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HomeMy WebLinkAboutA6 S RECEIVED APR 2 8 2W CITY OF AMES,IOWA 21 05 5 SE 5 th Street, Ames, I A DEPT.OF PLANNING&HOUSING Storm Water Management Plan 4/22/2014 iox , e ngineering I hereby certify that this engineering document was prepared by me or under my direct personal rimunnuuuua supervision and that I am a duly licensed Professional Engineer under the laws of the State of Iowa. €-00, ��4ENS� /may IT W� 4 t z I r 13310 SCOTT A. WILLIAMS DATE License number 13310 •1pWP My license renewal dote is December 31, 2014. S�ONAt_ raa "" urmruuunwne � Pages or sheets covered by this seal: ALL 1 )FOX engineering 1. SITE CHARACTERISTICS A. Pre-Development Conditions The existing site is approximately 4.51 acres and is located in the SE%of the NE%, Section 12, T83N, R24W of the 5th PM, in Ames, Iowa. The site is currently used as a warehouse, consisting of paved areas, gravel parking, buildings, and lawn. The hydrologic soil group for the site is 'B' See Appendix for NRCS Soils Map and a map of existing conditions. Storm water from the site is conveyed as overland flow. Storm water runoff flows over land to ditches along the north and west sides of the property, and ditches along SE 5th Street where it is piped, by 24" culvert, to the southwest corner of the site. All runoff from the site eventually reaches the southwest corner of the site,where it crosses SE 5th Street in twin 54-inch culverts. Runoff flows through a detention pond located on Lot 5 of Pete Cooper's Subdivision (Carney's Auto Salvage), storm sewer pipe, and unnamed ditches before reaching the Skunk River. B. Contributing Off-Site Drainage Currently there is no contributing off site flow. Off site flows from the surrounding areas north and east are directed around the site (west along the north boundary and south along the west boundary of the site) in open ditches. C. Post-Development Conditions The proposed development includes construction of a building addition and associated pavement. For events up to the 100-year event, storm water storage and discharge will be based on releasing at runoff rates less than the existing conditions. However, actual post- development discharges may be limited by tailwater conditions caused by Skunk River flooding. D. Floodplains, Floodways, and Wetlands According the Flood Insurance Rate Map (FIRM) and Flood Insurance Study (FIS) by FEMA(dated 2/20/2008),the project site is located within Zone "AE". From the FIS: Storm Event Water Surface Elevation 10-year 883.8 50-year 885.0 100-year 885.6 (See Appendix for inundation limits from the Iowa Flood Information System). There is no evidence of wetlands within the project limits. l ,r 1 FOX engineering 2. PRE-DEVELOPMENT RUNOFF A. Watershed Area Two sub-areas were identified and labeled as E1 and E2. Runoff from E1 reaches the southwest corner of the property via overland flow and ditches along the north and west sides of the property. Runoff from E2 reaches the southwest corner of the property via overland flow, ditches along SE 5th Street, and a 24" CMP culvert. See Appendix for a map of existing conditions and Hydraflow modeling output. B. Time of Concentration A minimum time of concentration of 5 minutes was used. C. Precipitation Model The precipitation model used for this project was rainfall Intensity-Duration-Frequency (IDF) curves, based on historic rainfall data for central Iowa, Region 5. D. Rainfall Loss Method Curve Numbers(CN) were utilized to account for infiltration and rainfall loss. Existing land use is warehouse consisting of buildings (98), pavement (98), gravel parking (85), and poor quality grass areas (85). E. Runoff Model Peak runoff discharges for a range of storm events were calculated using the SCS Method. See Appendix for Hydraflow modeling output. F. Summary of Pre-Development Peak Runoff (Allowable Site Discharge for Post-Development Conditions) Duration 2-year 5-year 10-year 25-year 50-year 100-year Intensity, 1 4.20 5.28 6.12 7.44 8.40 9.48 Location Area (AC) CN TC(min) Q2(cfs) Q5 (cfs) Q10(cfs) Q25(cfs) Q50(cfs) Q100(cfs) Pre- E1 2.52 90 5 7.9 10.6 12.9 16.0 18.6 21.3 Pre - E2 1.98 89 5 6.0 8.1 9.9 12.4 14.4 16.5 Pre -Total 13.9 18.6 22.7 28.4 33.0 37.8 °00.433.34E;'- 1 515.233.0000 1 www.foxeng.com Fox englneerinc 3. POST-DEVELOPMENT RUNOFF A. Watershed Area The proposed project will provided a 41,400 SF building addition and paved parking lot. Two sub-areas were identified and labeled as P1 and P2. Runoff from P1 reaches the southwest corner of the property via overland flow and ditches along the north and west sides of the property. Runoff from P2 reaches the southwest corner of the property via overland flow, ditches along SE 5th Street, and a 24" CMP culvert. See Appendix for a map of proposed conditions and Hydraflow modeling output. B. Time of Concentration A minimum time of concentration of 5 minutes was used. C. Precipitation Model The precipitation model used for post-development evaluation was rainfall Intensity-Duration- Frequency (IDF) curves, based on historic rainfall data for central Iowa. D. Rainfall Loss Method Curve Numbers (CN) were utilized to account for infiltration and rainfall loss. Proposed land use is warehouse consisting of buildings (98), pavement (98), and poor quality grass areas (85). E. Runoff Model Peak runoff discharges for a range of storm events were calculated using the SCS Method. See Appendix for Hydraflow modeling output. F. Summary of Post-Development Peak Runoff (Without Detention) Duration 2-year 5-year 10-year 25-year 50-year 100-year Intensity,) 4.20 5.28 6.12 7.44 8.40 9.48 Location Area (AC) CN Tc(min) Q2 (cfs) QS (cfs) Q10(cfs) Q25(cfs) Q50(cfs) Q100(cfs) Post- P1 2.16 94 5 7.7 10.0 11.9 14.6 16.8 19.0 Post- P2 2.35 95 5 8.7 11.1 13.2 16.1 18.4 20.8 39.8 Post-Total 16.4 21.1 25.1 30.7 35.2 y ' FOX engineering G. Comparison of Peak Runoff Rates (Post-Development Without Detention) 2-year 5-year 10-year 25-year 50-year 100-year Q2 (cfs) Q5 (cfs) Q10(cfs) Q25 (cfs) Q50(cfs) Q100 (cfs) Pre-Development 13.9 18.6 22.7 28.4 33.0 37.8 Post-Development 16.4 21.1 25.1 30.7 35.2 39.8 Increase(+)/Decrease(-) +2.5 +2.5 +3.0 +2.3 +2.2 +2.0 4. STORM WATER CONVEYANCE DESIGN A. Design Information References The design for storm water facilities are in accordance with the Iowa Statewide Urban Design Standards for Public Improvements, 2013 Edition. B. Storm Sewer and