft ;Start El. 424,0200 ft ;Max El. 1427.0200 ft ' Classification'Catch Basin 'Structure Type'CB-TYPE 1 Ent Ke ;Headwall (ke=0.50) !Channelization `Curved or Deflector': �Catch2.000D ft—��--iBottam Area :39700 sf �- Condition Existing Record Id: CB -MC 02 Descrip: May Creek Basin Increment �0.10 ft `Start El.� �423.7025 ft Max El. 427.0200 ft Classification ;Catch Basin Structure Type 1,CB-TYPE 1 Ent Ke — :Headwall (ke=0.50) EChannelization Curved or Deflector Catch 2.0000 ft — _ 'Bottom Area ;3.9700 sf mmm�Mµ Condition Existing Record Id: CB -MC 03 Descrip: ;Increment A 10 ft Start El. —'422.9300 ft M ';Max El. � 425.9300 ft ClassificationCatch Basin „µrvw Structure Type CB -TYPE 1 W -- 'Ent Ke 'Headwall (ke=0.50) lChannelization ;Curved or Deflector. :Catch 2.0000 ft ;Bottom Area 3.9700 sf Condition Existing Record Id: CB -MC 04 Descrip: Increment 10.10 ft Start El. 422.6125 ft :Max El. 425.9300 ft Classification :Catch Basin 'Structure Type GCB -TYPE 1 Ent Ke Headwall (ke=0.50) #Channelization Curved or Deflector Catch :2.0000 ft =Bottom Area 3.9700 sf Condition !Existing 0:12 0041FAPV4'T-04-0321ENGRIC ivil\DrainagelStormSHedlMayCreek_Onsite-5tormshed—Rprt.doe Page 14 of 32 Record Id: CB -MC 05 Descrip: :Prototype Record increment E0.10 ft Start El. 422.23 75 ft 'Max El.425.9400 ft Classification :Catch BasinfStructure Type CB -TYPE 2-48 .Ent Ke — Headwall (ke-0.50) iChannelization !Curved or Deflector Catch — 2.0000 ft 'Bottom Area 12.5664 sf —� !Condition ,Existing Record Id: CB -MC 06 Descrip: Prototype Record :Increment 0.10 ft Start El.421.4500 ft Max El. 424.4500 ft Cl assifi cation'. Catch Basin 'Structure Type ;GRATE INLET TYPE 2 Ent Ke Headwall (ke--0.50) 'Channelization !Curved or Deflector ... _..... .. - Catch 1.2900 ft ;Bottom Area '7.7638 sf :Condition ;Existing Record Id: CB -MC 07 Descrip: �Trototype Record 'Increment .10.10 ft Start El. 421.1325 ft ;Max El. ;Classification Catch Basin !Structure Type CB -TYPE 1 Ent Ke ;Headwall (ke=0.50) 'Channelization ,Curved or Deflector. Catch 2.0000 ft :Bottom Area '3.9700 sf — Condition Existing Record Id: CB -MC 08 Descrip Prototype Record :Increment �0.10 ft �~ Start El. 420.3200 ft _ Max El. 423.3200-ft Classification 'Catch Basin-- 'Structure Type CB -TYPE 1 Ent Ke :Headwall (ke-0.50) lChannelization'Curved or Deflector Catch —2.0000 ft 'Bottom Area 3.9700 sf :Condition Existing 0:120041FAPVVT-04-0321ENGRICivi[\Drainage\StormSHedlMayC reek_Onsite_StormShed_Rprt.doe Page 15 of 32 Record Id: CB -MC 09 ;Descrip: Prototype Record :Increment 0 l0 ft Start El. 417.8816 ft EMax El. i422.9000 ft 'ClassificationCatch Basin €Structure Type 'GRATE INLET TYPE 2': ;Ent Ke 'Headwall (ke=0.50) thannelization =Curved or Deflector Catch — 1.2900 ft'Bottom Area 7.7638 sf Condition Existing Record Id: CB -MC 10 :Descrip: Prototype Record Increment D.10 ft :Start El. -- 419.1900 ft -Max El.3422.1900 ft Classification ;Catch Basin #Structure Type CB -TYPE 1 Ent Ke Headwall (ke=0.50) ..---.------- ._.__.. thannelization iCurved or Deflector Catch 2.0000 ft :Bottom Area 3.9700 sf Condition Existing- Record Id: CB -MC 11 Descrip: Prototype Record —,Increment Start El. �418.8725 ft Max El. Classification Catch Basin ;Structure Type .Ent Ke Headwall (ke=0.50) iChannelization Catch 2.0000 ft :Bottom Area Condition 'Existing — Record Id: CB -MC 12 Descrip: Prototype Record Start El.— 417.9 $ 64 ft Classification Catch Basin :Ent Ke Headwall (ke=0.50) :Catch 2.0000 ft iCondition Existing 0.10 ft 422.7300 ft CB -TYPE I ,Curved or Deflector 3.9700 sf :Increment -� =0.10 ft Max El. -� 423.0100 ft `Structure Type CB -TYPE 2-48 :Channelizatlon iCurved or Deflector. ,Bottom Area `12.5664 sf -- - - 0:12004TAPWT-04-032%ENGR\Civil\DrainagelStormS fledlMayCreek—Onsite_StormShed_Rp rt.doe Page 16 of 32 Record Id: CB -MC 13 Descrip: Prototype Record lIncrement A 10 ft Start E1 416.2402 ft iMax El.-- 419.9800 ftw.... -.-. Classif cation Catch Basin _ 'Structure Type CB -TYPE 1 `Ent Ke Headwall (ke=0.50) IChannelization ECurved or Deflector's Catch 1.4160 ft ;Bottom Area 3.9700 sf Condition Existing Record Id: CB -MC 14 Descrip: —:Prototype Record ;Increment '0.10 ft� ,,Start El. 414.5426 ft — 'Max El. 418.4300 ft :Classification ;Catch Basin ;Structure Type CB -TYPE 1 '•--��-..._.._,....__-._._�_-__.._-,. .--,..,..,-..._....__....._._...._........... :Ent Ke ........ ....-..._.. ,_.,.��._ ..--..r----------___........ Headwall (ke=0.50) _.._.-._E.....,-,..,..,..,-._.--_,�....................._........_.............._._...........; ?Channelization :Curved or Deflector Catch ............._.......-....___.._.;.--___-_.__---._--.-_u_- 1.4160 ft Bottom Area 3.9700 sf Condition ;Existing Record Id: CB -MC 15 Descrip: Prototype Record Inerement 0.10 ft -------.-_...-_.......... :Start El. 411,0004 ft ;Max EL 425.7316 ft Classification Catch Basin ;Structure Type GCB -TYPE 1 Ent Ke T Headwall (ke=0.50) Channelization Curved or Deflector Catch2.0000 ft ;Bottom Area 39700 sf Condition --_ Existing _-�-� Record Id: CB -MC 16 Descrip: Prototype Record ;Increment '0 10 ft :Start El. _ 406,2036 ft Max El. 425.3316 ft :Classification 'Catch Basin ;Structure Type ,CB TYPE T :Ent Ke :Headwall (ke=0.50) !Channelization :Curved or Deflector Catch 1.4160 ft - -Bottom Area 3.9700 sf ---- ......... ... ..... _.._- ,Condition :Existing 0:120041FAP VW-04-0321ENGRICivil\DrainagelStormSHed1M ayC reek—Onsite—StormShed—Rprt.doc Page 17 of 32 Record Id: CB -MC 17 :Descrip: Prototype Record ilncrement A 10 ft Start El. 397.0321 ft ;Max El. 400.8600 ft Classification ,Catch Basin Structure Type �CBJNTE 1� �- ;Ent Ke -Headwall (ke=0.50) .Channelization !Curved or Deflector Catch 2.0000 ft :Bottom Area _.`3.9700 sf -� Condition Existing Record Id: CB -MC 18 Descrip: Prototype Record Start El. 385.5371 ft Classification Catch Basin ........... _..----------- 'Ent Ke _._----- Headwall (ke=0.50) Catch -------_ .2.0000 ft Condition ;Existing__ Record Id: CB -MC 20 Increment 0.10 ft Max El.—423.9807 ft Structure Type CB -TYPE 1 Channelization'Curved or Deflector: ;Bottom Area 3.9700 sf Descrip: Prototype Record ;Increment 10.10 ft-mm._M Start El. 376.6793 ft !Max El. 380.4000 ft Classification ;Catch Basin Ent KeW Headwall (ke=0.50) Catch 2.0000 ft_ Condition''Existing Record Id: CB -MC 21 Structure Type CB -TYPE 1 !Channelization !Curved or Deflector` [Bottom Area 3.9700 sf ;Descrip: Prototype Record Increment 0.10 ft Start El. 371.2668 ft Max El. ;374.9800 ft '.Classification ;Catch Basin ;Structure Type 'CB -TYPE 1 !Ent Ke :Headwall (ke=0.50) ;C elization ¢Curved or Deflector Catch - „1.4160 ft --- mjBottom Area 3.9700 sf Condition :Existing D:120041FAPVff-04-0321ENGR1CivillDrainagelStormSSed\MayCreek Onsite_Stormshed_Rprt.doe Page IS of 32 Record Id: CB -MC 22 Descrip: Prototype Record Increment 0.10 ft 'Start El. '367.9800 ft !Max El. 370.9800 ft .Classification %Catch Basin ;Structure Type ECB-TYPE 1 Ent Ke �'Headwall (ke=0.50) jChannelization ECurved or Deflector: .Catch-�',2.0000 ft 'Bottom Area 3.9700 sf Condition Existing Record Id: CB -MC 23 'Descrip: Trototype Record ;Increment 0.10 ft :Start El. 362.3824 ft- ;Max El. 404.8363 ft yClassification Catch Basin !Structure Type GCB -TYPE 1 .Ent Ke Headwall (ke=0.50) ....... .................. __-____.__._._ Channelization ;Curved or Deflector: Catch 2.0000 ft !Bottom Area E3.9700 sf :Condition Existing -- Record Id: CB -MC 24 Descrip: 1ncrement 0.10 ft Start El. '343.8824 ft ;Max EL 199.2332 ft Classification \Catch Basin 'Structure Type jCB-TYPE 2-48 .Ent Ke - ;Headwall (ke=0.50) lChannelization ;Curved or Deflector Catch 2.0000 ft Bottom Area �12.5664 sf ConditionTmm Existing Record Id: CB -MC 25 �Descrip: _.......__....�... :`Increment � .,., _._0.10 let Start El. m--_- 380.9300 ft u_ . ,.,;Max El. W 390.9300 ft Classification :Catch Basin Structure Type 3CB-TYPE 2-48 Ent Ke Headwall (ke=0.50) iChannelization �Curved or Deflector Catch 2.0000 ft .Bottom Area 12.5664 sf Condition :Existing O.\2004\FAP WT-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek_O nsite_StormS h ed_Rprt.doe Page 19 of 32 Record Id: CB-MCF 019 Descrip: ...... _._.__-_______..------_-.---.__..._____ :Increment 9.10 ft Start El. 379.2800 ftW - - :Max El. 382.2800 ft Classification :Catch Basin ;Structure Type 'CB -TYPE 1 - Ent Ke ,Groove End w/Headwall (ke=0.20} Channeiization',Curved or Deflector Catch 2.0000 ft;Bottom Area 3.9700 sf ;Condition Existing Record Id: DUMMY BEGIN Descrip::Prototype Record'Increment ?0.10 ft :Start El. 425.0000 ft iMax El. 428.0000 ft Dummy Type Node Contributing Drainage Areas Record Id: B-MC 01 Design Method Rational IDF Table: i Seattle Composite C Cale :Description 5SubArea Sub c :Pavement (n=0.90) 0.20 ac 0.90 —Directly Connected TC Cale Type Description Length Slope Coeff MiscTT- TT_' Sheet IMP Smooth Surfaces.: 0.011 f I71.00 ft '0.75% 0.0110 2.10 in :3.40 min Directly Connected TC 3.40min I Record Id: B-MC 02 Design Method Rational IDF Table: Seattle Composite C Cale Description SubArea Sub c_� Tavement (n=0.90) ...�...._.�__ €0 20 ac 0.90 Directly Connected TC Cale Type — Description Length E Slope Coeff Misc j TT Sheet IMF Smooth Surfaces.: 0.011 71.00 ft 0.75% E0.0110 `2.10 in :3.40 min -- Directly Connected TC � 1 3.40min 0:120041FAPWT-04-0321ENGRICivilll)rainagelStormS lied\MayCreek_Onsite_StormShed_Rprt.doe Page 20 of 32 Record Id: B-MC 03 Design Method Rational IDF Table: Seattle Composite C Cale ';Description ;SubArea Sub c _.. Pavement (n=0.90) --- '!0.20 ac 0.90 Directly Connected TC Cale Type € Description! Length Slope Coeff Misc I TT Sheet :IMP Smooth Surfaces.: 0.011 '�155.00 ft 10.75% '0.0110 0.00 in D.00 min Directly Connected ____.._.._.. TC_.�....�_.� 3.14min i Record Id: B-MC 04 _ Design Method Rational IDF Table: Seattle Composite C Cale Description SubArea Sub c Pavement (n= 0.9Q) 0.13 ac ..�__�.. 090 Directly Connected TC Cale :..._ . __..... ____... .....______..... ..__.._:_.__.._. _. ...... _. ___._ _ ____ __._.-._._.__. Type Description Length Slope Coeff Misc TT Sheet ;IMP Smooth Surfaces.: Q.Q11 155.00 ft E0.75% Q.0110 �0.00 in 0.00 min DirectlyConnected TC � 3.14min Record Id: B-MC 05 Design Method _ Rational — IDF Table: Seattle Composite C Cale Description SubArea Sub c I Pavement (n=0 90) Q.16 ac 0.90 Directly Connected TC Cale ' 3 TypeDescription Length Slope Coeff µ Mise TT Sheet `IMP Smooth Surfaces.: 0.011 187.11 ft 0 75% 0.0110 2.10 in 366 min w_ - -A ; Directly Connected TC 3.66min 0:120041FAPWT-04-0321ENGR1Civi[\Drainage\Storm5Hed\MayCreek Onsite_StormShed_Rprt.doe Page 21 of 32 Record Id: S-MC 06 Design Method Rational IDF Table: Seattle Composite C Cale :Description—SubArea Sub c 'Pavement (n=090) �;0.22 ac -- 0 90 -� Directly Connected TC Cale Type- Description ! Length Slope Coeff Misc TT� ' Sheet 'IMP Smooth Surfaces.: 0.011 1245.00 ft 0.75% 0.0110 2.10 in 14.53 min Directly Connected TC-T N 4 53min Record Id: S-MC 07 Design Method Rational IDF Table: Seattle Composite C Cale Description �-- SubArea .. m-:Sub c -- Pavement (n=0.90) :0.22 ac 0.90 _. Directly Connected TC Cale Type Description ` Length E Slope Coeff Misc ' TT Sheet IMP Smooth Surfaces.. 0.011 245.00 ft A75% 0.0110 2.10 in 4.53 min Directly Connected TC 4.53min Record Id: S-MC 08 Design Method Rational IDF Table: Seattle Composite C Calcµ��Y. ____...__...._........ _...... -._....M__-__ Description SubArea :Sub c 4.0 Dwelling Units / Gross Acre (n=0.48) E0.20 ac i0.48 Directly Connected TC Cale Type-- -�- Description Length ' Slope Coeff 1 Misc TT Sheet ;IMP Smooth Surfaces.: 0.011 :187.11 ft 0.75% '0.0110 0.00 in 10.00 nnn --��� Directly Connected TC� � � 3.6bmin- 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHedwayCreek_Onsite StormShed_Rprt.doe Page 22 of 32 Record Id: B-MC 09 ------------ ........_. Design Method Rational IDF Table: Seattle Composite C.Calc _ Description - - SubArea� :Sub c --_- Pavement (n=0.90) � �0.0$ acQ.90 Directly Connected TC Cale _ Type Description ' Length Slope Coeff 1 Misc TT Sheet IMP Smooth Surfaces.: 0.011 106.00 ft 10.75% 0.0110 A00 in 0.00 min Directly Connected TC � 2.32min Record Id: B-MC 10 Design Method Rational IDF Table: Seattle Composite C Cale Description SubArea Sub c Pavement (n-090) -�� 0.20 ac0.90 Directly Connected TC Cale Type Description Length Slope Coeff Misc TT --- - --- ._ --_-__-__.._-- Sheet ;IMP Smooth Surfaces.: 0.011 172.00 ft .0.75% 0.0110 2.10 in ;3.42 min Directly Connected TC 3.42min Record Id: B-MC 11 Design Method 'Description Pavement (n=0.90) Rational IDF Table: Composite C Cale SubArea Sub c 0.20 ac 0.90 Seattle Directly Connected TC Cale Type T Description Length Slope Coeff Misc ' - TT~ Sheet IMP Smooth Surfaces.: 0.011 _ 172.00 ft 0 75% '0.0110 32.10 in 3.42 ruin Directly Connected TC 3.42min ^ b:12o041EAPWT-04-032%ENGR\Ci-,iMrainage\StormSHed\MayCreek Onsite—StormShed_Rprt.doc Page 23 of 32 Record Id: B-MC 12 Design Method i Rational IDF Table: Seattle Composite C Cale ;Description SubArea'Sub c� -- Pavement (n=0.90) '0.20 ac Directly Connected TC Ca1c�T�~ Type- Description �' Length Slope-Coeff Misc TT Sheet 'IMP Smooth Surfaces.: 0.011 196.00 ft 0.75% 0.0110 '2.10 in 3.79 min -------.�.�-����- Directly Connected TC �- ��3.79min Record Id: B-MC 13 Design Method 3 Rational IDF Table: Seattle Composite C Cale 'Description 3SubArea Sub c __..._..� ''Pavement (n=0.90) _ 0.20 ac���.�µ�'0.90 Directly Connected TC Cale Type Description Length Slope Coeff Misc TT Sheet GIMP Smooth Surfaces.: 0.011� 196.00 R �4.00% �0.0110 2.10 in 1.94 min Directly Connected TC 1.94min i' Record Id: B-MC 14 Design Method Rational - IDF Table: _ Seattle -----._.m__m..__��.........w.__.._._...._ Composite C Calc__........�.._ ._..__._.._.. Description-SubArea Sub c 'Pavement (n=0.90) 0.26 ac 0.90 Directly Connected TC Cale Type Description Length Slope Coeff Misc TT .Sheet IMP Smooth Surfaces.: 0.011 159.00 ft 4.00% 0.0110 ,2.10 in 1.64 min Directly Connected TC _._._...._...__._��...,.... 1.64rnin 0.\20041FAPWT-04-0321ENGR\CivicllDrainagelStormSHed\MayCreek Onsite—StormShed_Rprt.doc Page 24 of 32 Record Id: B-MC 1.5 —._____—--------- .___.._..__._____..._........ ____._�___._._._._.__..._.___.__.__..__.____.____.------__.__._._.._..__...._..____-._ Design Method Rational IDF Table: Seattle Composite C Calc..�..-...,....�__.__._ :Description � :SubArea � _._._ Sub c Pavement In--0.901 10.34 ac 0.90 mirecny "nnecteu 1l-, %-nic Type Description Length Slope Coeff Misc TT Sheet ;IMP Smooth Surfaces.: 0.011 195.00 ft 4.00°fo 0.011 Q F2.10 in 193 min Directly Uonnectea 1 C: Record Id: B-MC 16 Design Method---��_ Rational-� � IDF Table: _ Seattle.�- ___.__�.�_......, Composite C Cale :Description � � 'SubArea Sub c� Pavement (n=0.90) 0.23 ac 0.90 Directly Connected TC Cale Type Description Length Slope Coeff Misc ? TT _— _.--___ Sheet ''IMP Smooth Surfaces.: 0.011 120.00 00 ft 6.00% 0.0110 2.10 in 1.12 min Directly Connected TC 1 .12min j Record Id: B-MC 17 Design Method Rational IDF Table: Seattle ... ry Composite C Cale Description SubArea Sub c ........ ... ..... ......._._._....__.-_ Pavement (n=0.90) �0.42 ac 0.90 Directly Connected TC Cale Type Description Length Slope Coeff Misc TT Sheet ;IMP Smooth Surfaces.: 0.011 23I.00 R 6.00% '0.0110 2.10 in 1.88 min Directly Connected TC 1.88min 0:120041FAPNA T-04-0321ENGR%CiviilDrainage%StormSHedlMayCreek_Onsite—StormShed_Rprt.doc Page 25 of 32 Record Id: B-MC 18 Design Method Rational IDF Table: Seattle Composite C Cale ''Description -- SubArea —'Sub c�.�.�.....—� Pavement (n=0.90) — E .40 ac-- _.w,w.._..w.____.-_.__._______._-__.__._�- Directly Connected TC Cale _ _ f -Type Description i Length Slope Coeff Misc TT f 'Sheetµ ;IMP Smooth Surfaces.: 0.011 225.00 ft '5.44% 0.0110 ;2.10 in ' 1.92 min Directly Connected TC1.92min Record Id: B-MC 19 Design Method Rational IDF Table: Seattle �__�..�._.._........_�_ Composite C Cale Description ',SubArea ',Sub c ;Pavement (n=090)0.2$ ac 0.90 I --�---.-����� Directly Connected TC Cale Type ; Description Length Slope Coeff _ _._..__. Misc TT _ Sheet ;IMP Smooth Surfaces.: 0.011 170.00 ft 5.44% D.0110 2.10 in J.53 min Directly Connected TC E 1.53min Record Id: B-MC 20 Design Method _ Rational IDF Table: Seattle Composite C Cale ___.____. __ ------ _... -.......... ___________ . _____ Description 3 SubArea Sub c Pavement (n=0.90) 0.28 ac :0.90 Directly Connected TC Cale ^ Description- Length 'Slope -Coeff Type Misc TT µ _ Sheet GIMP Smooth Surfaces.: 0.011 170:00 ft `;5.44% 70.0110 :2.10 in 1.53 min Directly Connected TC —�� 1.53inzn 0:120041FAPWT-04-032TNGR1CivilDrainage\StormSHed\MayCreel: Onsite_StormSh ed_Rprt.doc Page 26 of 32 Record Id: B-MC 21 Design Method Description 'Pavement (n--0.90) E Rational IDF Table: Composite C Cale SubArea''Sub c �0.17 ac 0.90 Seattle Directly Connected TC Cale Type Description Length - Slope Coeff Misc TT :Sheet GIMP Smooth Surfaces.: 0.011 120.00 ft-`5.44% 0.0110 '2.10 in 1.16 min Directly Connected TC .�l .l 5minmm Record Id: B-MC 22 -------- _ Design Method - Rational IDF Table: i Seattle Composite C Cale �.�..�n..�...........�...... ___.�._..._ Description SubArea Sub c Pavement (n=0.90) 0.25 ac 0.90 µWW __.�.�.�.�...-..�. Directly Connected TC Cale ._.......... _ Type Description Length Slope Coeff Misc TT —_-.-._................. Sheet IMP Smooth Surfaces.: 0.011 €120.00 ft 5,44% 0.0110 0.00 in 0.00 min Directly Connected TC1.16min�~, Record Id: B-MC 23 Design Method Rational IDF Table: _ Seattle .�.�..�_.�._.-.Composite C Cale - .. _ ..-.. - ................... .... __.- _--.-._ -.. - -_ _ _ _ - _---.....-- ---------------- ........ _...-...._ :Description SubArca Sub c Pavement (n=0.90) '0.26 ac 0.90 Directly Connected TC Calc _ c Y Type 3 - - w Description Length j Slope Coeff Misc -- -TT Sheet IMP Smooth Surfaces.: 0.011 462.00 ft '5.44% 0.0110 F2.10 in '.1.47- min Directly Connected TC; 1.47min E 0:120041FAPWT-04-0321ENGR\Civil\Drainage\StormSHed\MayCreek Onsite_StormShed_Rprt.doe Page 27 of 32 Record Id: B-MC 24 Design Method Rational IDF Table: Composite C Cale Description 'SubArea Sub c Pavement (n=0.90) � -;0.26 ac � A90 Directly Connected TC Cale Type Description Length Slope Coeff Misc Sheet ;IMP Smooth Surfaces.: 0.011 :194.00 ft 5.44% 0.0110 2.10 in Directly Connected TC_. Record Id: B-MC 25 Design Method Rational IDF Table: __...._.__Composite C Cale�� '',Description .SubArea � Sub c .... ,Pavement (n=090) -F0.23 ac- T 0.90 Directly Connected TC Cale Seattle 3' TT 1.70 min 1.70nun Seattle Type Description Length Slope ;Coeff :Misc TT Sheet `IMP Smooth Surfaces.: 0.011 11100 ft 5.44% 0.0110 2.10 in 1 10 min Directly Connected TC 1.10min 0:120041FAPWT-04-032%ENGR\Civil\Drainage\StormSHed\MsyCreekOnsite—StormShed—Rprt.dor Page 28 of 32 Appended on: 13:38:29 Thursday, September 22,2005 ROUTEHYD [] THRU [May Creek Pond] USING Seattle AND 125 yr] NOTZERO RELATIVE RATIONAL Reach. Area TC Flow Full Q Full Fu€nDepthl She j nVel Wel CBasin ID (ac) �(min) (c f s) (efs) ratio (ft) MIS) I (ft/s) Hyd R-MC �0.2500! 0.14 22 14 6511 ------ ------ -- 12" :'10. 9463 10.06 f 0.1655 1 7.6428 �Diarn i 13.93 72. B-MC 22 R-MC 0.2000' 3.81 0.5209 1211 .2.7366 0. 19 0.2954 2.6 854 3.4843 B-MC 10 :Diam 10 7-- R-MC 0.2000 0.47 0,2778 12 2.7366 0.10E 0.2153 12,2357 3.4843 .. .......... . B-Mc 08 Diam i 08 R-MC 10.2220 4.92 0.5782 1211 .2.7366 0.21 10.3120 1 2,7633 13.4843 B-MC 06 !Dim 1 06 R-MC. !02000 0.39 03 05209 . 1211 2 .� '366 �O 19 i 0.2954 biam 3.4843 B-MC 03 May Creek 0.0000 0.00 Start .0.0000 .3.5724 E 0.00 0.00oo 0.0000 ,Diam 4485 .5 R-MC 0.2000 3.82 0.5209 2.5261 0.21 0.3081 2,5332 13.2163 B-MC 01 -Diam 01 R-MC 0.4000 4.55 1.0418 .2.7366 JO.38 '0.4282 3.2437 3.4843 B-MC 02 02 R-MC :0.7343 4.89 1.9125 12" 2.7366 0.70 0.6157 3.7693 3,4843 B-MC 04 Diam 04 R-MC 0.8981 5.48 2.3391 12" 2.7367 0.85 0.7114 3.9139 3.4844 B-MC 05 ��Diam 05 R-MC 1.3421 5.93 3,3284 ........... 3.3516 0.99 0,8130 4.8672 4.2674 B-MC 07 i; Dram 07 R-MC 1.6221' 6.50 8.0683 0.45 0.7057 4,4441 4.5657 B-Mc 09 Diam 09 R-MC 10221 7.13 4.3619 3 18" .8.0681 0.54 0.7855 Di 4.6560 4.5656 B-MC 11 11 iarn R-Mc 2.2221 7.25 4.5784 18.9216 0.24 0.502:8 8.8113 10, 7074 B-MC 12 Diara 1 12 R-MC 14221 7.59 4.963 7 I Sit 16.7721 12.7570 0.39 0.6493 iDiarn ', 7.2190 B-MC 13 13 R-MC 2,6821 7.95 5.3855 1 opt 16.1366 Diam 0.5966 8.2218 ,i 9.1315 B-MC . F14 14 R-MC 1515 3.0191 8.13 5.9367 18" 1 22.8207!70.26'[0.5219 Diam 1 '10.859112.9139. ' B-MC 0.-120041FAPI,W-04-032\ENGR\CivillDrainagelStormSHedWayCreek-Onsite-StormShed_Rprt.doe Page 29 of 32 R-Mc' 8.45 6.3248 ---------- :23.5230 0.27 0.5314 11.2876 13.3113 B-MC 16 .3.2491 Piam; 16 R-MC i B-MC 17 8.72 7.0196 26.759610.26 0.5240 Diam7666 17 1 R-MC 4.0671 8.90 m; T6684 1811 27.9495 0.27 0.5372 13.4828 15.8162: B-MC 18 Dram 18 R-MC 0.2800 1.60 0.7292 9.4798 0.08 0.18801211 7.1268 .12.0700 B-MC 19 Diarn! 19 R-C 4.6291' 9.03 8.6558 18" .24.7011 0.35 0.6127 112,7528 13,9779 IDiam B-MC 20 20M R-MC 4.8028 9.21 8.9180 i 181, B-MC I � 0.34 0.6017 13.4600 14,9006 26.3316Diain 21 21 5.3128 9.39 97815 .23 36.0826s 0.27 0.5336 18" 17.3588 20.4186 B-MC Diam 23 R-MC 5.5728 9,47 10.1635 18" 1 .41.92 42 0. 24 10.5028 19.559923.7243 B-MC 24 ;Diann 24 O.UO04\FAP'W'T-04-032\ENGR\Civil\Drainage\StormSHed\MayCreek-Onsite-StorniShed-Rprt.doe Page 30 of 32 3 To a Rch Loss App ^ Bend Junct HW Loss Max Elmm From Node 3 Node (ft} (ft) (ft) Loss (ft) Elev (ft) (ft) CB -MC 24 'CB -MC' 345.8570 ' 0.4758 f 0,0021- ------ 345.3834 399.2332 25 ,WW CB -MC 23 'ECB-4MC {YW364.3120 0.3955 0.0085 ' 0.0236 363.9486 404.8363 CB -MC 22 'CB -MC r 368.4040 ------ ------ E ------ 368,4040 370.9800 23 CB -MC 21 CB -MC 373.0736 23 E ; 0.3725 0.0026 ---- 372.7037 374,9800 CB -MC 20 CB -Mc. 378.5254 0.2924 0.0145 0.0224- 378.2699 380.4000 21 �!CB-MC CB -MC 18 387.2111 ' 0.2450 0.0040 ------ 386.9701 423.9$07 E 20 E CB -MC 17 !CB -MC 398.6011 ' 0.1989 0.0081 ------ 398.4103 400.8600 18 CB -MC 16 E 407.6668 1.8311 0.0744 ------ 405.9101 425.3316 17 CB -MC 15 !CB -MC 412.4013 1.0497 0.0097 ------ 411.3613 ' 425,7316 16 CB -MC 14 CB -MC 415.8674 ? 0.7121 0.0052 ------ 415.1605 ' 41$.430Q 15 E i CB -MC 13 417.5007 ' 1.2056 1.7082 ; ------ 418.0033 419.9800 14 CB -MC 12 GCB -MC 419.1713 ; 0.3366 = 0,4444 -- 419.2791 423.0i 00 13 j CB -MC 11 CB -MC 420.0378 0.3067 0.0035 ` 0.0346 419.7693 422.7300 12 ��CB-MC 10 - CB -Mc: 420.2025 ------ ------ ------ 420.2025 - 422.1900 _._..CB CB -MC 09 -MC :� 11 420.8602 �___�...._.._��.w..�..-._...-w�422.9000 0.3679 0,0032E 0.0249 j 420.5205 €E CB -MC OS CB -MC ; 420.6114 --- - -- -- - j ------ 420.6115 423.3200 E No approach losses at node CB -MC 05 because inverts and/or crowns are offset. iCB-MC F CB -MC 07 422.3869 ------ ? ------ 1 ------ 422.3869 424.3200 09 GCB -MC 422.4112 424.4500 CB -MC 06 ':07 ; 422.4112 ____ ! ------ ------ i 0:12004%FAPWT-04-0321ENCR1CiviMrainage\StormSHedlMayC reek-Onsite-StormShed_Rprt.doc Page 31 of 32 CB -MC 05 CB 423.2344 ; 0.2206 ,' 0.0018 ---- _--._-_-----__-__ 423.0155 425.9400 OMC 3 I No approach losses at node CB -MC 02 because inverts and/or crowns are offset. ; CB -MC 04 CB -MC 423.4929 --- ------ ------ 423.4930 4259300 05 CB -MC 03 GCB -MC = ? 423.9262 ------ j -_---- ------ 423.9261 ' 425.9300 04 CB -MC 02 C C E 424.3053 0.0996 0.1433 ---- 424.3490 427.0200 04 , No approach losses at node DUMMY BEGIN because inverts and/or crowns are offset. C CB -MC 01 2 C E 424.4759 ----- m ------ E ---- - 424.4759 427.0200 -DUMMY ;CB-MC;0.0000 --na _ —na-- --na 4.0000 428.0000 BEGIN 01 C 019 gCF CB-MC':O379.7441 ------ _ ------ 379.7441 382.2800 1 Licensed to: BERGER/ABAM Engineers Inc. 0.120041FAPWT-04-0321ENGRICivihDrainage\StormSHed%MayCreek Gnsite_StormShed_Rprt.doc Page 32 of 32 §$ m ] ( ! ƒ k k ! f §m ym - ke f / § = 6 e - § s \� & / o §« k � � (� �© k !\ � ob \ e e § _ § k � 2} m 44 e \e e _ $ IE .(�k e+fie ® �\ 2|k 2 Al ee 6 [ � k� Q ( � §� § m � ! ] /a Be � } m \ � s � e 7 \ } � B � � � \ � \ ) � § i 0 ] a � \ E / 7 � \ � , � a G ` : c6 - g Backwater Calculations Subbasln B1 4.3.1 CULVERTS METHODS OF ANALYSIS FIGURE 4.3.1.E CRITICAL DEPTH OF FLOW FOR CIRCULAR CULVERTS 120 3,000 114 0.99 108 2,000 102 96 1,000 90 84 0.90 500 78 400 0.80 72 300 Z6 fe xe, 2a0 0.70 60 _ 100 0.60 54 0 w 48 a 50 me � 40 0 0.50 0 30 Q 42 0 20 119110 5.544 0.40 LU 36 0 10 33 02T = 1.0 = , (D i 30 5 gAs D 0.30 ` 27 4 = 0 3 A do 24 2 otC : T 21 1 Note: For all cross -sectional shapes, do can be calculated by 0.20 trial and error knowing that the 18 quantity (Q2T/gA3)=1.0 at critical depth. 