Culverts A tile will collect storm water from downspouts of the new building addition and carry it to the detention areas. The 12-inch pipe is designed to accommodate roof run off from a 5-year storm. For storm events beyond the 5-year storm, excess flows will be conveyed by overland flow. When the existing building was built, a 24-inch CMP culvert was placed along the north side of SE 5th Street to enclose the ditch. This culvert will serve as the outlet for sub-area P2. A new 24-inch culvert will be installed under the new drive, connecting the west and east detention areas. The pipe is large enough (little hydraulic loss)that both areas will essentially act as a single detention area. C. Storm Drainage Outlets and Downstream Analysis After project completion, storm water will leave the site at the current location. An orifice plate will be installed on the existing 24-inch CMP (15-inch diameter orifice or equivalent) to restrict outflows from the detention area. The combined peak discharge rates of the undetained areas (overland flow) and the detention area (piped flow)will be less than pre-development rates for the site, up to the 100-year event. 5. STORM WATER MANAGEMENT DESIGN A. Design Standards The design for storm water facilities are in accordance with the Iowa Statewide Urban Design Standards for Public Improvements, 2013 Edition. engineering B. Detention Basin Location Two new detention areas will be constructed along SE 5th Street, and discharge through the existing 24" culvert to reach the southwest corner of the property. A 15 orifice plate will be installed on the existing culvert to control peak discharges. The two detention areas will be connected by a 24" culvert and will function as one larger detention area. For modeling purposes they were combined. The area is located within the Skunk River floodplain. See Appendix for map of proposed conditions. C. Detention Basin Performance 2-year 5-year 10-year 25-year 50-year 100-year Peak Release Rate Q2 (cfs) Q5 (cfs) Q10(cfs) Q25(cfs) Q50(cfs) Q100 (cfs) Pre-Allowed 13.9 18.6 22.7 28.4 33.0 37.8 Post(P1)-No Detention 7.7 10.0 11.9 14.6 16.8 19.0 Post(P2) -Detained 6.2 7.1 7.8 8.4 8•8 9.3 (15" orifice discharge) Post-Total 13.6 16.4 18.9 22.3 25.0 27.5 Maximum Ponding 883.3 883.6 883.9 884.2 884.4 884.6 Elevation Notes: 1. "Post-Totals"shown are not the some as results from adding P1 and P2 rows due to effects of routing. 2. "Maximum Ponding Elevations"shown assume no tailwater at the outlet(no flooding). 6. PERMITS A. An Iowa DNR NPDES Storm Water Discharge Permit will be required prior to construction. B. A City of Ames COSESCO Permit will be required prior to construction. 7. REFERENCES A. Statewide Urban Design and Specifications. (2013,January). Iowa Statewide Urban Design for Public Improvements 2013 Edition. http://www.iowasudas.org/design B. Center for Transportation Research and Education. Iowa Storm water Management Manual, Version 3; October 28, 2009 Edition. °.nK>,433 3469 :,157.?33.UO(__) I www.foxeng.corri FOX engineering APPENDIX - SITE LOCATION 800.4.33.3469 I E15.233.0r)00 I www.f oxen g.Con-i Story County, IA / City of Amesf.N. beacon"-' Date Created,4/4/2014 2105 SE 5th Street t- 1" erview VV NE ,` ��� �► �00 —� '-'Legend L--.r- _ _ __-- Parcels � Lots Townships T' '"` •' Sections r �w.at ❑ Quarter Quarters I I�+ ��} Corporate Limits Road Centerlines 1 sE g^ T�7' a. yam.. SE 5TH ST SE STH ST /J f�...I.�fl r yam►.. .e v.� �:.." low Z. �,, y,.;�^Mn.Fey►�Rw:Q w'+,w wi� �IRgh"�1 a�, a � s° 200 ft 'Nvx Last Data Upload:4/4/2014 7:03:52 AM daralo{ad by Concerning Assessment Parcels and Platted Lots Within the City of Ames Jurisdiction: The Scb"e4w CCIM01IM" The solid parcel boundary lines represent the legal description as recorded and are not necessarily the official ScNvicier WWW ycW—y W='P alien platted lot lines. Dashed lines are official platted lots. If a parcel contains dashed lines,please contact the Ames Planning&Housing Department(515-239-5400)to determine which lines can be recognized for building permit or zoning purposes.If you have questions regarding the legal description or parcel measurements,please contact the engineering - APPENDIX - EXISTING AND PROPOSED CONDITIONS �`�C 1 s-r�►J � C a tJ D t i 1 b►J s �p1A BB3- — — ___—�IrEAtiFC'S'r' Fl-4—LAME � 1 A I K 5TORN OUILET FL-552 31 57 ' EXISTING BUILOING m WAREHOUSE 32199 S.F. OFFICE: 2900 S.F. F F.E. - 887.5 2105 S E. 5TH STREET I , m I I � V C) - I LEGEND c i/ MATED LINE W ELECTRIC LINE E Lwst.�co• • SANITARY SEWERGA LIN 9 TELEPHONE LINE T 51�"•-" _ _ TV CABLE C T V— Y D 7 _. T STORM SEWER —s 57- 35�O 1 I T{ "jI� I X• X' IN CONCRETE 1 I '^ I II�t I _ I 17- FIRE HPORANT POWER POLE LIGHT POLE 0 +7x1 GUY ANCHOR 0 +- SPOT ELEVATION = B• S NETER F •- WA 7ER VALVE GA OR CURB 89K E1'.-Tj11•' L EW POWER POLE/LIGHT POLE IA- BEEHIVE INTAKE u 10 9 �� ■- ELECTRIC BOX UTILITY POLE o- TELEPHONE PEDESTAL SANITARY CLEAN-DUT o- IRRIGATION CONTROL SN POST 9 IG — — — — — — — x- GROUND LIGHTING PK OR MAG NAIL FOUND OR SET AS NOTED ✓ d b 0 e Q 6 00 O D O 00 0 0 •- 24" STORM INTAKE 6B - • A a-ELECTRIC METER E - `f t-•1 BDLLARO � f __ f L �� PROPERTY BOUNDARY y--`��_ E .1 SECTIONCENTERLI ..__ S E LINE I'I - __ E A RIGHT OF WAY LINE _ �I_`I'r' w ' BUILEMINT DING SE BACK LINE I I I SECTION CORNER FOUND OR SET AS NOTED FOUND IRON PIN OR PIPE AB NOTED SET 1/IR N 30" Oil W/ YELLOW CAP E17161 0 I GRAPHIC SCALE 1 �25 SANITARY MANHOLE FR1Ma°°=LI 'eie.53 p 25 50 75 SITE - =-M CG ` L E L�� SANITARY-/ V Rl A 01E RIM-8070] - FL ICU 077.13 ��-v?aS�D CpTJ ��it �..1S L rl a.,FI%ACCESS LANE� MAW mw lampw � sot +r► Ficn"e82 3? sr ' sr EXISTING BUILDING c � ��REMOUSE� 32199 S.F. OFFICE' 2900 S.F 1 F.F.E. - 887 5 2105 S.E 5TH STREET ' ao eJOi• 5 I DIRECTION OF SURFACE WATER F40N c ,I Ir1 LEGEND WATER LINE -- Ir ELECTRIC LINE E - _ 1 t slcc•ue _ __ GASILINE T TARY SEWER G- ' D I' LCABOE LINE V _CT,- r ; • Q 11 STORM SEVER —s sr- rI- fv w of X- X IN CONCRETE FIRE HYDRANT Wi POWER POLE O —W- ! •LIGHT POLE GUY ANCHOR +-SPOT ELEVATION ,y' r ry5'tup gl f 9• GAS METER N' r O •-WATER VALVE OR CURB BOX LI-POWER POLE/LIGHT POLE I .- BEEHIVE INTAKE II I ■-ELECTRIC 90X '`W,I ` I iA sj Is a�ws I Ifll 1 / x-UTILITY POLE 1—I p�� 0- TELEPHONE PEDESTAL 11 0- SANITARY Y CLEAN-OUT � F— a — —�� 1 °� e- IRRIGATION CONTROL d0•o- O O l O -O O O O O LI - SIGN POST �Y_ 7// ■ GROUND LIGM7ING peg 2`` . F E * �1 _ Ir �•PK OR HAS NAIL FOUND OR SET AS NOTED f�A- / +T'- ' / �� •• 24' STORM INTAKE ELECTRIC METER BOLLARD PROPERTY BOUNDARY SECTION LINE - r STREET CENTERLINE - I �• -- ` - RIGHT OF W4Y LINE - - - - - - - - - EASEMENT LINE — —— —— — — ' SECTIONGCOORRNERCFOUND OR SET AS NOTEDFOUND IRON #i r ' ' I ' -- SET 11/2, x 30N RESARPW/AYELL TE 9ANILRr OWOCAP 017151 0 �� RI AM-681 00 FL iai 87e e3 GRAPHIC SCALE 1 -25 -- - 88< —ess— 0 25 50 75 SITS - - 886 - o�TT_GT -- � — _887_ SAWITARY_/ MANICLE RIM-Y7 03 Fox engineering APPENDIX - NRCS SOILS MAP Z l Z _ V V _ � M 066TS911 OL61990 056TSW OE6TS90 OT6TSW 069TSW OLBT596 058i59b M.CBS..tE o£6 � V O co � a 1-4 v ' i y: —8 a a v N a ca � o > oin � v � U p �'L a a o W �... o z S' IQ 3 X Ln w QC I � O 0 c a n a W ` c Z Z U i v �n M.6 5f oE6 M.6 SE o£6 7 066TS91, O16TS9, 056TS96 OE6TS9b OT6TS9b 06915W OL8T59h 059T596 z z Fo v e � M _ O O O O N ° O _ N N C CI O L 3 m O > •— '7 O7 O O L cp ° Nf6 mo a`� rmm I ; co d L) c� 0) go � m hoc 16 0 coi c`°i m -0 N 3 ° ca o ° rn E U N N E fn (n N "6 N E 0 N — U N Z m C U m .m .2 ` Lo a) L V m N L N E ai Q m ° oo w a> m N U Cl) E n m �o 0.70 m a) ° M ° aN ' U Q N E m 0 (n ti ° CO -0 ccn 75 Z a) Z E aNi Q N O) C Z 'D ._ r N O C cn E m ° N W N N 7 O Q CO N o a) m m m a� m E y 'o a as CO o o m n o a) Q Q) L m N 0 N N Z CD m � "O 0 o m a� E o ° ami 3 `0 � � o@ w ' c� o m CL TQaa) > > w oL 3 0Z- a> > C - m ° N a m z y Q o '� N t o a) a > aa) 2 E o o C N t I m E -0 Z n o o c N a� n (n 'o m U .N m m o N m IL O Y 'B N 7 J 05 v) d E U m > a) N L � N CQ E a o a m Z a o m a`� ,N U a� o o @ G y °- m °� E m a) 7 a) a Co- m N m m N m O '0) N m E C L > . o a� o rn m ami m @ E o >^ ° o Lv @ o amma m N — o0 �° aa) cY c o U = n Um Ca a m N ofNCO ' o .° T cu ° o O N N N O w m O N m y LC T N 21 $ yCO L)3 ca a CL i � a) mE cc � W E Q in a E cn U n-o Q cmi H Lm. cn cn In o H o o >T N 3 Z O c > T'0 > U o in U L m Z n o o W a V a O cn n N c0 n c U L O d LL o a _ -0 O @ (n m o J m m a`) m o t Z n fl a R o a a O N N L n. y C m N M R UO a) cn (n > U U 3 to G Q C J .0 Q i0 C _ N p _ LL ° W r^ 3: ~ m W J IL - o vCL Q m 0 _ _ N Q O C O .F D O_ a y al m O m Gl O c c a n 3 O o o> �n° co0 n W °C, O - Z. a a co 75 m m m o a) y � m� rmu > > a m > -o O N > N C n a) O m m O O O O n ` Q y (n M '0 m m U U C7 U' J J 2 n d of (n M N fn N u) (D d a o d3Qgx 2 ) Q (n • N Q C d a' m i Q) 7 N . C Z U �6 Soil Map—Story County,Iowa 2105 SE 5th Street Map Unit Legend Story County,Iowa(IA169) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 136E Ankeny fine sandy loam,2 to 5 0.0 0.2% percent slopes 485 Spillville loam,0 to 2 percent 3.2 75.0% slopes 536 Hanlon fine sandy loam,0 to 2 1.1 24.8% percent slopes Totals for Area of Interest 4.3 100.0% u` Natural Resources Web Soil Survey 4/7/2014 Conservation Service National Cooperative Soil Survey Page 3 of 3 engineering APPENDIX - IOWA FLOOD INFORMATION SYSTEM (IFIS) FLOOD INUNDATION MAPS 800.433,3469 1 515.233.0000 1 www.foxeng.corn � Y a EE i u-I o 0 0 cNn � v I• W E gel Ai 76- f y r L, �Y 1/ fi A, w 2 v jA �.r t Ar 1 •j 0 o rR� � a , , O � Y O U G o f 4 � G � 'Y tR m _ "O y — r � N P 0 YV�• ig N N ❑ o "�" R11CR is � � R e x MW t rA V � r plo 1 n etl' u� { c P 1 r.. ' v x P v c gi o m N o C • i n � E V� w I4i 4 't_yt, 3-1 { 1 er t t f 1 - • f '40+PW ^iY _ y Imo "nx� I Y - N C V; O � EE UU s 1 S ti 1 do- � ,.w 9 J 4 V AS r r l y, WR&O-d i G 1 i v t � Y O s o N O t Z rn c ilia � Y 0YY � tNlt lOi •� tp W y� �� CIE N Y Li o Ito 2 w .. .ft a i i V 1 ` y 1 f'• Fox engineering APPENDIX - HYDRAFLOW MODELING OUTPUT 1-100.433.3469 1 5115.233.0000 1 www.foxena.com Hydraflow Table of Contents 2105 SE 5th.gpw Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Tuesday,04/22/2014 2 - Year Summary Report......................................................................................................................... 1 2 HydrographReports................................................................................................................... Hydrograph No. 1, SCS Runoff, Existing (E1).......................................................................... 2 Hydrograph No. 2, SCS Runoff, Existing (E2).......................................................................... 34 Hydrograph No. 3, Combine, Existing (Total)........................................................................... Hydrograph No. 5, SCS Runoff, Proposed (P1)....................................................................... 5 5 Hydrograph No. 6, SCS Runoff, Proposed (P2)....................................................................... Hydrograph No. 7, Reservoir, Propsd (P2) thru deten............................................................. 7 PondReport - Proposed...................................................................................................... 8 Hydrograph No. 8, Combine, Proposed (Total)........................................................................ 9 5 - Year SummaryReport....................................................................................................................... 10 HydrographReports................................................................................................................. 11 Hydrograph No. 1, SCS Runoff, Existing (E1)........................................................................ 11 12 Hydrograph No. 2, SCS Runoff, Existing (E2)........................................................................ 13 Hydrograph No. 3, Combine, Existing (Total)................................................................••••.•.. 14 Hydrograph No. 5, SCS Runoff, Proposed (P1).................................................................."' 15 Hydrograph No. 6, SCS Runoff, Proposed (P2)..................................................................... Hydrograph No. 7, Reservoir, Propsd (P2) thru deten........................................................... 16 Hydrograph No. 8, Combine, Proposed (Total)...................................................................... 17 10 - Year SummaryReport....................................................................................................................... 18 HydrographReports................................................................................................................. 19 Hydrograph No. 1, SCS Runoff, Existing (E1). 19 .............................................. Hydrograph No. 2, SCS Runoff, Existing (E2)........................................................................ 