15 12 EXAMPLE D = 66 inches, Q=100cfs dc/D - Ratio = 0.50 d� _ (0.50)(66 inches)= 33 inches - (12 inches/ft) dc= 2.75 feet 2005 Surface Water Design Manual 1/24/2005 449 LO 0 O Q 4) CU LM (U m OR O M 6� O d r N CC7 - . 1p C_ a 5� 0 4 0 O O O O O O r N � 0 y o o "O ry M Itd LO 0ti co m .m C U C: m CLS _Q A N r N � � in M +y CD Q Y Q jm La 0 a Cs a o m r N d m m crf + d N 11 (P m Q O a Y O J CO m LC) O V N r i C? r d OID n > fl + � 0, N a Y ay SG Y Qy t ti L c a n ❑ o r d Cl Q L 10J1 O p FU 4 = 2 a C O C3 + C O L E N+ N N E NC) �Ep a — Nn (�� ❑cy)_ CC [1 N D N CU a a v r- N � N � Y J C`7 � S Y C a a m O m II m N N N J T Q d y a N C O ltl O N IL 0 0� J Yyx N C O � C� O j J N -0 O Ll O OND W.Om a N >tla O UJ> . m WmOm 2 C. C f, !� m— O N R Z (U 'C y_Qj C yhh Q} a m 7� G O N .0. (U a m �?, c a a (D Cm m ❑JLE2a EU ? di: C LL T W X W U SQrn 0 -i2 Nr LC r N Cf7 ) CD I- O co m � j CT7 r m' r Lp r CO r-00 r r r- C) CD r N C C C C C C C E E E E E E E C C C E E E C C E E C E C E C E C C C E E E C C E E l a m =q 3 3 7 O 5 n= C m _qq7 _zpt _Zp; U U U U 8 8 8 _q3 _=1 p7 U U U pp7 p7 U a U U U U U U U U LO �r M r O CO Iw CD m d• M N r O ti 0 IT N r L N N N N N r r r r r r r r 0 0 0 0 0 0 {n ty O UUUUUUUUUUUUUUUUUUU i s (� 4D L) m m m m m m m m m m m m m to m m m m Y 000000000000000 Y .]C Y Y Y Y Y Y Y Y Y Y Y Y SC Y 00 SC r C'7 N Lq d' CV N 4 N 4 4 d' M C,M N (fl d' O h M C O C'7 6 O O W Lfl r- M an O r* O_ d' m M M CJ M It 0 0 r~ 1- j L m m M co rm] qM M c07 d• d d d' � � � � d � a 'Ntr 1 47 W 1 0 0 s^ Cri u� [u to h C'+7 m e]. M [+1 t„ C'� C+1 W _ 1`• '!F O� SO, SV N QD C? Q ti r Cf 0 � t:? [V af] O C? C)O4�Gr�ppO QLO(0eG md50N gg a o C] m h Iti P-: (O 1-- m U'l C" 9 CO d' C] h N �# r M O Q Q Q O O r O O C7 0 0 r 0 N r cq Ci? O � �OOOt�O�[3000OOOdOC]C700 J J z = tON(A(00mNOmr ..NNLOr0MN ...0 Y- C) O r N 4 0 4 0 0 0 m NOC7dO000NN0r,000000 4 0 CD 0 0 0 0 C1 4 0 0 0 ej 0 0 C) q o Q r I3 O� n 4 7 7 LAIISCIq S*IC*1tr: RgNngqq n ii ?.['a'j C,'� S Ctk000 Q?9 Ca.C2 QL�C3,0 ¢ ¢ i Cb h tV M V' r d N r w acoM�uatruioeur�Ls�cycnmao1 14(C' c 0 t- ui Lli r: (LD 'to h ax 0 .TT C-4 � tl M h n= r r r r+N N N N N W 7E€ - z w o �cFiwu�cnOD Ln c U MfJ NtC?,sFN.hm pSQr rep-rr:N L11 N N o c� m «riii c 7 e!? M [rJ [+Y s� ,Z sF cl SCSI fit, lfJ 0F. r" �- Cp 4 Cs` [O � Ln 4 m � O m IA.` m y' 6] [*? ■^^ 6 u'S QC?CORS:?..,94pC)00C3gp000C')OC� !C" N O di CO CO L17 t+7- SV' If3 r E1 ago w N�1iNC;lC1lNrrr040QQr4404 t � OC7 G]Q f044 5.�4 C7O4 Q4-CA�a 40 C9 w w J Os�a`sar`Q�I.`c'�`�*ic�*ica M � 4 P cl "T .ems+ Cif CV � N 1� 9 p O M N +;h Cl Crl r r r Orr C� N O O r ;� LL� csooaaaocsa©aooa00000 o a z z r imr C4 0 ej Lrr NC., '.i� mrn fi?Nh�st C'7 `m N 1~ * OODNC4IQIR9P?C1� � 3 G3 �. W (D 6 rq 's'+ 04n r rN CL} C[] CO v(P CQ p M [V ' N CO (O 1h Nw m 0 Cl)t!� C'7 C'IS 4'+7 W d m m r mO (c)iLao 00N O8S`off s'CT (T t 47 C? O 0 O O Q O 0 Q O G 0 G1 0 0 0 4 4 2 2 E c 7 y Lf) 1p 14 to ! i l(i s M (+9 (?] N N N CCI ZE m , m R A h+. �,. 1+ f' ; f� h, M1 .t+ A R ►+O! ill C77 C) CP Q rr �u r, rr-r17 rT7YC?CSC?QG] m (000C>OEDCOd•MO r-N0-ttrOC'V L LLI O c+O Cl N sq l[t t7 N 0U CR CO P,: O m M cl) N m m i` LO CU Oi N CV Mst N N N LLI C Ch C 7 Cl) CO Cl) M d a: € d Nr d }7 d dt Nr OLnmmIRm.Cr cg(n0'r mmMTr O!� 'd W 000()fi?N(O�ONOLQ W OrLnN4?.'i LO - M N m m l+ !- ?3 CP rl— M CD r 04 N N LO AN M -totCD ti h CO ¢) r - et NN NN CA V J VC'3t+7MMMMLrJC"Jd•d•�1 ill U N N N N N N NN r CMr r r r r r 14 d' C C 4 4 0 4 4 4 C7 b b O C7 4 CJ m 0 0 4 C:,O CD O CO C) C5 C;Q C;6 0 0 0 O O 0 a a 0 0 (6 COCO00cpCO: wp0cocoCQCOa000ONCV NNNCV N r }^^ r £= r r r r � r r r r r r r r co ❑ ,Y O N eQ0wNrrtom Mhu)mw M 01 CID d: CD 4 In O1 r DJ N Lf) M .r- r r--_ m r- N r O 1ti Ln CD {� r r m r (O N J d• - CV t~ C77 1z m CD LP] m w CD coN h GO CO � CD co- C f r- U3 r re-^cq; MC'7CDM0WC?C4C'7G3NOL(% r [S Ci ty O Qt- C6 (a q .'I. o cl0 4 O d 'T- d T- 90 N d O C7 0 0 [7 O C7 CL C 03C7NMCV.V€�`-CV m a (D c LO [{r r, r. rr.7r m LA d• M r C:,m h lD LCS d M_ N r CA r-lt) It r N N N N N 0 0 0 0 0 0 U U U U U U C)U U C) C)U U U U U U U C-)N E mCQ6C607CISInebmm[O00t0mmCOr10mEn p C) C) C) C)U U U U U U U U U U U U U Ucm U (U co Lndtco C) 00 1-CDLOdrCO AhLnITN QN N N N CQ r r r r r r r r 0 0 0 0 0 qp m U U U U U U U U U U U U U U U U U U o 0coEDinmmtocamcocogmccCDmmcaco rr U U U U U U U U U U U U U U U U U U LO d' LY] 4 m h O l!"l d' MN_ r_ m !h LCS � N — (Lj N N N N N r r O O O 4 O O m U U U U U U U U U U U U U U U U U U U Gutter Analysis Subbasin B1 Zd=Widtq d=depth @curb d(tw) = depth @edge of travelled way f id Y �E-E- aF 0 C I A C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle M = 6.89 25-Yr MR 7.88 50-YR MRI n = 0.539 25-Yr MR 0.545 150-YR MRI Tc 5.00 min I = m/(TC)An 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, Travel Lane2 Bike Lane Median Sidewalk Other Lanes 11.00 11.00 5.00 6.00 6'00 0.00 Total Width 39.00 feet L-'II6n-'gt"hIF,be'tw— e'en,,, Held by SL1501 max for less than 1 % , Area 5850.0 SF Area 0.1343 Acres 0,0689 Ac Landscaped Qroad 0,38 cfs 0.2032 Ac Total Qbypass 0.00. CfS Qt0tal 0.38 cfs '1130- a d = [Q*St (37 (SL)'0'5)] A(3/8) d = depth of flow at face of curb 0.10 ft 77 --2-5 1 inches Q = the gutter discharge 0..38 cfs. SL = the longitudinal slope of the gutter 0.0075 ftJf t St = the superelevation slope 0.020 ft/ft Zd = the top width of the flow prism 5.21 ft d(tw) = 0.0499 inches OK Width req'd from face of curb Ghee OK 7. �T ;F AW QBp = Q Zd-GW) ZJA(M) Zd = the top width of the flow prism 5.21 ft GW = width of grate inlet perp to flow 1.67 ft Vaned Grate Q = the gutter discharge 0.38 cfs 0 ap= portion of flow outside grate 0.14 cfs 0:Q004TAPWT-04-0321E NG R\Civil\Drainage\Gutter Analysis\Duval I—Gutter_Analysis new06-2 1 -05 xls Sheet: May Creek —Gutter Flow Page 1 of 12 r-AI��k��.yK .aL��LIikQ� �rAI'�.i'JGa rn Zd=Width d=depth @curb lilhA N = eionth n PrIna of Q = C I A C I Seattle m = n= Tc I = m/(Tc)"n Runoff Coef Adjustment Factor Area (pavement) Width Travel Lane, Travel Lane2 Bike Lane Median Sidewalk vtner Lanes Total Width 0.90 jpg 2-11 WSDOT F 6.89 25-Yr MR 7.88 0.539 25-Yr MR 0.545 5.00 min 2.89 in/ hour 3.28 1.10 1 10% Safety Factor ,d Manual, 1997 50-YR MRI 50-YR MRI in/ hour Length begin een C$'s = il< tl>3.Jfeist Held by 5L150' max for less than 1 Area Area Qroad Qbypass Qtotal 7800.0 SF 0.1791 Acl 0.51 cfs 0.14 . cfs 0.65 cfs 0.0918 Ac Landscaped 0.2709 Ac Total €sr�€oE§€�iE €r�.p.__<.'. ....E.;.�. }....Ial:.�r-'.v tt .,..,: ...... ��� .. __.,.._r §:3 _. .k..r ;»€14.�w. ram.:..... . ..... ....5 5_.n..,. .... _._... _.. _ ... 9 :,. .-- d = [Q*St / (37 (S0)n0.5)]n(318) d = depth of flow at face of curb Q = the gutter discharge SL = the longitudinal slope of the gutter St = the superelevation slope Zd = the top width of the flow prism 0.13 ft 1:52 inches cfs ft/ft ft/ft ft d(tw) = 0.3216 inches OK 0.65 0,0075 0.020 6.34 Check Width req'd from face of curb 10.50 OK Ss 6F%Q1(Sfur..z, i „v Qap = Q * ( Zd-GW) / Zdjn(e13) Zd = the top width of the flow prism 6.34 ft GW = width of grate inlet perp to flow 1.67 ft Vaned Grate Q = the gutter discharge 0.65 cfs Q 6,= portion of flow outside grate 0.29 cfs Q:120041FAPWT-04-4321ENGR1Civil\Drainage\Gutter AnalysisOuvall_Gutter_Anaiysis new06-21-05.xls Sheet: May Creek —Gutter Flow Page 2 of 12 IF, 0,66kft Zd=Width d=depth @curb Ee fedgef fi94+20Q�+ e .....Fr Each Sidefe Roadway ...t `.: .,N:.3. M m, ..... .' SIG Q=CIA C 0,90 pg 2-11 WSL OT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n= Tc I = m/(Tc)^n Runoff Coef Adjustment Factor Area (pavemen Width Travel Lane, Travel Lane2 Bike Lane Median Sidewalk Other Lanes 0.539 25-Yr MRI 0.545 50-YR MRI 5.00 min 2.89 in/ hour 3,28 in/ hour -J 1.10 10% Safety Factor 11.00 11.00 5.00 6.00 6.00 0.00 39.00 Length befween '0 00 feet Held by SL,160' max for less than 1 Area 5850.0 SF Area 0.1343 Acres 0.0689 Ac Landscaped Qroad 0.38 cfs 02032 Ac Total Qbypass 0.29 cfs Qtotal 0.67 cfs Deptho1N 4J, f C d = [Q*St (37 * (SL)nO.5AA(318) d = depth of flow at face of curb 0.13 ft 1.54 inches Q = the gutter discharge 0.67 cfs SL = the longitudinal slope of the gutter 0.0075 ft/ft St = the superelevation slope 0.020 ft/ft Zd = the top width of the flow prism 6.42 ft d(tw) = 0.3410 inches OK Chech' Width req'd from face of curb 1 D.50 OK :v.p� lGri.�L 14■ QBP = Q * [ ( Zd-G W )1 Zd]^($/3) 4 = the top width of the flow prism 6.42 ft GW = width of grate inlet perp to flow 1.67 ft Vaned Grate Q = the gutter discharge 0.67 cfs Q BP= portion of flow outside grate 0.30 cfs 0:120041FAPVVT-04-032\ENGR1Civil\Drainage\Gutter Analysis%Duvall_Gutter Analysis new06-21-05.xls Sheet: May Creek -Gutter Flow Page 3 of 12 �tte�l :i�'1r�i1 �,������%aX��►�I�-Y,�'axl''�t/��Ea� . �..':. a .. Zd=Width d(twy =depth @go d=depth @c traveweurb `Gtti[i t7fAN, 11aCiAra1 .. M alaz£; Q=CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n= Tc = ml(TC)"n Runoff Coef Adjustment Factor Area (pavemen Width Qroad TravelLanel Travel Lanez Bike Lane Median Sidewalk 0.539 25-Yr MRI 0.545 5.00 min 2.89 in! hour 3.2E 1.10 1 10% Safety Factor 50-YR MRI in/ hour Lengt#i betweeB' t5ti`00�feefHeld by SL,150' max for less than 1% 5850.0 SF 0.1343 Acres .0.38 cfs Qbypass 1 0.30 Jcfs Qtotal I 0.69: cfs 0.0689 Ac Landscaped 0.2032 Ac Total C)ephfli Floira s ; «. ... .,-, ..- .....«.,. .. .,�...a:3 .sx �EcrE,x M= o�.... �::.. ..... ..m:.. .. ,. a.. m..,...„. ............. ._._..c.' .,.,...,.. .an i+i€i:-%4. ti.F.�.F..c...F........ .._......... �. d = [Q*St l (37 (SL)AD.5)]A(3/8) d = depth of flow at face of curb 0,13 ft 1.55 inches Q = the gutter discharge 0.69 cfs SL = the longitudinal slope of the gutter 0.0075 ft/ft St = the superelevation slope 0.020 ft/ft Zd = the top width of the flow prism 6.47 ft d(tw) = 0.3525 inches OK `deck Width req'd from face of curb 10.50 OK s NMI! �1.�'..� ....,...� ,f '.,.... : .:... ...,.,...T.. .m�.;..z .E, £ :1� "_ er �..r�::�.. .h .�....... ..........._x 6',b: QBP = Q * [ (Z�-GW) / 2�]p(813) Zd = the top width of the flow prism 6.47 ft GW = width of grate inlet perp to flow 1.67 ft Vaned Grate Q = the gutter discharge 0.69 cfs Q Bp= portion of flow outside grate 0.31 cfs 0:120041FAPwT-04-0321ENGR1Civil%Drainage\Gutter Analysis\Duvall_Gutter_Analysis new06-21-05_xls Sheet: May Creek —Gutter Flow Page 4 of 12 utrfl�w D71JCaai..Cretlt�lcway.. __.' ` . _ Zd=Width E =dw@geo d=e@curb a y e ETA '94+4 �IIIZI+9Q. ,., ,. aCii EaL,G ..� adwayk sFE,F i� =CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MR! 7.88 50-YR MRI n= Tc = ml(Tc)^n Runoff Coef Adjustment Factor Area (pavement) Width Qroad Qbypass Qtotal Travel Lane, Travel Lane2 Bike Lane Median Sidewalk Total Width 25-Yr MRI min in/ hour 50-YR MRI in/ hour 0.539 0.545 5.00 2.89 3.28 1.10 10% Safety Factor 11.00 11.00 5.00 6.00 6.00 0.00 39.00 feet �Lextg been;C�'s, ...;'.... �eet,�Held by SL 150' max for less than 1% Area d = [Q*St 1 (37 * (SL)'D 5))A(318) 5850.0 SF 0.1343 Acres 0.38 cfs 0.31 cfs 0.69 cfs 0.0689 Ac Landscaped 0.2032 Ac Total d = depth of flow at face of curb 0.13 ft 1.56 inches Q = the gutter discharge 0.69 cfs SL = the longitudinal slope of the gutter 0.0075 ft/ft St = the superelevation slope 0.020 ft/ft Zd = the top width of the flow prism 6.50 ft d(tw) = 0.3594 inches OK Beck Width req'd from face of curb f 0.50 OK QEP = Q 1( Zd-GW) ! Zd]^( N Zd = the top width of the flow prism 6.50 ft GW = width of grate inlet perp to flow 1.67 ft Vaned Grate Q = the gutter discharge 0.69 cfs Q BP= portion of flow outside grate 0.31 cfs 0:120041FAPVVT-04-0321ENGRICivil\DrainagelGutterAnalysis\Duvall_Gutter-Analysis newO6-21-05_xls Sheet: May Creek -Gutter Flow Page 5 of 12 asm, I d=depth W, sid e ebf:1021 Q=CIA G 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle M = 6-89 25-Yr MRI 7.88 50-YR MRI n 0.539 25-Yr MRI 0.545 150-YR MRI Tc 5.00 min I = m/(TC)A n 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 J 10% Safety Factor Area (pavement) Width Travel Lane, Travel Lane2 Bike Lane Median Sidewalk Other Lanes 11.00 feet 11.00 5.00 6.00 6.0 39.00 Total Width 78.00 6twemax for less than 1% em, s §0 "'t � �" �'� fe Held by Area 1.1700.00: SF Area 0.2686 Acres 0.0689 Ac Landscaped Qroad 0.77 cfs 0.3375 Ac Total Obypass 0.14 cfs Qtotal 0.91 cfs F. .. .......... . ... .... . .... .. d = [Q*St I (37 (SL d = depth of flow at face of curb 0.186 ft 2.24 inches Q = the gutter discharge 0.91 cfs SL = the longitudinal slope of the gutter 0.0075 ft/ft St = the superelevation slope 0.040 fUft (avg cross slope) Zd = the top width of the flow prism 4.66 ft d(tw) = 0.0000 inches OK Zd < Bike Lane Width 0 Width req'd from face of curb 10.50 OK E QBP 0 Zd-GW) I Zd] ON Zd = the top width of the flow prism 4.66 ft GW = width of grate inlet perp to flow 1.67 ft * = the gutter discharge 0.91 cfs * BF= portion of flow outside grate 0.28 cfs 0:120041FAPWT-04-032lENGRICivilkDrainage\Gutter AnalysisOuvall_Gutter—Analysis new06-21-05.xls Sheet: May Creek —Gutter Flow Page 6 of 12 l r.W R �OAWAIL.��re/Coal Zd=Width d=depth @ curb d(tw) = depth @ edge of travelled way Fr�FS►ulr,lr�tnrs west t....:..�, w...., i,.... _...d Q =CIA C 0.90 pg 2-11 WSDOT H d Manual, 1997 l Seattle M = 6.89 25-Yr MRI 7.88 50-YR MR[ n = 0.539 25-Yr MR[ 0.545 50-YR MRI Tc 5.00 min I = ml(Tc)An 1 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, Travel Lane2 Bike Lane Median Sidewalk Other Lanes 11.00 feet 11.00 5.00 6.00 6.00 39.00 Total Width 78.00 L tla betwe n'lS6's 15fi�f10 feet Held by St 150' max for less than 1 Area 11700.00 SF Area 0.2686 Acres 0.0689 Ac Landscaped Qroad 0.77 cfs 0.3375 Ac Total Qbypass 0.28 cfs Qtotal 1.05 cfs Dep#h flow " 3 ., c.. .. .... ... .....„. __..x ..,_......._.mac .., ,.. - d = [Q*5t (37 * (SL)'0.5)ln(318) d = depth of flow at face of curb 0.229 ft 2.75 inches Q = the gutter discharge 1.05 cfs SL = the longitudinal slope of the gutter 0.0075 ft/ft St = the superelevation slope 0.060 ft/ft Zd = the top width of the flow prism 3.81 Ift d(tw) = 0.0000 inches OK Zd < Bike Lane Width Check Width req'd from face of curb 10.50 OK QBP = Q * [ ( Zd-GW) / Zd]A(813) Zd = the top width of the flow prism 3.81 ft GW = width of grate inlet peril to flow 1.67 ft Use rotated Grate Inlet Type 2 Q = the gutter discharge 1.05 cfs Minimizes by pass flow Q gp= portion of flow outside grate 0.225 cfs 0.120041FAPWT-04-0321ENGR1Givi[kDrainage\Gutter Ana lysisldwall_Gutter_Anaiysis new06-21-05.xls Sheet: May Greek -Gutter Flow Page 7 of 12 .. .... e E— u##er Ffoanr ;��al� 34vet�Ca1 eek?!arkr _ Basiir, B Zd=width d=depth @ curb 6.ii$UUjAT, Q=CIA C 0.90 Ipg 2-11 W�DOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.8$ 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 min I = ml(Tc)"n 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, Travel Lane2 Bike Lane Median Sidewalk Other Lanes 11.00 11.00 5.00 6.00 6.00 39,00 Total Width 78.00 Length betn1 3OQ I t3 felt E Held by SL 300' max for grades 3-B°/° Area 234.00.00 SF Area 0.5372 Acres 0.1377 Ac Landscaped Qroad 1.54 cfs 0.6749 Ac Total Qbypass 0.225 cfs Qtotal 116 cfs Depih ,of low.:, E d - [Q'St 1(37 * (SL)„ a.$)]„ (s/8) d depth of flow at face of curb 0-192 f1 F 2.30 inches Q = the gutter discharge 1.76 Cfs 5L = the longitudinal slope of the gutter 0.0544 ft/ft St = the superelevation slope 0.060 ft/ft Zd 4 the top width of the flow prism 3.20 ft d(tw) = 0.0000 inches OK 0:12004%FAPW T-04-0321ENGRICivil%DrainagelGutter AnalysisOuvall_Gutter_Analysis new06-21-05.xls Sheet: May Creek —Gutter Flow Page 8 of 12 r F c... [ai AelCoai .reca�k�nr d(tw) = depth @ edge of travelled way d=depth @curb i STD►' xos+ 8 to1 �-i6%stray-a°a; t sidelnuiso west s�ej .._. ...__ __. �. Q=CIA C 0,90 Ipg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6,89 25-Yr MR 7.88 50-YR MRI n = 0.539 25-Yr MR 0.545 50-YR MRI Tc 5.00 min I = ml(Tc)"n 2.89 in/ hour 7778 in/ hour Runoff Coef Adjustment Factor 1 1,10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 39.00 Total Width 78.00 feet Length betWeen .CB's 30f0Y10 feet Held by Su 300' max for grades 3-6% Area 23400.00 SF Area 0.5372 Acres 0.1377 Ac Landscaped Qroad 1.54 cfs 0.6749 Ac Total Qbypass 0..25 cfs Qtotal 1.79 cfs :Deph of Flow d = [Q*SI (37 " (SL)Aa.5)1A(318) d = depth of flow at face of curb 0.149 ft 1.78 inches Q = the gutter discharge 1.79 cfs SL = the longitudinal slope of the gutter 0.0544 ft/ft St = the superelevation slope 0.030 ft/ft (avg cross slope) 7d = the top width of the flow prism 4.96 ft GW = width of grate inlet perp to flow 1.67 ft Q = the gutter discharge 1.79 cfs Q BP= portion of flow outside grate 0.597 cfs 0:120041FAPWT-04-0321ENGR1Civil\Drainage\Gutter Ana lysis\Duvall_Gutter Analysis new06-21-05.xls Sheet: May Creek —Gutter Flow Page 9 of 12 reraar.3uva� l 4t��Clr�r ..' E : �...... d(tw) = depth travelled way Q = C I A C I Seattle m = n= Tc I = m/(Tc)^n Runoff Coef Adjustment Factor Area (paveme Width Travel Lane, Travel Lane? Bike Lane Median Sidewalk Other Lanes Total Width Area Area Qroad Qbypass Qtotal Zd=Width d=depth @curb f 0.90 1pg 2-11 WSDOT Hyd Manual, 1997 6.89 25-Yr MR 7.88 50-YR MRI 0.539 25-Yr MR 0.545 50-YR MRI 5.00 min 2.89 in/ hour 3.28 in/ hour 1.10 1 10% Safety Factor 11.00 11.00 5.00 6.00 6.00 39.00 78.00 300 0f fe J Held by S1., 300' max for grades 3-6% 23400.00 SF 0.5372 Acres 0.1377 Ac Landscaped 1.54 cfs 0.6749 Ac Total 0.597 cfs 2.14 1 cfs :Depth of Fldw. d = [Q*S,1(37 * (SO AO.5T'(318) d = depth of flow at face of curb 0,159 ft 1:91 inches Q = the gutter discharge 2.14 cfs 5L = the longitudinal slope of the gutter 0.0544 ft/ft St = the superelevation slope 0.030 ft/ft (avg cross slope) Zd = the top width of the flow prism 5.30 ft d(tw) = 0.1086 inches OK th,e.6C Width req'd from face of curb 10.50 OK Qep = Q ' [ ( Zd-GW) J Zd]„ (813) Zd = the top width of the flow prism 5,30 ft GW = width of grate inlet perp to flow 1.67 ft Q = the gutter discharge 2.14 cfs Q 3.= portion of flow outside grate 0.779 cfs 0:120041FAPWT-040321ENGRICivil\Drainage\Gutter AnalysisOuvall_Gutter_Analysis new06-21-05.xls Sheet: May Creek —Gutter Flow Page 10 of 12 "OWI:,DUvt114e1Goa[errk..,, Zd=Width 1 d=depth @curb d(tw) = depth @ edge of travelled way ST4'14 r3ir� Z'7 Fw�t Sler,x�n triet��r ,. u w . �._v.�. �... ......_ 8 Q=CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n= Tc = m/(Tc)^n Runoff Coef Adjustment Factor Area (pavement W i� dth Travel Lane, Travel Lane2 Bike Lane Median Sidewalk Other Lanes Total Width Area Area Qroad Qbypass Qtotal d = EQ*St 1(37 * (SL)^D 5)]A(3/8) 0.539 25-Yr MRI 0.545 50-YR MRI 5,00 min 2.89 in/ hour 3.28 in/ hour 1.10 10% Safety Factor 11.00 11.00 5.00 1.50 6.00 34.00 68.50 feet 20550.00 SF 0.4718 Acres 1.35 cfs .0.78 cfs 2.13 cfs d = depth of flow at face of curb 0.2061 ft Q = the gutter discharge 2.13 cfs. SL = the longitudinal slope of the gutter 0.0544 ft/ft St = the superelevation slope 0.060 ft/ft Zd = the top width of the flow prism 3.43 ft 5.5' SW LT Held by SL, 300' max for grades 3-6% 0.1377 Ac Landscaped 0.6095 Ac Total 2.47 inches d(tw) = 0.0000 inches OK Zd < Bike Lane Width Check Width req'd from face of curb 10.5D OK Bypass, low....`. ` E QBP = Q L l Zd-GW) 7-,djA(813) Zd = the top width of the flow prism 3.43 ft GW = width of grate inlet perp to flow 1.67 ft Q = the gutter discharge 2.13 cfs Q &p= portion of flow outside grate 0.361 cfs O:120041FAPWT-04-032\ENGRICivillarainage\Gutter Analysis\Duvall_Gutter_Analysis newO6-21-05.xls Sheet: May Greek —Gutter Flow Page 11 of 12 w., utter jow'. JDuua11 4 a � i re rya ! Zd=Width d(tw) =depth @edge of travelled way d=depth @ curb S' ► 7 5 b 21'�8 fl , r nsiteoning^swto'39� steer stirs )r €.... _., Q=CIA C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n= Tc I = m/(TC)"n Runoff Coef Adjustment Factor Area (pavemer Width Area Area Qroad Qbypass Qtotal Travel Lane, Travel Lane2 Bike Lane Median Sidewalk Other Lanes Total Width 0,539 25-Yr MRI 0.545 50-YR MRI 5.00 min 2.89 in/ hour 3.28 in/ hour 1.10 10% Safety Factor 11.00 11.00 5.00 1.50 6.00 0-1141t, 68.50 feet EE 300'�D0 feet .................. 20550,00 SF 0.4718 Acres 1.35 Icfs 0:36 cfs 1.71 1 Cfs Held by SL. 300' max for grades 3-6% 0.1377 Ac Landscaped 0.6095 Ac Total i of FhOi+jN lb � b d = EQ*St (37 * (5L)h0.5)j"(3I6) d = depth of flow at face of curb 0.170 ft 2 ofl inches Q = the gutter discharge 1.71 Cfs SL = the longitudinal slope of the gutter 0.0544 ft/ft St = the superelevation slope 0.045 ft/ft (avg cross slope) 0:124041FAPWT-04-0321ENGRICivil%DrainagelGutter Analysis\Duvall_Gutter_Analysis newo6-21-45.xls Sheet: May Creek —Gutter Flow Page 12 of 12 Conveyance Calculations Subbasin Bl (Offsite) Appended on: 09:55:28 Friday, September 02, 2005 File Location: 0:120041FAPWT-04-0321ENGR1Civil\Drainage\StormSHed\May Creek—NEW-02-01-05.wwk Layout Report: MC Off -site 'Event ^f Trecip, (in) �other 1.0000 ;2 year '2-1000 �10 year 3.0000 25 year 400 year 4.0000 Reach Records Record Id: CB-MCF 01 !Section Shape: Circular Uniform Flow Method: IManning's Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd ' ,DnNode ;MCF MH1 :UpNode iCB-MCF 001 ;Material Smooth CDEP Size 12" Diam Ent Losses 'Groove End w/Headwall ' 'Length 44.1500 ft Slope 1.00% — - - - ----------- 'Up Invert :420.7500 ft Dn Invert :420.3085 ft p Invert .3085 ft Dn Invert 0.0000 in/hr 420.7500 ft O:12004XFAPVVT-04-0321ENGR1CivillDrainaga%StormSHedXMayCreek—Offsite—StormShed—Rprt.doc Friday, September 02, 2005 Page 1 of 29 Record Id: CB-MCF 02 Section Shape: ?Circular 'Uniform Flow Method:Manning's Coefficient: 0.0120 'Routing Method: 'Travel Time Translation Contributing Hyd DnNode :MCF MH4 UpNode ;CB-MCF 002 Material --�� `Smooth CDEP''Size 12" Diam :Ent Losses `Square Edge wCHeadwall --- --- Length 43.6600ft�''Slope M�'3.00% Up Invert 419.5000 ft Dn Invert 418.1902 ft Record Id: CB-MCF 03 Section Shape: Circular Uniform Flow Method:''Manning's ; Coefficient: _---------------- 0.0120 _ ------------ ---- ;Routing Method: __- _ __ _ - _.-_--------- ;Travel Time Translation �UpNade -._..... ;Contributing Hyd ..... DnNode ---;Smooth CB-MCF 004 ----12" CB-MCF 003 ;Material CDEP� :Size Diam `Ent Losses _ !Groove End wlHeadwall iLength '42.6600 ft Slope 1.00% ----------- -.._.._- _._...-------.._..--- __ .._.... !Up Invert _ .... 421.2394 ft Dn Invert 420.8128 ft - ;'Conduit Constraints .--_----_... .......... ,Min Ve1:Max Vel :Min Slope ;Max Slope Min Cover' 2.00 ftls 15.00 ft/s 0.50% 2.00% 2.00 ft :Drop across MH 0.0000 ft Exllnfil Rate 0.00QQ inlhr 'Up Invert __.... ..... _._ ...-.-------- 420.8128 ft ----.._.... 'Dn Invert -..._-. - 421.2394 ft Match inverts. O:120041FAPWT-04-0321ENGR%CivillDrainagakStormSHedlMayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 2 of 29 Record Id: CB-MCF 04 Section Shape: ICircular Uniform Flow Method:Manning's Coefficient: 0.0120 ! Routing Method: 'Travel Time Translation Contributing Hyd bnNode MCF MH5 �UpNode CB-MCF 004 Material Smooth CDEP Size Diam 'Ent Losses !Groove End w/Headwall Length '63.4700 ft Slope 4.00% Up Invert 1:420.8128 ft ........ ..... .... .. i 1tonduit Constraints Match inverts. Record Id: CB-MCF 05 Dn Invert 420.1781 ft :,Section Shape. Circular . ........ : ;Uniform Flow Method:'Manning's Coefficient: 0.0120 Routing Method: 'Travel Time Translation ;Contributing Hyd !DnNode ;CB-MCF 006 :UpNode CB-MCF 005 Material 'Smooth CDEP Size 18" Diam ',Ent Losses !Groove End w/Headwall - ------- ----- ............... Length 46.8100 ft Slope -up Invert ;421.0003 ft :Dn Invert 420.7662 ft . . .......... .. ..... .... ........ . ,Conduit Constraints . .. ..... . ... .. . ... . .................. Min Vel Max Vel 'Min Slope ;Max Slope Min Cover 2.00 ft/s 15.00 ft/s.0.50% 2.00% 2.00 ft - --- ------ -------- - ...... . ............ . ... . ... ...... ----------- - ...... 'Drop across MH io.0000 ft 'Exlnfll Rate .0.0000 in/hr ............. : 'Up Invert 420.7662 ft 'Dn Invert 421.0003 ft "Match inverts. O:120041FAPWT-04-032kENGRICivillDrainagekStormSHedlMayCreek — Offsite—stormShed—Rprt.doc Friday, September 02, 2005 Page 3 of 29 Record Id: CB-MCF 06 ';Section Shape: ;Circular Uniform Flow Method:'Manning's Coefficient: 0.0120 ------ ---- - Routing Method: 'Travel Time Translation Contributing Hyd DnNode 'MCF MH6�'UpNode CB-MCF 006 'Material ;Smooth CDEP Size 18" Diam Ent Losses �Groove End w/Headwall Length '78.1000 ft Slope 3.00% Vp Invert 420.7662 ft Dn Invert 418.4232 ft ;Drop across MH �0.0000 ft Ex/Infil Rate 'Up Invert 418.4232 ft Match inverts. Record Id: CB-MCF 07 Section Shape: Circular Du Invert ------------------ 0.0000 in/hr 420.7662 ft Uniform Flow Method: Manning's Coefficient: 0.0120 ;Routing Method: Travel Time Translation' Contributing Hyd DnNode MCF M116 UpNode CB-MCF 007 .Material 'Smooth CDEP (Size 12" Diam ;Ent Losses Groove End wlHeadwall ;Length 38.7500 ft Slope 4.00 /o Up Invert 415.7500 ft Dn Invert 414.2000 ft _ ' 'Conduit Constraints ;Min Vel'Max Vel Min Slope !Max Slope ;Min Cover 2.00 ft/s '15.00 ft/s 0.50% 2.00% 3.59 ft� ,Drop across MH - - 10.0000 ft Ex/Infil Rate--'.0.0000 in/hr !Up Invert 414.2000 ft-��- Dn Invert 415.7500 ft Match inverts, 0:120041FAPWT-04-0321ENGR%CiviilDrai nagelStormSHedlMayGreek—Offsite_StormShed_Rp rt.doc Friday, September 02, 2005 Page 4 of 29 Record Id: CB-MCF 08 Section Shape: ECircular Xniform Flow Method: Manning's 'Coefficient: 0.0120 ;Routing Method: Travel Time Translation :Contributing Hyd ' DnNode MCF MH7 'UpNode 'CB-MCF 008 'Material Smooth CDEP Size 12" Diam ;Ent Losses `Groove End w[Headwall. ?Length 41.4000 ft Slope '5.00% 'Up Invert 416.2500 ft ;Dn Invert :414.1800 ft 'Conduit Constraints . ... ........ Min Vel Max Vel Min Slope 'Max Slope 'Min Cover -2.00 ft/s 15.00 ft/s!0.50% 2.00% 3.89 ft ':Drop across MH i0.0000 ft Ex/Infil Rate 0.0000 in/hr 'Up Invert ---------- 414.1800 ft Dn Invert 41b.2500 ft Match inverts. Record Id: CB-MCF 09 `Section Shape; iCircular .Uniform Flow Method: .. .. .. .. .. .. .. .. .. . . ........ .. Manning's .. ....... .. .. .. .... Coefficient: ... . .. ....... -------- 0.0120 Routing Method: Travel Time Translation Contributing Hyd iDnNode MCF MH8 'UpNode CB-MCF 009. ':Material 'Smooth CDEP Diam Ent Losses Groove End w/Headwall ,'Length s54.2500 ft -Slope 'Up Invert 413.0000 ft 'Dn Invert 411-9150 ft ''Conduit Constraints .......... ........... 'Min Vel Max Vel :Min . - - Slope Max Slope ;Min Cover: �2.00 ft/s 45.00 ft/s 0.50% :2.00% ..3.00 ft .. .... ........... ... . ;!Drop across MH ;0.0000 ft .. .. .. .. .. .. .. .. .. .. .. ... .. ;Ex/Infd Rate .0.0000 in1hr .Up Invert 411.9150 ft .. .... .... 'Dn Invert 413-0000 ft ....... O:k20041FAPVVT-04-0321ENGR1CivilWrainagekStormSHedlMayCreek—Offsjte—StarmShed—Rprt.doc Friday, September 02, 2005 Page 5 of 29 Section Shape: ;Circular !Uniform Flow Method: Manning's Coefficient: O.Q12Q ------------ _ _-.. __. - -._-__ _-_-_ ------- Routing Method: Travel Time Translation Contributing Hyd DnNode MCF MHS UpNode�CB-MCF 010 ;Material iSmooth CDEP � .Size �- ,1z" Diam� - ;Ent Losses Groove End w/Headwall . Length 42.3300 ft 'Slope '.,2.00% :Up Invert Invert 415.6200 ft Dn Invert 414.7734 ft Conduit Constraints _ .._... - ... _ ..._ ......... _ _.... ............. .. ..... ,Min Vel Max Vel :Min Slope ;Max Slope Min Cover 100 ft/s 15.00 ft/s ;0.50% 2.00% 2.QQ ft ;Drop across MH 10.0000 ft Up Invert �414.7734 ft Record Id: CB-MCF 11 Ex/Infil Rate 0.0000 in/hr Dn Invert 415.6200 ft ,Section Shape: 'Circular :Uniform Flow Method: Manning's Coefficient: 10.0120 ;Routing Method: ;Travel Time Translation Contributing Hyd DnNade 'MCF MH9 UpNode CB-MCF 011 Material ',Smooth CDEP Size 12" Diam Ent Losses 'Groove End w/Headwall Length 51.8000 ft Slope '3.00% Up lnvert�411.SOOQ ft��......ww�..�.µ........�_.. Dn Invert 410.2460 ft�mm Conduit Constraints 3Min Vel ,Max Vel ':Min --. --- Slope ;Max Slope. Min Cover --- ._ . _. _. _... _...-.. �'2.00 ft/s 15.00 ft/s '0.50% _._ . S.00% 2.00 ft ;Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert '410.2460 ft Dn Invert 411.8000 ft 0:120041FAPWT-04-032LENGRICivillDrainagelStormSHedlMayCreek_OfFsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 6 of 29 Record Id: CB-MCF 12 ,Section Shape: ;Circular 'Uniform Flow Method: ?Manning's 'Coefficient: 0.0120 'Routing Method: _._-._---.-.-.-- Travel Time Translation Contributing Hyd _ :DnNode MCF MH9 UpNode CB-MCF 012 'Material Smooth CDEP - :'Size- '12" Diam 'Ent Losses Groove End w/Headwall Length ._.�.-- 47.5300 ft ,Slopemm________.m_ ------ -__ - 2.00% --- - ----- ........... ... Up Invert 411.8000 ft Dn Invert 410.8494 ft Record Id: CB-MCF EX23RDA ;DnNode GCB-MCF 003 UpNode Cs-MCF �EX23RDA :Material __._._..-.__......- .. 'Smooth CDEP `Size 11211 Dram Ent Losses _--._------ -Groove End w/Headwall __ _...._...._ .. -------- � w .._...._.._-.-.-. ;Length _ _..-_..m-.�'80.0300 ft ..�..�`-.... �...._...-__-�-Slope 1,00% Up Invert � 422.8400 ft EDn Invert -- ---1421.2394 ft -� Q:120041FAPWT-04-0321ENGRICivil lDrainage lStormSHedlMayCreek_OfFsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 7 of 29 Record Id: CB-MCF EX23RDB ;Section Shape: Circular Uniform Flow 'Manning's Coefficient: A.0120 'Method: ;Travel Time Contributing _____ -.- Routing Method: ITranslation Byd DnNode CB-MCF 004 jUpNode CB-MCF EX23RDB Material 'Smooth CDEP .......-_ ESize .............. ........ 12" Diam --._--.-__-.____-..______.--_--_---- __-- Ent Losses _.,.__- -._ _-----__._ _._ ._ _ .___-_.-..___.________________________-___ Groove End w/Headwall _Length 407.1000 ft `Slope 2.50% Up Invert 423 5400 ft �Dn Invert ;420.8625 ft . .. lConduit Constraints :Min Vel -Max Vel 'Min Slope 'Max Slope ',;Min Cover 1.00 ft/s 45.00 ftls 0.50% 1.00% �0.15 ft -- - ;Drop across MH 0.0000 ft - EExlInf*1 Rate 10.0000 in/hr TT M Up Invert 420.8625 ft -- Dn Invert m3423.5400 ft - Match inverts. Record Id: CB-MCF EX24THa Section Shape: Circular !Uniform Flow 'Manning's Method: ;Routing Method: Travel Time Translation :2DnNode ��CB-MCF 005 ;Material ------- -------- ---------- ;Smooth CDEP ;Ent Losses 'Groove End w/Headwall 'Length 58.0000 ft - .-. ............... ___. _ ................. _ Up Invert 421.6400 ft !Coefficient: 0.0120 3 Contributing Oyd VpNode CS-MCt• EX24THA 'Size 12 Diam Slope1,10% 1Dn Invert 421.0003 ft EConduit Constraints :Min Vel ,Max Vel :Min Slope ;Max Slope 'Min. Cover 2.00 ft/s '15.00 ft/s'0.50% 1.00%~ µ 2.00 ft - Drop across MH 0.0000 ft E IxIE i Rate 10.0000 in/hr m421.6400 Up Invert -421.0003 ft jD Invert ft Match inverts. 0:120041FAPWT-04-0321ENGR\Civi IlDrainagelStormSHedlMayCreek—Offsite_StormShed_Rprt. doe Friday, September 02, 2005 Page 8 of 29 Record Id: CB-MCF EX24THb 'Section Shape: Circular Uniform Flow ,Coefficient: �0.0120 !Method: Travel Time Contributing `Routing Method: Translation Hyd 'UpNode .CB-MCFEX24THb OnNode CB-MCF 006 'Material Smooth CDEP � Size Diam :Ent Losses Groove End w[Headwall 1ength 423.7400 ft 'Slope Up Invert . ..... .... .. . . . ........... .. .......... ...... 425.2200 ft ...... :'Dn Invert :420.9233 ft £Conduit Constraints �Min Vel Max Vel Min Slope Max Slope '!Min Cover:! . .......... ..... .. .. .. . . . .. . 2.00 ft1s 15.00 ftls,0.50% 2.00% 1.00 ft .... ....... . ....... Drop across MH 0.0000 ft Ex/InfiLl. Rate :0.0000 in/hr ............ ... .. ........ 'Up Invert 420.9233 ft :Dn Invert ;425.2200 ft 'Match inverts. Record Id: MH-MCF 01 ,:Section Shape: Circular 'Uniform Flow Method: 'Manning's . . .. ........... Coefficient: :0.0120 Routing Method: Travel Time Translation Contributing Hyd; jDnNode 1,MCF MH3 UpNode MCF MH1 'Material Smooth CDEP Size .12" Diam ;Ent Losses Groove End w/Headwall. ,Length �77.2800 ft .0.50% Up Invert 420.3085 ft 'Dn Invert 4199221 ft -Conduit Constraints : 'Min Vel Max Vel Min Slope :Max SlopeMin Cover 2.00 ft/s 15.00 ft/s '0.50% 1.00% .�2.00 ft ..... .. ... 'Drop across MH ;0.0000 ft .. .. .. ... .. .. .. .. .. . . ...... .. E x/InfiI Rate 0.0000 in/hr 'Up Invert 419.9221 ft bn Invert !420.3085 ft 0:\2004\FAPWT-04-032\ENGR\Civil%DrainagelStormSHedlMayCreek—Offsite—StormShed—Rprt.doc Friday, September 02, 2005 Page 9 of 29 Record Id: MH-MCF 02 Section Shape: !Circular Uniform Flow Method: €Manning's 'Coefficient: 10.0120 'Routing Method: 'Travel Time Translation ;Contributing Hyd DnNode ~ :MCF M113 UpNode -- ,MCF M112 ;Material �- Smooth CDEP Size —__-' 12" Diam :Ent Losses Groove End w/Headwall �— Length ----- E28.1600 ft - _ Slope 1.00% --- Up Invert 422.9600 ft Dn Invert 422.6784 ft Record Id: MH-MCF 03 `Section Shapc: � }Circular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: :Travel Time Translation :Contributing Hyd ------ ---- .... DnNode MCF M114 iUpNode MCF MH3 Material ;Smooth CDEP Size 18" Diam __.... 'Ent Losses _.-____.-_._-_._.__-.-_ _____________---.._ iGroove End wlHeadwall --_-._--__________ ________ ------..--. _._._--.... Length _...._--------_....___.__._ .__-_ _ 120.7500 ft . _.--...-. :Slope _.- ................ Up Invert -— 419.9221 ft 'Dn Invert 418.7146 ft Conduit Constraints Min Vet Max Vel :Min Slope;Max Slope 'Min Cover. 2.00 ft/s 15.00 ft/s 0.50% =2.00% :2.00 ft Drop across MH _ i0.0000 fit 'NExlInfil Rate 0.0000 in/hr 'Up Invert 418.7146 ft Dn Invert 419.9221 ft 0:120041FAPWT-04-032%E NGRSCivi 11D ra i nagelStormSHedIM ayCreek_Qffs ite_StormShed_Rp rt.doc Friday, September 02, 2005 Page 10 of 29 Record Id: MH-MCF 04 _._...-__ ____ -_. _... ',Section Shape: !Circular Uniform Flow Method: Manning's Coefficient: 0.0120 ;Routing Method: 'Travel Time Translation 'Contributing Hyd DnNode ;MCF MH5 UpNode ''MCF M114 .Material ';Smooth CDEP Size 18" Diam Record id: MH-MCF 05 �Section Shape ;Circular Uniform Flow Method: -_._-.__-_.------_ Manning's .-. - .. - -- --.._. Coefficient: 0.0120 _ .... ;Routing Method: ..-_ :Travel Time Translation :Contributing Hyd , DnNode MCF M116� UpNode 'MCF M115 .,Material ;Smooth CDEP Size 14" Diam 'Ent Losses ;Groove End w/Headwall ;Length 296.6200 ftSlape1.00°/© Up Invert 416.4693 ft Dn Invert 413.5031 ft Conduit Constraints :Min Vel Max Vel 'Min Slope Max Slope Min Cover 2 00 ft/s 15.00 ft/s 0.50 % 2.00 % 2.00 ft - - _ :Drop across MH - -_..._ 0.0000 ft ........... _..._ Ex/Infil Rate ... .... ... 0.0000 inlhr Up Invert 413.5031 ft Dn Invert 416.4693 ft O:120041FAPWT-04-0321ENGRlCiviilDrainagelStormSHed%MayCreek_OfFsite_StormShed Rprt.doc Friday, September 02, 2005 Page 11 of 29 Record id: MH-MCF 06 £Section Shape: ;Circular Uniform Flow Method: 'Manning's Coefficient: 0.0120 ---_------._. _ ..__-._..-_._- -.._ �.._... 'Routing Method: 'Travel Time Translation Contributing Hyd DnNode 'MCF M117UpNode MCF M116 Material ;Smooth CDEPSize 24" Diam ',Ent Losses :Groove End w/Headwall ;Length 102.5000 ft Slope — 1.00% Section Shape: £Circular `Ent Losses Groove End w/Headwall `Length195.0400 ..................__---.--.--._..__...._ ft ..._ - __... _.__..__._.._ S1ope;1.00% Up Invert 412.4781 ft ........ Dn Invert 410.5277 ft . .. ... ............. :Conduit Constraints £Min Vet Max Vel -Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.54% 2,00% 2.00 ft ....... . Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 410.5277 ft Dn Invert 412.4781 ft Hold down invert. O:120041FAPWT-04-0321E NGR1C ivii1D ra i nagelStormSHedlMayCreek_Offsite_StormS hed_Rprt.doc Friday, September 02, 2005 Page 12 of 29 Record Id: MH-MCF 08 Section Shape: Circular `Uniform Flow Method: Coefficient: 0.0120 .............. --_..._---------- --- - - ,Routing Method: w- .. _ ..... ...... _-- ------ Travel Time Translation .Contributing Hyd DnNode MCI? MH9 UpNode :MCF M118 :Material ;Smooth CDEP Size 24" Diaru ',Ent Losses — 'Groove End w/Headwall — — 'Length 137.1900 ft Slope --- 2.00% ..........- Vp Invert -- _..__........ ......... 410.5277 ft ----- - ---- Dn Invert - _ _ __----- 407.7839 ft -- - .......... ......._.._... Conduit Constraints € :Min Vet Max Vel Min Slope !Max Slope 'Min Cover 2.00 ft/s 15.00 ft/s 0.50% 2.00% 2.00 ft Drop across MH 0.0000 ft - ... _ ._...-_ Ex/InfLl Rate ----._._.._.._._..._._ 0.0000 in/hr i __._..._._..._._.. -, _.. ._._. EUp Invert , ._.... 407.7839 ft Dn Invert 410.5277 ft 'Hold down invert. Record Id: MH-MCF 09 _._ ......... Section Shape: iCircular ;Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: Travel Time Translation ;Contributing Hyd ' �DnNode MCF MH10 UpNode MCF MH9 Material Smooth CDEP Size 24" Diam Ent Losses .............. .. ............... . . _._. Length ';Up Invert Conduit Constraints Groove End w/Headwail ,68.3100 ft Slope -------.-_--_-_ 3407.7839 ft Dn Invert NMin Vel 'Max VeI :Min Slope ',Max Slope :Min Cover '2.00 ft/s 15.00 ft/s Q.50%"µ 2.00% 2.00 ft Drop across MH �0.0000 ft Ex/Infd Rate ,Up Invert - — 405.5297 ft __-,Dn Invert Hold down invert. �3.30%_._. 405.5297 ft 0.0000 in/hr 407.7839 ft 0:120041FAP WT-04-0321EN GRICi villD rai n agelStormSHedlMayCreek_OfPsite—StormSh ed—Rprt. doc Friday, September 02, 2005 Page 13 of 29 Record Id: MH-MCF 10 Section Shape: :Circular :Uniform Flow Method: ',Manning's Coefficient: :0.0120 Routing Method: Travel Time Translation 'Contributing Hyd ',DnNode ;CB-MCF EXCULV UpNode MCF MHIO ' 'Smooth CDEP Size :Material 2 4" Diam Ent Losses iGroove End w/Headwall :Length 77.7800 ft ----- --- :Slope -------- - -- :15.83% ' Up Invert 405.5297 ft Dn Invert ;393.2171 ft 'Conduit Constraints 'Min Vel.Max Vel ';Min Slope 'Max Slope ;Min Cover' 2.00 ft/s :15.00 ft/s 2.00% 1.00 ft :Drop across MH 77 77-- 0.0000 ft Ex/lnffl Rate 0.0000 in/hr 'Up Invert .393.2171 ft :Dn Invert 405.5297 ft 'Hold down invert. Node Records Record Id: CB-MCF 001 ':Descrip: Increment V.10 ft . ..... .... ... ..... ..... .. .. ..... ..... Start El. 420.7500 ft Max El. 424.9000 ft 'Classification lCatch Basin -Structure Type ;CB -TYPE 1 .............. . 'Groove End w/Headwall Curved or .Ent Ke (ke=0.20) Channelization. l .Catch 4.4160 ft 'Bottom Area Condition 'Existing - ------------ Record Id: CB-MCF 002 :Deflector 1.9700 sf 'Descrip: Increment .0.10 ft Start El. :419.5000 ft Max El. 424.0000 ft Classification'Manhole Structure Type CB -TYPE 1 �Condition ,Existing 0:U004T PWT-04-0321ENGRlCivillDrainagelStormSHedXMayCreek—Offsite—StonnShed—Rprt.doc Friday, September 02, 2005 Page 14 of 29 Record Id: CB-MCF 003 Descrip: 'Increment 0.10 ft ;,Start EL 1421.2394 ft 'Max El. 424.5000 ft - - ---------- - - --------------- ,Classification lCatch Basin "Structure Type CB -TYPE 1 ;Ent Ke !Groove End w/Headwall Channelization ;Curved or �(ke=0.20) . ... . .... ........... ........ . .............. Deflector ----- ----- Catch 12.0000 ft Bottom Area 3.9700 sf Condition !Existing Record Id: CB-MCF 004 °Descrip: Increment :0.10 ft - - --------- Start El. 420.8128 ft Max El. 425.7500 ft Record Id: CB-MCF 005 'Descrip. 'Increment 0.10 ft 'Start El. 421.0003 ft 'Max El. 425.0750 ft .. . :Classification 'Catch Basin ................. Structure Type CB -TYPE I -- ----- ---------- --- Ent Ke ...... !Groove End w/Headwall -------------------------- Channelization :-.— ........... . Curved or (kc,---0.20) Deflector 2.0000 ft 'Bottom Area ;3.9700 sf !Condition !Existing Increment 0.10 ft - -- �Max El. ------- '424.7000 ft - ----------- �Structure Type CB -TYPE 1 ----------------- ----------- or Channetization;Deflector ,Curved Bottom Area :3.9700 sf !Condition existing 0:120041FAPWT-04-032%ENGRlCivil%DrainagelStormSHed\MayCreek—Offsite—StormShed_Rprt.doc Friday, September 02, 2005 Page 15 of 29 Record Id: CB-MCF 007 IDescrip: Jncrement Q.10 ft ---------- - .Start El. 1415.7500 ft Max El. 420.3400 ft ----------- -- Classification iCatch Basin ------ Structure Type ',CB -TYPE I Ent Ke =Groove End w/Headwall Curved or 'Channelization Deflector e=0.20) iCatch 2.0000 ft .. ...... . ... Bottom Area 3.9700 sf �,Condition Existing Record Id: CB-MCF 008 'Descrip: Increment '0.10 ft ' Start El. 416.2500 ft Max El. 421.1400 ft ... . ..... ... . iClassification !Catch Basin Structure Type 'CB -TYPE I Ent Ke ------- --- - ;Groove End w/fleadwatl Channelization Carved or l(ke=0.20) Deflector ;Catch -- - ------------------- 2.0000 ft - --------- ----- 'Bottom Area �:3.9700 sf iCondition Existing Record Id: CB-MCF 009 ;:Descrip: ;Start El. 413.0000 ft Uassification Catch Basin Ent Ke :'Groove End w/Headwall j(ke=0.20) !Catch 2.0000 ft �Condition Existing Record Id: CB-MCF 010 'Increment 0.10 ft 'Descrip- Increment .0.10 ft :Start El. 415.6200 ft Max El. 418.6200 ft 'Classification ;Catch Basin ,Structure Type CB -TYPE I `Ent Ke !Groove End w/Headwall Curved or iChannelization: i(ke=0.20) Deflector Catch J.4160 ft ;Bottom Area .3.9700 sf i i Condition 'Existing O:120041FAPWT-04-0321ENGRkCivilkDrainagekStormSHedkMayCreek—Offslte—StormShed_Rprt.doe Friday, September 02, 2005 Page 16 of 29 Record Id: CB-MCF 011 .. . ......... Descrip. ... .. .. .. .. .. .. .. ......... Increment ft --------------- - 'Start El. 411.8000 ft ',Max El. .414.8000 ft - - ------------- - ------------- - ------- lClassification !Catch Basin Structure Type CB -TYPE 1 . ......... . ;Ent Ke !Groove End w/Headwall . ... .. ... .. . ... .. Curved or ;Channelization, (ke=0.20) Deflector lCatch 2.0000 ft 'Bottom Area 3.9700 sf ]Condition ;Existing Record Id: CB-MCF 012 'Descrip: Start El. 411.8000 ft Classification 1Catch Basin !Groove End w/Headwall Ent Ke (ke=0.20) 'Catch 10000 ft ]Condition .......... Existing Record Id: CB-MCF EX23RDA Increment 0.10 ft Max El. 414.8000 ft Structure Type CB -TYPE 2-48 ,Channelization Curved or �Deflector ,Bottom Area �12.5664 sf 'Descrip: 'Increment 0.10 ft Start El. ....... .... 420.9400 ft Max El. 424.9400 ft Classification: Catch Basin Structure TypeCB-TYPE I - -- - Ent Ke ------- 'Groove End w/Headwall . ............ . ;: Curved or Channelization �4e=0.20) :Deflector ;Catch J.4160 ft Bottom Area 3.9700 sf . ...... ... - --- --- Condition Existing Record Id: CB-MCF EX23RDB iDescri Start El. 423.5400 ft ' ------------- --- '!Classification Catch Basin -- -- -------- . ........ Ent Ke 'Groove End w/Headwall : '(ke=0.20) ]Catch 4.4160 ft - -------- -- .. ..... . .... .... i,Condition Existing -0.10 ft 'Max El. 424.6900 ft 'Structure Type CB -TYPE Channelization Curved or Deflector :Bottom Area 3.9700 sf 0:%20041FAPWT-04-032%ENGR\Civil\DrainagelStormSHed%MayCreek—Oftite—StormShed_Rprt.doc Friday, September 02, 2005 Page 17 of 29 Record Id: CB-MCF EX24THA Descrip: Jncrement 0.10 ft :Start El. ---------- - 421.6400 ft Max El. -424.9400 ft --- ----------- !Classification !Catch Basin 'Structure Type,CB-TYPE 1 'Groove End w/Headwall ':Curved or 'Ent Ke Channelization:'Deflector !Catch .......... . ;4.4160 ft - ----- --- :Bottom Area 3.9700 sf ;Condition ;Existing Record Id: CB-MCF EX24THb iCatch ;Condition 1.4160 ft Existing Record Id: CB-MCF EXCULV Increment .Max El. 0.10 ft 435.2200 ft :Structure Type CB -TYPE I 'Descrip: 'Increment 0.10 ft Start El. 405.5300 ft 'Max El. .415.0700 ft !Classification Catch Basin I.. Structure Type;CB-TYPE - -- . ....... ... 248 - ----- - ------------ :Ent Ke ...... ----------- 'Groove End w/Headwall - - I-- Channelization :Curved or �(ke=0.20) Deflector 'Catch 1.0000 ft 'Bottom Area 42.5664 sf !Condition - - ------ --- ---- 'Existing .. .. ... ....... . ..... ... . . . . . Record Id: MCF MH1 Descrip: ;Prototype Record Start El. 420.3085 ft ............ ---- ------- !Classification ;Catch Basin !Groove End w/Headwall Ent Ke '(ke=0.20) Catch 2.0000 ft i ,Condition Existing 0-12D04XFAPVVT-04-0321ENGR1CivillDrainagekStormSHedlMayCreek—Offsite—StormShed—Rprt.doc Friday, September 02, 2005 Page 18 of 29 Record Id: MCF MH1Q 'Descrip: ;Prototype Record :Increment 0.10 ft -----_--- .______ _ __.__.-_-_________.__.---_----._____.-_____.m--_--- _------- _.__._._. Start El. �405.5297 ft Max El. 415.4000 ft -_.---------- w.._...._-..._...__ €Classification >Catch Basin ;Structure Type CB -TYPE 2-48 Ent Ke 'Groove End w/Headwall Channelization -Curved or 4e=0.20) _Deflector ;Catch �2.0000 ft Bottom Area ;Condition ;Existing Record Id: MCF MH2 664 sf Descrip: ;Prototype Record ;Increment 0,10 ft Start El. 422.9600 ft Max El. 426.3100 ft 'Classification Catch Basin 'Structure Type 'CB -TYPE 2-48 Ent Ke �_- 'Groove End w/Headwall Channelization ''Curved or {ke=0.20) Deflector Catch 2.0000 ft Bottom Area 12.5664 sf :Condition W Existing Record Id: MCF MH3 Descrip: Prototype Record Increment 0.10 ft _.......... ....... . _.. ,Start El. €419.9221 ft ;Max El. 427.6700 €t !Classification 'Catch Basin ;Structure Type CB -TYPE 2-48 !Groove End w/Headwa❑ Curved or Ent Ke Channelization 'Deflector 1(ke=0.20) Catch 2.0000 ft ;Bottom Area 12.5664 sf .Condition Existing Record Id: MCF MH4 Descrip: Prototype Record — ;Increment 1.10 ft Catch 2.0000 ft Bottom Area 12.5664 sf 1Condition ',Existing 0:120041FAPWT-04-0321ENGRICivillDrainagelStormSHed%MayCreek OfFsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 19 of 29 Record Id: MCF MH5 Descrip (Prototype Record ;Start El. 1416.4693 ft ---_. _.--..-_ .... . ..... ... ,Classification !Catch Basin :Increment 0.10 ft ------._ :Max El. 424.4700 ft _-_-___._.___._________ _-----___. -_- ;Structure Type CB -TYPE 2-48 !Groove End wlHeadwall Curved or Ent Ke (ke=0.20} FChannelization ;Deflector ..... _...... .._..__._____.. Catch .. _._.._ 2.0000 ft Bottom Area 12.5664 sf �Condition;Existing Record Id: MCF MH6 :Descrip. jPrototype Record ;Increment 0.10 ft ;Start El. '413.5031 ft ;Max El. 422.4100 ft (Classification Catch Basin _ ;Structure Type'�,CB-TYPE 2-48 — Ent Ke �3Groove End w/Headwall Channelization ''Curved or (ke=0.20) Deflector 'Catch 2.0000 ft .�µ.�.-.__..�.�.�-.:Bottom Area ',12.5664 sfW�w_.-._._ Condition :Existing Record id: MCF MH7 'Condition 'Existing Record Id: MCF MH8 Descrip: £Prototype Record Increment 0.10 ft ............ ...... ... . . .... Start El. .410.5277 ft Max El. 420.1100 ft :Classification iCatch Basin _----- --_-.-.-. Structure Type __ CB -TYPE 2-48 - Ent Ke Groove End w/Headwall Channelization :Curved or (ke=0.20) Deflector Catch 2.0000 ft Bottom Area 12.5664 sf Condition Xxisting O:120041FAPWT-04-0321EN GRIC i villDrai nagetStormSHedlMayCreek_Offs ite_StormS hed_Rprt. doc Friday, September 02, 2005 Page 20 of 29 Record Id: MCIF MH9 !Descrip: Prototype Record ',Increment .0.10 ft �Start El. ----- ---- --------- --- 407.7839 ft Max El. 417.2200 ft - ------------_-__-__------ Classification, Catch Basin ------- Structure Type CB -TYPE 2-48 ;Ent Ke iGroove End w/Headwall Curved or Channelization �(ke=0.20) Deflector ----------- !Catch ----- - ----- 2.0000 ft - -- ------------ - oftom Area 42.5664 sf :Bottom Condition Existing Contributing Drainage Areas Record Id: A3a-Offsite 4DF Table: Seattle 'Rational 'Design Method mposite C Cale 'SubArea Sub c Description 4.0 Dwelling Units Gross Acre (n=0.48) 12.90 ac 10.48 Record Id: A3b-Offsite .. ... . ......... T - - - - - - - - - -Design Method Rational 1DF Table: Seattle ,Composite C Cale !,Directly Connected TC J3.44min 0:120041FAPWT-04-0321ENGR%CivillDrainageXStormSHed%MayCreek — Offs Ke_StormShed_Rp rt.doc Friday, September 02, 2005 Page 21 of 29 Record Id: A3c-Offsite Design Method ;Rational IDF Table: Iseattle 'Composite C Cale -_-_.--.-__-W-.._._----------.__---------- Description 'SubArea ;Sub c 4.0 Dwelling Units 1 Gross Acre (n=0.48) E3.51 ac ?0.48 ?Directly Connected TC Cale ;Type Description Length Slope Coeff Misc 'TT -Sheet ,Smooth Surfaces.: 0.011 1182.00 ft 4.00% 0.01]0 '2.10 in 14.23 min ?Directly Connected TC _ 14.23min Record Id: Aid-Offsite ;Design Method � Rational --IDF Table: :Seattle ._ - Composite C Cale Description'SubArea Subc '4.0 Dwelling Units ! Gross Acre (n=0.48) 5.09 ac iO.48 'Directly Connected TC Cale Record Id: AU-Offsite _ __-.--. _......_..._.._-... _ __. _.-._ ..._.-- Design Method ;Composite C Cale cription 4.0 Dwelling Units / Gross Acre (n=0.48) ': Directly Connected TC Cale Type ;Description Length Slope Coeff Misc ITT Sheet Smooth Surfaces.: 0.011 1938.00 ft 4.00% ',0.0110 1.10 in 21.14 min (Directly Connected TC 21.14min 0:120041FAPWT-04-032kENG RICivillDrai nagelStormSHedlMayC reek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 22 of 29 Record Id: A4a-Offsite Record Id: A41b-Offslte Record Id: B-MC 09 `Design Method :Rational IDF Table: Seattle Composite C Cale Description SubArea 'Sub c :Pavement (n=0.90) 0.08 ac 0.90 0:120041FAPWT-040321ENGRICiviIlDrainagelStormSHedlMayCreek_Dffsite_StormShed_Rprt. doc Friday, September 02, 2005 Page 23 of 29 Record Id: B-MCF 003 Design Method iRational JDF Table: :Seattle !Composite C Cale IDescription 'SubArea 'Sub c 4.0 Dwelling Units I Gross Acre (n=0.48) 0.23 ac 10.48 'Directly Connected TC Cale 'Slope iCoeff Mist 'TT 'Length 'i'Type 'Description 246.16 ft 0.75% A.0110 2. 