20 21 Hydrograph No. 3, Combine, Existing (Total)....................................................................... . 22 Hydrograph No. 5, SCS Runoff, Proposed (P1)............................................................•.•••"" 23 Hydrograph No. 6, SCS Runoff, Proposed (P2)..................................................................... Hydrograph No. 7, Reservoir, Propsd (P2) thru deten........................................................... 24 Hydrograph No. 8, Combine, Proposed (Total)...................................................................... 25 25 - Year SummaryReport....................................................................................................................... 26 HydrographReports................................................................................................................. 27 Hydrograph No. 1, SCS Runoff, Existing (E1)........................................................................ 27 28 Hydrograph No. 2, SCS Runoff, Existing (E2)........................................................................ 29 Hydrograph No. 3, Combine, Existing (Total)......................................................................"' 30 Hydrograph No. 5, SCS Runoff, Proposed (P1)..................................................................... 31 Hydrograph No. 6, SCS Runoff, Proposed (P2)..................................................................... Hydrograph No. 7, Reservoir, Propsd (P2) thru deten........................................................... 32 Hydrograph No. 8, Combine, Proposed (Total)...................................................................... 33 50 - Year SummaryReport....................................................................................................................... 34 HydrographReports................................................................................................................. 35 Contents continued... 2105 SE 5th.gpw Hydrograph No. 1, SCS Runoff, Existing (E1)...................................... 35 . Hydrograph No. 2, SCS Runoff, Existing (E2).................................................................... ... 36 Hydrograph No. 3, Combine, Existing (Total)......................................................................... 37 Hydrograph No. 5, SCS Runoff, Proposed (P1)..................................................................... 38 Hydrograph No. 6, SCS Runoff, Proposed (P2)...................................... ............... ... . . ........... 39 Hydrograph No. 8, Combine, Proposed (Total)..Hydrograph No. 7, Reservoir, Propsd (P2) thru deten........................................................... 4.................................................................... 41 100 - Year SummaryReport....................................................................................................................... 42 HydrographReports................................................................................................................. 43 Hydrograph No. 1, SCS Runoff, Existing (El)........................................................................ 43 Hydrograph No. 2, SCS Runoff, Existing (E2)........................................................................ 44 Hydrograph No. 3, Combine, Existing (Total)......................................................................... 45 Hydrograph No. 5, SCS Runoff, Proposed (P1)..................................................................... 46 Hydrograph No. 6, SCS Runoff, Proposed (P2)..................................................................... 47 Hydrograph No. 7, Reservoir, Propsd (P2) thru deten........................................................... 48 Hydrograph No. 8, Combine, Proposed (Total)...................................................................... 49 I ,Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 7.905 2 716 16,308 ------ ------ ------ Existing(E1) 2 SCS Runoff 5.977 2 716 12,255 ------ ------ ------ Existing(E2) 3 Combine 13.88 2 716 28,563 1,2 ------ ------ Existing(Total) 5 SCS Runoff 7.746 2 716 16,636 ------ ------ ------ Proposed(P1) 6 SCS Runoff 8.662 2 716 18,886 ------ ------ ------ Proposed(P2) 7 Reservoir 6.226 2 720 18,860 6 883.27 1,606 Propsd(132)thru deten 8 Combine 13.57 2 716 35,496 5,7 ------ ------ Proposed(Total) 2105 SE 5th.gpw Return Period: 2 Year Tuesday, 04/22/2014 Hydrograph Report 2 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 1 Existing (E1) Hydrograph type = SCS Runoff Peak discharge = 7.905 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 16,308 cuft Drainage area = 2.520 ac Curve number = 90* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_[(0.570 x 98)+(0.340 x 98)+(0.830 x 85)+(0.780 x 85))/2.520 Q (cfs) Existing (El) Hyd. No. 1 -- 2 Year Q (cfs) 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 0.00 Hyd No. 1 Time (hrs) 3 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 2 Existing (E2) Hydrograph type = SCS Runoff Peak discharge = 5.977 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 12,255 cuft Drainage area = 1.980 ac Curve number = 89* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_[(0.280 x 98)+(0.320 x 98)+(1.360 x 85)+(0.020 x 85)]/1.980 Existing (E2) Qcfs Q (cfs) ( ) Hyd. No. 2 -- 2 Year 6.00 6.00 5.00 5.00 4.00 4.00 3.00 3.00 2.00 2.00 1.00 1.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) Hyd No. 2 4 Hydrograph Report M Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.00 Tuesday,04/22/2014 Hyd. No. 3 Existing (Total) Hydrograph type = Combine Peak discharge = 13.88 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 28,563 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 4.500 ac Q (cfs) Existing (Total) cfs Hyd. No. 3 --2 Year Q ( ) 14.00 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 1 1 1 1 1 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Hyd No. 3 s-- Hyd No. 1 Hyd No. 2 Time (hrs) 5 Hydrograph Report Hydraflow Hydrographs Extension for AUtoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 5 Proposed (P1) Hydrograph type = SCS Runoff Peak discharge = 11.93 hrs Time ge Storm frequency = 2 yrs p Time interval = 2 min Hyd. volume = 16,636 tuft Drainage area = 2.160 ac Curve number = 94* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_[(0.850 x 98)+(0.620 x 98)+(0.600 x 