10 in 4.5 5 minSheet :IMP Smooth Surfaces.: 0.011 j'Directly Connected TC 4.55min Record Id: B-MCF 004 Design Method "Rational 'IDF Table: Seattle ! - - - - - - - - - - - - - - - - '" , , '" , , , - , , , ';Composite C Cale Record Id: B-MCF 005 �Design Method dRational JDF Table: 'Seattle �Composite C Cale .Description 'SubArea ,Sub c ,6.0 Dwelling Units Gross Acre (n=0.60) 13.47 ac t60 .. .. .. .. .. .. .. .. Directly Connected TC Cale ;Type 'Description Length 'CoeffMise 0:UO041FAPVVT-04-0321ENGR%CivilkDrainagekStormSHed\MayCreek — Offs1te—stormShed_Rprt.doc Friday, September 02, 2005 Page 24 of 29 Record Id: B-MCF 006 'Design Method Rational IDF Table: $eattle ---------- �Composite C Cale - -- ----------- - ;Description SubArea Sub c ' 6.0 Dwelling Units Gross Acre (n---0.60) 3.51 ac 0.60Directly Connected TC Cale Type �Description 'Length Slope I Coeff Mise TT ' .... ... ... A3c- IMP Smooth Surfaces.: !,Sheet ;i �0.011 4124.00 1.00%.0.0110 Ift 1.10 13.67 m min 'Directly Connected TC 13.67min Record Id: B-MCF 007 Design Method Rational IDF Table: Seattle !Composite C Cale ------ - - --- .Description SubArea ;Sub c 4.0 Dwelling Units Gross Acre (n=0.48) 0.23 ac .0.48 Record Id: B-MCF 008 �; Sheet A3b- IMP Smooth Surfaces.: 0.011 �150.00 ft .1.00% 0.0110 1.10 in J.13 min -------- - --- - ------- 'Directly Connected TC J.13min ................ O:UO04kFAPWT-04-0321E NGR\CivIIIDrain age\StormSHed\M ayC reek—Offsite—StormShed_Rprt. doe Friday, September 02, 2005 Page 25 of 29 Record Id: B-MCF 011 ;Design Method Rational IDF Table: Seattle ------------------- ---- ___.-...--._-.-.-_-_- _ .._--.-.-.__-_- �Composite C Cale Description SubArea !Sub c 4.0 Dwelling Units /Gross Acre (n=0.48)'0.14 ac E0.48 ___.... -----_---__._- £Directly Connected TC Cale ="Type .Description --- ;Length !Slope ECoeff Mist —'TT- ---- ;'Sheet :IMP Smooth Surfaces.: 0.011 1123.13 ff 0.75% i0.0110 0.00 in 0.00 min ------------------ Directly Connected TC '2.62min Record Id: B-MCF 012 Design Method Rational IDF Table: ,Seattle ;Composite C Cale ;Description SubArea ;Sub c !4.0 Dwelling Units I Gross Acre (n=0.48) iO.14 ac 30.48 .Directly Connected TC Cale :Type :Description a--------�.�^---m Length Slope - `Coeff ',Misc�- TTT �_ :Sheet IMP Smooth Surfaces.: 0.011 123.13 ft '0.75% !0.0110 �2.10 in 2.62 min Directly Connected TC 2,62min 0:12004%FAPWT-04-032%ENGRICivillDrai nagelStormSH edlMayCreek_Offsite_StormShed_Rprt.doc Friday, September 02, 2005 Page 26 of 29 ROUTEHYD [] THRU [MC Off -site] USING Seattle AND 125 yr] NOTZERO RELATIVE RATIONAL Reach ID Area TC Flow Full Q Full �nDepth I Size nVel Wei CBasin (ac) (min) ': (cfs) (cfs} ratio ( (ft) 1 (ftJs} (ft/s) / Hyd CB MCF ` rv0.1945 12" B-MCF 0.1400 0.23 6.7032 0.03 0.1167 ;Dim 3.7942 8.5348 011 11 CB-MCF ` 0.1400 2.86 0.1945 I', 5.4731 0.04 0.1294 12 3.2633 6.9686 B-MCF 12 Diam 012 CB-MCF 0.0800 2.59 :'. 0.2084 5.4731 0.04 .� 0�-- 1333 12�� ' 3.3481 6.9686 B-MC 09 :Dram 09 CB-MCF 5.2900 21.39 4.2058 ; 5.4731 0.77 ' 0.6577 ' 12" 7.6782 B-MCF 69686 E i 0 i = Diam 010 -..._ CB-MCF 0 2000 ....... .... ' 1.26 .._............._ 0.3473 _....._ -_. 8.6538 .-_.... ..,..,..,... 12' 0.04 0.1367 5.3783 .....,..,. B-MCF ! -11.0184 ? 08 , Dram 008 CB-MCF__-. 0,2300 4.02 0.3195 7.7402 - ____ _. 12" 0.04 ; 0.1382 4.8719 __. B-MCF 9.8551 07 �Di arn 007 CB-MCF 5 2900 - ...... .. :22.41 ..... ... 3.3781 . ....... 3.8971 - -- 12" 0.87 0.7192 5.5864 A3e- 4.9619 Offsite EX24THb EDiam � CB-MCF 5.0900 EX24THa 21.34 3.2475 4.0644 12"_ 0.80 0.6763 5.7452 Diam Aid- _ 5.1749 Offsite E CBOC 8,5600 21.50 5.9892 8.0683 0.74 ? 0.9620 5.0021 B F 4.5657 D; am QS CB-MCF '.17 3600 22.52 i 1.8240 OM' 0.8361Yu 18" 11.6794 B-MCF 11.1837 06 ;19.7633 � Diam 006 CB-MCF 3 5100 14.47 2.7740 6.1192 0.45 ? 0.4722 12 7.6026 7.7912 A3c- EX231tDB Diam: Offsite CB-MCF 3.4700 13.63n 2.8288 5.4731 12" 0.52 0.51037.0201 6.9686 ' EX23RDA ',Dram Q fb#e CB-MCF 3.7000 13.76 ^' 2.9935 3.8701 0.77 4.6606 12 5.4375 B-MCF 4.9276 ; 03 , Dram ; 003 CB-MCF 7.4600 14.63 5.8441 11.4103 0.51 0.7606 18" 6.4970 .' 6.4569 B-MCF 004 04 Diam CB-MCF ; D 8000 W 1.25 1 1112 6.7032 0 17 0 2759 12" 6.3021 A4h- 8.5348 ;- Offsite 02 Dram MH-MCF ", 2 9000 9.45 2.8728 3.87010 74 ' 0.6411 12" 5.4009 A3a- 4.9276 02 Dram Offsite CB-MCF 0,8000 0.17 --. ..... 1.1112 3.8701 0.29 0.3667 ! 12 4.2577 49276 A4a- Ol Diam ? e Offsite MHOMCF 0.8000 ' 0.56 1.1112 ; 2.7366 '. 0.41 0.4438 `Diam', 3.3007 3.4843 E MI 13.7000 9.80 3.6471 11.4103 0.32 0.5826 " 5.746 8 6A569 OMCF I EDiB MH-MCF 4 5000 10.27 4.3495 11.4103 0.38 0.6420 18" 6.0236 6.4569 04 �_.-,.. ! D -_ Diam 0:120041FAPWT-04-0321ENGRICivilkDrai nagelStormSHedlMayGreek_0ffaite_StormShed_Rprt.doc Friday, September 02, 2005 Page 27 of 29 MH-MCF 11.9600 -------------- . ..... 15.31 9,3130 24.5736 2411 0.38 0.8540 7.2766 7.8220am: 05 'Di MH-MCF - - --- --------- ------- 2411 ...... '29.5500 06 22.71 19.3166:24.5736 0.79 1.3364 !Diam 8.6593 7.82201 MH-MCF 29.7500:23.09 49,3796 24.5736 24" 0.79 1.3394 8.6661 7.8220 07 Diam MH-MCF 35-1200:23.28 :;23.3272;34.7523 i 2411 0.67 1.1997 Diam .111.85601.0620: 08 MH-MCF 3 5.4000 2 3.3 6 2411 0.52 i 1.0278 14.3826 ' 14.2093 09 Diam. MH-MCF 1� 35.4000 �23.41 23.3499:97,7707 24" 0.24 0.6655 Diam 25.5318 �31.1214 10 Rch Loss - - --- --- --- --------- -- App Bend Junct 'i HW Loss Max El From Node I To Node J (ft) (R) (ft) '.Loss (ft) Elev (ft) ..... ...... ---- �394.9334 MCF MHIO CB-MCF 408.4645 .0.8609.0.6524 � - ------ 40 8,2559 415.0000, EXCULV ----------------- MCF MH9 MCF MH 10 410.8499 --- 0.8561 ;0.0030 0.0120 ---- ----- 410.0087 - 417.2200. CB-MCF 011 MCF MH9 412.0290------ ----- ---- 412,0290414.8000 ' CB-MCF 012 MCF MH9 412.0340 - ------ ------ 412,0340 '414.8000 MCF MH8 MCF MH9 413.5976 :0.5909;0.0027 0.1017 413.1112 1420.1100 CB-MCF 009 MCF MH8 413.2429 ------ ------ 413.2429 7 :417.0000: GCB-MCF 010 MCF MH8 -- --------- - ------- 417.1873 ------ ------ ------ 417.1873 418.6200 MCF MH7 MCF MH8 1415.0592 ....... ... .. 0.5870 0.0039 0.0089 414.4850 '427.7000 CB-MCF 008 MCF MH7 ...... . .... 416.5556 ..... ------ ------ ------ 416.5556 421.14001 ,No approach losses at node - ------------ - CB-MCF 006 because inverts and/or crowns are offset. MCF MH6 MCF MH7 416.0770 ------ - ------ ------ 416.0771 '422.4 100 ���,-0-0-7- �---M- C- 'F--M-- - H-, -6--- � -416.0 8 2 8 ------ ------F-4-1-6-.-6-8-2 8-- -420.346-0--i :CB-MCF 006 MCF MH6 423,1610 0.1784;0.3310 0.0655 423.3792 424.7000 CB-MCF CB-MCF 426.4951 ------ ------- ------ 426.4951 435.2200 EX24THb 006 GCB-MCFB-MCF 005 C423.7221 006CF� �0.2655 ------ 423.7493 .425.0750 CB-MCF CB-MCF 424.4761 ------ ------ ------ 424.4761 3424,9400 EX24THA 005 lo approach losses at node CB-MCF 004 because inverts and/or crowns are offset. MCF MH5 MCF MH6 418.0573 ------ ------ ------ 418.0573 424.4700 ............ . ...... ---------- ---- ........... ....... .. ...... .. .. - ----- - - ---- - O:120041FAP1VT-04-0 32ENGMCIA IkD rain agelStormSHecMayCreek - Oftite-stormShed-RprLdoc Friday, September 02, 2005 Page 28 of 29 CB-MCF 004 ' MCF MH5 422.2209 :0.2256 0.1986 0.1185 422.3125 1425.7500 CB-MCF CB-MCF 424.6708 ;------ ', ------ ------ 424.6708 1424.6900 EX23RDB 004 CB-MCF 003 : C p04CF 422.8384 0.2014 0.2595 ------ 422.8965 ,424.5000 CB-MCF ................ CB-MCF 423.9902 ----- ------ - ------ 423.9902 � 424.9400 EX23RDA 003 No approach losses at node MCF MH3 because inverts and/or crowns are offset. MCF MH4 MCF MH5 419.3497 ------ --- - ------ 419.3497 3425.7600' _... ........ ............. -.. _ CB-MCF 002 , MCF MH4 ; 420.1176 ------ ------ ------ 420.1176 424.0000 No approach losses at node MCF MH2 because inverts and/or crowns are offset. MCF MH3 MCF MH4 ; 420.9613 ------ ------ ! ------ 420.9613 427.6700, MCF MH2 MCF MH3 ' 424.1289------ 424.1289 426.3100 --MCF MH1 MCF MH3 421.0623 0.2$15 0.4722Y € - ---- 421.2531 427.7000 CB-MCF 041 `MCF MH1 1422.0347 '------------ ------ 422.0347 424.9000 Licensed to: BERGER/ABAM Engineers Inc. O A200CFAMT-04-0321E N GR1Civi I1Drain ageMorrnMed1M ayC reek_ OfFsite_StormS hed_Rprt. doc Friday, September 02, 2005 Page 29 of 29 u w w ,0 A x N N .G lD W o 44 U U N r-I N - W G4 8 w U d U N ri x �r IFN r-I ri O 0 ffl U � � F=Aik U ❑ _ ❑ N N ri i CA a Q co U rt i r a O 0 Cia U ry N = r W 4 O U N r1 = � rt r a o U N � d N x N � 0 U4 U fli U N - [V O O xQ -rl N = 'h' N W 4 � W Cu U rd U i Alk N _a N rl 0 0 ri x LT4 -.i N r-I m 0 0 w x � 3 � 3 � Q � w x N w U U W P] U U 0 0 0 0 o u o U �, G4 W � U U co o r CD w CD U r14 am 4 -sw W U A x H N o (� W o U U o o w U Em U � � U G7 U E+ d+ N ILO W � � w w U � U -- w U 1� W M � � N d+ O W ra 0 w w rx, U N u w V i � N CQ 0 (i V 4 P4 U Cz. N EzI Q � U w U U N W i w � � N as w J x 0 0 x o w 14 ao w Ol'-11-- W s u 0 4-4 m x � N O O T W U LH 4 U p M Ln Ln d r p rn � O p 0 ao W x w U N M � N Li ? m O O x 4J w w U 0 o r a o J5 O N-� a 0 L� w. U CD 71 C 7 co � � � M H N W iu aJ WCP U 4-1 U o Ln m Ln as d w 0 o r u w 4 U 0 1O a 0 N O d� 4 -0 Lu 4 U Ag at m W o 44 Lt U 4 U r} a O N W 4 r-I 00 N 4 [` O r-I z 4u � -i Ln d� a x U �c w w U p1�0 Q [� FI oS r{ N r-i r, 11 o 0 U .0 x of U O Q M N °1 41 r{ o 0 4 co W U �o � °h ALI U 0 0 from LV N W _ Q 4 x 44 U 0 ui x Ei tiv N SC 1P w a r- 0 0 o U [Z+ aSo U 44 01° U CD O -------- f9 - o � 01 H di 01 N SC o w 4 CI [c+ U a1� U AIM 0 � x rh N [ 0 O U o16 U Awl6S N N 4 'd� O x a� o M QM w � w w U ol° U lih N N M x x B 0 0 H w x u _ o Backwater Calculations Subbasin Sl (Offsite) 4.3.1 CULVERTS —METHODS OF ANALYSIS FIGURE 4.3.1.F CRITICAL DEPTH OF FLOW FOR CIRCULAR CULVERTS 120 3,000 0.99 114 108 2,000 102 96 1,000 s0 84 0 500 78 400 72 840 0.80 6 Low ` 200 0.70 60 "�►7 54 100 0.60 � Lu 48 a 50 40 0 0.50 W car: 42 20 w 0.40 36 0 10 0 33 02T 30 5 gAs 1.0 lfJ 0.30 I 27 4 3 C, o CK- j 24 2 CL 21 1 Note: For all cross -sectional shapes, do can be calculated by 0.20 Cit. 18 trial and error knowing that the quantity (Q2TIgA3)=1.O at critical death. 15 12 EXAMPLE D = 66 inches, Q = 100cfs cl lD - Ratio = 0.50 dC = (0.50)(66 inches)= 33 inches � (12 incheslft) dc= 2.75 feet 2005 Surface Water Design Manual 1/24/2005 4-49 m 0 N �b N a5 F W LLI ph Q W OG a z 0 ti c) a m �7 Ocr, O LN a 7 o M C l* rNrr G rL 0 4 0 0 0 0 0 0 0� r y N L a CA o 0 0 o o X0 o In o 0 o m r N M v v W h a0 0 w c N m O N C a 4 w 0 � r m + U N J o j Q � G l~ C6 i ULO^. O O Q cn m Vf O 0 L _Oi N LL a) M N it II IE a * II -1 Y 0 + Q rn v r .c 1° a Q q 0 a E m w � n ¢ m a W Q r o W N j II O Q A C O C 0 U3 A of -0 + N O. a U rn Ep a) w N A N�.� >f 0 jC to a C c_V+ 8E anm� a �.y > c � J fD 4 S _ g m O C 4S I (0 67 � C _ U y o J O N +a+ W O. "O" y Co m D a� pyy U 11 2 CD 4 O O N J m111 S@ Q o m o in (D � M J ; w> � �y a m ` m y} = LL o cep 111 N Z. y g C0 3 m C m W cot m a v c N fl- W s ) H o a% O m y p, ._ m U y, CO c 2 w !L 2 v a N m 0 aCi -id20— 3 O L) 7 iL Ii 2 W x W 3 0 in 7 -3 S r N Met if? W I`- co O 0) r r Cl c- �-- M �- It M c^ fp h M •- 07 O r Cry C C C C E E E E C C C C E E E E C C E E C C E E C E C E C E C C C E E E C G E E 3 a 3 0 7 7 a 3 3 3 3 3 3 3 3 3 3 3 3 U U U U U U U U �3p CJ U V V C V V V U U U V M W N CO LO r M _o o o 0 0 o o o o 2 2 2 2 2 2 2 2 2 3 '2 ZE LL 2 U U U U U U U U U � LY lY lY IL` fY 47 U Y Y Y Y Y Y Y Y LLI = 000000000 T M- o m h (U h C} j N op li7�h[flh Wes-' M m 1!'J h h Vv V V V W V-tCdd I Miscellaneous Drainage Calculations (Subbasin Bl) Project Sheet of Job Numbe/00) r SERGER/ABAM Subject designer Q -.. - E N +G I N E E R S I N C. Date r � - 4C, i Ynpe rr vlc)L&D s � NCO Q + 0, Cif 0 � _� tt (SIP) F-7 AO C) ( G F-) 0,0 'SF (7 77, oar sP) to -�� ](0.0�31. 50- BERGER/ABAM E N'G I N E E R S I N C. Project �U 0� i ► f 4 4 Vb= � v� Vb Sheet Of Job Number f d -C3 Designer Q 6 Date._ 9 - t 3 -CZ)" UolLA�. CV 6) coo) Voa.t,� o� V C1�- (5�e.Q 3� _ �U�4LfZ�k3 U-Wl DL",� (v�) .e� Ua-Q- 4--�b Eng-002-Mlogs Aft Project *Z.+ Sheet of 040 Jab Number La BERGERIABAM Subject- 1, � L�o� : Designer + E N 'G I N E E R 6 1 N C. Date LO 5 swjQea. �c Z r L+z i S o�z::t-U a- BERGER/ABAM E N `G i N E E R 5 1 N C. Project Sheet of Job Number c.J4-OLf0-�-3 Subject 1� t� - Designer Date C( L C� Aos CsR� 5A = -� `F tit/ (,-�P,-t-W (,� - 13.5 + ( L ' vi w + `3---) 4 w Z �- 27-w t I a,5 w� 7 � 9 2-52-0.5� '-��2+ 135 W + 4 - � . 2 �_4-;z °+. a � �+ 3 0 Eng-002•067095 BERGER/ARAM E N 'G I N f E R S I N C. a= Project Sheet of b Job Number - Subject Designer Date - v 3 --- SA (C-& i 31 lo, 442 sjp -- 2 3 20 127- �o l �%--ft�,,4 ------------ i� llmr►� W ion•-`�? .Q_ �� -- Q . � S' Eng-M-061095 BERGERIABAM E N G I N E E R S I N 0, -Z� Ul, C) 1. 0. C) po-� C . bozo.,2� L -zS to. oo Project Pb-�- j Sheet of Job Number Subject WA Designer ,if Date O./La Cis -2, c4s fq,;C:fs ot 03� Eng-002-061095 BERGER/ARAM E N;G I N E E F S I N G, Project Subject L _ qo . 5 -:DS �i = O� 501 �2 Po� Sheet _ of Job Number Designer_ f1V Dated Enq-002-061085 BERGER/ABAM E N G I N E E R S I N C. ProjectSheet L of I Job Number Subject Designer �rr* Dale -qC� -� 5 4r) 111 )356 sF b(05,F 7 �,, ;� 30 5 3% 3o Ar- ) fag= a-7b00 sF c o.co� A-c,&,57 ik ) Emg-003.081085 '400 BERGER/ABAM E N-G I N E E R S I N C. Subject h Sheet. of Job Number.QL�] Designer U W5 Date . 9 — 2 -3 lop dJDL 0 Kav-ZL� I � pro 54-� (0043 s F 5C) 41s st:-- 3I ----F I k ry-� eAA � J&v\0 YnO� sF U �- �t5$ �o�e-Q. ►�k .I�.�e,� 53� sF 9a� :�p�� Eng-OW-061&Z J /0001 BERGS► IABAM E N"G l N E E R S I N C. SECTION Nrs Project U)U 1'� Sheet of 000313 Job Numher � �''j Subject �- Designer r"f ' "`" Ot Q 1 rJ a" � Date_ rT/0 r D L)riser � PLAN WS y (5.6) Q = C (L - CIHW where Q = flow (cis) C — 327+0.40HIP (ft) HP am as shown above L yeno (ft) of the portion of the riser circumference as necessary oat to exceed 50°h of , the ciicumfermcc D = inside riser diameter (ft) Note dial this eguatiM accouti't- for side contractions by subtracting 0.IH (turn L far etch side of the notch weir. d�0.0 Q01-15r - - 101 icy qS O rODl(_- I A . -- c4.s I Fnirflrlp_nRlr A..r Project ✓IJV&- U-- /0�1 BERGER/ABAM Subject P-b":. a E N G I N E E R 5 I N C, — QA-9oo Sheet of Job Number` � E�o�+- 0 Designer �1} Datej2Eo L � L-4�� — ?a 04%rn C) e+e. 31 S, (off 3f5.3v a;= C�)) WI-L L=3.33 31 33 (0,61) C'► r2 ltijr�•� _ I , 4 Z' EnO02-WI095 /0001 BERGER/ARAM E N G! M E E R S I N C. .: e' ff' +� vt� u 1. C6 � kC.I ;01 ;z 7 PIW, L�ll Co Co Az-, ;Z . b& Arc V�• INC. Sheet —_ of Job Number j w � 040 3z Desigr►er L '" s Date la ?ADe b Ml 41 ( (0 AK- I! i c ZH+)-74 Arc, Fnn-(W-MfM5 Detention Calculations Subbasin D1 1 1 1 I 1 1 1 *********** * * r**** * * * * * * *x****, lk**** MGS FLOOD PROJECT REPORT Program Version: 2.27 Run Date: 10/25/2005 3:53 PM Input File Name: FAPWT-04-032_VAULT_8--31-05 FINAL.fld Project Name Duvall Ave/Coal Creek Parkway Reconstruction Project Analysis Title: City of Renton -Vault for Basin D1 Comments This analysis is to size a vault for Honey Creek Basin D1. The analysis is using DOE 2001 requirements based on NEW IMPERVIOUS and CONVERTED PERVIOUS areas only (not replaced impervious areas). Extended Timeseries Selected Climatic Region Number: 12 Full Period of Record Available used for Routing Precipitation Station 960044 Puget East 44 in MAP 10/01/1939-10/01/2097 Evaporation Station 961044 Puget East 44 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default Default HSPF Parameters Used (Not Modified by User) ** Page 2 Watershed Definition********* Number of Subbasins: 1 ********** Subbasin Number: 1 ********** ***Tributary to Node: 1 ***Bypass to Node : None ---------Area(Acres)------------- ------ Developed ----- Predeveloped To Node Bypass Node Till Forest 1.101 0.000 0.000 Till Pasture 0.000 0.000 0.000 Till Grass 0.000 0.442 0.000 Outwash Forest 0.000 0.000 0.000 Outwash Pasture 0.000 0.000 0.000 Outwash Grass 0.000 0.000 0.000 Wetland 0.000 0.000 0.000 Impervious 0.000 0.659 0.000 SUBBASIN TOTAL 1.101 1.101 0.000 *** Subbasin Connection Summary *** Subbasin 1--------------> Node I *** By -Pass Area Connection Summary *** No By -Passed Areas in Watershed Pond Inflow Node : 1 Pond Outflow Node: 99 Include GW No No No No No No No Page 3 ****�** Retention/Detention Facility Summary Hydraulic Structures Add -in Routines Used ----------------- Pond Geometry ----------------- Prismatic Pond Option Used Pond Floor Elevation 100.00 It Riser Crest Elevation 106.25 ft Maximum Pond Elevation : 106.50 ft Maximum Storage Depth 6.25 ft Pond Bottom Length 146.0 ft Pond Bottom Width 20.0 It Side Slope 0.00 ft/ft Infiltration Rate 0.00 in/hr Pond Bottom Area 2920. sq-ft Area at Riser Crest El : 2920. sq-ft 0.067 acres Volume at Riser Crest 18250. cu-ft 0.419 ac-ft Area at Max Elevation 2920. sq-ft 0.067 acres Volume at Max Elevation: 18980. cu-ft 0.436 ac-ft ------------------ Riser Geometry ------------------ Riser Structure Type Circular Riser Diameter 18.00 in Common Length 0.000 ft Riser Crest Elevation 106.25 ft ---------- Hydraulic Structure Geometry ----------- Number of Devices: 3 --- Device Number 1 --- Device Type Circular Orifice Invert Elevation 100.00 ft Diameter 0.50 in Orientation Horizontal Elbow No --- Device Number 2 --- Device Type Circular Orifice Invert Elevation 104.50 ft Diameter 0.67 in Orientation Horizontal Elbow Yes --- Device Number 3 --- Device Type Circular Orifice Invert Elevation 105.75 It Diameter 0.75 in Orientation Horizontal Elbow Yes Page 4 **** Computed Pond Hydraulic Table ***** Elev Surf Area Volume Discharge Infilt (ft) (acres) (ac-ft) (cfs) (cfs) 100.00 0.067 O.D00 0.000 0.000 100.05 0.067 0.003 0.001 0.000 100.09 0.067 0.006 0.002 0.000 100.18 0.067 0.012 0.003 0.000 100.27 0.067 0.018 0.003 0.000 100.36 0.067 0.024 0.004 0.000 100.45 0.067 0.030 0.004 0.000 100.54 0.067 0.036 0.005 0.000 100.63 0.06'7 0.042 0.005 0.000 100.72 0.067 0.048 0.006 0.000 100.81 0.067 0.054 0.006 0.000 100.90 0.067 0.060 0.006 0.000 100.99 0.067 0.066 0.007 0.000 101.08 0.06" 0.072 0.007 0.000 101.17 0.067 0.078 0.007 0.000 101.26 0.067 0.084 0.007 0.000 101.35 0.067 0.090 0.008 0.000 101.44 0.067 0.097 0.008 0.000 101.53 0.067 0.103 0.008 0.000 101.62 0.067 0.109 0.008 0.000 101.71 0.067 0.115 0.009 0.000 101.80 0.067 0.121 0.009 0.0DO 101.89 0.067 0.127 0.009 0.000 101.98 0.067 0.133 0.009 0.000 102.07 0.067 0.139 0.010 0.000 102.16 0.067 0.145 0.010 0.000 102.25 0.067 0.151 0.010 0.000 102.34 0.067 0.157 0.010 0.000 102.43 0.067 0.163 0.010 0.000 102.52 0.067 0.169 0.011 0.000 102.61 0.067 0.175 0.0111 0.000 102.70 0.067 0.181 0.011 0.000 102.79 0.067 0.187 0.011 0.000 102.88 0.067 0.193 0.011 0.000 102.97 0.067 0.199 0.011 0.000 103.06 0.067 0.205 0.012 0.000 103.15 0.067 0.211 0.012 0.000 103.24 0.067 0.217 0.012 0.000 103.33 0.067 0.223 0.012 0.000 102.42 0.067 0.229 0.012 0.000 103.51 0.067 0.235 0.012 0.000 102.60 0.067 0.241 0.013 0.000 103.69 0.067 0.247 0.013 0.000 103.78 0.067 0.253 0.013 0.000 103.87 0.067 0.259 0.013 O.DOO 103.96 0.067 0.265 0.013 0.000 104.05 0.067 0.271 0.013 0.000 104.14 0.067 0.27B 0.014 0.000 104.23 0.067 0.284 0.014 0.000 104.32 0.067 0.290 0.014 0.000 104.41 0.067 0.296 0.014 0.000 104.43 0.067 0.297 0.014 0.000 104.45 0.067 0.299 0.014 0.000 104.48 0.067 0.300 0.014 0.000 104.50 0.067 0.302 0.014 0.000 104.52 0.067 0.303 0.016 0.000 104.55 0.067 0.305 0.017 0.000 104.57 0.067 0.306 0.017 0.000 Page 5 104.59 0.067 0.308 0.018 0.000 104.68 0.067 0.314 0.019 0.000 104.77 0.067 0.320 0.020 0.000 104.86 0.067 0.326 0.022 0.000 104.95 0.067 0.332 0.022 0.000 105.04 0.067 0.338 0.023 0.000 105.13 0.067 0.344 0.024 0.000 105.22 0.067 0.350 0.025 0.000 105.31 0.067 0.356 0.026 0.000 105.40 0.067 0.362 0.026 0.000 105.49 0.067 0.368 0.027 0.000 105.58 0.067 0.334 0.028 0.000 105.62 0.067 0.377 0.028 0.000 105.67 0.067 0.380 0.028 0.000 105.71 0.067 0.363 0.028 0.000 105.75 0.067 0.385 0.029 0.000 105.77 0.067 0.387 0.031 0.000 105.80 0.067 0.388 0.032 0.000 105.B2 0.067 0.390 0.033 0.000 105.84 0.067 0.391 0.034 0.000 105.93 0.067 0.398 0.036 0.000 106.02 0.067 0.404 0.038 0.000 106.11 0.067 0.410 0.039 0.000 106.15 0.067 0.412 0.040 0.000 106.18 0.067 0.414 0.041 0.000 106.22 0.067 0.417 0.041 0.000 106.25 0.067 0.419 0.042 O.ODD 106.27 0.067 0.420 0.096 0.000 106.30 0.067 0.422 0.194 0.000 106.32 0.067 0.423 0.322 0.000 106.34 0.067 0.425 0.472 0.000 106.36 0.067 0.427 0.642 0.000 106.39 0.067 0.428 0.830 0.000 106.41 0.067 0.430 1.032 0.000 ti 106.43 0.067 0.431 1.24E 0.000 106.52 0.067 0.437 2.207 0.000 106.61 0.067 0.443 3.233 0.000 106.70 0.067 0.449 4.208 0.000 106.79 0.067 0.455 5.027 0.000 106.88 0.067 0.461 5.625 0.000 106.97 0.067 0.467 6.018 0.000 107.06 0.067 0.473 6.430 0.000 Page 6 Annual Maxima Flow Data Subbasin 1 Runoff Predevelopment Runoff Date Annual Max (cfs) 1940 04 30 0.035 1941 01 31 0.015 1941 12 15 0.038 1943 02 10 0.014 1944 01 23 0.012 1945 02 07 0.044 1946 02 05 0.027 1947 02 02 0.027 1948 03 21 0.046 1949 02 22 0.025 1950 03 03 0.096 1951 02 09 0.039 1952 01 24 0.011 1953 01 11 0,017 1954 01 22 0.025 1955 04 12 0.011 1956 01 06 0.025 1957 02 25 0.022 1958 01 16 0.026 1959 01 12 0.029 1959 12 15 0.032 1961 02 14 0.025 1962 03 04 0.015 1963 02 03 0.017 1964 01 01 0.025 1965 02 26 0.029 1966 04 11 0.020 1967 01 19 0.045 1968 02 03 0.024 1968 12 03 0.026 1970 01 13 0.021 1970 12 06 0.025 1972 02 28 0.061 1973 01 13 0.023 1974 02 18 0.022 1974 12 26 0.043 1976 01 27 0.027 19V? 06 03 8.761E-03 1977 12 15 0.024 1979 03 04 0.024 1979 12 15 0.038 1980 12 26 0.017 1981 10 06 0.055 1983 01 05 0.029 1984 03 14 0.025 1985 02 11 0.019 1986 01 18 0.055 1986 11 24 0.051 1988 04 06 0.025 1989 04 05 0.028 1990 01 09 0.086 1990 11 24 0.075 1992 01 27 0.025 1993 03 23 0.020 1994 03 03 0.016 1995 02 19 0.032 1996 02 08 0.072 Pond Outflow Node Postdevelopment Runoff Date Annual Max (cfs) 1939 12 10 0.012 1941 01 18 9.459E-03 1941 12 20 0.011 1942 11 23 0.013 1943 10 17 8.064E-03 1945 02 09 0.013 1946 02 06 0.010 1946 12 05 0.012 1947 10 19 0.012 1949 02 23 0,012 1950 01 22 0.013 1951 02 10 0.020 1951 10 03 9.099E-03 1953 01 18 0.014 1954 01 07 0.011 1954 11 19 0.011 1956 01 06 0.025 1957 02 26 0.012 1958 01 17 0.012 1959 01 13 0.013 1959 11 22 0.012 1960 11 25 0.014 1961 12 24 0.011 1962 11 30 0.010 1963 11 25 0.011 1964 12 01 0.012 1966 01 14 0.012 1966 12 16 0.014 1968 01 20 0.012 1968 12 11 0.012 1970 01 27 0.014 1970 12 07 0.013 1972 03 05 0.038 1972 12 26 0.024 1974 03 02 0.012 1974 12 27 0.011 1976 02 28 0.012 1977 06 04 9.750E-03 1977 12 15 0.014 1979 03 05 0.010 1979 12 18 0.041 1980 12 31 0.012 1981 10 08 0.022 1983 03 10 0.012 1984 03 26 0.010 1984 11 12 0.010 1986 01 23 0.013 1986 11 27 0.024 1988 04 06 0.011 1989 04 06 0.012 1990 01 09 0.027 1990 11 24 0.028 1992 02 01 0.014 1993 04 11 9.964E-03 1994 03 05 0.011 1994 12 27 0.014 1996 02 09 0.042 Page 7 1997 01 02 0.045 1 1997 01 02 0.040 1998 03 23 0.017 1 1997 10 08 0.010 1998 11 25 0.043 11998 11 26 0.036 2000 02 C6 0.027 12000 03 01 0.C13 2001 05 05 0.019 12001 05 06 0.010 2002 05 C3 0.061 12001 11 16 9.804E-03 2003 03 31 0.052 12002 11 26 0.028 2004 01 23 0.015 2003 10 24 ().Oil 2005 02 05 0.026 2005 02 C8 0.010 2006 02 27 0.029 1 2005 11 29 0.014 2006 12 14 O.C22 2006 11 27 0.012 2006 03 21 0.037 1 2006 01 08 0.013 2009 02 17 0.052 2009 02 19 0.033 2010 01 10 0.035 2C10 01 10 0.013 2010 11 17 0.048 2010 11 17 0.022 2012 01 31 0.030 2011 12 05 0.012 2013 01 20 0.067 2013 01 20 0.064 2013 12 06 0.031 1 2014 01 29 0.013 2015 03 30 0.019 2015 03 30 0.010 2016 01 04 0.048 2016 01 07 0.033 2017 03 C7 0.014 2C16 11 01 0.011 2018 01 31 0.027 2018 01 31 0.012 2019 02 14 0.027 2019 01 12 0.C13 2020 03 30 0.021 1 2020 04 21 0.011 2021 02 10 0.043 2C21 02 11 0.018 2021 12 20 0.018 1 2021 12 21 0.011 2023 03 30 0.032 2023 03 31 0.012 2024 01 19 0.026 2024 01 25 0.013 2024 12 22 0.053 2024 12 24 0.028 2026 03 09 O.C31 12026 01 05 0.021 2027 01 27 0.028 2C27 01 29 0.011 2028 02 19 0.035 12028 02 23 0.012 2028 12 04 0.028 12028 12 11 0.012 2030 02 16 0.034 1 2C30 01 26 0.026 2030 12 30 0.C34 12031 03 04 0.012 2032 01 20 0.053 12C32 01 23 0.013 2033 03 01 0.017 12032 12 24 0.012 2034 01 15 0.058 1 2034 01 16 0.037 2035 02 19 0.031 12035 02 20 0.012 2035 12 C4 O.C30 2036 02 28 0.013 2037 03 08 5.328E-03 12037 03 09 8.559E-03 2037 11 24 0.022 1 2C37 12 17 0.013 2039 02 07 0.015 203E 12 04 9.5C9E-03 2040 01 14 0.058 2C40 01 14 0.012 2040 12 25 0.032 2040 12 27 0.013 2042 02 20 0.032 2042 04 15 0.013 2043 03 31 0.048 2043 02 26 0.013 2044 05 01 0.022 12044 03 21 0.011 2045 02 11 0.024 2045 02 12 0.012 2046 02 16 0.028 2046 02 23 0.012 2047 02 01 0.019 2047 02 02 0.011 2048 04 21 0.017 2047 12 10 0.018 2049 03 16 0,019 2049 03 18 0.012 2049 12 04 0.035 2050 02 09 0.011 2051 04 06 0.021 12051 04 09 0.011 2052 04 16 0.014 12052 C4 17 9.240E-03 2053 06 04 0.053 ! 2052 12 10 0.010 2054 02 24 9.638E-03 ! 2053 12 11 0.011 2055 02 17 0.043 12054 11 02 0.024 2056 02 07 0.080 ! 2C56 02 08 0.191 2056 11 19 0.C92 1 2037 01 02 0.034 2058 01 24 0.033 ! 2057 11 25 0.012 2059 01 17 0.037 1 2058 12 02 0.023 Page 8 2060 01 19 0.015 2060 01 24 0.010 2061 01 10 0.029 2061 01 15 0.013 2062 02 03 0.109 € 2062 01 03 0.012 2062 12 29 0.025 2063 01 02 0.013 2063 12 23 0.043 12063 12 24 0.019 2064 11 30 0.022 1 2064 12 02 0.011 2066 01 13 0.013 12066 01 13 9.104E-03 2067 01 19 0.028 12066 12 17 0.021 2068 01 18 0.056 ! 2068 01 20 0.021 2069 01 04 0.017 ! 2069 09 24 9.235E-03 2070 04 09 0.016 ! 2069 12 14 9.627E-03 2071 02 14 0.015 ! 2070 12 19 9.723E-03 2072 02 27 0.016 2071 11 04 O.Oil 2072 12 25 0.064 1 2072 12 25 0.161 2074 03 16 0.035 12073 12 16 0.013 2075 01 23 9.827E-03 12074 11 24 9.895E-03 2076 03 24 0.037 12075 10 30 0.014 2077 02 12 5.735E-03 12077 08 26 7.851E-03 2077 11 25 0.018 12077 12 02 0.011 2079 02 25 0.020 12079 03 06 9.912E-03 2079 12 17 0.074 2079 12 19 0.041 2080 11 21 0.033 i 2080 11 21 0.020 2082 02 13 0.040 i 2082 02 19 0.021 2083 02 11 0.024 12083 02 20 0.016 2083 11 26 0.031 i 2083 11 27 0.029 2084 12 14 0.021 1 2084 12 14 0.013 2086 01 18 0.030 f 2085 11 01 0.011 2086 12 21 0.029 ! 2086 11 24 0.013 2088 01 14 0.019 i 2087 12 10 0.011 2088 11 05 0.043 { 2088 11 08 0.013 2090 01 07 0.016 2089 11 10 0.012 2090 12 04 0.029 2090 12 09 0.030 2092 04 28 0.058 2092 01 31 0.022 2093 03 22 0.017 2092 11 07 9.303E-03 2094 03 01 0.012 2093 12 14 0.010 2094 12 27 0.019 2094 12 28 0.013 2096 01 14 0.023 2095 -22 15 0.014 2097 01 29 0.047 { 2097 03 20 0.014 Page 9 *****'*** Ranked Annual Maxima Data****'***** Recurrence Interval Computed Using Gringorten Plotting Position Subbasin 1 Runoff Predevelopment Runoff Tr(yrs) Q(cfs) 1.00 5.328E-03 1.01 5.735E-03 1.02 8.761E-03 1.02 9.638E-03 1.03 9.827E-03 1.04 0.011 1.04 0.011 1.05 0.012 1.06 0.012 1.06 0.013 1.07 0.014 1.08 0.014 1.09 0.014 1.09 0.015 1.10 0.015 1.11 0.015 1.12 0.015 1.12 0.015 1.13 0.015 1.14 0.016 1.15 0.016 1.16 0.016 1.17 0.016 1.18 0.017 1.18 0.017 1.19 0.017 1.20 0.017 1.21 0.017 1.22 0.017 1.23 0.017 1.24 0.017 1.25 0.018 1.26 0.018 1.27 0.019 1.28 0.019 1.29 0.019 1.30 0.019 1.31 0.019 1.32 0.019 1.33 0.019 1.35 0.020 1.36 0.020 1.37 0.020 1.38 0.021 1.39 0.021 1.40 0.021 1.42 0.021 1.43 0.022 1.44 0.022 1.46 0.022 1.47 0.022 1.48 0.022 1.50 0.023 1.51 0.023 1.53 0.024 1.54 0.024 Pond Outflow Node Pcstdevelopment Runoff Tr(yrs) Q(cfs) 1.00 7.851E-03 1.01 8.064E-03 1.02 8.559E-03 1.02 9.099E-03 1.03 9.104E-03 1.04 9.235E-03 1.04 9.240E-03 1.05 9.303E-03 1.06 9.459E-03 1.06 9.509E-03 1.07 9.627E-03 1.08 9.723E-03 1.09 9.750E-03 1.09 9.804E-03 1.10 9.895E-03 1.11 9.912E-03 1.12 9.964E-03 1.12 0.010 1.13 0.010 1.14 0.010 1.15 0.010 1.16 0.010 1.17 0.010 1.18 0.0io 1.18 0.010 1.19 0.010 1.20 0.010 1.21 0.010 1.22 0.010 1.23 0.011 1.24 0.011 1.25 0.011 1.26 0.011 1.27 0.011 1.28 0.011 1.29 0.011 1.30 0.011 1.31 0.011 1.32 0.011 1.33 0.011 1.35 0.011 1.36 0.011 1.37 0.011 1.38 0.011 1.39 0.011 1.40 0.011 1.42 0.011 1.43 0.011 1.44 0.011 1.46 0.011 1.47 0.011 1.48 0.011 1.50 0.012 1.51 0.012 1.53 0.012 1.54 0.012 Page 10 1.56 0.024 1.56 0.012 1.57 0.024 1.57 0.012 1.59 0.024 1.59 0.012 1.60 0.025 1.60 0.012 1.62 0.025 f 1.62 0.012 1.64 0.025 1 1.64 0.012 1.65 0.025 1 1.65 0.012 1.67 0.025 1 1.67 0.012 1.69 0.025 1 1.69 0.012 1.71 0.025 E 1.71 0.012 1.73 0.025 I 1.73 0.012 1.75 0.025 I 1.75 0.012 1.77 0.025 { 1.77 0.012 1.79 0.026 1.79 0.012 1.81 0.026 I 1.81 0.012 1.83 0.026 I 1.83 0.012 1.85 0.026 1 1.85 0.012 1.87 0.027 I 1.87 0.012 1.89 0.027 ! 1.89 0.012 1.92 0.027 1 1.92 0.012 1.94 0.027 [ 1.94 0.012 1.96 0.027 1.96 0.012 1.99 0.027 i 1.99 0.012 2.01 0.028 1 2.01 0.012 2.04 0.028 [ 2.04 0.012 2.07 0.028 f 2.07 0.012 2.09 0.028 2.09 0.012 2.12 0.028 2.12 0.012 2.15 0.029 2.15 0.013 2.18 0.029 2.18 0.013 2.21 0.029 2.21 0.013 2.24 0.029 2.24 0.013 2.27 0.029 2.27 0.013 2.31 0.029 2.31 0.013 2.34 0.029 2.34 0.013 2.38 0.030 2.38 0.013 2.41 0.030 2.41 0.013 2.45 0.030 2.45 0.013 2.49 0.031 2.49 0.013 2.53 0.031 2.53 0.013 2.57 0.031 2.57 0.013 2.61 0.031 2.61 0.013 2.65 0.032 2.65 0.013 2.70 0.032 2.70 0.013 2.75 0.032 2.75 0.013 2.80 0.032 2.80 0.013 2.85 0.032 2.85 0.013 2.90 0.032 I 2.90 0.013 2.95 0.033 I 2.95 0.013 3.01 0.033 I 3.01 0.013 3.07 0.034 I 3.07 0.013 3.13 0.034 I 3.13 0.013 3.19 0.035 i 3.19 0.013 3.26 0.035 I 3.26 0.014 3.32 0.035 j 3.32 0.014 3.40 0.035 I 3.40 0.014 3.47 0.035 I 3.47 0.014 3.55 0.037 I 3.55 0.014 3.63 0.037 I 3.63 0.014 3.72 0.037 I 3.72 0.014 3.80 0.038 I 3.80 0.014 3.90 0.038 I 3.90 0.014 4.00 0.039 I 4.00 0.014 Page 11 4.10 0.040 4.10 0.014 4.21 0.043 I 4.21 0.016 4.32 0.043 I 4.32 0.018 4.45 0.043 I 4.45 0.018 4.58 0.043 I 4.58 0.019 4.71 0.043 I 4.71 0.020 4.86 0.043 I 4.86 0.020 5.01 0.044 I 5.01 0.021 5.17 0.045 I 5.17 0.021 5.35 0.045 ! 5.35 0.021 5.54 0.046 I 5.54 0.021 5.74 0.047 1 5.74 0.022 5.95 0.048 5.95 0.022 6.19 0.048 6.19 0.022 6.44 0.048 6.44 0.023 6.71 0.051 6.71 0.024 7.01 0.052 7.01 0.024 7.33 0.052 7.33 0.C24 7.69 0.053 1 7.69 0.025 9.08 0.053 1 8.08 0.026 8.52 0.053 1 8.52 0.027 9.00 0.055 I 9.00 0.028 9.55 0.055 9.55 0.028 10.16 0.056 10.16 0.028 10.86 0.058 10.86 0.029 11.66 0.058 I 11.66 0.030 12.59 0.058 12.59 0.033 13.68 0.061 I 13.68 0.033 14.97 0.061 I 14.97 0.034 16.54 0.064 I 16.54 0.036 18.47 0.067 I 18.47 0.037 20.92 0.072 I 20.92 C.036 24.10 0.074 I 24.10 0.040 28.44 0.075 I 28.44 0.041 34.66 0.080 I 34.68 0.041 44.42 0.086 I 44.42 0.042 61.77 0.092 I 61.77 0.064 101.36 0.096 I 101.36 0.161 282.36 0.109 I 282.36 0.191 Page 12 Flow Frequency Data for Selected Recurrence intervals`**'`*''*'�**** Subbasin 1 Runoff Subbasin 1 Runoff Pond Outflow Node Predevelopment* Postdevelopment* Postdevelopment** Tr (Years) Flow(cfs) Flow(cfs) Flow(cfs) 6-Month 0.016 0.151 2-Year 0.028 0.204 0.012 5-Year 0.043 0.273 0.021 10-Year 0.054 0.327 0.028 25-Year 0.071 0.406 0.040 50-Year 0.085 0.474 0.050 100-Year 0.101 0.549 0.158 200-Year 0.119 0.634 0.181 * Predeveloned Recurrence Interval Computed Using Gringorten Plotting Position Due to High Skew Coefficient * Postdevelooed Recurrence Interval Computed Using Generalized Extreme Value Distribution ** Computed "Using Gringorten Plotting Position I Page 13 ** Flow Duration Performance'**'**********''***'`�'** Predevelopment Postdevelopment Discharge Exceedance Discharge Exceedance (cfs) Probability (cfs) Probability 0.000E+00 1.0000E+00 0.000E+00 1.0000E+00 5.471E-04 2.6394E-01 9.542E-04 6.5378E-01 1.094E-03 2.0728E-01 1.908E-03 5.9548E-01 1.641E-03 1.7149E-01 2.863E-03 5.2073E-01 2.188E-03 1.4556E-01 3.817E-03 4.4595E-01 2.735E-03 1.2518E-01 4.771E-03 3.7083E-01 3.282E-03 1.0874E-01 5.725E-03 2.9573E-01 3.830E-03 9.4670E-02 6.292E-03 2.5227E-01 4.377E-03 8.2497E-02 7.633E-03 1.6245E-01 4.924E-03 7.2312E-02 8.588E-03 1.1111E-01 5.471E-03 6.3685E-02 9.542E-03 7.2073E-02 6.018E-03 5.6317E-02 0.010 4.3963E-02 6.565E-03 4.9951E-02 0.011 2.6111E-02 7.112E-03 4.4447E-02 0.013 1.2636E-02 7.659E-03 3.9566E-02 0.013 7.2388E-03 8.206E-03 3.5392E-02 0.014 3.5999E-03 8.753E-03 3.1686E-02 0.015 3.5140E-03 9.300E-03 2.8341E-02 0.016 3.4042E--03 9.847E-03 2.5396E-02 0.017 3.1927E-03 0.010 2.2759E-02 0.018 2.9335E-03 0.011 2.0426E-02 0.019 2.6476E-03 C.011 1.8374E-02 0.020 2.3588E-03 0.012 1.6531E-02 0.021 2.0182E-03 0.013 1.4901E-02 0.022 1.7285E-03 0.013 1.3457E-02 0.023 1.4844E-03 0.014 1.1825E-02 0.024 1.2101E-03 0.014 1.1075E-02 0.025 9.8481E-04 0.015 1.0059E-02 0.026 8.1008E-04 0.015 9.1846E-03 0.027 6.4763E-04 0.016 8.3925E-03 0.028 4.6663E-04 0.016 7.6597E-03 0.029 3.2346E-04 0.017 6.9817E-03 0.030 2.9891E-04 0.018 6.4222E-03 0.031 2.8952E-04 0.018 5.9233E-03 0.021 2.7725E-04 0.019 5.4699E-03 0.032 2.5559E-04 0.019 5.0071E-03 0.033 2.3898E-04 0.020 9.6064E-03 0.034 2.2238E-04 0.020 4.2620E-03 0.035 2.0505E-04 0.021 3.9255E-03 0.036 1.8122E-04 0.021 3.6158E-03 0.037 1.5162E-04 0.022 3.3349E--03 0.038 1.1408E-04 0.022 3.0685E-03 0.039 7.9420E-05 0.023 2.8404E-03 0.040 5.4150E-05 0.024 2.6367E-03 0.041 3.2490E-05 0.024 2.4534E-03 0.042 1.5884E-05 0.025 2.2721E-03 0.043 1.5884E-05 0.025 2.1111E-03 0.044 1.5162E-05 0.026 1.9602E-03 0.045 1.4440E-05 0.026 1.8137E-03 0.046 1.4428E-05 0.027 1.6866E-03 0.047 1.4440E-05 0.027 1.5675E-03 0.048 1.3718E-05 0.028 1.5009E-03 0.049 1.2274E-05 0.028 1.3725E--03 0.050 1.1552E-05 0.029 1.2859E-03 0.051 1.1552E-05 0.030 1.2195E-03 0.052 1.1552E-05 0.030 1.1487E-03 0.052 1.1552E-05 0.031 1.0779E-03 0.053 1.1552E-05 Page 14 0.031 1.0231E-03 0.054 1.1552E-05 0.032 9.6676E-04 0.055 1.1552E-05 0.032 9.1261E-04 0.056 1.1552E-05 0.033 8.5485E-04 0.057 1.OB30E-05 0.033 8.0647E-04 0.058 1.0830E-05 0.034 7.6171E-04 0.059 1.0830E-05 0.034 7.1622E-04 0.060 1.0108E-05 0.035 6.8012E-04 0.061 9.3860E-06 0.036 6.4836E-04 0.062 9.3860E-06 0.036 6.1587E-04 O.D63 9.3860E-06 0.037 5.7904E-04 0.064 9.3860E-06 0.037 5.5233E-04 0.065 7.9420E-06 0.038 5.2273E-04 0.066 6.49BOE-06 0.038 5.0323E-04 0.067 5.7760E-06 0.039 4.8302E-04 0.068 5.7760E-06 0.039 4.6569E-04 0.069 5.7760E-06 0.040 4.4331E-04 0.070 5.7760E-06 0.040 4.2093E-04 0.071 5.0540E-06 0.041 4.0071E-04 0.072 5.0540E-06 0.042 3.7544E-04 0.073 5.0540E-06 0.042 3.5089E-04 0.073 5.0540E-06 0.043 3.2543E-04 0.074 5.0540E-06 0.043 3.1263E-04 0.075 5.0540E-06 0.044 2.9746E-04 0.076 4.3320E-06 0.044 2.8736E-04 0.077 3.6100E-06 0.045 2.7147E-04 0.078 3.6100E-06 0.045 2.584BE-04 0.079 3.6100E-06 0.046 2.4620E-04 0.080 3.6100E-06 0.047 2.3537E-04 0.081 3.6100E-06 0.047 2.2382E-04 0.082 3.6100E-06 0.048 2.1299E-04 0.083 3.6100E-06 0.048 2.0433E-04 0.084 3.6100E-06 0.049 1.9133E-04 0.085 3.6100E-06 0.049 1.8194E-04 0.086 3.6100E-06 0.050 1.7184E-04 0.067 3.6100E-06 0.050 1.5612E-04 0.088 3.6100E-06 0.051 1.5234E-04 0.089 3.6100E-06 0.051 1.3501E-04 0.090 3.610DE-06 0.052 1.2707E-04 0.091 3.6100E-06 0.053 1.2202E-04 0.092 3.6100E-06 0.053 1.1552E-04 0.093 2.8880E-06 0.054 1.OB30E-04 0,094 2.8880E-06 0.054 1.0397E-04 0.094 2.8880E-06 0.055 9.5304E-05 0.095 2.88BOE-06 0.055 9.0250E-05 0.096 2.8880E-06 O.D56 8.3030E-05 0.097 2.8880E-06 0.056 7.8698E-05 0.098 2.8860E-06 0.057 7.7254E-05 0.099 2.88BOE-06 0.057 7.2200E-05 0.100 2.8880E-06 0.058 6.3536E-05 0.101 2.8880E-06 0.059 6.1370E-05 0.102 2.8680E-06 0.059 5.703BE-05 0.103 2.8880E-06 0.060 5.1964E-05 0.104 2.8880E-06 0.060 4.8374E-05 O.1D5 2.88BOE-06 0.061 4.2598E-05 0.106 2.8880E-06 0.061 3.8968E-05 0.107 2.8BBOE-06 0.062 3.8266E-05 0.108 2.88BOE-06 0.062 3.176BE-05 0.109 2.8BBOE-06 0.063 2.9602E-05 0.110 2.8880E-06 0.063 2.66714E-05 0.111 2.8880E-06 0.064 2.3826E-05 0.112 2.8880E-06 0.065 2.1660E-05 0.113 2.8880E-06 0.065 1.9494E-05 0.114 2.8880E-06 Page 15 0.066 1.8772E-05 0.115 2.8880E-06 0.066 1.6606E-05 0.115 2.8880E-06 0.067 1.5884E-05 0.116 2.8880E-06 0.067 1.5162E-05 0.117 2.8880E-06 0.068 1.3718E-05 0.118 2.8880E-06 0.068 1.2274E-05 0.119 2.8880E-06 0.069 1.1552E-05 0.120 2.1660E-06 0.069 1.0830E-05 0.121 2.1660E-06 0.070 1.0830E-05 0.122 2.1660E-06 0.071 9.3660E-06 0.123 2.1660E-06 0.071 9.3860E-06 0.124 2.1660E-06 0.072 9.3860E-06 0.125 2.1660E-06 0.072 9.3860E-06 0.126 2.1660E-06 y 0.073 8.6640E-06 0.127 2.1660E-06 0.073 8.6640E-06 0.128 2.1660E-06 0.074 8.6640E-06 0.129 2.1660E-06 0.074 7.9420E-06 0.130 2.1660E-06 0.075 7.9420E-06 0.131 2.1660E-06 0.075 7.2200E-06 0.132 2.1660E-06 0.076 7.2200E-06 0.133 2.1660E-06 0.077 7.2200E-06 0.134 2.1660E-06 0.077 7.2200E-06 0.135 2.1660E-06 0.078 7.2200E-06 0.135 2.1660E-06 0.078 7.2200E-06 0.136 2.1660E-06 0.079 7.2200E-06 0.137 2.1660E-06 0.079 7.2200E-06 0.138 2.1660E-06 0.080 7.2200E-06 0.139 2.1660E-06 0.0B0 6.4980E-06 0.140 2.1660E-06 0.081 5.7760E-06 0.141 2.1660E-06 0.082 5.7760E-06 0.142 2.1660E-06 0.082 5.0540E-06 0.143 2.1660E-06 0.083 5.0540E-06 0.144 2.1660E-06 0.063 5.0540E-06 0.145 2.1660E-06 0.084 5.0540E-06 0.146 2.1660E-06 0.084 5.0540E-06 0.147 1.4440E-06 0.085 5.0540E-06 0.148 1.4440E-06 0.085 5.1505E-06 0.149 1.4440E-06 0.086 5.0540E-06 0.150 1.4440E-06 0.086 3.6100E-06 0.151 1.4440E-06 0.087 3.6100E-06 0.152 1.4440E-06 0.088 3.6100E-06 0.153 1.4440E-06 0.088 3.6100E-06 0.154 1.4440E-06 0.089 2.8880E-06 0.155 1.4440E-06 0.089 2.8880E-06 0.156 1.4440E-06 0.090 2.8880E-06 0.156 1.4440E-06 0.090 2.8880E-06 0.157 1.4440E-06 0.091 2.8880E-06 0.158 1.4440E-06 0.091 2.8880E-06 0.159 1.4440E-06 0.092 2.8880E-06 0.160 1.4440E-06 0.092 2.1660E-06 0.161 7.2200E-07 0.093 2.1660E-06 0.162 7.2200E-07 0.094 2.1660E-06 0.163 7.2200E-07 0.094 2.1660E-06 0,164 7.2200E-07 0.095 1.4440E-06 0.165 7.2200E-07 0.095 1.4440E-06 0.166 7.2200E-07 0.096 1.4440E-06 0.167 7.2200E-07 0.096 7.2200E-07 0.168 7.2200E-07 0.097 7.2200E-07 0.169 7.2200E-07 0.097 7.2200E-07 0.170 7.2200E-07 0.098 7.2200E-07 0.171 7.2200E-07 0.098 7.2200E-07 0.172 7.2200E-07 0.099 7.2200E-07 0.173 7.2200E-07 0.100 7.2200E-07 0.174 7.2200E-07 Page 16 0.100 7.2200E-07 0.175 7.2200E-07 0.101 7.2200E-07 0.176 7.2200E-07 r 0.101 7.2200E-07 0.177 7.2200E-C7 0.102 7.2200E-07 0.177 7.2200E-07 0.102 7.2200E-07 0.178 7.2200E-07 0.103 7.2200E-07 0.179 7.2200E-07 0.103 7.2200E-07 0.180 7.2200E-07 0.104 7.2200E-07 0.181 7.2200E-07 0.104 7.2200E-07 0.182 7.2200E-07 0.105 7.2200E-07 0.183 7.2200E-07 0.106 7.2200E-07 0.184 7.2200E-07 0.106 7.2200E-07 0.185 7.2200E-07 0.107 7.2200E-07 0.186 7.2200E-07 0.107 7.2200E-07 0.187 7.2200E-07 0.108 7.2200E-07 0.188 7.2200E-07 0.108 7.2200E-07 0.189 7.2200E-07 0.109 7.2200E-07 0.190 7.2200E-07 0.109 7.2200E-07 0.191 7.2200E- V Pane 17 *** Flow Duration Performance According to Dept. of Ecology Criteria **** Excursion at Predeveloped '�Q2 (Must be Less Than 0%): -60.4% PASS Maximum Excursion from 1<2 to Q2 (Must be Less Than 0%): -46.39. PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%): -26.6% PASS Percent Excursion from Q2 to Q50 (Must be less than 50$): 0.05.1 PASS 'k'kk7ltyryc**9r�1r7r71r****dnt**icirk�lrir*ir*irintt�h-A�Ytlrkvr9e xir**ir POND MEETS ALL DURATION DESIGN CRITERIA: PASS ('•\2004\FAP14T-04-032\ENGR\Civil\Drainage\MGSFlood\Honey Creek Vault\ I PWT-04-032 VAULT 8-31-05 FINALDUR.jpg (439x375x16M jpeg) Flow Duration Plot -- Vault D1 �iili liili6 iiil,,,liiii .. )50 ,2 I D�-W 1 De-0m 1 Be-0X 1 a-M lam 1 M-M 1 a-01 11h+m Exceeclance Probability Eredeveloped Postdeveloped IS 02 Conveyance Calculations-Subbasin D1 Appended on: 11:44:36 Thursday, September 01, 2005 File Location: 0:120041FAPWT-04-0321ENGR1CivillDrainagelStormSHedlHoney Crk New_May_1_2005.wwk Layout Report: Renton Vault on 107th St ;Event Precip (in) %2 year 11.0000 iother 2.1000 10 year 3.0000 '25 vear 3.6000 100 year 4.0000 Reach Records Record Id: R-HC 01 'Section Shape: Circular 1 'Uniform Flow Method:Manning's _ ?Coefficient: ?0.0130 :Routing Method: 'Travel Time Translation Contributing Hyd j ....... ......._... 'DnNode By-pass 5truc 'UpNode ICB-HC 01 :Material Cone -Spun Size .Ent Losses 'Groove End w/Headwall --..---...--.. -.. - . _-----_- Length 25.2500 ft `Slope Up invert 413.5125 ft Dn Invert Hold up invert. 12" Diam 4.00°/4 3.2600 ft 4 Y 1 10.0000 in/hr 3413.5125 ft 0:120041FAPWT-04-d321ENGRlCiviilDrainagelStormSHedlHoneyCreeic_Vault StormShed_Rprt.doc Thursday, September 01, 2005 Page 1 of 12 Record Id: R-HC 02 !Section Shape: Circular ',Uniform Flow Method: Manning's 'Coefficient: _ 10.0130 --- - .......... _ ...- -... ... ,Routing Method. Travel Time Translation 'Contributing Hyd I €DnNode 'CB-HC 01 !UpNode iCl3-HC 02 ;Material Cone -Spun .Size 112" Diam Ent Losses Groove End w/Headwall Length '63.5000 ftM ry !Slope l0.50% ,Up Invert 414.1560 ft On Invert413.8385 ft `'Conduit Constraints Min Vel Max Vel ;Min Slope Max Slope '.Min Cover': 2.00 ftls 315.00 ft/s 0.50% 2.00% 2.00 ft Drop across MH 0.0000 ft Ex/Infil Rate �0.0000 in/hr "Up Invert 413.8385 ft On Invert 414.1560 ft ;Hold up invert. Record Id: R-HC 03 Section Shape: Circular Uniform Flow Method: Manning's !Coefficient: '0.0130 .._..... '.Routing Method: Travel Time Translation 'Contributing Hyd _ - ... ___.. _�_._. �....... _. --- _ . 1)nNode ......._ ..-._.._._ .-- ..... _...._. CB-HC 01 !UpNode °CB-HC 03 Material Conc-Spun ,Size -- — 12" Diam — __ Ent Losses Groove End w/Headwall -------- €Length �W'414.4425 124.0000 ft w ;Slope !0.75% Up Invert ft 1Dn Invert =413.5125 ft Conduit Constraints��-�� Min Vel Max Vel Min Slope Max Slope ',Min Cover 'Y2.00 ftls 45.00 ft/s 0.50% :2.OQ%'mm^ '2.00 ft -_ :Drop across MH 0.0000 ft Ex/Infil Rate €0.0000 in/hr Up Invert 413.5125 ft ?Dn Invert �414.4425 ft Match inverts. 0:120041FAPWT-04-0321ENGRlCivil\DrainagelStormSHed%HoneyCreek_Vault StormShed_Rprt.doc Thursday, September 01, 2005 Page 2 of 12 Record Id: R-HC 04 'Section Shape: Circular :Uniform Flow Method: 'Manning's !�Coefficient: 20.0130 'Routing Method - 'Travel Time Translation ;Contributing Hyd 'DuNode iCB-HC 03 'UpNode iCB-HC 04 Material Cone -Spun ;Size 12" Diam ;Ent Losses Groove End w/Headwall 'Length :63-5000 ft Slope �0.50% . ..... .... 'Up Invert 414.7600 ft --------------- Dn Invert '414.4425 ft :Conduit Constraints ------ ---------- - - ------------ - ------ ---- -------------- x4i- V-1 Max'Vel 'Min Sto e'Max Stoe Min Cover n 2.00 ft/s 15.00 ft/s'k.50% 2.00% 2.00 ft Drop — ...... ------ - ------- ---- - across MR ;0.0000 ft _ Ex/lnfil Rate m A0000 in/hr Vp Invert .414.4425 ft Do Invert 414.7600 ft 'Hold up invert. Record Id: R-HC 05 ........... .. ... .. .. .. ... : ............. i:Section Shape: Circular Uniform Flow Method: Manning's 3Coefficient: 10.0130 'Routing Method: Travel Time Translation 'Contributing Hyd ZnNode .. . ... ... .. CB-OC 03 'UpNode 1CB-HC 05 Material Conc-Spun !Size J 2 Diarn Ent Losses Groove End w/Headwalt £Length 150.0000 ft Slope 10.75% �Up Invert 416.1505 ft Pn Invert j415.0255 ft �Conduit Constraints Min Vel ;Max Vel :Min Slope Max Slope ;Min Cover 2.00 ft/s 45.00 ft/s;0.50`/` 2.00% 2.00 ft Drop across MR 0.0000 ft ';Ex/Infkl Rate 10.0000 in/hr 1 . .. ... .. .. ... .. .. . �Up Invert 415.0255 ft Dn Invert 416.1505 ft . ......... ;Match inverts. 0:120041FAPWT-04-0321ENGR1Civi[1Drainage\StormSHed\HoneyCreek—Vault—StormShed_Rprt.doc Thursday, September 01, 2005 Page 3 of 12 Record Id: R-HC 06 ;Section Shape: `Circular 'Uniform Flow Method: Manning's !0.0130 :Routing Method: Travel Time Translation (Contributing Hyd 'DnNode �6B-fii—005--iUpNode iCB-HC 06 ::Material Cone -Spun ',Size 42" Diam 'Ent Losses �Groove End wIffeadwall zLength ;63.5000 ft Nope 10.50% ;Up Invert 416.4680 ft !Dn Invert 416.1505 ft Conduit Constraints �;Min Vel Max Vel Min Slope :Max Slope Min Cover! ft/s '15.00 ftis 0.50% 2.00% '2.00 ft 1--somIsm-11-m 'Drop across MH � 0.0000 ft IVInfil Rate '0.0000 in/hr 'Up Invert ----- - ------- -------- ---------- 416-1505 ft Dn Invert 416.4680 ft Hold up invert. Record Id: R-HC 07 £Section Shape: Circular Uniform Flow Method: ��Coefficient: � 0.0120 'Routing Method: Convex Routing Contributing Hyd DnNode CB-HC 05 VpNode 07 'Material Smooth CDEP 'Size 32" Diam. Ent Losses Groove End w/Headwall '.Length 150.0000 ft :Slope ;0.75% 'Up Invert .417.3100 ft 'Dn Invert .416.1850 ft ,,Conduit Constraints Min Vel 'Max Vel Min Slope ;Max Slope ;Min Cover 2.00 ft/s :15.00 ft/s 0.50 % '2.00 ft ,'Drop across MH �O .0000 ft ExAnfil Rate '0.0000 in/hr 'Up Invert 416.1850 ft :Dn Invert 4173100 ft 'Match inverts. 0:12004\FAPWT-04-0321ENGR%Civll\Drainage\StormSHed\HoneyCreek—Vault—StormShed_Rprt.doc Thursday, September 01, 2005 Page 4 of 12 Record Id: R-HC 08 'Section Shape- Circular� !Uniform Flow Method: ',Manning's�mm mm !Coefficient:t0130 ;Routing Method: Travel Time Translation Contributing Hyd 'DnNode CB-HC 07� ,UpNode GCB-HC 08 Material � 'Cane -Span ----� -:Size .12" Diam ...... -- .. ;Ent Losses ___..__._._------- --- .....W. ;Groove End w/Headwall ......... ....... __._.... ... . ......... --...... ._... _..... 'Length �`63.5000 ft :Slope 0.50% iUp Invert 417.6400 ft - ?Dn Invert :417.3225 ft :Conduit Constraints ;Min Vel ;Max Vel ;Min Slope Max Slope ',Min Cover', 2.00 ftls 15.00 ftls 0.50% 2.00% 2.00 ft 3: Drop across MH 0.0000 ft _ ExlInfil Rate - =0.0000 inlhr ''Up Invert 417.3225 ft Dn Invert 417.6400 ft Match inverts. Record Id: R-HC 09 ':Section Shape: Circular 'Uniform Flow Method: Manning's ',Coefflcient: 0.0120 ............ _ ;Routing Method. Travel Time Translation ---..._..__.. ',Contributing Hyd ;DnNode CB-HC 07 _ UpNode .. ......_.-.. CB-HC 09 Material Smooth CDEP ;Size -;12" Diam ;Ent Losses ;Groove End wlHeadwall _.._... __ - . _ ..... !Length _...._.......... _. 158.0000 ft 'Slope 1.00% Up Invert — - - -418.8900 ft ,.,._Dn Invert 417.3100 ft Conduit Constraints _... _ ............. :Min Vel Max Vel :Min Slope Max Slope Min Cover 2.00 ftls €15.00 ftls 0.50%-__...10.00% 12.00 ft 'Drop across MH 0.0000 ft Exlinfil Rate 0.0000 inlhr j =Up Invert 417.3100 ft .Dn Invert 418.8900 ft ;,Hold up invert. Match inverts. 0:120041FAP1NT-04-0321ENGR1Civi IlgrainagelStormSHedlHoneyCreek-Vault-StormShed-Rprt.doc Thursday, September 01, 2005 Page 5 of 12 Node Records Record Id: By-pass Struc ':Descrip: Trototype Record !Increment 10.10 ft `Start El. 413.9200 ft 'Max El. 416.9200 ft . .. ..................... (Classification iManhole Structure Type CB -TYPE 1-48 'Ent Ke ;Groove End w/Eleadwall (ke--0.20)!Cbannelization Curved or Deflector; i2.0000 ft `Catch Bottom Area 19.6350 sf ;Condition ,Existing Record Id: CB-HC 01 Descrip: Trototype Record Increment '0.10 ft ;Start El. ;413.5125 ft Max El. �417.1560 ft "Classification !Catch Basin Structure Type 'GRATE INLET TYPE 2 Ent Ke jGroove End w/Headwalt (ke--0.20):,Channelization Curved or Deflector 'tCatch 1.2900 ft ';Bottom Area t7638 sf Condition 'Existing .. ...... . ... Record Id: CB-HC 02 Descrip: 'Prototype Record 'Increment 20.10 ft Start El. 414.1560 ft Max El. .417.1560 ft Classification ;Catch Basin Structure Type GRATE INLET TYPE 2 'Ent Ke 'Groove End w/HeadwaH (ke=0.20) CliannelizationiCurved or Deflector 'Catch 4.2900 ft ::Bottom Area 37.7638 sf lCondition Xxisting Record Id: CB-HC 03 ;Descrip- Prototype Record .............. ...... .... Increment 30.10 ft ,Start El. 414.4425 ft Max El. ?418.2680 ft !Classification Catch Basin Structure Type !GRATE INLET TYPE 2 t Ke - --------- - �! iGroove End w/Headwall (ke=0.20)'Curved or Deflector Channelization 7 ;Catch !1.2900 ft 'Bottom Area t7638 sf 'Condition Existing 0:\2004\FAPWT-04-032\ENGR\Civil\Drainage%StormSHed\HoneyCreek—Vault—StormShed_Rprt.doc Thursday, September 01, 2005 Page 6 of 12 Record Id: CB-HC 04 Descrip: ;Prototype Record Increment !0.10 ft `Start El. 414.7600 ft 'Max El. i418.2680 ft ,..._ -.___.. _--._-_-____.__..______._ iClassification 'Catch Basin _._.._._.._---.... ._. Structure Type !GRATE INLET TYPE ;Ent Ke Groove End wlHeadwall (ke=0.20) 'Channelization !Curved. or Deflector ,Catch �'1.2900 ft —�-- -- --.._ 'Bottom Area '7.7638 sf ;Condition Existing Record Id: CB-HC 05 --_._..._._... Descrip: ........ ...... Prototype Record Increment0.10 ft Start El.a m 416.1505 ft Max El.� 419.4680 ft 'Classification 'Catch Basin Structure Type iCB-TYPE 1 ;Ent Ke Groove End wlHeadwall (ke=0 20) iChannelization !Curved or Deflector ' Catch 2.0000 ft &Bottom Area :3.9700 sf :Condition !Existing Record Id: CB-HC 06 Descrip: -�-=Prototype Record Start El. 416.4680 ft Classification !Catch Basin ;Ent Ke !Groove End wlHeadwall (ke=0.20) !Catch 2.0000 ft Condition Existing Record Id: CB-HC 07 Incrementµ _ E0.10 ft ---..---- Max El. 1419.4500 ft _._. E _..__--------- -- ,Structure Type CB -TYPE 1-48 Channelization Bottom Area or Deflector 2.5664 sf Descrip: :Prototype Record Increment �V.10 ft !Start El. �417.3100 ft Max El. "^ �420.6400 ft ;Classification ECatch Basin Structure Type fl-TYPE 1 Ent Ke €Groove End wlHeadwall (ke=0.20) Channelization ?Curved or Deflector ?Catch V l2.0000 ft _ Bottom Area 3.9700 sf� ;Condition !Existing 0:120041FAPWT-04-0321ENGR1Civi 11DrainagelStormS HedlHoneyCreek_Vault_StormShed—Rpr t.doc Thursday, September 01, 2005 Page 7 of 12 Record Id: CB-HC 08 IDescrip: ?Prototype Record Increment0.10 ft ;Start El.---E417.6400 ft Max El. 1420.6400 ft_ ;Classification !Catch Basin 'Structure Type ,CB -TYPE 1-48 Ent Ke :Headwall (ke=0.50) Channelization Curved or Deflector Catch i2.0000 ft Bottom Area 12.5664 sf Condition Existing Record Id: CB-HC 09 'Descrip: 'Prototype Record Increment J0.10 ft :Start El. E418.8900 ft Max El. - J421.9100 ft lClassiflcation Catch Basin Ent Ke ;Groove End w(Headwall (ke=D 20) ;Catch_—._--2.0000 ft :Condition 'Existing Contributing Drainage Areas Record Id: B-HC 01 :Structure Type CB -TYPE 1-48 Cbannelization'Curved or Deflector 'Bottom Area 12.5664 sf -Design Method :Rational— IDF Table:',Seattle�--.�..—_ .............. _ ....... _ ._...... _..... =Commposite C Cale __ Description _ ___... __,..._...-- SubArea Sub c "Pavement (n=090) 0.15 ac 0.90 Directly Connected TC Cale —Wise �7T Type Description 'Length :Slope Coeff i ;Sheet GIMP Smooth Surfaces.: 0.011-� � '144.37 ft 0.80% �0.0110 11.00 in A.19 min ;Directly Connected TC 4.19rtun Record Id: B-HC 02 -Design Method ..�T�_ _..�.._�.. Ratianal ry JDF Table: `Seattle - ............. Composite C Cate .. �_._....���....,...,.�_.,w.�.SubArea..�._.�_..�____......