85)+(0.090 x 85)J 12.160 Proposed (P1) Q (cfs) Q (cfs) Hyd. No. 5-- 2 Year 8.00 8.00 6.00 6.00 4.00 4.00 2 2.00 .00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Time (hrs) Hyd No. 5 Hydrograph Report 6 Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 6 Proposed (P2) Hydrograph type = SCS Runoff Peak discharge = 8.662 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 18,886 cuft Drainage area = 2.350 ac Curve number = 95* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 2.91 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.960 x 98)+(0.880 x 98)+(0.510 x 85)]/2.350 Q (cfs) Proposed (P2) Hyd. No. 6 --2 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 0.00 Hyd No. 6 Time (hrs) 7 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Tuesday,04/22/2014 Hyd. No. 7 Propsd (P2) thru deten Hydrograph type = Reservoir Peak discharge = 6.226 cfs Storm frequency = 2 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 18,860 cuft Inflow hyd. No. = 6 - Proposed (P2) Max. Elevation = 883.27 ft Reservoir name = Proposed Max. Storage = 1,606 cuft Storage Indication method used. Propsd (P2) thru deten Qcfs Q (cfs) ( ) Hyd. No. 7 -- 2 Year 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 7 Hyd No. 6 Total storage used = 1,606 cuft Pond Report 8 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Pond No. 1 - Proposed Pond Data Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=881.00 ft Stage/Storage Table Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft) 0.00 881.00 00 0 0 1.00 882.00 157 52 52 2.00 883.00 1,436 689 742 3.00 884.00 5,496 3,247 3,988 4.00 885.00 8,844 7,103 11,092 5.00 886.00 12,531 10,633 21,725 Culvert/Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise(in) Inactive 15.00 Inactive Inactive Crest Len(ft) = 200.00 Inactive Inactive Inactive Span(in) = 0.00 15.00 0.00 0.00 Crest El.(ft) = 886.10 0.00 0.00 0.00 No.Barrels = 1 1 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33 Invert El.(ft) = 881.53 881.53 0.00 0.00 Weir Type = Broad --- --- --- Length(ft) = 190.00 0.00 0.00 0.00 Multi-Stage = No No No No Slope(%) = 0.00 0.00 0.00 n/a N-Value = .024 .013 .013 n/a Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour) Multi-Stage = n/a No No No TW Elev.(ft) = 0.00 Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s). Stage(ft) Stage/Discharge Elev(ft) 5.00 886.00 4.00 885.00 3.00 884.00 2.00 883.00 1.00 882.00 0.00 881.00 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 Total Q Discharge(cfs) 9 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 8 Proposed (Total) Hydrograph type = Combine Peak discharge = 13.57 cfs Storm frequency = 2 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 35,496 cuft Inflow hyds. = 5, 7 Contrib. drain. area = 2.160 ac Proposed (Total) Q (cfs) Q (cfs) Hyd. No. 8 -- 2 Year 14.00 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 Time (hrs) Hyd No. 8 - Hyd No. 5 Hyd No. 7 Hydrograph Summary Report 110 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum strge otal No. type flow interval Peak volume hyd(s) elevation used Hydrograph (origin) (cfs) (min) (min) (cuft) Description (ft) (tuft) 1 SCS Runoff 10.56 2 716 22,119 ------ ------ ------ Existing(E1) 2 SCS Runoff 8.061 2 716 16,757 ------ Existing(E2) 3 Combine 18.62 2 716 38,876 1,2 ------ Existing(Total) 5 SCS Runoff 9.996 2 716 21,848 ------ Proposed(P1) 6 SCS Runoff 11.09 2 716 24,605 ------ ------ Proposed(P2) 7 Reservoir 7.061 2 720 24,578 6 883.61 2,637 Propsd(P2)thru deten 8 Combine 16.43 2 718 46,426 5,7 ------ Proposed(Total) 2105 SE 5th.gpw Return Period: 5 Year Tuesday, 04/22/2014 11 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc.v10 Tuesday,04 122/2014 Hyd. No. 1 Existing (E1) Hydrograph type = SCS Runoff Peak discharge = 10.56 cfs Storm frequency = 5 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 22,119 cuft Drainage area = 2.520 ac Curve number = 90* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.64 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.570 x 98)+(0.340 x 98)+(0.830 x 85)+(0.780 x 85)]/2.520 Existing (E1) Q (Cfs) Hyd. No. 1 -- 5 Year Q (cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) Hyd No. 1 Hydrograph Report 12 Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 2 Existing (E2) Hydrograph type = SCS Runoff Peak discharge = 8.061 cfs Storm frequency = 5 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 16,757 cuft Drainage area = 1.980 ac Curve number = 89* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.64 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.280 x 98)+(0.320 x 98)+(1.360 x 85)+(0.020 x 85)]/1.980 Q (cfs) Existing (E2) cfs Hyd. No. 2 --5 Year Q ( ) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Hyd No. 2 Time (hrs) 13 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 3 Existing (Total) Hydrograph type = Combine Peak discharge = 18.62 cfs Storm frequency = 5 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 38,876 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 4.500 ac Existing (Total) Q (Cfs) Q (cfs) Hyd. No. 3-- 5 Year 21.00 21.00 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Time (hrs) Hyd No. 3 Hyd No. 1 Hyd No. 2 Hydrograph Report 114 Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 5 Proposed (P1) Hydrograph type = SCS Runoff Peak discharge = 9.996 cfs Storm frequency = 5 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 21,848 cuft Drainage area = 2.160 ac Curve number = 94* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.64 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.850 x 98)+(0.620 x 98)+(0.600 x 85)+(0.090 x 85)]/2.160 Q (cfs) Proposed (P1) Hyd. No. 5 -- 5 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 0.00 Hyd No. 5 Time (hrs) 15 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 6 Proposed (P2) Hydrograph type = SCS Runoff Peak discharge = 11.09 cfs Storm frequency = 5 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 24,605 cuft Drainage area = 2.350 ac Curve number = 95* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 3.64 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.960 x 98)+(0.880 x 98)+(0.510 x 85)]/2.350 Proposed (P2) Q (cfs) Hyd. No. 6 -- 5 Year Q (cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Time (hrs) Hyd No. 6 Hydrograph Report 116 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 7 Propsd (P2) thru deten Hydrograph type = Reservoir Peak discharge = 7.061 cfs Storm