____._Sub - - _._._.. '.Descriptian__.._.....__ c___W.___... :Pavement(n=0.90)-_._-..._.._____m._._.__ 0.15 ac 0.90 :Directly Connected TC Cale :Type 'Description Length :Slope Coeff Misc ;TT Sheet :IMP Smooth Surfaces.: Q.011 144.37 ft !0.80% '0.0110 (1.00 in �4.19 min _ Directly Connected TC 4.19min 0:\2004\FAPWT-04-032\ENGR\Civil\DrainagelStormSHedlHoneyCreek-Vault_StormShed_Rprt.doc Thursday, September 01, 2005 Page 8 of 12 Record Id: B-HC 03 Design Method 'Rational IDF Table: 'Seattle Composite C Cale Record Id: B-HC 04 ;Design Method Rational IDF Table: ;Seattle icomposite C Cale ... ... .... ..... `Description SubArea Sub e Pavement (n=0.90) 0.15 ac 0.90 - -- - -- - -- - - -- -- - -- - -- - --- -- -- - --- -- - -- - Directly Connected TC Cale 'Type :Description ':Length ;Slope 'Coeff 'Misc TT Sheet IMP Smooth Surfaces.: 0.011 454.98 ft �0.80% .0.0110 4.00 in 4.44 min ---------- ;Directly Connected TC Record Id: B-HC 05 Design Metbod Rational IDF Table: 'Seattle 'Composite C Cale 0A20041FAPWT-04-0321ENGR1Civi I\Drainage\StormSHed\HoneyCreek—Vault—StormShed_Rprt.doc Thursday, September 01, 2005 Page 9 of 12 Record Id: B-HC 06 ;Design Method JDF Table: :Seattle C Cale Record Id: B-HC 07 Design Method 'Rational IDF Table: Seattle !Composite C Cale Record Id: B-HC 08 'Design Method ,Rational IDF Table: Seattle Composite C Calc���Y.w.�.�.,.___µW____.. ,Description SubArea :Sub c _... -_ ._.._... ................ ;Pavement (n=0.90) 0.15 ac 0.90 _....... .... ......... _.._ .._ .... Directly Connected TC Cale Type ,Description -Length Slope Coeff Misc TT ..Sheet IMP Smooth Surfaces.. 0.011 154.98 ft 0.80% A0110 1.00 in 4.44 min Directly Connected TC 4 44min 0:120041FAPWT-04-0321ENGR1CiviilDrainagelStormS HedlHoneyCreek_Vault_StormShed_Rprt.doc Thursday, September 01, 2005 Page 10 of 12 Record Id: B-HC 09 :Design Method Rational IDF Table: 'Seattle :Composite C Cale Description SubArea Sub c 'Pavement (n=0.90) 0.15 ac Directly Connected TC Cale Type 'Description Length ,Slope Coeff !Misc TT Sheet ~ 'IMP Smooth Surfaces.: OAll � 1154.98 ft 0.80% 0.0110 1.00 in 4.44 min ;;Directly Connected TC .�� 4.44min �--. Appended on: 11:52:58 Thursday, September 01, 2005 ROUTEHYD [] THRU [Renton Vault on 107th St] USING Seattle AND [25 yr] NOTZERO RELATIVE RATIONAL Reach Area TC Flow Full Q Full nDepth nVel ..... fVel CBasin / ID (ac) (min) (cfs) € (cfs) ratio (ft) Size (flls) (Ells) Hyd ROZC 0.1515 4.65 0.3946 1n 2.5261 0.16 ^0.2671 _..D atrn 2.3416 ' 3.2163 .„B-HC 02 R 4C 0.1515 4.89 0.3946 2.5261 M 0.16..4.2671 2.3416 ' 3.2163 B-HC 04� E Diam ' R3C 4.89 0.3946 2.526 0.26710.1515 }I ........ 2.3416 ....... 3.2163 B-HC 06 Diam R HC 0.1515 ........ 5.27 0.3946 3.8701 0.10 0.2153 }I 12 3.1754 ° 49276 B-HC 09 09 ? Diam R-o$C 0.1515 4.89 0.3946 2.5261 0.16 W 0.2671Diaru TT 2.3416 ! 3.2163 .' B-HC 08 R-oH7C 0.4545 5.91 ... ...... 1.1508 3.3516 0.34 . ...... ... . .. 0.4038 T, Dlam 3.8733 4.2674 B-HC 07 ; ROHSC 0.7575E 6 53 1.8021 3.0938 0.58 0.5483 " 4.0868 3.9391 ' B-HC 05 Diam rRaC 1.0605 7.00 2.3926 3.0438 0.7 0.6606 T 4.3460 3.9391 B-HC 03 3 Diam R-oH1 C 1.3635E 7.08 2.9618 3.5724 0.83 0.6948 Tt 12 5.0848 E 4.5485 B-HC 01 Diam E 0:120041FAPWT-04-0321ENGR1CiviilDrai nagelStormS HedlHoneyCreek_Vault_StormShed_Rprt.doc Thursday, September 01, 2005 Page 11 of 12 From - --- - - i Rch Loss - ; --------------------- App _ . Bend I Junct Loss HW Loss Elev Max El �. Node To Node (} ; (ft) (f1) (ft) (ft} (ft) 413.9978 CB-HC Ol By-pass -�414.7092 0.1441 0.1092 0.0185414.6928 417.1560 ' Strue CB-HC 02 E CB-HC 01 414.7986 m ---- ---- ------ v_414.7986 -m 417.1560 'No approach losses at node CB-HC 05 because inverts and/or crowns are offset. -CB-HC 03 E CS-HC 01 415.4651 ----- ------ ------ 415.4651 418.2680 CB-HC 04 CB-HC 03 415.4775 ------ __-- _ --- 415.4775m _.. 418.2680 CB-IHC 05 CB-HC 03 416.9936 0.2330 0.0012 .. ..... 0.0572 _.. _ -- 416.8191 .. 419.4680 CB HC 06 ' CB-HC 05 416.9247 ------ - - - ---�__ 416.9247 419.4500 CB-HC 07 CB-HC 05 417.9480 0.1566 0.0008. 0.0865 ti �417.8787 420.6400 CB-HC 091 CB-HC 07 419.2388 ----- --_ ------ 419.2388 421.9100 CB-HC 08 ; CB-HC 07 418.0093 { ----- ----- ---- 418.0093 420.6400 Licensed to: BERGER/ABAM Engineers Inc. 0:120041FAPWi-04-0321ENGR1CiviRDrai nagelStormS Hed\H oneyCreefc_Vau It_StormShed_Rprt.doc Thursday, September 01, 2005 Page 12 of 12 By-pass Struc 12" Siam 'CB-HC61 Cg-HCO3 CB�HC05 CR-HC07 CB-HCO9 _}2L1a,01 - 40 12" Diam M1 12" 0idm 12" 6iam 12" miarn 12" iam CO-HCO2 CO-1 IC 04 C6-HC 06 Cri1C0u 0 0 0 0 By-pass Struc 25.25 tl "f:H-HC01 CB-11CO3 4CB-HC05 CBHC07 CB-HC09 -r29-0.0 H 150.uu_ t # _ T5O.Qu ft 63.1 i3O ft 6340 tt 6:1.U ft 6310 ft C�-HCO2 C�HC04 c: HC06 CS-HC08 Ry-p.ISS S/n1C 1.3$ ac �'7 HC 01 CB-HC 03 CB-HC05 n O.IS ac 0.1 ac n 0.1 ac Cfl-HC 02 C -HC 04 C -HC06 Cf�HC 07 CB-HC 09 -_ Ip� 0 1531�- 0.19 a CB HCOB 0 By-pass Struc LODI 1'CB-HCOI CB41003 CB-HC05 CB-HC07 CB-HC09 0. .6 ( -HCO2 0,50Y, CB-HC04 0-SOY. C�HC06 03 C HC00 Bypass Struc R MC Ol (; HC01 C&HCO3 CB-HC05 CBHC07 CB-HC09 0 Ji HCC3�. n R-HCO2 T R-HC04 R-HC06 R-A08 Co HCO2 06-HCO4 C�HC06 CB-HC00 0 0 0 0 U:12004TAPWT-04-U321ENGR1CivitlDrainagelStormSHedlHoneyCreek_Vault_StormShed_layout •doc 1 1 Backwater Calculations Subbasin D 1 1 I! i O O Q d IA In J a co N T C 0 t5 C CIA m o O . N M d V lcD M C O O C1 a s O 0 0— En W m cu J N O o 0 0 0 CC) O o 0 a 0 "OC r N M It V LO (D t- OD d . V (Dcl c Lb w m C a a LO L II 4-f- z U C ❑ rn y a Y Z d U a� 2 u Y N M t 0 N Y f. J H S m w Lq o N Z a) I- + v J�, N It II_ n• II II 'V _0 Y 21Y 7 A W L L U U m a 0 2 a IM w a �= m a a_ j W o d W 63 K 11 O yCL 4 ca C r1 O cn E W CD .51 16 N Qu � O> [7 E a Q W N N � --t (� i D to N = O Q N 0_) U IL 'J J y- ' W p j _Q N La y16ao'a�L' C 6 (D l3] Cn `� X' to C U N J N 3._ o Cl > W C 0 10E o U (D = n - oID� 1° Mw L T QI '- L y ? o o J U m 7 -r W m C s N U) c c ID, ❑.�W w N U N O L6 = N w 2 V WEU w ._ W C ++ �s •c A C X a m a N ❑JL1TG O U 7 a � 2 w w 0 In •-, r N M to CD h co mQ � r � r r d O 6) C C C C E E EE C C C C E E E E C C E E C C E E C E C E C E C C C E E E C C E E 0 7 7 3 7 7 7 7 7 7 � n M 0 7 3 7 a D 7 p UUUUUUU U UU U U U U C3C]UU 00 4— N M LO t-- 6) zi U U U U U 5 = a: = m m Uj UUUU U N U w s 00000 U W V V cV h M CC! 07 d w w 4) W) CO t` ODD N rOD drO N � O o a o 0 o rn J J a r CO N e O rn0POCs m N d O C7 C7 co m r 0 0 0 0 Q C14vWMo,.:. 7 7 Nr 047 C7.6k ¢ ¢ _ S S O In r . U co cr 0 14- [U _ r c r r r w C In . to 0 h _ o _ 'o y J W p 6 ¢O N NrOf7Q 00 CO O " J J " S S c c TOL7C7C0' 5 oaa0a M w` w` o a v J J -1 ti 00[m,3A /J 5 LO ILD 0 P- r v T C w O D r M M Ill r O r Y CO O i a d O O O T i - O ..9 r 1;r %t 'I J W j j v 00 C)d0 t S S r t 0) cc) O N 117 q tq 7 C? co C3 m a ' � W m mrnrnrna) h ro cr Lm 07 Q rIA7MQS r LC) r c w.- ,MIrdhco _i N v � C V at• d• W C (D 4 c9 O 00 M LLl 0 L!) O to h J ZI V W O tY C C m 0 0 0 O O O a 0 O N N N N N N a " d N J im r r r r J co CD co to M r C I N N r 0 N-0 q) r 0 p 4 0 a G O> CO d m Q 5UU(5.}U C Q7m�mmmm W S S S S E U U U U U a> o m r CO to h m Q 000 U U U = = S I T .E UUUU U L r CO LO hcr) U U U U U tf) TTTST Gutter Analysis Subbasin D.l Page 1 of 12 0 uttelr I � Duval i ..,,.c44...,i.:u..,i _us �,• u,..:,,.M >... M�.d�n. ,._,. r1, :,.,�.t _ ,._ . .-ear �E.t,.».�<. ,.....,...Y ..,� .'-w:, � .. ;._:.r ,.,.. 9,Yi. ... }»,... .. Zd=Width d=depth OR 95+90rach s�tlefeec►� < E k \ Q=CIA C Seattle m = n= Tc I = m1(Tc)An Runoff Coef Adjustment Factor Area (pavement) 0.90 Mpg 2-11 WSDOT Hyd Manual, 1997 6.89 125-Yr M 0.539 125-Yr M 5.00 min 2.891in/ hour 7.88 150-YR MR] 0.545 150-YR MRI 3.281in/ hour 1.10 1 10% Safety Factor Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Lertgtt .betv��en �B!s � � e Area 11700.00 5F 0.2686 Area Acres Qroad D.7i cfs Qbypass 0:00 cfs QtOtal 0.77 cfs Held by SL , 150' max for slopes less than 1 % [l�G • IVT .u..,.. ._._.;.c...,.. ....., <. ._ _ _. _ .__. __. .u._.._ .. s nee a €..v.,x .. ...,..,.. .. > .. _e .......... .... ... .. _ >. ..—.. v. d = [Q*S,1(37 * (SL)ACI.S)]A(318) d = depth of flow at face of curb 0.133 ft 1.60 inches Q = the gutter discharge 0.7.7 cfs SL = the longitudinal slope of the gutter 0.0080 ft/ft St = the supereievation slope 0.020 fttft d(tw) = 0.0000 inches OK Zd = the top with of the flow prism 6.67 ft Zd < Bike Lane Width IChe „; Width req'd from face of curb (Zd) < bike lane + 112 travel lane 10.50 OK h i QBP = Q * l 4-GW) % Zd]n(g/3) Zd = the top width of the flow prism 6.67 ft GW = width of grate inlet perp to flow 1.67 ft Q = the gutter discharge 0.77 cfs Q Bp= portion of flow outside grate .0.36 cfs 0:120041FAPWT-04-0321ENGRICivil%DrainagelGutter AnalysislDuvall_Gutter_Analysis new06-21-05.xls Sheet: Honey Creek —Gutter Flow —Renton Page 2 of 12 lr>�1� iallr�iatr�k a as 1'� CrC icach�rde f heA aci,WA�I ;... ,a MIMMI C Seattle m = n= Tc I = ml(TC)^n Runoff Coef Adjustment Factor Area (pavement) 0.90 1pg 2-11 WSDOT Hyd Manual, 1997 6.89 25-Yr MRI 7.88 50-YR MR] 0.539 25-Yr M 0.545 50-YR MRI 5.00 min 2.89 in/ hour 3.28 in/ hour 1.10 110% Safety Factor Width Travel Lane, 11.00 Travel Lanez 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet 30, fee# Area 11700.00 SF 0.2686 Area Acres Held by SL , 150' max for slopes less than 1 % Qroad 0.:77 cfs Qbypass 0.36 cfs Qtotal 1.13 cfs OeF��h d = [Q*St I (37 * (rjL)A4.5)l1(318) d = depth of flow at face of curb 0.154 ft 1.85 inches Q = the gutter discharge 1.13 Cfs SL = the longitudinal slope of the gutter 0.0080 ftKt St = the superelevation slope 0.020 ft/ft d(tw) = 0.0000 inches OK Zd = the top with of the flow prism 7.70 ft Zd < Bike Lane Width `Qlhec ., Width req'd from face of curb (Zd) < bike lane + 112 travel lane 10.50 OK QBP — Q * I (Zd-GW) I Zdln(813) m. v. 2d = the top width of the flow prism 7..70 ft GW = width of grate inlet perp to flow 1.67 ft Q = the gutter discharge 1.13 cfs Q ap= portion of flow outside grate 0.59 cfs 0:120041FAPWT-04-0321ENGRICivil\Drainage\Gutter Ana lysisOuvall_Gutter_Analysis newO6-21-05.xls Sheet: Honey Creek —Gutter Flow _Renton Page 3 of 12 Zd=W Idth *d=depth I „< � 9 t 47 i � i�lt t+e Roadr�r��r , �' 1 E ° ,i :.. ..:....., ...Yks�........Pn .,. ,..,�... i._ _.T ___�.� a .....:.. .. ......z...s.s..._.A ��..i� ......,-.1.. ,..�. _.. f,c. a., -�. .. - �_���..».........:.....: ,......,.. ..,.,. ..,<. xd..f-,. ., Q=CIA 10 Seattle m = n= Tc I = m/(Tc)An Runoff Coef Adjustment Factor Area (pavement) 0.90 1 pg 2-11 WSDOT Hyd Manual, 1997 6.89 25-Yr MR 7.88 50-YR MR 0.539 25-Yr MR 0.545 50-YR MRI 5.00 min 2.89 in/ hour 3.28 in/ hour 1.10 1 10% Safety Factor Width Travel Lane, 11.00 Travel Lanez 11.00 Bike Lane 5.00 Median 6,00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Lef�gti I�stw6eri'O13's OMO= feet T,e Area SF 0.260 Area Acres Held by SL, 150' max for slopes less than 1% Qroad 0.77 cfs Qbypass 0.36 cfs Qtotal 1.13 cfs d = IQ*St I (37' (SL)AO.5)]A(318) d = depth of flow at face of curb 0.154 ft 1.85 inches Q = the gutter discharge 1.13 cfs SL = the longitudinal slope of the gutter 0.0080 ft/ft St = the superelevation slope 0,020 fYft d(tw) = 0.0000 inches OK Zd = the top with of the flow prism 7.70 ft Zd < Bike Lame Width i6k:' Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane 10.50 OK ass ] Yp E QaP — Q ` I ( Zd-GW) I Zd]A(8ra) Zd = the top width of the flow prism 7.70 ft GW = width of grate inlet perp to flow 1.67 ft Q = the gutter discharge 1.13 cfs Q BP= portion of flow outside grate 0.59 cfs 0:120041FAPWT-04-0321ENGRICivillarainagelGutter AnalysisOuvall_Gutter_Analysis new06-21-05.xls Sheet: Money Creek —Gutter Flow —Renton Page 4 of 12 rdh i6r," I M A", W-11 p4ww ........ ... Zd=Width Fd=— tlepth t 4� STA'�, 5 119,+ "or, ad hw 9P... Q=CIA C Seattle M = n = Tc I = m/(Tc)An Runoff Coef Adjustment Factor Area (pavement) 0.90 Ipg 2-11 WSDOT Hyd Manual, 1997 6.89 25-Yr MRI 7.8850-YR MRI 45 0.539 25-Yr MRI O.545 50-YR MRI 5.00 min 2.89 in/ hour 3.281in/ hour 1.10 10% Safety Factor Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6,00 Sidewalk 6,00 Other Lanes 0.00 Total Width 39.00 feet tWbdtw6eiIP'CB!SI;' N,�;I 0 feet: Area 5850.00 SF 0.1343 Area Acres d = depth of flow at face of curb 0.146 ft 1.75 inches Q = the gutter discharge 0.97 cfs SL = the longitudinal slope of the gutter 0.0080 ftIft St = the superelevation slope 0.020 ft/ft Zd = the top with of the flow prism 7.28 ft 11P 'd from face of curb (Zd) < bike lane + 1/2 travel lane ,C]. Width req 10.50 OK F Q13P Q Zd-GW) Zd ]A(813) 2� = the top width of the flow prism 7.28 ft GW = width of grate inlet perp to flow 3.46 ft Q = the gutter discharge 0.97 cfs Q Bp= portion of flow outside grate 0.17 cfs 0:120041FAPW-F-040321ENGR\CivilkDrainage%Gutter AnalysisQuvall — Gutter — Analysis new06-21-05,xls Sheet: Honey Creek —Gutter Flow —Renton Page 5 of 12 Q=CIA C . ........ 0dW-:CrVJ6k-V,.' lZd=Width Id=depth �191�rct fide4 oa Seattle m = n = Tc I = m/(Tc)A n Runoff Coef Adjustment Factor Area (pavement) 0.90 1 pg 2-11 WSDOT Hyd Manual, 1997 6.89 25-Yr MRI 7.88 150-YR MR] 0.539 25-Yr MRI 0.545 50-YR MRI 5.00 min 2.89 in/ hour 37.28 in/ hour 1.10 110% Safety Factor Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6,00 Other Lanes 0.00 Total Width 39.00 feet Length,', feet, Area 5850.00 SF 0.1343 Area Acres Qroad 0.38 cfs Qbypass 0.17 cfs Qt0tal 0.56 cfs �4 OW L )AO-5)]A(318) d [Q-S, (37 - (IS d = depth of flow at face of curb 0.118 ft 1.42 inches 0 = the gutter discharge 0.56 cfs St_ = the longitudinal slope of the gutter 0.0080 ft/ft St = the superelevation slope 0.020 ft/ft Zd = the top with of the flow prism 5.92 ft Ched1k,,,�I�, Width req'd from face of curb (Zd) < bike lane + 112 travel lane 10.50 OK B QBp = Q Zd-GW) Zd ]A(8�) 2� = the top width of the flow prism 5.92 ft GW = width of grate inlet perp to flow, 3.46 ft Q = the gutter discharge 0.56 cfs Q Bp= portion of flow outside grate 0.05 cfs 0:120041FAPVV7-04-0321ENGR\CiviRDrainagelGutter AnalysisOuvall_Gutter—Analysis new06-21-05.xls Sheet: Honey Creek_Gutter Flow —Renton Page 6 of 12 Q = C I A C Zd=Width I Jd=depth ..... . .... -w'1t I DO:"t R Seattle M = n = Tc I = m/(Tc)A n Runoff Coef Adjustment Factor Area (pavement) Qroad Obypass Qtotal 0-90 1 pg 2-11 WSDOT Hyd Manual, 1997 6.89 125-Yr MRI 1 7.88 150-YR MRI 0.539 125-Yr MRI 5.00 Imin 2.891 in/ hour 0,545 150-YR MRI 1.10 110% Safety Factor Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet ':, , , -- -� r. ,LengtW,betmeniJCB:'s -c' -" O'l-N �T, ,W-.. 1-, Area 5850.00 sr 0.1343 Area Acres 0.38 cfs 0.05 cfs 0.44 cfs. Depth law d = [Q*St / (37 * (SL )AO.5)]A(318) 3.281 in/ hour Tf—M. He10, d = depth of flow at face of curb 0.108 ft 1,30 . inches 0 = the gutter discharge 0.44 cfs OK Spacing SL = the longitudinal slope of the gutter 0.0080 ft/ft St = the superelevation slope 0.020 fUft Zd = the top with of the flow prism 5.40 ft Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane 10.50 OK kpc3 Nc QBp = Q Zd-GW) I ZJ]A(813) Zd = the top width of the flow prism 5.40 ft GW = width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q = the gutter discharge 0.44 cfs Minimizes by pass flow 0 Bp= portion of flow outside grate 0.03 cfs 0;120041FAPVVT-04-0321ENGR1Civil\DrainagelGutterAnalysis%Duvall—Gutter—Analysis newO6-21-05.xls Sheet: Honey Creek —Gutter Flow —Renton Page 7 of 12 a 'CT Ow 'DiiV, I Cietik- i"'i"',�.'-`_ D1 ... .... ... ..... .. Q = C I A C Seattle M= Runoff Coef Adjustment Factor Area (pavement) Qroad Qbypass Qtotal Zd=Width 1 FcF7de—pth n= Tc I = m/(Tc)"n 0.90 Ipg 2-11 WSDOT Hyd Manual, 1997 6.89 25-Yr MRI 7.88 150-YR MRI 0.539 25-Yr MRI 0.545 150-YR MRI 5.00 min 2.89, in/ hour 3.281in/ hour J 1.10 110% Safety Factor Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Area 6850-OOISF 0.1343JAcres Area d = [Q*St I (37 (SL)"C 5 AA (318) 0.38 lcfs 0.00 cfs 0.38 1cfs d = depth of flow at face of curb 0.103 ft 1.23 inches Q = the gutter discharge :0.38 cfs OK Spacing SL = the longitudinal slope of the gutter 0.0080 ftift St = the superelevation slope 0.020 " Zd = the top with of the flow prism 5-15 ft Width reqd from face of curb (Zd) < bike lane + 1/2 travel OK h Wi ' I lane Bas 7. Of QBP 0 Zd-GW) I Zd] A(813) Zd = the top width of the flow prism 5.15 ft GW = width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q = the gutter discharge 0.38 cfs Minimizes by pass flow Q 3p= portion of flow outside grate 0.02 cfs O:MO41FAPWT-04-0321ENGR1CiviRDrainagelGutter Analysis\Duvati_Gutter_Analysis new06-21-05.xls Sheet: Honey Creek_Gutter Plow —Renton Page 8 of 12 �r�t��r �t�av�r ��al� ��At►le��oal C�r�ek �Ir�C�lr�r .:.����...� ... � ....... .......... � . `Basin, �1 ' .,: . Q=C1A C I Seattle m = n= Tc I = m!(Tc)^n Runoff Coef Adjustment Factor Area (pavement) Width Travel Lane, Travel Lane2 Bike Lane Median Sidewalk Total Width Zd=Width 1 d=depth 0.90 Ipg 2-11 WSDOT Hyd Manual, 1997 6.89 25-Yr MRI 1 7.88 50-YR MRI 0.539 125-Yr MRI 5.00 Imin 0.545 150-YR MRI 2.89 in/ hour 1 3.28 in/ hour 1.10 10% Safety Factor 11.00 11.00 5.00 6.00 6.00 39.001feet Area 5850.00 SF Area 0.1343 Acres Qroad 0.38 cfs Qbypass 0:02 cfs Qtotal 0.40 cfs d = [Q*St (37 " (SL)„ 0.5WO/8) d = depth of flow at face of curb 0.105 ft 1.26 Inches Q = the gutter discharge 0.40 cfs OK Spacing SL = the longitudinal slope of the gutter 0.0080 ft/ft St = the superelevation slope 0.020 ft.1ft Zd = the top with of the flow prism 5.24 ft fe�k. Width req'd from face of curb (Zd) < bike lane + 1/2 travel lane 10.50 OK bypass FtoW � � �'. QBP = Q * (( Zd-G W) l Zd]"(ai3j Zd = the top width of the flow prism 5.24 ft GW = width of grate inlet perp to flow 3.46 ft Use rotated Grate Inlet Type 2 Q = the gutter discharge 0.40 cfs Minimizes by pass flow Q Bp= portion of flow outside grate 0.02 cfs 0:120041FAPWT-04-0321ENGR1CivillDrainagelGutterAnalysislDuvall_Gutter_Analysis new06-21-05.xls Sheet: Honey Creek —Gutter Flow _Renton Page 9 of 12 tte DU44, C Q=CIA C P7-Wid7th ad 6N, "i6i .......... Ai41 !or, a 4 Seattle m= n = Tc I = m/(TC)A n Runoff Coef Adjustment Factor Area (pavement) 0.90 pg 2-11 WSDOT Hyd Manual, 1997 6.89 25-Yr MRI 7 .8" 0 50-YR MRI 0-539 25-Yr MRI 545 50-YR MRI 5,00 min 2.89 in/ hour 1 3,278 in/ hour 1.10 10% Safety Factor Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Lkg6batwe e' h % Ddfddt;�.;� Area 5850.00 SF 0.1343 Area Acres Qroad 0.38 cfs Qbypass 0.02 cfs. Ototall 0.41 cfs dept h d --,: [Q*St 1 (37 * (SL )AC.5)]A(3/8) Zd = the top width of the flow prism 5.26 ft GW = width of grate inlet perp to flow 3.46 ft Q = the gutter discharge 0.41 cfs Q ap= portion of flow outside grate Use rotated Grate Inlet Type 2 Minimizes by pass flow 0:120041FAPWT-04-032%ENGR\Civil\Drainage\Gutter AnalysisOuvall—Gutter—Anaiysis new06-21-05.x1s Sheet: Honey Creek —Gutter Flow —Renton Page 10 of 12 1Ct�te`Iw iu�11'#v+I�1�Gcal ��ek P�rcwa , .... A . �1 Q=CIA C Seattle m = n= Tc = ml(Tc)^n Runoff Coef Adjustment Factor Area (pavement) 0.90 Ipg 2-11 WSDOT Hyd Manual, 1997 6.89 25-Yr MRI 7.88 50-YR MRI 0.539 25-Yr MRI 0.545 50-YR MRI 5.00 min 2.89 in/ hour 3.28 in/ hour 1.10 10% Safety Factor Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Lngth:,ttwen Area 5850.00 SF 0.1343 Area 1 Acres t��id, by5 150``rn>�x GW = width of grate inlet peril to flow 3.46 ft Use rotated Grate Inlet Type 2 Q = the gutter discharge 0.41 cfs Minimizes bypass flow Q gp= portion of flow outside grate 0.02 cfs 0:120041FAPWT-04-0321ENGR1Civil\Drainage%Gutter AnalysisOuvall_Gutter_Analysis newO6-21-05.xis Sheet: Honey Creek —Gutter Flow _Renton Page 11 of 12 Q = C I A C I Seattle m = n= Tc I = m/(Tc)"n Runoff Coef Adjustment Factor Area (pavement) Zd=Width 1 d=depth 0.90 Ipg 2-11 WSDOT Hyd Manual, 1997 6,89 25-Yr MRI 7.88 50-YR MRI 0.539 25-Yr MRI 0,545 50-YR MRI 5.00 min 2.89 in/ hour 3.28 in/ hour 1.10 10% Safety Factor Width Travel Lane, 11.00 Travel Lanez 11,00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Lrsti h°betvv>en ?CB:s :'.. 100 feet ., Area 5850.00 SF 0.1343 Area Acres Held 0:120041FAPWT-04-0321ENGRICivil%DrainagelGutter AnalysisOuvall_Gutter_Analysis new06-21-05.xls Sheet: Honey Creek —Gutter Flow _Renton Page 12 of 12 Ger �ivrncJuual+k1eaC£ECii �CW�► -. _. �,..,.., �,A , t .. .. �._. asi>tt Zd=Width d=depth { E E; A. �y 1�x7''l/ iOXTV�J-�"r ¢IF:,iG�i`i[iIG :V LFI� IF1iLllF..... .... .EtE.Et t,V.St_ C 0.90 pg 2-11 WSDOT Hyd Manual, 1997 1 Seattle m = 6.89 25-Yr MRI 7.88 50-YR MRI n = 0.539 25-Yr MRI 0.545 50-YR MRI Tc 5.00 rein I = m/(Tc)^n 2.89 in/ hour 3.28 in/ hour Runoff Coef Adjustment Factor 1.10 10% Safety Factor Area (pavement) Width Travel Lane, 11.00 Travel Lane2 11.00 Bike Lane 5.00 Median 6.00 Sidewalk 6.00 Other Lanes 0.00 Total Width 39.00 feet Length;Eeiwr' CB's .' .. }Q feet .= Area 5850.00 SF 0.1343 Area Acres Feld by 0:12DD41FAP4V-F-04-032\ENGRICivil%Drainage\Gutter Ana lysisOuvall_Gutter_Analysis newD6-21-05.xis Sheet: Honey Creek —Gutter Flow —Renton Conveyance Calculations Subbasin D1 (Off -site) Appended on: 08:41.- 09 Wednesday, August 31, 2005 File: 0.-120041FAPWT-04-0321ENGR1Civil\Drainage\StormSHed\Honey Crk—New—May_1-2005.,wwk Layout Report: Honey Crk Untreated Event 'Precip (in) ;2.year. :1.0000 iother 2.1000 10 year .3.0000 '25 year 3.6000 100 yearr.4.0000 Reach Records Record Id: R-HC Ola ;Section Shape: lCircular A lUniform Flow Method: [Manning's iCoefficient: 30.0130 .... ............ .... .. ...... Routing Method: :Travel Time Translation Contributing Hyd �1 bnNode ICB-HC MH 2 UpNode ICB-HC 01 a Material Smooth CDEP Size 112 Diam !Ent Losses :!Groove End w/Headwall length ft Slope 1.00% Up Invert 413.0900 ft Dn Invert .412,7825 ft:: Conduit Constraints ,Min Vel':Max Vel Min Slope Max Slope Min Cover F I �: 12. 00 ft/s 15. 00 ft/s i0. 5 0% 2.00% 2.00 ft in/fir �Exdnfil Rate Drop across MH A0000 ft Up Invert 412.7825 ft IDn Invert 413.0900 ft ...... ........ �Hold up invert- 0:12004%FAPWT-04-032\r=NGR\CivllkDrainage\StormSHed\HoneyCreek—StormShed_Rprt.doc Wednesday, August 31, 2005 Page 1 of 28 Record Id: R-HC 10 �Section Shape: ';Circular Uniform Flow Method: ',Manning's lCoefficient: iO.0120 ----------- --- - ---- - Routing Method: Travel Time Translation iContributing Hyd i ---------- DnNode j:CB-HC MH 5 UpNode iCB-HC 10 'Material 'Smooth CDEP !Size '12 " Diam Ent Losses 'Groove End w/Headwall 'Length ength 30.7500 ft 1.00% Up Invert '418.8800 ft Dn Invert 418.5725 ft fir---------- Conduit Constraints Min Vel :Max. Vel 'Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s �0.50% 2.00% 2.00 ft Drop across MH 0.0000 ft 1EY./Infil Rate i0.0000 in/lu:� Up Invert 418.5725 ft Dn Invert .418.8800 ft iMatch inverts. Record Id: R-HC 11 ;Section Shape: ',Circular Uniform Flow Method: Manning's sCoefficient: 0.0120 'Routing Method: ';Travel Time Translation 'Contributing Hyd . ............. DnNode ------- ;CB-HC MH06 — ----- 'UpNode CB-HC 11 Material 'Smooth CDEP - -- - -- ------- ----- --- ----- ;Size :18 Diarn ;Ent Losses 'Groove End w/Headwall jLength 32.7500 ft �Slope 1.00% iUp Invert 419.4600 ft Dn Invert ;419.1325 ft Conduit Constraints 'Min Vel Max Vel 'Min Slope [Max Slope 'Min Coy 1-00ft/s 15.00 ft/s-10.50% �2,00% '2.00 R �Ika�e :0.0000 in/hr Drop across MH '0.0000 ft jUp Invert 419.1325 ft Dn Invert 419.4600 ft Hold up invert. O:TO04\FAPWT-04-032kENGR\CiVilkDrainagelStormSHed\HoneyCreek—StormShed_Rprt.doc Wednesday, August 31, 2005 Page 2 of 28 Record Id: R-HC 12 'Section Shape: Circular Uniform Flow Method:Manning's iCoefficient:-i0.0120 ;Routing Method: 'Travel Time Translation (Contributing Hyd DnNode CB-HC MH06 UpNode CB-HC 12 `Material Smooth CDEP !Size 12" Diam Ent Losses Groove End w/Headwall ;Length 30.7500 ft !Slope 1.00% Up Invert 420.0000 ft jDn Invert �419.6925 ft Conduit Constraints ;''.Min Vel 'Max Vel Min Slope ;Max Slope ',Min Cover E 2_00 Ells 15:00 ft/s 10.50% 2.00% 2.00 ft Drop across MH 0.0000 ft Ex/lnfil Rate i0.0000 in/hr Up Invert 419.6925 ft ?Dn Invert 420.0000 ft i Record Id: R-HC B Section Shape: Circular Uniform Flow Method: Manning's ;Coefficient �0.0120 Routing Method Travel Time Translation iContributing Hyd ?DnNode CB-HC MH07 jUpNode 'CB-HC 13 Material 'Smooth CDEP Size 12" Diam ',Ent Losses Groove End w/Headwall iLength_____ ____ 32.7500 ft Slope_.______.___ 1.00% _.__.________ ____._______________.__.___._-_.--------- _____________ ;Up Invert 421.2660 ft 1Dn Invert 420.9385 ft Conduit Constraints --- -- iMxn Vel 'Max Vel'Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s'0.50 /a ;2.00 /° ;2.00 ft 3 ---- _ ,Drop across MH �0.0000 ft ,Ex/Infil Rate-� 0.0000 in/hr Up Invert 420.9385 ft ... .. ... . On Invert ..... ...... . 421.2660 ft Hold up invert. O:12004IFAPWT-04-0321ENGR1Civil\Drainage\StormSHedlHoneyCreek_StormShed_Rprt.doc Wednesday, August 31, 2005 Page 3 of 28 Record Id: R-HC 14 :Section Shape: lCircular Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: :Travel Time Translation Contributing Hyd DnNode CB-HC MH07 €UpNode CB-HC 14 Material Smooth CDEP !Size ~12"Diam ;Ent Lasses ,Groove End w/Headwall ;Length .30,7500 ft Slope 1.00% Up Invert 421.2400 ft EDn Invert 420.9325 ft Conduit Constraints 'Min Vel ';Max Vel 'Min ;Max Slope Min 2.00 ft/s ''.15.00 ft/s l0.50% �2.00% 12.00 ft 'Drop across MH 0.0000 ft ExlInfil Rate A0000 inlhr_ Up Invert 420.9325 ft Dn Invert 421,2400 ft jMatch inverts. — Record Id: R-HC 15 .... .... Section Shape: Circular ;Uniform Flow Method:'Manning's Coefficient: OA120 ;Routing Method: Time Translation lContributing Hyd DnNode CB-HC MHOS iUP Node ;CB-HC 15 :Material Smooth CDEP :Size =12" Diam Ent Losses Groove End w/Headwall Length '32.7500 ft ;Slope 1.00% Up Invert 1,423.3500 ft Dn Invert 423.0225 ft Conduit Constraints ;Min Vel ,Max Vel 'Min SiopeMax Slope 'Min Cover 2.00 ft/s 315.00 ft/s 0.50% 100° o 2 00 ft -----._._... _ - - w w_w _-_._— - ----- Prop across MH io.0000 ft 'Ex/hfil Rate 0.0000 inlhr Up Invert 423.0225 ft ,Dn Invert 423,3500 ft DU004TAPWT-04-0321ENGR1CiviI\Drainage\StormSHed\HoneyCreek StormShed_Rprt.doc Wednesday, August 31, 2005 Page 4 of 2B Record Id: R-HC 16 Section Shape: Circular Uniform Flow Method:',Manning's lCoefficient: 0.0120 'Routing Method: Travel Time Translation Contributing Hyd ; DnNode -. _._._._._ -- .. _._._... CB-HC MH08 �UpNode GCB-HC 16 Material 'Smooth CDEP ';Size 12" Diam __._._._._----.--,,-_____.._____________.----_._......___.�w__.___-.. ;Ent Losses Groove End w/Headwall !Length ----_..__-----`30.7500 ft ;Slope 1.50% - Up Invert 422 6000 ft�~:Dn Invert 422.1388 ft €______-_---------Conduit Constraints :Min Vet Max Vel ;Min Slope °Max Slope 'Min Cover 2.00 ft ss 15.00 ftls 0.50% 2.00% �2.00 ft —^ ;Drop across MH 0.0000 ft Ex/Infil Rate E0.0000 in/hr' Up Invert 422.1388 ft Dn Invert 422.6000 ft `Hold up invert. T Record Id: R-HC 17 ;Section Shape: Circular Uniform Flow Method: '''Manning's !Coefficient: 0.0120 Routing Method: Travel Time Translation -''CB-HC iContributing Hyd DnNode MH09 UpNode CB-HC 17 :Material 'Smooth CDEP ISize � 12" Diam ---------._..-- _.__._ ;Ent Losses _._..... __. Groove End w/Headwall ;Length -- 32.7500 ft 'Slope 1.00% Up Invert 423.3500 ft Dn Invert 423.0225 ft ----- Conduit Constraints ;Min Vel :Max Vel ;Min Slope ,Max Slope'Min Cover 2.00 ft/s 15.00 ft/s 0.50% 12.00%2.00 ft� Drop across MH 0.0000 ft IEx/Infil Rate 0.0000 in/hr Up Invert - �423.0225 ft Dn Invert �423.3500 ft :Match inverts. O:120041FAPWT-04-0321E NGR1Civil\Dra i nagelStormS Hed\HoneyC reek_Sto rmS hed_Rprt. doc Wednesday, August 31, 2005 Page 5 of 28 Record Id: R-HC 18 ;Section Shape: iCircular ' ;Uniform Flow Method. ',Markzting's ;Coefficient: '0.0120 .Routing Method: Travel Time Translation !Contributing Hyd CB-HC MH09 jUpNode CB-HC 18 Material :Smooth CDEP ;Size 12" Diam ;Ent Losses °Groove End w/Headwall Length 30.7500 ft Slope 1.00% Up Invert 423.3500 ft ',Dn Invert _ 423.0425 ft Conduit Constraints Min Vel ;Max Vel ;Min Slope Max Slope !Min Cover 2.00 ftls 15.00 Ells '0.50%--E2.00% 12.00 ft ;Drop across MH A0000 ft — !Ex/Infil Rate �`0.0000 in/hr !Up Invert 423.0425 ft 'Dn Invert423.3500 ft Hold up invert. Hold down invert. Record Id: R-HC 19 'Section Shape: ;Circular Uniform Flow Method: 'Mannins Routing Method: DnNode Coefficient: 0.0120 - ------------ _.-...-.-_.._....................._..-..;....-.._.-.-._..._.. _ _..m Translation Contributing Hyd ------------- _._.__.-..�............................ _.-. . - -- - CB-HC MH10 lUpNode !CB-HC 19 Material Smooth CDEP !Size 12" Diam :Ent Losses Groove End w/Headwall ;Length 30.7500 ft — - Slope 1.00% Up Invert 424.5500 ft jDn Invert 424.2425 ft Travel Time Conduit Constraints Min Vet Max Vel 'Min Slope Max Slope !'Min Cover 2.00 ft/s `15.00 ftls 0.50% 12.00°10 2.00 ft Drop across MH 0.0000 ft 'Ex/lnfil Rate 0.0000 in/hr Up Invert 424.2425 ft Dn Invert 424.5500 ft Hold down invert. O;\20041FAPWT-04-0321ENGR\Civil\Drainage\StormS Hed\HoneyCreek_StormShed_Rprt.doc Wednesday, August 31, 2005 Page 6 of 28 Record Id: R-HC 20 ,Section Shape: !Circular 'Uniform Flow Method: �Manning's lCoefficient: � 0.0120 �Routing Method: 'Travel Time Translation !Contributing Hyd '15nKode ----------- ------ CB-HC MH 10 iUpNode :CB-HC 20 .......... 'Material Smooth CDEP ------ !Size 12" Diam ;Ent Losses Groove End w/Headwall 'Length 32.7540 ft 'Slope 1.00% :Up Invert !424.5500 ft Dn Invert '424.2225 ft Conduit Constraints I Min Vel Max Vel 'Min Slope 'Max Slope Mn Cover I i '2.00 ft1s A 5.00 ft/s20.50% ;2.00% .00 ft �0.0000 in/hr 'Ex/hifil Rate Drop across MH �0.0000 ft -- ----- ---- - iUp Invert 424.2225 ft Dn Invert 424.5500 ft ;Hold down invert. Record Id: R-HC Clb off ',Section Shape: Circular (Uniform Flow Method: Manning's 'Coefficient: '0.0120 ----- ----------- ---- ----- - Routing Method: Travel Time Translation ;Contributing Hyd' 'DnNode CB-HC I I 'UpNode !CB-HC Clb off i - ------ --- 'Material 'Smooth CDEP - 'Size 15 Diam ;Ent Losses iGroove End w/Headwall ,'Length 11.0000 ft Slope '2.50% Dn Invert ;419.7850 ft Up Invert .420.0600 R Conduit Constraints ;Min Vel Max Vel 'Min Slope !Max Slope 'Min Cover .. .. .. .. .. I . ... .. .... .. ..... 2.00 ft1s 15.00 ft/s l0.50% :2.00% 100 ft :0.0000 in/hr 'Ex/Infil Rate 'Drop across MH .0.2400 ft 'Dn Invert 420.0600 ft iUp Invert 419,7850 ft Bold up invert. ;Hold down invert. 0:120041FAPWT-04-0321ENGR1Civil\Drainage\StormSHedlHoneyCreek—StormS ed_Rprt.doc Wednesday, August 31, 2005 Page 7 of 28 Record Id: R-HC Cle off `Section Shape: 'Circular Uniform Flow Method: 'Manning's iCoefficient: i0.0090 Routing Method: ;Travel Time Translation !Contributing Hyd:i DnNode CB-HC 17 ]UpNodc GCB-HC C I c off Material Tlastic !Size V' Diarn — ---------- --- Ent Losses 'Groove End w/Headwall .. .. ...... length - -- ---- ------------ ft islope ��Up Invert 423.5900 ft jDn Invert .423.3493 ft -- — - - ---------- -- --------- --- ------- Conduit Constraints H!Min Vel 'Max Vel Min Slope Max Slope Min Cover 2.00 ft1s .15. 00 ft/s .0. 5 0% 12.00% 13.00 ft Drop across MH 10.2400 ft 'Ex/Infil Rate 10.0000 I 'Up Invert 423.3493 ft Dn Invert 423.5900 ft 'Hold up invert. 'Hold down invert. Record Id: R-HC C2b off Section Shape: Circular ;Uniform Flow Method: Manning's !Coefficient: 0.0120 Routing Method: Travel Time Translation Contributing Hyd PnNode ;CB-HC MH 3 [UpNode CB-HC'C2b: - -------------- ---- Material :Cone -Spun lisize 18 Diam, 'Ent Losses ;Groove End w/Headwall ',Length 20.1600 ft Vp Invert 412.0000 ft 5lope 1.00% I Dn Invert 411.7984 ft Conduit Constraints Vel :Max Vel Min Slope;Max Slope Min Cover 2.00 /s J5.00 1s 10.50% 2.00% !2.00ft Eft Drop across MH 0.2400 ft 'Ex/Infil Rate '0.0000 in/hr � `Up Invert '!411.7984 ft Dn Invert '412.0000 ft 'Hold up invert. ',Hold down invert. O;120041FAPWT-04-0321ENGR1Cjvi]kDrainage\StormSHed\HoneyCreek—StormShed_Rprt.doc Wednesday, August 31, 2005 Page 8 of 28 Record Id: R-HC MH 1 Section Shape: � �!Circular�� Uniform Flow Method: 'Manning's Coefficient: 0.0120 ;Routing Method: ':.Travel Time Translation (Contributing Hyd DnNode ExCB#7 UpNode CB-HC MH 1 :Material Smooth CDEP :Size ;24" Diam 'Ent Losses � T Groove End w/Headwall - —---�---�-- 'Length 58.3600 ft ;Slope ';Up Invert 409.2034 ft jDn Invert 408.9116 ft i Conduit Constraints `;Min Vel'Max Vel !Min Slope -Max Slope ;Min Cover; 2.00 ft/s ' 15.00 ft/s '0.50%--'2.00% 3 2.00 ft 3 'Drop across MH — 0.0000 ft3ExlInfil Rate iO.0000 in/hr ?Up Invert 408.9116 ft Dn Invert 409.2034 ft Hold down invert. Record Id: R-HC MH 10 :Section Shape: ;Circular ;Uniform Flow Method: Manning's 'Coefficient: 0.0120 :Routing Method: Travel Time Translation _E ;Contributing Hyd ?DnNode CB-HC MH09 !UpNode CB-HC MH 10 ;Material Smooth CDEP �Size 12" Diarn ;Ent Losses - ------- __._________..__. :Groove End w/Headwall :Length 150.0000 ft =Slope;1.00°/a Up Invert 424.2225 ft 'Dn Invert422.7225 ft ; Conduit Constraints I `Min Vel ;Max Vel 'Min Slope 'MuSlope;Min Cover 2.00 ftls 15.00 ftls���— E0.50% 2.00% 2.00 ft — 'Drop across MH '0.0000 ft Ex/Infil Rate 0.0000 in/hr ,Up Invert 422.7225 ft :Dn Invert 424.2225 ft ( d up invert. 0:120041FAPWT-04-0321ENGRICivil\DrainagelStormSHed\HoneyCreek StormShed_Rprt.doc Wednesday, August 31, 2005 Page 9 of 28 Record Id: R-HC MIE1 2 'Section Shape: Circular Uniform Flow Method: Mannings toefficient: 0.0120 :Routing Method: Travel Time Translation Contributing Hyd DnNode !CB-HC MH I UpNode CB-HC MH 2 -Material .... .............. . .... 'Smooth CDEP Size '24" Diam ',Ent Losses Groove End w/Headwall 'Length ft ' Slope :0.50% Up Invert .409.4168 ft bn Invert i409.2034 ft Conduit Constraints `Min Vol 'Max Vol ;Min Slope Max Slope 'Min Cover .. .. .. .. .. .. '2.00% 1 F 3.00 ft ,2.00 ft/s;15.00 ft/s A50% Drop across MH i0.0000 ft 'Ex/Infil Rate 0.0000 in/hr Up Invert 409.2034 ft Dn Invert 409.4168 ft Hold down invert. Record Id: R-HC NIH 3 Section Shape: '!Circular !Uniform Flow Method: 'Manning's 'Coefficient: �0.0120 Routing Method: Travel Time Translation iContributing Hyd �1 DnNode CB-HC MH 2 - ---------- UpNode ;CB-HC MH 3 Material 'Smooth CDEP !Size 124" Djam ;Ent Losses Proove End w/Headwall 'Length 296.6700 ft ;slopc 0.50% 'Up Invert 410.9001 ft Dn Invert 4Q9.4168 ft 11 Conduit Constraints MinMin Vel'Max Vol Min Slope Max Slope 'Min Cover 12.00 ft 1100 ft/s 45.00 ft/s 10.50% 2.00% Drop across MH '0.0060 ft !Ex/Infil Rate O.Q000 in/hr Up Invert 409.4168 ft Dn Invert 410.9001 ft !Hold up invert. 'Hold down invert 0:\2004\FAPIWT-04-032%ENGR\Civil\Drainage\StormSHed\HoneyCreek—StormShed—Rprt.doc Wednesday, August 31, 2005 Page 10 of 28 Record Id: R-HC MH 4 'Section Shape: Circular ;Uniform Flow Method: ',Manning's ?Coefficient: 0.0120 Routing Method: 'Travel Time Translation \Contributing Hyd DnNode tB-HC MH 3 EUpNode CB-HC MH 4' Material Smooth CDEP Size 18" Diain EEnt Losses Groove End w/Headwall 'Length�-------.—___------� �------------------------- 'Slope �-_._-___---__- _-- -- _ - '�1.88% Up Invert 416.3824 ft Dn Invert `410.9001 ft Conduit Constraints 'Mn Vet Max Vel 7Min Slope ,M�'Min Cover 2.00 ft/s ',15.00 ft/s '0.50% 2.00% 2.00 ft :Drop across MH i0,0000 ft - Ex/Infil Rate ;0.0000 in/hr �Up Invert 410.9001 ft — - Dn Invert — _ - 416.3824 ft —. Record Id: R-HC MHOS --..._........................_._.._..__...__._._._...._. _........_._ ......... ._............. - - 3Section Shape: ;Circular Uniform Flow Method: '_:Manning's ;Coefficient: �OA120 ,Routing Method: ;Travel Time Translation'lContributing Hyd jDnNode CB-HC MH 4 EUpNode ECB-HC MH 5 ;Material 'Smooth CDEP ;Size —18" Diam Ent Losses 'Groove End w/Headwall Length _ .122.3000 ft !Slope '1.00% Up Invert 417.6054 ft EDn Invert 416.3824 ft Conduit Constraints ............. _.._...._.. _ ,._..._._...._.....-_..._ _..___ _._-._ _._..._..__.__..._._..-__ F _ _ ___ _.__ __.._____ ,.-..-.... _-..------ Min VelMax Vel ;Min Slope Max Slope Min Cover E2.04 ft/s '15.00 ft/s A50%� 2.00% E2.00 ftW__.. ;Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr ..---. -._ .__.._ _.._..._ Up Invert 416.3824 ft iDn Invert 417,6054 ft O:\2004\FAPWT-04-032\ENGR\Civil\Drainage\StormSHed\HoneyCreek—StormShed_Rprt.doe Wednesday, August 31, 2005 Page 11 of 28 Record Id: R-HC MH06 'Section Shape: Circular ;Uniform Flow Method: Manning's --;Coefficient: �0.0120 ..... ....... ...... ...... ......... Routing Method: Travel Time Translation: lContributing Hyd DnNode CB-HC MH 5 iUpNode �CB-HC MH06 'Material - - ------ ---- ----- Smooth CDEP !!Size 18" Diam Ent Losses Groove End w/Headwall jLength '139.6200 ft � Slope 1.00% �Up Invert .419.0016 ft 1Dn Invert .417.6054 ft Conduit Constraints Min Vet Max Vel 'Min Slope Max Slope Min Cover '2.00 ft/s .15.00 ft/s 10.50% 2.00% '2.00 ft [Drop across MH °0.0000 -ft Invert 417.6054 ft Record Id: R-HC MH07 'Ex/Infil Rate 0.0000 in/hr On Invert '419.0016 ft ,Section Shape: 'Circular !Uniform Flow Method. Manning's !Coefficient: -0.0120 `Routing Method: .... ....... .. .... 'Travel Time Translation 'Contributing Hyd DnNode MH06 ' UpNode MH07 . ... ... ... ... . ... . ....... .. .... ........................... Material - - ------------- ------ . ........ . :Smooth CDEP ';Size .18 Diam �Ent Losses Groove End w/Headwall Length .108.4300 ft 'Slope 1 .00% ,Up Invert 420.0859 ft Dn Invert 419.0016 ft Conduit Constraints Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0. 5 0% 2.00% 2.00 ft Drop across MH �0.0000 ft Exafil Rate b.0000 inlir ,;Up Invert 419,0016 ft Dn Invert 420.0859 ft O:VO04%FAPWT-04-032kENGR%Ci\(jlkDrainage\StormSHed\HoneyCreek—StormShed—Rprt.doc Wednesday, August 31, 2005 Page 12 of 28 Record Id: R-HC MHO$ !Section Shape: Circular !Uniform Flow Method 'Manning's (Coefficient: 0.0120 gTranslation-- 'Routing Method: 'R Travel Time --------, Contributing Hyd , ,---------_._..___-- _._....-._----_. ;DnNode CB-HC MH07 UpNade CB-HC MHOS ;Material Smooth CDEP ;Size 12" Diam _.--- --- 'Ent Losses ,,..Groove End w/Headwall 'Length __.._ 155.2300 ft !Slope 1.00% Up Invert 421.6382 ft 'Dn Invert 42 9 ft Conduit Constraints :Min Ve1Max Vel '.Min Slope iMax Slope ;Min Cover 2.00 ft/s 15.00 ftls 0.50% 2.00 °°/°/ '2.00 ft Drop across MH 0.0000 ft ;Ex�/1nfi1 Rate �421.6382 0.0000 in/hr — Up Invert420.0859 ft „Dn Invert ft Record Id: R-HC M1109 - ......... £Section Shape: ;Circular Uniform Flow Method: Manning's €Coefficient: 0.0120 Routh _----------- g Method: ;Travel Time Translation ;Contributing Hyd DnNode CB-HC MHO8 1UpNode !CB-HC MH091 `Material ;Smooth CDEP 'Size 12" Diam :Ent Losses --!Groove End w/Headwall — — 'Length --� � � 108.4300 ft Slope 1.00% Up Invert 422.7225 ft Dn Invert _ ._ _ _ -- 421.6382 ft -- -- -----..._._...._.._._._, - _ ---- # �... 1= ---._...------- __................... ..__._.. Conduit Constraints _ ... _... --- ''Min Vel'Max Vel Min Slope Max Slope £Min Cover 12.00 ftls 15.00 ftls0.50°lo i2.00% _- 2 00 ft _ _� ..-_._.._.._------._.._.__...---...___.____. ;Drop across MH _ Q.0000 ft ;Ex/Infil Rate 0.0DQ0 indir Up Invert ............----._....._._... 1421.6382 ft Dn Invert 422.7225 ft 0:120041FAPWT-04-0321ENGR1Civil\Drainage\StormS Hed\HoneyCreek—StormShed_Rprt.doc Wednesday, August 31, 2005 Page 13 of 28 Node Records Record Id: CB-HC Ola — ----------- ------ :Increment '0.10 ft 'Prototype Record 'Descrip: Start El. 413.0900 ft ;MaxEl. 1416.0900 ft Classification Catch Basin !Structure Type iCB-TYPE 1-48 ;Ent Ke Groove End w/Headwall (ke=0.20) Channelizationturved or Deflector Catch .6000 ft Bottom Area 12.5664 sf ' ' ,Condition Existing Record Id: CB-HC 10 AN ft --- Increment i ;Prototype Record F r ------- - ---------- - - --- Start El. 418.5000 ft Max El. 421.8500 ft :Classification Manhole Structure Type jCB-TYPE 1-48 .......... ... .. . .. Ent Ke Groove End w/Headwall (ke=0.20).Channelization �Curved or Deflector ............. iCatch 2.0000 ft 'Bottom Area 19.6350 sf 'Condition ;Existing Record Id: CB-HC 11 Descrip: 'Prototype Record Increment �0.10 ft ;Start El. 419.4600 ft Max El. 422.9600 ft ;Classification 'Catch Basin �Structure Type 1-48 ;Ent Ke !Groove End w/Headwall (ke=0.20) ',Channelization or Deflector lCatch ;2.0000 ft Bottom Area 19.6350 sf !Condition 'Existing ... .. .. .. ........... ..... Record Id: CB-HC 12 IDescrip: Prototype Record Increment i0.10 ft El. 419.9600 ft 'Max El. 422.9600 ft .Classification Manhole .. ........ ------ -- - ---------- --- -------- - -- Structure Type 'CB -TYPE 1-48 iEnt Ke iGroove End w/Headwall (ke=0.20) iChannelization =Curved or Deflector iCatch J2.0000 ft :Bottom Area 19.6350 sf �Condition ;Existing 0:120041FAPVVT-04-0321ENGR\CivilkDrainage\StormSHed\HoneyCreek—StormShed—Rprt.doc Wednesday, August 31, 2005 Page 14 of 28 Record Id: CB-HC 13 escrip: Prototype Record :Increment-�0.10 ft !D ;Start El. E421.2660 ft :Max El. 424.2500 ft Classification Manhole Structure Type GCB -TYPE 1-48 __------.--------.---._ .............. Ent Ke iGroove End w/Headwall (ke=0.20) ?,Channelization ;Curved or Deflector ----- ---- -- -- lCatch 2.0000 ft Bottom Area 19.6350 sf Condition Existing -- Record Id: CB-HC 14 Descrip: :Prototype Record Increment A 10 ft -Start El.421.2400 ft Max El.�-- 424.2500 ft Classification :Manhole 'Structure Type GCB -TYPE 1-48 ;Ent Ke :Groove End w/Headwall (ke=0.20) ''Channelization Curved or Deflector :Catch 2.0000 ft Bottom Area '19.6350 sf-�-� Condition Existing Record Id: CB-HC 15 Descrip: Prototype Record tncrement A 10 ft .Start E1.-423.6006 ft - Max El. 425.6000 ft !Classification Manhole Structure Type CB -TYPE 1-48 ;Ent Ke� Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector _ - - iCatch-..--�---�2.0000 ft ----�------------ '_Bottom Area 19.6350 sf - _.__--------- _ Condition iExisting Record Id: CB-HC 16 ------- ------- - ------- ..- 'Descrip: Increment !0.10 ft `Start El. `422.6000 ft Max El. .425.6000 ft - -.--_ _._.__.._.________.r______________.._______._ (Classification ;Manhole Structure Type ;CB -TYPE ] -48 - ... ,Ente ;Groove End w/Headwall (ke=0.20) Channelization (Curved or Deflector €Catch `2.0000 ft 'Bottom Area 19.6354 sf Condition :Existing 0:120041FAPWT-04-032%ENGRIGivil\DrainagelStormSHedlHoneyCreek—StormShed_Rprt.doc Wednesday, August 31, 2005 Page 15 of 28 Record Id: CB-HC 17 Descrip: Prototype Record Increment j0.10 ft 'Start El. ;423.3500 ft :Max El. 426.3500 ft - - €Classification'Manhole Structure Type _._..._- ----- . __- --- _._..._..... ,CB -TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization £Curved or Deflector ']Catch 2.0000 ft :Bottom Area 19.6350 sf ,Condition ;Existing Record Id: CB-HC 18 -._.--._-.-_._--- Descrip: Trototype Record Increment 0.10 ft :Start El.422.8500 ft 'Max El. E426.3500 ft Classifi cation', Manhole - :Structure Type 1CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization ;Curved or Deflector ;Catch _-- 2.0000 ft`BottomArea J9.6350 sf ,Condition Existing Record Id: CB-HC 19 bescrip: :Prototype Record Increment =0.10 ft ,Start El. 424.5500 ft Max El. 427.5500 ft ------ --- ::-- _ ------------- -- Classification !Catch Basin 'Structure Type 1CB-TYPE 1-48 . _ . . _ ....... __. - ._......_.-_...__. ................ .. 3Ent Ke Groove End w/Headwall (ke=0.20) Channelization']Curved or Deflector ']Catch 2.0000 ft Bottom Area '] 12.5664 sf ;Condition 'Existing Record Id: CB-HC 20 .... ....................... °Descrlp: `Prototype Record Increment 30 10 ft _- - Start El. 424.5504 ft Max El. 427.5500 ft .......... _-----_=_--_ _---- _------------- _ _-_.__.._-__---__-._-_-_____._._.-.r.-.-_.__--------------w_ .. _._.w �.--- ------------- _------ -- ']Classification 'Manhole Structure Type !CB -TYPE 1-48 ;Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector icatch � 2.0000 ft :Bottom Area J9.6350 sf ,Condition Existing 0:120041FAPWT-04-0321ENGR1CiviMrainage\StormS Hed1HoneyCreek_StormShed_Rprt.doc Wednesday, August 31, 2005 Page 16 of28 Record Id: CB-HC CIb off . . .... ...... ... %Descrip: Prototype Record :Increment 10.10 ft 'Start El. 420.0600 ft :Max El. 423.3100 ft ----------------- .-. 1Classification ;Manhole :Structure Type iMH-TYPE 1-48 r-_.------_._---------------.. _ ......... ... .... ._.....__ Ent Ke 'Groove End w/Headwall (ke=0.20) °Channelization !Curved or Deflector !Catch 2.0000 ft Bottom Area 12.5664 sf ?Condition -�-.Proposed --_--------------------- Record Id: CB-HC C 1 c off ;Descrip: EEx ME Bsta 192+14 'Increment i0.10 ft ;Start El.423.5900 ft — :Max Eh428.1900 ft ;Classification '[Manhole 'Structure Type 3MH TYPE 1-48 ;Ent Ke >Groove End w/Headwall (ke=0.20) Channelization ;Curved or Deflector ;Catch 10.0000 ft --Bottom Area '12.5664 sf iCondition Proposed Record Id: CB-HC C2b 'Descrip: Prototype Record — Increment 0.10 ft Start El. 1412.0000 ft Max El. � 419.0000 $ :Classification ;Manhole Structure Type MH-TYPE 1-48 ;Ent Ke :Groove End w/Headwall (ke=0.20) Channelization €Curved or Deflector _---- --- -- -- -- �_ --- - r__ _-------- -.____.__._ ..___.... . 'Catch 2.0000 ft Bottom Area J 2.5664 sf 'Condition :Proposed Record Id: CB-HC MH 1 ;Descrip: 'Prototype Record Increment i0.10 ft Start El. 409.2034 ftMaxEl. 416.1400 ft :M ;Classification ;Catch Basin 'Structure Type ;CB -TYPE 2-60 - - - -_ 'Ent Ke ,Groove End w/Headwall (ke=0.20) Channelization !Curved or Deflector ;Catch !2.0000 ft :Bottom Area 1 19.6340 sf !Condition Existing 0.120041FAPWT-04-0321ENGR\Civil\Drainage\StormSHed\HoneyCreeic StormShed—Rprt.doc Wednesday, August 31, 2005 Page 17 of 28 Record Id: CB-HC MH 2 3Descrip: 'Prototype Record Increment io.10 ft� ;Start El. �409.4168 ft Max El. 416.0900 ft iClassification Catch Basin Structure Type CB -TYPE 2-54 -Ent Ke Groove End w/Headwall (ke=0.20) `Channelization sCurved or Deflector --.--............ ............. .... ........ Catch 2.0000 ft ---- ---------- _.--------- .___. ?Condition 'Existing Record Id: CB-HC MH 3 Bottom Area 15.9040 sf Descrip: �- -Prototype Record- -- Increment � -El. 0.10 ft ';Start El.—�_4109001 ft Max �432.5604 ft {Classification iCatch Basin Structure Type 'CB -TYPE 1-48 �— Ent Ke :Groove End w/Headwall (ke=0.20) Channelization {Curved or Deflector Catch 2.0000 ft Bottom Area 12.5664 sf Condition Existing Record Id: CB-HC MH 4 .......... . Descrip: sPrototype Record ,Increment 10.10 ft ;Start El. ;'416.3824 ft :Max El—��—j421.4800 ft_._- =Classification;Catch Basin Structure Type iCB-TYPE 1-54 Ent Ke Groove End w/Headwall ke=0.20 ',Channelization lCurved or Deflector. ? Catch ---------- ;2.0000 ft B-_-_---- ottom Area 15.9043 sf i i Condition Zxisting Record Id: CB-HC MH 5 'Descrip: ;Prototype Record ;Increment 0.10 ft -_-..-�-..,.........-.._._-_._---.:2417.6054 ft_-_-_-__..�.--_____--___-_..-._-.�. Max -El. ;422.57D0 ft ---- �Start El. Classification .Catch Basin Structure Type ;CB -TYPE 2 48 Ent Ke !Groove End w/Headwall (ke=0.20) Channelizati on.Curved or Deflector ;Catch 2.ODD0 ft 'Bottom Area 112.5664 sf ;Condition €Existing 0:120041FAPW T-04-0321ENG R1Civil\DrainagelStormS H ed1H oneyC reek_Storm Shed_Rprt.doc Wednesday, August 31, 2005 Page 18 of 28 Record Id: CB-HC MHO6 bescrip: ;Prototype Record Y �1ncrement 0.10 ft ;Start El.419.0016 ft Max El. �423.5700 ft ------------ Classification ICatch Basin __ _ .::_ Structure Type ........ !CB -TYPE 2-60 IEnt Ke Groove End w/Headwall (ke=0.20 Channelization'Curved or Deflector _- !Catch - - --- -- ---- 2.0000 ft -.._. _ _...... _..--.--.--...... - ....... -- Bottom Area ----- -- - - -- __.. 19.6340 sf !Condition Existing Record Id: CB-HC MH07 --..... ................ Descrip: _.._ - . ;Prototype Record _.. _--... Increment -.-- _.._-_..._.------ --- -.._..-_..-.- D 10 ft ;Start El. -1420.0859 ft Max El. 424.8600 ft— �Classification :Manhole — Structure Type MH-TYPE 2-48 'Ent Ke 'Groove End w/Headwall (ke=0.20) Channelization ;Curved or Deflector. Catch 2.0000 ft - — --�— ''Bottom Area 12.5664 sf— 'Condition :Existing Record Id: CB-HC M11108 Descrip: ,Prototype Record Increment !Start El. 421.6382 ft :Max El. __._._.... __...---..._----- =Classification !Manhole :Structure Type --- --- .... _ . _.._.._... - - - -- EEnt Ke Groove End w/Headwall (ke=0.20) Channelizatlon !Catch 2.0000 ft :Bottom Area ._------. ....r ,Condition Existing Record Id: CB-HC MHO9 .10 ft 26.1000 ft -TYPE 2-48 Curved or Deflector. 12.5664 sf Descrip: !Prototype Record Increment 0.10 ft ----------------- Start El. r. -_- _-_-__-- ----- 422.7225 ft Max El. �426.9700 ft ;Classification ;Manhole Structure Type MH-TYPE 2-48 hnt Ke !Groove End w/Headwall (ke= 0.20) 'Channelization;turved or Deflector: ;Catch 2A000 ft�� � ;Bottom Area �12.5664 sf �µ !Condition Existing O:120041FAPWT-04-032%E N G R%Civil%DrainagelStonnS Hed%Hon eyC reek_StonnS h ed_Rprt.d oc Wednesday, August 31, 2005 Page 19 of 28 Record Id: CB-HC MHIQ IDescrip: :Prototype Record Increment 10.10 ft ,Start El. 424.2225 ft _ Max El. 428.1700 ft !Classification ;Manhole :Structure Type 1MH-TYPE 2-48 :Ent Ke !Groove End w/Headwall (ke=0.20) Channelization iCurved or Deflector Catch '2.0000 ft Bottom Area 12.5664 sf ;Condition ;Existing Record Id: ExCB#7 iDescrip: ;Prototype Record': Increment 0.10 ft ;Start El. 4089100 ft ;Max El 416.0000 ft =Dummy Type Node Contributing Drainage Areas Record Id: B-HC 01 Design Method Rational j IDF Table: Seattle Composite C Cale ;Description SubArea Pavement (n=0.90} - 0.15 ac 'Sub c �0.90 Directly Connected TC Cale Type Description j Length Slope Coeff Misc TT ___________--------:__--------. -- 'Sheet GIMP Smooth Surfaces.: 0.011 1144.37 ft 0.80% 10.0110 11.00 in 4 19 min Directly Connected TC 4.19min 0.120041FAPWT-04-0321ENGR1CivillDrainagelStormS Hed\HoneyCreek_StormShed_Rprt.doc Wednesday, August 31, 2005 Page 20 of 28 Record Id: B-HC 10 Design Method Rational IDF Table: Seattle j Composite C Cale — Description �SubArea :Sub c Pavement (n=0.90) 10.15 ac 0.90 Directly Connected TC Cale } j Type Description Length Slope Coeff Misc 1 TT ;Sheet ,IMP Smooth Surfaces.: 0.011 154 98 ft 0.80% _0.0110 1_00 in 4.44min Directly Connected TC 4.44min Record Id: B-HC 11 Design Method -- --I Rational IDF Table: Seattle _. .. __-______._._.