frequency = 5 yrs Time to peak = 12.00 hrs Time interval = 2 min Hyd. volume = 24,578 cuft Inflow hyd. No. = 6 - Proposed (P2) Max. Elevation = 883.61 ft Reservoir name = Proposed Max. Storage = 2,637 cuft Storage Indication method used. Q (cfs) Propsd (P2) thru deten Hyd. No. 7 -- 5 Year Q (cfs) 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 7 -�----- Hyd No. 6 Total storage used = 2,637 cult 17 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc.00 Tuesday,04/22/2014 Hyd. No. 8 Proposed (Total) Hydrograph type = Combine Peak discharge = 16.43 cfs Storm frequency = 5 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 46,426 cuft Inflow hyds. = 5, 7 Contrib. drain. area = 2.160 ac Proposed (Total) Q (cfs) Q (cfs) Hyd. No. 8 -- 5 Year 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 8 Hyd No. 5 Hyd No. 7 Hydrograph Summary Report 18 Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.v10 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff 12.85 2 716 27,237 ------ ------ ------ Existing(E1) 2 SCS Runoff 9.862 2 716 20,736 ------ ------ ------ Existing(E2) 3 Combine 22.71 2 716 47,972 1,2 ------ ------ Existing(Total) 5 SCS Runoff 11.92 2 716 26,384 ------ ------ ------ Proposed(P1) 6 SCS Runoff 13.17 2 716 29,570 ------ ------ ------ Proposed(P2) 7 Reservoir 7,788 2 722 29,544 6 883.92 3,641 Propsd(P2)thru deten 8 Combine 18.91 2 718 55,927 5,7 ------ ------ Proposed(Total) 2105 SE 5th.gpw Return Period: 10 Year Tuesday, 04 /22/2014 19 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk,Inc.v10 Tuesday,04/22/2014 Hyd. No. 1 Existing (E1) Hydrograph type = SCS Runoff Peak discharge = 12.85 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 27,237 cuft Drainage area = 2.520 ac Curve number = 90* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.27 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 "Composite(Area/CN)_[(0.570 x 98)+(0.340 x 98)+(0.830 x 85)+(0.780 x 85)]/2.520 Existing (E1) cfs Q (cfs) Q ( ) Hyd. No. 1 -- 10 Year 14.00 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Time (hrs) Hyd No. 1 Hydrograph Report 120 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 2 Existing (E2) Hydrograph type = SCS Runoff Peak discharge = 9.862 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 20,736 cuft Drainage area = 1.980 ac Curve number = 89* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.27 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.280 x 98)+(0.320 x 98)+(1.360 x 85)+(0.020 x 85)]/1.980 Q (cfs) Existing (E2) Hyd. No. 2 -- 10 Year Q (cfs) 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 Hyd No. 2 Time (hrs) 21 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 3 Existing (Total) Hydrograph type = Combine Peak discharge = 2 2.7 1 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 47,972 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 4.500 ac Existing (Total) cfs Q (cfs) Q ( ) Hyd. No. 3 -- 10 Year 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 - 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Time (hrs) Hyd No. 3 ---- Hyd No. 1 Hyd No. 2 Hydrograph Report .22 Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 5 Proposed (P1) Hydrograph type = SCS Runoff Peak discharge = 11.92 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 26,384 cuft Drainage area = 2.160 ac Curve number = 94* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.27 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.850 x 98)+(0.620 x 98)+(0.600 x 85)+(0.090 x 85)]/2.160 Q (cfs) Proposed (P1) cfs Hyd. No. 5-- 10 Year Q ( ) 12.00 --------V 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.0 0.00 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Hyd No. 5 Time (hrs) 23 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 6 Proposed (P2) Hydrograph type = SCS Runoff Peak discharge = 13.17 cfs Storm frequency = 10 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 29,570 cuft Drainage area = 2.350 ac Curve number = 95* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 4.27 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.960 x 98)+(0.880 x 98)+(0.510 x 85)]/2.350 Proposed (P2) Q (cfs) Q (cfs) Hyd. No. 6 -- 10 Year 14.00 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Time (hrs) Hyd No. 6 Hydrograph Report 24 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 7 Propsd (P2) thru deten Hydrograph type = Reservoir Peak discharge = 7.788 cfs Storm frequency = 10 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 29,544 cuft Inflow hyd. No. = 6 - Proposed (P2) Max. Elevation = 883.92 ft Reservoir name = Proposed Max. Storage = 3,641 cuft Storage Indication method used. Propsd (P2) thru deten Q (cfs) Hyd. No. 7 -- 10 Year Q (cfs) 14.00 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 7 - Hyd No. 6 Total storage used = 3,641 cult 25 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D®2013 by Autodesk,Inc.v10 Tuesday,04/22/2014 Hyd. No. 8 Proposed (Total) Hydrograph type = Combine Peak discharge = 18.91 cfs Storm frequency = 10 yrs Time to peak = 11.97 hrs Time interval = 2 min Hyd. volume = 55,927 cuft Inflow hyds. = 5, 7 Contrib. drain. area = 2.160 ac Proposed (Total) Q (cfs) Q (cfs) Hyd. No. 8 -- 10 Year 21.00 21.00 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 2 Time (hrs) Hyd No. 8 Hyd No. 5 Hyd No. 7 ,26 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2013 by Autodesk, Inc.v10 Hyd. Hydrograph Peak Time Time to =Hyd. InflowMaximum TotalHydrograph No. type flow interval Peak elevation strge used Description (origin) (cfs) (min) (min) (ft) (tuft) 1 SCS Runoff 16.04 2 716 34,484 -""""" '-"" ------ Existing(E1) 2 SCS Runoff 12.37 2 716 26,385 """""" """ Existing(E2) 3 Combine 28.41 2 716 60,869 1,2 ""'- ------ Existing(Total) 5 SCS Runoff 14.60 2 716 32,755 ------ Proposed(P1) 6 SCS Runoff 16.07 2 716 36,533 ------ Proposed(P2) 7 Reservoir 8.411 2 722 36,507 6 884.19 5,283 Propsd(P2)thru deten 8 Combine 22.32 2 716 69,262 5,7 "---- ------ Proposed(Total) 2105 SE 5th.gpw Return Period: 25 Year Tuesday, 04/22/2014 27 Hydrograph Report Hydraflow Hydrographs Extension for AUtoCAD@ Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 1 Existing (E1) Hydrograph type = SCS Runoff Peak discharge = 16.04 cfs Storm frequency = 25 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 34,484 cuft Drainage area = 2.520 ac Curve number = 90* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.15 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.570 x 98)+(0.340 x 98)+(0.830 x 85)+(0.780 x 85)]/2.520 Existing (E1) Q (cfs) Q (cfs) Hyd. No. 1 -- 25 Year 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Time (hrs) Hyd No. 1 Hydrograph Report 28 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 2 Existing (E2) Hydrograph type = SCS Runoff Peak discharge = 12.37 cfs Storm frequency = 25 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 26,385 cuft Drainage area = 1.980 ac Curve number = 89* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.15 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.280 x 98)+(0.320 x 98)+(1.360 x 85)+(0.020 x 85)]/1.980 Q (cfs) Existing (E2) Hyd. No. 2 --25 Year Q (cfs) 14.00 14.00 12.00 12.00 10.00 10.00 8.00 8.00 6.00 6.00 4.00 4.00 2.00 2.