___ __----_----_________________._.----..._ .... E Composite C Cale .Description SubArea ;Sub c Pavement (n=0.90) �0.15 ac 0.90 Directly Connected TC Cale Type Description Length Slope Coeff ; Misc TT ". _ _ 'Sleet JMP Smooth Surfaces.: 0.011 154. 89 ft 0.80% 10.0110 1.00 in 4.44 min ' Directly Connected TC 4A4min Record Id: B-HC 12 r- - _------ --..------ .-------- ---__. Design Method Rational FIDF Table: Seattle _----- --- _m__.__-- Composite C Cale S Description ub — 'Sub c ;Pavement (n=0.90) 10.15 ac 090- 1 Directly Connected TC Cale !'Type Description 1 Length Slope `Coeff ,Misc TT 'Sheet ;IMP Smooth Surfaces.: 0.011 '154.98 ft '0.80% 0.0110 1.00 in '4.44 min Dirert1v Cnnnecterl TC 4.44min 0:TO041FAPWT-04-0321ENGR1CiviRDrainage\StormSHed\HoneyCreek_StormShed_Rprt-doe Wednesday, August 31, 2005 Page 21 of 2B Record Id: B-HC 13 Design Method Rational IDF Table: i Seattle Composite C Cale 'Description 'SubArea ',Sub c 'Pavement (n=0.90) 0.15 ac ;0.90 i Directly Connected TC Cale Type �- Description Length . Slope Coeff Misc TT ;Sheet IMP Smooth Surfaces.: 0.011 i154.98 ft :0 80% :0.0110 1 00 in 4.44 min I. Directly Connected TC _. __._ YYYUW 4.44min 1 Record Id: B-HC 14 z Design Method Rational j IDF Table: Seattle E Composite C Cale Description SubArea 1Sub c Pavement (n=0.90) '0.15 ac j0.90 j Directly Connected TC Cale Type Description Length Slope Coeff I Misc TT Sheet IMP Smooth Surfaces.: 0.011 354,98 ft '':0.80% A0110 1.00 in 4.44 min Directly Connected TC 4.44min Record Id: B-HC 15 Design Method Rational E IDF Table: Seattle Composite C Cale 'Description jSubArea ,Sub c ;Pavement (n=090) 0.15 ac 0.90 Directly Connected TC Cale Type Description -I Length Slope Coeff Misc TT ''Sheet ;IMP Smooth Surfaces.: 0.011 1154.98 ftft 0.80% 0.0110 1.00 in 4.44 min. Directly Connected TC O:120041FAPWT-04-0321EN GR\C ivil\Dra inage\StormS HedlHoneyCreek_Storm Shed_Rprt.doc Wednesday, August 31, 2005 Page 22 of 28 Record Id: B-HC 16 Design Method — Rational IDF Table: — Seattle Composite C Cale ;Description ESubArea 'Sub c ---.._-.... _...... ._ ----- E !Pavement (n=0.90) 10.15 ac 0.90 Directly Connected TC Cale — Length Sloe Coeff Misc TT Type � Description .... � gt p 1 Sheet £IMP Smooth Surfaces.: 0.011 154.98 ft 0.80% 0.0110 1.00 in '4.44 min Directly Connected TC 4.44min Record Id: B-HC 17 Desk Method Rational IDF Table: Composite C Cale !Description SubArea ;Sub c £Pavement (n=0.90) 0.15 ac 10.90 Seattle Directly Connected TC Cale Type .I Description Length Slope Coeff Misc TT '!Sheet 'IMP Smooth Surfaces.: 0.011 .154. S 0.90% '0.0110 11.00 in 4.24 min Directly Connected TC 4.24min Record Id: B-HC 18 Design Method Rational IDF Table: Seattle Composite C Cale ;Description ;Sub ;Sub c 'Pavement (n=0.90) 10.15 ac 10.90 Directly Connected TC Cale is Type ' Description Length Slope ; Coef Misc TT ',Sheet JIMP Smooth Surfaces.: 0.011 154.98 ft ;,0 80% 0.O110 1.00 in 4.44 min ( —Y Directly Connected TC 4.44min Q:120041FAPWT-04-0321ENGR\Civil\Drainage\StormS Hed\HoneyCreek_StormShed_Rprt.doc Wednesday, August 31, 2005 Page 23 of 28 Record Id: B-HC 19 Design Method Rational IDF Table: i Seattle Composite C Cale i;Description �SubATea ;Sub c .... . .. .......... -------- -- ------ ------- -------- - :Pavement (n=0.90) 0.15 ac 0.90 Directly Connected TC Cale - ------------ ........ . .. ...... .... ... Slope Coeff Mise TT Description Length Type -- - ----- - - -------- -- -------- -- ;Sheet ;IMP Smooth Surfaces.: 0.011 [154.98 ft 0.80% 70.0110 1.00 in 4.44 min Directly Connected TC 4.44min - - ------------- Record Id: B-HC 20 Design Method i Rational 1 IDF Table: Seattle Composite C Cale '� 'Description SubArea Sub c C. 15 ac �0.90 ;Pavement (n--0.90) 1-1 - ---- - - -------------------------- - ---- ------ Directly Connected TC Cale .Type Description Length Slope i Coeff Mise TT :Sheet 'IMP Smooth Surfaces.: 0.011 s154.98 ft ',0.80% �0. 0 110 1.00 in 4.44 min Directly Connected TC 4,44min Record Id: Ob-Offsite Design Method Rational IDF Table: Seattle Composite C Cale !Description jSubArea 'Sub c 8.0 Dwelling Units Gross Acre (n=0.80) 4.00 ac �0.80 Directly Connected TC Cale Length Slope Coeff Mise 'Type! Description TT :Sheet Al- IMP Smooth Surfaces.: 0.011 600.00 ft 10.50% 10.0110 1.00 in .15.82 min i1 -.1 .. ..... .. .. . ... . ...... .. .... . . .... ............ ------ Directly Connected TC 15.82min 0:120041FAPVVT-04-0321ENGR1Civil\Drainage\StorrnS Hed%H oneyCree k—StormS hed_Rprt.doc Wednesday, August 31, 2005 Page 24 of 28 Record Id: Cie-Offifte .. ....... . Design Method F Rational IDF Table j Seattle Composite C Cale 'Description SubArea Sub c 8.0 Dwelling Units Gross Acre (n=0.80) 0.10 ac ii0.80 Directly Connected TC Cale -- - ----------- 'Type Description Length !Slope Coeff Misc TT . ...... .. .. Sheet 'A I - IMP Smooth Surfaces.: 0. 0 11 '100. 00 ft 11.00% 0.0110 1.00 in 2.86 min Directly Connected TC 2.86min.1 Record Id: M-Offifte Design Method Rational IDF Table: Seattle .. ...... .... .. Composite C Cale ------- - -------- IDescription c ---------- I 18.0 dwelling units 3.22 ac '0.80 Directly Connected TC Cale ',Type Description Length Slope Coeff Misc TT '780.00 ft 10.50 ; ',Sheet !A I - IMP Smooth Surfaces.: 0.0 11 % 0.0110 :1.00 in 19.52 min Directly Connected TC 19.52min I Record Id: Renton Dummy .. .. ............. .... .... Design Method j Rational IDF Table: Seattle 0:12004\FAPWT-04-0321ENGR1Civi[\DrainagelStormSHedkHoneyCreek—StormShed_Rprt.doc Wednesday, August 31, 2005 Page 25 of 28 Appended on: 08:53:11 Wednesday, August 31, 2005 ROUTEHYD [] THRU [Honey Crk Untreated] USING Seattle AND 125 yr] NOTZERO RELATIVE RATIONAL Reach ! Area �� TC Flow Full Q' Full „nDepth -? Size nVel fVel j CBasm ; ID ; (ac) (min) ` (cfs) i (cfs) ratio ' (ft) j ; (ftls) (ft/s) ; / Hyd R-HC ? �'� 0.1515 ! 4.37 E 0.3946E 3.5724 � 12" 0.11 f 0,2241 3D1 i � � C 2.9997 A.5485 01 Ola R-HC i C2b 3.2200 19.58 3.5778 11.4103 0.31 , 0.5768 18 5.7146 16.4569 ` C2b E(i Offsite off E �Diarn 3 R-HC 0.1515 ; 4.60 0.3946 3.8701 0.10 0.2153 12" 3.1754 �4.9276 ; B-HC 10 ;Diam i I 10 R-HC 0.1515 1 4.61 03946 3.8701 ; 12" : 0.10 0.2153 3.17544.9276 B-HC i 13 I Diam 13 R-HC 30.1515 0 [0.3946 3.8701 0.10 '€ 0.2153 12" 3.1754 14,9276 B C E 14 Dram 1 14 R-HC `0.1510 4.58 ' 0.3933 r4.7396 0.08 0.1948 '^12" 3.6514 6.0347 $-HC-3 16 Diam € 16 R-HC �0.1515 4.61 0.3946 13.8701 0.10 0.2153 2 `3.1754 4.9276 B-HC 15 I 0iam 1 15 ; C1c 0.1000 3.00 0.2315 �( 0.7492 0.31 0.1909D�am Cic- 3 3.3595 �3.8157' Offs 1 off 1 E 1 HC 0.2720 B HC„R 3.6223 4.9276 j025151 4.39 17 0.6261 IDiam , 17 R HC 30.1515 4.60 0,3946 1 3.8701 0.10 0.2153 ! 3.175414,9276 18 Diam I 18 R-HC 0.1515 1, 4.60 0.3946 3.8701 1211 0.10 ; 0.2153 C 3.1754 .4.9276 19 Diam : 19 R-HC `0 1515 4.61 , 0,3946 3.8701 0.10 0.2153 1211 !Diam: B-HC `3.1754 49276 20 20 i 3 I R-HC 1 { 0.3030 ! 5.26 0.7891 1 3.8701 12" ( Renton , 0.20 , 0.3062 i 3.8717 4.9276 Dummy ,MH 10 E E ., ? t Diam .. 3. ..... .. .E.... .. .. i I 3 .... e R HC 0.7060E 4.76 � 1,8098 - 13.8701 � i 12" 0.47 0.4810 1 � Renton 4.8434 49276 MH09 ? Diam i Dummy R HC 4.0085 1 5.25 2.5977 ( 3.8701 ---- ---- _. i- -12„ 0.67 0.6001 �� ' rRenton 15.2785 14.9276 MH0$ ;Dram ;Dummy R HC ,...- 1.3115 5.57 3.2991 i 11.4103 18" 0 29 0.5526 = 5.5828 i 6.4569 Renton MH07 ; Dram __ -_._ -_._- _.__ _ = Dummy j 0.%20041FAPWT-04-0321ENGR1Civil\Drainage\StormSHed\HoneyCreek-StormShed_Rprt.doc Wednesday, August 31, 2005 Page 26 of 28 R-HC '�`......,__._.--I I0.1515 1, 4.60 0.3946 13.8701 0.10] 0.2153 12" � i B-HC .! � 3.175 414,9276 , 12 j iDiam 3 12 R-HC �._..� Clb A.0000 15.84 4.9768 I11.Q948 0.45 0.5869 i tt 1 i ;Diam $.7939 {9.0408 ` Clb Offsite o '..4.1515 5.1852 0.45 '; 0.7094 6.3032 6.4569 311.4103 ;ff :15.93 11 j i ;Diam ( 11 R-HC 5,6145 ' 16.2 7 7.1948 k 11.4103 ;, 0.63 0.8639 18�� '' 6.8278 A4569 Renton : MHO6 ;;Diam Dummy R-HC '€ MHOS 5.7660;F16.57 7.3220 11.4103 0.64 0.8734 18" ! Renton I i '6.8568 j6.4569 , �Dlarn iDummy ` R-HC MH 4 5.7660 17.13 7.2509 15.fi461 0.46 0.7174 18" '�....____-- Renton l EDi 8.68698.8539 zDunun R-HC ', 8.9860 ' 20.44 10.1993 17.3758 �0.59 1.1011 24��- 5.7538 '' 5.5309 E Renton MH 3 Diam Dummy R-HC .. _. - .. 9.1375 20.56 10.1505 117.3761 0.58 1.0981 24" j Renton 5.7453 5.5310 MH 2 Dumm ;Dram y ' R-HC ' ( 9.1375 i 20.73 10.1175 17.3761 0.58 i 1.0962 24" Renton 5.7392 � 5.5310 Dummy MH 1 Diam From To Node ......... Rch Loss ....... .. App Bend Junct HW Loss Max El � Node � (ft) ft � ( ) ft Loss ft (} � { ) � Elev ft { ) ft { ) 1410.0498 EXCB#7 410.8838 ?0.5125 0.6691 ----- 411.0404 416.1400 MH 1 412.7956 0.1637 0.2463 0.0053 412.8835 ........... 416.0900 MH 2 MH l CB-HC i CB-HC 413.4388 .� ' ------ ------ ------ 413.4388 416.0900 O l a MH 2 CB-HC CB-HC.�.I 413.5908 I __ 0.2614 ��:�i.......:......._. 0.0053 1 0.0$65 413.4211 � i 432.5600 MH 3 MH 2 : j CB-HC C2b 1 CB-HC MH 3 413.5173 ------ ------ ------ i 413.5173 419.0000 CB-HC I CB-HC [418,0172 :0.2666 0.0015 ------ 417.7521 421.4800 MH4 MH3l I I ' CB-HC CB-HC MH 4 419.2587 0.2574 0.0033 0.0116 419.0162 422.5700 MH 5 E CB-HC CB-HC ----------- 419.22$$419.2288 421,8500 10 MH S i----- CB-HC CB-HC 1420.6336 0.1337 0.1715 O.Q585 420.7299 1423.5700 0:120041FAPWT-04-0321ENGRICivil\DrainagelStormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday, August 31, 2005 Page 27 of 28 MH06 MH 5 CB-HC CB-HC i-- 421.0639 0.4326 0.0031E 0.0959 i 420.7302 424.8600 MH07 MH06 ; 1 i i CB-HC CB-HC � 421.6148 ! ---- - - --- - ----- 421.6148 424.2500 13 MH07 � CB-HC CB HC ' � � 421.5888 ---- - ------ � _____ 421.5888 E 424.2500 14 MH07 � - CB-HC MHOS CB-HC MH07 422.7221 0.0825 0.0004 0.0247 422.6647 1 426.1000 3.-_--..--------.._.___._-------------- CB-HC ---- CB-HC ----------- 422.9457 ---- ------ j ------ 422.9457 425.6000 16 MHOS 3 CB-HC CB-HC 423.6988 ------ ------ ---- 423.6988 425.6000 15 MHOS -- CB-HC CB-HC 423.5667 0.2328 0.0013 0.1509 423.4862 426.9700 MH09 MH08 E { CB-HC CB-HC 1 423.7991 0.1753 0.0026 1 -- - 1 423.6264 1426.3500 17 MH09 1 CHC _ CB-HC 17 423.9346 ---- ------ ------ 423.9345 1428.1900 CB off z CB-HC CB HC 423.6988 ------ ------ 3.6988 ` 426.3500 18� MH09 i CB-HC CB-HC MH09 424.7339 i 0.1566 0.1856 0.0865 I 1 424.8495 428.1700 MH 10 --- - CB-HC CB-HC ---- 425.2971 ------ -- ------ - - ------ ? 425.2971 --- ---- -- 427.5500 19 MH 10 i CB C 425.2971 ------ ------ ------ 425.2971 427.5500' (, 0 MH1Q CB-HC CB-HC - 420.7378 1 ---- -----_ ----- 420.7378 422.9600 12 MH06 ' CB-HC I CB-HC 420.9579 ' 1.2008 0.0215 ------ 419,7786 422.9600 11 MH06 i 11 421.5025 ---- ------ ------ E .Cib 423.3100CB-HC of 1 Licensed to: BERGER/ABAM Engineers Inc. 0:120041FAPWT-04-0321ENGR1Civi]\DrainagelStormSHed\HoneyCreek_StormShed_Rprt.doc Wednesday, August 31, 2005 Page 28 of 28 Backwater Calculations Subbasin D1 (Off -site) 4.3.1 CULVERTS --- METHODS OF ANALYSIS FIGURE 4.3.I.F CRITICAL DEPTH OF FLOW FOR CIRCULAR CULVERTS 120 3,000 0'99 114 108 2,000 102 96 1,000 90 84 0 500 QA 78 400 0.80 72 300 60 54 48 N N 42 U C w a 36 a Q 33 4M 24 21 18 15 12 W 50 40 U / Ln /y"�' I-10 Q2T =1.0 5 gAs 4 v 3 l �' 2 E do 0.70 2.4 0.60 _�- 0. �s ! 0 0.50 tR d.G 0. '6 a 0.40 dL. = l•(02 D �— 0.30 I- T � 1 Note: For all cross -sectional shapes, do can be calculated by trial and error knowing that the quantity (Q2TE9A3)=1.0 at critical depth. 0.20 EXAMPLE 0 = 66 inches, Q = 100cfs do/D - Ratio = 0.50 dc= (0,50)(66 inches)= 33 inches - (12 inches/ft) d = 2.75 feet c 2005 Surface Water Design Manual 1 /24/2005 4-49 Ln b N tD N Cfl m m PLu Q � y y 0 J "0 lrs o) C U C a O 3 M � 1p co cli co N C9 q (i c _ $ Y O C* C] C7 C7 C) O C7 C) r r- CA(O In L D y 0 0 0 0 0 Lo 4 LO C7 c0 0 M 0 OD O 0) J C U 'o — N M d V C m a m y m 0 0] C a FL c r � n, o m � 0 zi J N r CL fT C M m X I.r, o oca y v c + u 0 m co Y V r r J Lq O N '0 co 0) U (D = � m c U-in II I a II II + a5 U d) ❑ @ > u L L c p o m a m m m a = j d d iA o s (7 I.LJ a11 Q _ N + g a T rn N 0 Uy a)D N E Cl N❑ N ❑ CA N 3 y O7 a a C ¢ca N p C 2 CS E Cl Cl (6 li Oy L m CO N} G _ }� Z y Y N 0 y m U N C o m ` m N m J C 'a w J m p7 T N 0 O 0 0 W o 'a as : y m � a m E mO o U z "I > m�� r� 2 m ism li O 9 � C ems. d m Lu N 3 7 Qy .� ro N= m o o v m y S m 3 :: D �4Di airs .4 y C "sc m Q d j N o�� o=0�I LLS W w o_=d°o0 _ rNM� 111 to t+ CD 4l r r r �� � �o N C C C C C C C C E E E E E E E E C C E E C C E E C E C E C E C C C E E E C t E E 0 0 0 0 0 0 0 0 C}UUUUUU U 0 0 C7U 0 0 U U 0 U 0 U 0 UC}U 0 0 0 U 0 0 UU _0 N M V 0 0 t-- Go m O Qy 0 0 0 0 0 0 0 0 0 L 7 2 2 2 2 2 2 2 2 2 2 Z g g g E U U U U U U U U U U o z x x x x x x z. w 000000000 U M r lf7 Oa - o6 [D O t+ r: f~ tti r V V LO Op r 0] r Lit efi (6 CF r N M t7 M (D M W Miscellaneous Drainage Calculations (Subbasin D1) BERGER/ABAM i E N G I N E E R S I N G. O �I Project Sheet of 3 Job Number .0403 Z Subject I� Designer 1 Dated �O G�✓�o.,�,s✓due Jo �a.u�6y 0 v F} A a5 H (32 , ,� 44% 2) Q wQ Eng-W2-06N95 BERGER/ABAM E N 'G I N E E R S I N C. Project Sheet_ —7—of y Job Number �d Subject DL.Z pesigner� f/�+ (i-3 � bate 1 i �D I 0 ,5If � , 591 �+s Eng-002-0 1M BERGER/ABAM E N'G I N E E R S I N 0. Project ^ 1 / - - Sheet of E Job Number Designer 'v Date- JILQ ((gpti(o (31--151LT) ) 1} = 3 (o r7C) ff z �E Lk0t I. '5q 4l 2,01S 1, 59 4i o. 4�Al� (tekw) --z' qlO,4a5 ��.• • 1 RU Sy ass JA ZEln r Eng-0Q2-061095 41 a 3 W d fl [n O N fV A Cl7 O r! O [n O O O � ? W O O CA N C d `K Ch Cp fU Q O fl) N o m w in o 4 co A Q Ca C7 Q O CD N CA A Q 4 O -w [8 O O G O s O CD A W w CM O C7 O C) g � � O — O — O O O a Q C C Q Q - � - � o a Q O - a a 0 Q 0 C p 0 0 ;m c 0 � a C � o 0 - 0 0 o 0 d) N Q O CJl � � N �F` 1�•1� � I I N N O Ul co a CD N 7 w t V 6 E BERGER/ABAM E N 'G I N E E R 5 I N C. L-'� Sheet �� " of Project Job Number Subject Designer ! v Date F 13 3�(a I ,t3. Eng-W2-W lO95 BERGER/ABAM E N G I N E E R S I N C. . vi Project VYGi..i�JC, Subject 5x,pL F J-*FA 1/ ^� in 0AoSc, P-O a, 442OLf-,- CJ _ W \ .. J ig-003-061095 Sheet of Job Number. '�'�^� + Q T �Q Z Designer Date Lw t -6t DOE 2rOI V -i.V& ------------- (p fi 0, c6'� OOL - 0 =D•(0q dCoC =Q.`lSin 00 BERGER/ABAM E N `G I N E E R S I N C. Project Sheet of 5 �p Jab Number_0 C Subject. Designer Q 416 Date f. WO val = -3(pcoi �+' ls� lif� ion. �asn tin 0,75 wo vats. y"'"" oeap (0.25� Lk x':5, (0, o ZI� t ZLf. S F-os,oss BERGER/ABAM E N;G I N E E R S I N C. Project Sheet of -M A� Job Number Subject ^-�'�;� Designer Dater ,l(OJO!:2t k x=$"+-L aue (s6e� x np-Wa-QB INS BERGER/AB,W ` E N-G I N E E R S I N C. ' g-003-061085 Project Sheet of 5 Jab Number T6��Lak-OLIOSZ Subjects-!^. - - - _ Designer ^+ Date tO l t Jos- Page 1 of 2 Water Quality --- City of Renton Sub -Basin Areas Weighted Impervious Roof Top = 0.000 Ac ON = 98 Impervious Sidewalk/ Pavmnt = 0.659 Ac ON = 98 Pervious 1 Landscaped = 0.442 Ac ON = 87 ON = 93.58 Pervious/ Forested = 0.000 Ac ON = 0 Total Area = 1.101 Ac S = 1000 -10 S = 039 ON 0.2*S = 0.14 0.8*S = 0.55 From Appendix IB, Tabie 131, DOE August 2001 P = 1.32 inches if P ? 0.2*S Qd = (P-0.2*S)2 (P+0.8*S ) if P < 0.2*S Qd = 0 Cad = 0.75 inches Vol Runoff (ft) = 3,360 (cu-ft / ac-in) * Qd (in) * Area (ac) Vol Runoff = 2,770 ({t3) Safety Factor = 1.5 Final Vol Runoff (ft) = 4,155 (fts) Wetpond 1st Cell = 35% of Final Vol Runoff Wetpond 1st Cell (ft) = 1,454 0:t20041FAPWT-04-0321ENGR\CivillDrainagel13yPass, Sand Filter\DuvallSandFiiter&ByPass.xis Page 2 of 2 SAND FILTER VAULT Asf=At*Qd*R*LIK*t*(h+L) At = 1.101 acres (tributary area) Qd = 0.75 in. (rainfall) R = 0.7 routing factor L = 1.5 ft (sandbed depth) K = 2 ftlday(conductivity of sand) t = 24 h rs d = 4.25 ft ( POND depth) h = 2.125 ft (1/2 POND depth) At = 433 SF width = 18 ft length= 24 ft Equation: 2001 DOE (pg. 8-15) 0,\20041FAPWT-04-0321ENGR\Civil\Drainage\ByPass, Sand FilterlDuvallSandFilter&ByPass.xls T;= Ttg= Tog= SAND FILTER VAULT SIZING WGRKSHEET 2005 Surface Water.Design Manual Sizing Method Name: METHODS OF ANALYSIS (Section 6.5.2.1), Simple Sizing Method Step 11 Determine whether a basic or large sand filter is needed. See Core Requirement 8 (1_2_81 and the WQ applications map in the back of the design manual. * Large sand filter -- an option in resource stream or sensitive lake areas, or partial option for sphagnum bog areas * Basic sand filter -- an option for basic WQ treatment areas or part of a 2-3 facility treatment train for other areas Basic, regionally significant resource stream, sensitive lake, or sphagnum bog area? Basic Water Quality Applications Map, manual back cover Basic or Large Sand Filter? Basic Consult water quality menus in Section 6.1 Ste 2) Determine rainfall region and regional scale factor. Refer to the precipitation scaling map in Chapter 3, Figure 3.2.2.A. Rainfall Region: Landsburg or Seatac?_ (unitless) Required Figure 3.2.2.A Regional Scale Factor: _ 1,0 (unitless) Required Figure 322.A Step 3) Determine maximum depth of water above sand filter Select maximum water storage depth above the surface of the filter depending on site topography. d= maximum water depth above sand 3 (ft) Select now; maximum 6 feet (6.5.2.2) Ste 4 Determine site characteristics For the simple sizing method, vegetated areas other than grass may be represented as grass. Soil Type: Till or Outwash? tributary area of impervious surface (acres) tributary area of till grass (acres) tributary area of outwash grass (acres) See Table 3.2.2B Roads, roofs, etc, See Table 3.2.2.1 Landscaping and forest, See Table 3.2.2.1 Refer to Table 3.2.2.1 Ste 5 Calculate minimum re wired surface area for sand filter kf = 0.7 Cs(TiAi+TtaAteT.g`pw) 0.7= adjustment factor for routing effect 0.7 (unitless) C5= regional scale factor /, Q (unitless) From Step 2 Ti= tributary area of impervious (, c�,q (acres) From Step 4 Ttg= tributary area of till grass ,0 , (acres) From Step 4 {. Tog= tributary area of outwash grass (acres) From Step 4 Ai= filter area for impervious -L.4 C,) (sf/acre) Table 6.5.2.A, Ai Impervious col N9= filter area for till grass t-f-b (sf/acre) Table 6.5.2.A, Atg Till grass column "d" Ate= filter area for outwash grass (sf/acre) Table 6.5.2.A, Outwash grass column "d" A5F= sand filter area ®(sf) Step 61 Size the underdrain system *Design criteria In "underdrain systems"(6.5.2.2) Can be used or do capacity analysis for feeder pipes. * The pipe collecting flows from the underdrain system shall be sized to convey the 2-yr 15-min. peak flow with one foot of head above the invert of the upstream end of the collector pipe. Capacity can be checked using the "KCBW" standard step back water program. KCRTS developed, 2-year return period, 15-minute time step, peak flow (cfs) See Section 3.2.2 Rainfall region: Seatac or Landsburg? Scale Factor: Time Step: hourly or 15-min? Data Type: Reduced or historic? Till grass Outwash grass Impervious Lttecttve area See Step 2 or Figure 3.2.2.A 0 (unitless) See Step 2 or Figure 3.2.2.A rj Required "15 min" �Lo,ta [ . "Reduced," (3.2.2.1) (acres) See Step 4 "T,6" (acres) See Step 4 "T"ti" (acres) See Step 4 "T;" (3.2.1.1) Step 7) Determine presettling) volume Determine rainfall R for mean annual storm. Rainfall (R) f (feet) Required from Figure 6.4.1.A Calculate runoff from mean annual storm f Vr= (0.9A;+ 0.25Atjj+ 0.10Atf+0,01 AQ9) X R A;= tributary area of impervious surface ,6 7C(p(sf) At9= tributary area of till grass lq-� rj (sf) Atf = tributary area of till forest :f) Ao9= tributary area of outwash grass R = rainfall from mean annual storm 0,oy3 r (ft) V, = volume of runoff from mean annual storm Calculate presettling volume Vb = f Vr f = Volume factor 0.75 (unitless) Vr = volume of runoff, mean annual storm (cf) 3 (v(o Vb = Volume of the wetpool =(cf) (R-s 7c*) f 0, a 5 6q; 50) x .0 �A� 3(aclof , +3 Calculate presettling cell size Vault depth (ft) Vault area}, (sf) Volume /cell depth Vault width(ft) Use 20' w for precast options Vault length (ft) Size Summary: Surface area change in elevation Total surface area equals sand bed area, surface area of presettling cell plus addtl for inlet/outlet pipes Sand surface area ) 9 f (so Presettling surface area quo -m Outlet pipe area (SO (3'X20') Total surface area (sf) The elevational change needed includes sand depth underdrain Depth "d" above sand Total fall needed: Other desiLm criteria (Section 6.5.2.2) Pretreatment, Flow Spreading, Energy Dissipation Overflow and bypass structures Filter Composition and specifications Access to inlet, outlet, over sand bed (ft) (required) (ft) (minimum) �(n) (uepenos on design) �. 5. (ft) Map OLAPILIt *1 King County Page I of I Z__ WAP - Sensitive Areas all themes) > 71 > 77 : I e T YJI T', > < < 14] s 2905 King County Legend Siraats SAJ 'P"eJ4uTJ4:J I xd w SAC Landside A-r SAD Vne :-Z-7 ED SAO La Kas and L3.rg-i3 RN -a rs SA 0 F: ran 5lrea 735 ■ S-sfis;W-2 Arla Nc,.r_a on Titia EDFbodway V& RD Drainage C,3 mp a in ts. 1 DQ Y-3ar Fk;o;J p la ri Landslide Hazad Dranage Area Sog Sours .Aquir-3r The in#orrnatiofl included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information, King County shall not be liable for any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profits resulting from the use or MiSLSe of the information contained an this map. Any sale of this map or information on his map is prohibiled except by written permission of King County. I King County I GIS Center I News I Services I Comments I Search By visiting this and other King County web pages, you expressly agree to be bound by terms and conditions of the site. The details. http.,Ilwww5.metrokc.-ovfservletleom.esri.esrimap.Esriunap'?ServiceName=overview&ClientV... 11/1/2005 Map Output & King County Page 1 of 1 WAP - Sensitive Areas all themes s g, _ try ry 4 ( G''. .] F �'� ~ -""^'^,x�{� - �?L�•, 7 tea' Y" l` V _ _ of - ,•� �,r - I`a '- .t, i 1r.7 - V _ n �, ..� '�-i _ _ V ✓ Y `.5 yMIS tCl2WSKing Counly - t�_- .i - ^i_ !T- Legend ' — County Boundary La -es and 1-3-ge i rvers x klountan Peaks SL-eams Streets Faod'Nay .! y,r.,,,,�—�� 17'] Ygar Fnodp!a n .`\ ---'.a- � So e Sou,---e 1gnfar -IVJ SAO Aetland Parcels El SAO Landside InCorporated Area SAC Coal k1line ,,Al Fish and Ditvin E3 SAO Sanmr- SAO Stream SAO Erasion 401 '=zr,=r ■ SensdNe Area Nol!ce cn iibe _4s=3=«--IYa WLRDDratnag-e omplaints «+ n• ,y Landslide Hazard Dra'naga Araa J1�.TS�-ad The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties, express or impiied, as to accuracy, completeness, timeliness, or rights to the use of such information. King County shall not be liable for any general, special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profits resulting from the use or misuse of the information contained on this rnap. Any sale of this map or information on his map is prohibited except by written permission of King County._ King County I GIS Center I News I Services I Comments I search By visiting this and other King County web pages, you expressly agree to be bound by terms and conditions of the site. The details. http://www5.rnetroke.gov/servleUcom.esri.esrimap.Esrimap?ServiceName=overview&ClientV... I UI/?005 Map Output King County Page 1 of 1 WAP - Sensitive Areas all themes ?�v - 1 Va.a - 1 _ _+ rCl2W5KmgCauniy 'q 1 '. r +''a._ ' + r'+ � - - - ,� _ '3.44 rl'f Legen<J ' — Cou cy 9nunda-' Pr• . x I`kunta:n Peaks 1nw rpL3ra fed Ar4 a 5traets Lakas and Large Rrrers Streams h-xe � : - - 'a`:LRd D:a:na•ge Ca mpia:n is The information included on this map has been compiled by King County staff from a variety of sources and is subject to change without notice. King County makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information- King County shall not be liable for any general. special, indirect, incidental, or consequential damages including, but not limited to, lost revenues or lost profits resulting from the use or misuse of the information contained on this map. Any sale of this map or information on his map is prohibited except by written permission of King County. 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