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 0.00 Hyd No. 2 Time (hrs) 29 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3D9 2013 by Autodesk,Inc.00 Tuesday,04/22/2014 Hyd. No. 3 Existing (Total) Hydrograph type = Combine Peak discharge = 28.41 cfs Storm frequency = 25 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 60,869 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 4.500 ac Existing (Total) Q (cfs) Q (cfs) Hyd. No. 3 -- 25 Year 30.00 30.00 25.00 25.00 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 2 0.0 Time (hrs) Hyd No. 3 - Hyd No. 1 Hyd No. 2 Hydrograph Report .30 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 5 Proposed (P1) Hydrograph type = SCS Runoff Peak discharge = 14.60 cfs Storm frequency = 25 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 32,755 cuft Drainage area = 2.160 ac Curve number = 94* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.15 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.850 x 98)+(0.620 x 98)+(0.600 x 85)+(0.090 x 85)]/2.160 Q (cfs) Proposed (P1) Hyd. No. 5 --25 Year Q (cfs) 15.00 15.00 12.00 12.00 SIM 9.00 6.00 6.00 3.00 3.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 0.00 Hyd No. 5 Time (hrs) 31 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 6 Proposed (P2) Hydrograph type = SCS Runoff Peak discharge = 16.07 cfs Storm frequency = 25 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 36,533 cuft Drainage area = 2.350 ac Curve number = 95* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.15 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_1(0.960 x 98)+(0.880 x 98)+(0.510 x 85)]/2.350 Proposed (P2) cfs Q (cfs) Q ( ) Hyd. No. 6 --25 Year 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Time (hrs) Hyd No. 6 Hydrograph Report .32Y Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 7 Propsd (P2) thru deten Hydrograph type = Reservoir Peak discharge = 8.411 cfs Storm frequency = 25 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 36,507 cuft Inflow hyd. No. = 6 - Proposed (P2) Max. Elevation = 884.19 ft Reservoir name = Proposed Max. Storage = 5,283 cuft Storage Indication method used. Q (cfs) Propsd (P2) thru deten cfs Hyd. No. 7-- 25 Year Q ( ) 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 7 Hyd No. 6 Total storage used = 5,283 cuft Time (hrs) 33 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 8 Proposed (Total) = Combine Peak discharge = 22.32 cfs Hydrograph type Storm frequency = 25 yrs Time to peak = 11.93 hrs Hyd. volume = 69,262 cuft Time interval = 2 min Contrib. drain. area = 2.160 ac Inflow hyds. = 5, 7 Proposed (Total) Q (cfs) Q (cfs) Hyd. No. 8 -- 25 Year 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 2 Time (hrs) Hyd No. 8 _ Hyd No. 5 Hyd No. 7 .34 Hydrograph Summary Report r Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D®2013 by Autodesk, Inc.v10 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total No. type flow interval Peak volume hyd(s) elevation str a used Hydrograph 9 Description (origin) (cfs) (min) (min) (tuft) (ft) (tuft) 1 SCS Runoff 18.63 2 716 40,472 "-"""' -"--' ------ Existing(E1) 2 SCS Runoff 14.42 2 716 31,060 "-'""" ------ ------ Existing(E2) 3 Combine 33.04 2 716 71,533 1,2 ------ ------ Existing(Total) 5 SCS Runoff 16.78 2 716 37,988 ------ Proposed(P1) 6 SCS Runoff 18.42 2 716 42,246 """"-" ------ ------ Proposed(102) 7 Reservoir 8.831 2 722 42,219 6 884.39 6,755 Propsd(P2)thru deten 8 Combine 24.95 2 716 80,207 5,7 ------ ------ Proposed(Total) 2105 SE 5th.gpw Return Period: 50 Year Tuesday, 04/22/2014 35 Hydrograph Report Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 1 Existing (E1) Hydrograph type = SCS Runoff Peak discharge = 18.63 cfs Storm frequency = 50 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 40,472 cuft Drainage area = 2.520 ac Curve number = 90* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.87 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.570 x 98)+(0.340 x 98)+(0.830 x 85)+(0.780 x 85)]/2.520 Existing (E1) Q (cfs) Q (cfs) Hyd. No. 1 -- 50 Year 21.00 21.00 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Time (hrs) Hyd No. 1 Hydrograph Report .3s Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 2 Existing (E2) Hydrograph type = SCS Runoff Peak discharge = 14.42 cfs Storm frequency = 50 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 31,060 cuft Drainage area = 1.980 ac Curve number = 89* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.87 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.280 x 98)+(0.320 x 98)+(1.360 x 85)+(0.020 x 85)]/1.980 Q (cfs) Existing (E2) Hyd. No. 2-- 50 Year Q (cfs) 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 - 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 0.00 Hyd No. 2 Time (hrs) 37 . Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.00 Tuesday,04/22/2014 Hyd. No. 3 Existing (Total) Hydrograph type = Combine Peak discharge = 33.04 cfs Storm frequency = 50 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 71,533 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 4.500 ac Existing (Total) cfs Q (cfs) Q ( ) Hyd. No. 3 -- 50 Year 35.00 35.00 30.00 30.00 25.00 25.00 20.00 20.00 15.00 15.00 10.00 10.00 5.00 5.00 MMW 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Time (hrs) Hyd No. 3 Hyd No. 1 Hyd No. 2 Hydrograph Report •38. Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 5 Proposed (P1) Hydrograph type = SCS Runoff Peak discharge = 16.78 cfs Storm frequency = 50 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 37,988 cuft Drainage area = 2.160 ac Curve number = 94* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.87 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.850 x 98)+(0.620 x 98)+(0.600 x 85)+(0.090 x 85)]/2.160 Q (cfs) Proposed (P1) cfs Hyd. No. 5 -- 50 Year Q ( ) 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Hyd No. 5 Time (hrs) 39 yydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.00 Tuesday,04/22/2014 Hyd. No. 6 Proposed (P2) Hydrograph type = SCS Runoff Peak discharge = 18.42 cfs Storm frequency = 50 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 42,246 cuft Drainage area = 2.350 ac Curve number = 95* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 5.87 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.960 x 98)+(0.880 x 98)+(0.510 x 85)]/2.350 Proposed (P2) Q (cfs) Q (cfs) Hyd. No. 6 -- 50 Year 21.00 21.00 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 - 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Time (hrs) Hyd No. 6 Hydrograph Report 40 d . Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 7 Propsd (P2) thru deten Hydrograph type = Reservoir Peak discharge = 8.831 cfs Storm frequency = 50 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 42,219 cuft Inflow hyd. No. = 6 - Proposed (P2) Max. Elevation = 884.39 ft Reservoir name = Proposed Max. Storage = 6,755 cuft Storage Indication method used Q (cfs) Propsd (P2) thru deten Hyd. No. 7-- 50 Year Q (cfs) 21.00 21.00 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 0.00 Hyd No. 7 --- Hyd No. 6 Total storage used = 6,755 cuft Time (hrs) 41 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 8 Proposed (Total) Hydrograph type = Combine Peak discharge = 24.95 cfs Storm frequency = 50 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 80,207 cuft Inflow hyds. = 5, 7 Contrib. drain. area = 2.160 ac Proposed (Total) Q (cfs) Q (cfs) Hyd. No. 8 -- 50 Year 2 28.00 8.00 2 24.00 4.00 2 20.00 0.00 16.00 16.00 12.00 12.00 8.00 8.00 4 4.00 .00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 8 Hyd No. 5 Hyd No. 7 142 Hydrograph Summary Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (tuft) (ft) (tuft) 1 SCS Runoff 21.28 2 716 46,664 ------ ------ ------ Existing(E1) 2 SCS Runoff 16.51 2 716 35,900 ------ ------ ------ Existing(E2) 3 Combine 37.79 2 716 82,564 1,2 ------ ------ Existing(Total) 5 SCS Runoff 19.01 2 716 43,379 ------ ------ ------ Proposed(P1) 6 SCS Runoff 20.84 2 716 48,127 ------ ------ ------ Proposed(P2) 7 Reservoir 9.259 2 722 48,100 6 884.61 8,330 Propsd(P2)thru deten 8 Combine 27.47 2 716 91,479 5,7 ------ ------ Proposed(Total) 2105 SE 5th.gpw Return Period: 100 Year Tuesday, 04 /22/2014 43 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 1 Existing (E1) Hydrograph type = SCS Runoff Peak discharge = 21.28 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 46,664 cuft Drainage area = 2.520 ac Curve number = 90* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.61 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 *Composite(Area/CN)_[(0.570 x 98)+(0.340 x 98)+(0.830 x 85)+(0.780 x 85)]/2.520 Existing (E1) Q (cfs) Q (cfs) Hyd. No. 1 -- 100 Year 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 0.00 Time (hrs) Hyd No. 1 Hydrograph Report 44 Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 2 Existing (E2) Hydrograph type = SCS Runoff Peak discharge = 16.51 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 35,900 cuft Drainage area = 1.980 ac Curve number = 89* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.61 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.280 x 98)+(0.320 x 98)+(1.360 x 85)+(0.020 x 85)]/1.980 Q (cfs) Existing (E2) Hyd. No. 2 -- 100 Year Q (cfs) 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 0.00 Hyd No. 2 Time (hrs) 45 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 3 Existing (Total) Hydrograph type = Combine Peak discharge = 37.79 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 82,564 cuft Inflow hyds. = 1, 2 Contrib. drain. area = 4.500 ac Existing (Total) Q (cfs) Q (cfs) Hyd. No. 3 -- 100 Year 40.00 40.00 30.00 30.00 20.00 20.00 10.00 10.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Time (hrs) Hyd No. 3 Hyd No. 1 Hyd No. 2 Hydrograph Report ,as Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 5 Proposed (P1) Hydrograph type = SCS Runoff Peak discharge = 19.01 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 43,379 cuft Drainage area = 2.160 ac Curve number = 94* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.61 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.850 x 98)+(0.620 x 98)+(0.600 x 85)+(0.090 x 85))/2.160 Q (cfs) Proposed (P1) Hyd. No. 5-- 100 Year Q (cfs) 21.00 21.00 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 0.00 Hyd No. 5 Time (hrs) 47 Mydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 6 Proposed (P2) Hydrograph type = SCS Runoff Peak discharge = 20.84 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 48,127 cuft Drainage area = 2.350 ac Curve number = 95* Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = 5.00 min Total precip. = 6.61 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Composite(Area/CN)_[(0.960 x 98)+(0.880 x 98)+(0.510 x 85)]/2.350 Proposed (P2) Qcfs Q (cfs) ( ) Hyd. No. 6 -- 100 Year 21.00 21.00 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 Time (hrs) Hyd No. 6 48 Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 7 Propsd (P2) thru deten Hydrograph type = Reservoir Peak discharge = 9.259 cfs Storm frequency = 100 yrs Time to peak = 12.03 hrs Time interval = 2 min Hyd. volume = 48,100 cuft Inflow hyd. No. = 6 - Proposed (P2) Max. Elevation = 884.61 ft Reservoir name = Proposed Max. Storage = 8,330 cuft Storage Indication method used. Q (cfs) Propsd (P2) thru deten cfs Hyd. No. 7-- 100 Year Q ( ) 21.00 21.00 18.00 18.00 15.00 15.00 12.00 12.00 9.00 9.00 6.00 6.00 3.00 3.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Hyd No. 7 --- Hyd No. 6 Total storage used = 8,330 cuft Time (hrs) 49 r Hydrograph Report Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc.v10 Tuesday,04/22/2014 Hyd. No. 8 Proposed (Total) Hydrograph type = Combine Peak discharge = 27.47 cfs Storm frequency = 100 yrs Time to peak = 11.93 hrs Time interval = 2 min Hyd. volume = 91,479 cuft Inflow hyds. = 5, 7 Contrib. drain. area = 2.160 ac Proposed (Total) Qcfs Q (cfs) ( ) Hyd. No. 8 -- 100 Year 28.00 28.00 24.00 24.00 20.00 20.00 16.00 16.00 12.00 12.00 8.00 8.00 4.00 4.00 0.00 0.00 0 2 4 6 8 10 12 14 16 18 20 22 24 26 Time (hrs) Hyd No. 8 ------ Hyd No. 5 Hyd No. 7