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Drainage ReportDrainage Report — Executive Summary Caprock Crossing Detention Pond 2 College Station, Texas ENGINEER Schultz Engineering, LLC P.O. Box 11995 College Station, Texas 77842 Phone: (979) 764 — 3900 OWNER/DEVELOPER Brazos Texas Land Development, LLC. C/O CapRock Texas 2809 Earl Rudder Freeway S, Suite 203 College Station, Texas 77845 (979)307-0321 GENERAL DESCRIPTION AND LOCATION This project consists of the construction of Caprock Crossing Detention Pond 2 to provide Detention for Caprock Crossing Lot 3R, Block 3 and a small portion of Lot 3A. Block i in College Station, Texas. Caprock Crossing Detention Pond 2 is a commercial development, which will include the construction of a detention pond and outfall structure. This detention pond will be located in Caprock Crossing Common Area 2 along Old Arrington Road. Disturbed Area: 1.33 Acres Existing Land Use: Vacant Proposed Land Use: GC Number of Lots: 1 Drainage Basin: Alum Creek Drainage Basin FEMA FIRM: #48041C0325E, Dated May 16, 2012 Floodplain: None of the development lies within the floodplain. HYDROLOGIC CHARACTERISTICS The pre -development condition of the land was pasture with some portions wooded. Exhibit A shows the pre -development topography and the runoff flow directions. GENERAL STORMWATER PLAN This report addresses the storm runoff from the Caprock Crossing Lot 3R. The detention pond is drainage plan for this development includes construction of a detention pond near the outfall of an existing channel and concrete flume along Old Arrington Road. The storm runoff will collect in the proposed parking areas and be conveyed to the pond via the existing private storm sewer system and drainage channel. The detention pond will discharge the peak storm water runoff at a rate equal to or less than the predevelopment rate except for the 2 year design storm. Page 1 of 5 Drainage Report — Executive Summary Caprock Crossing Detention Pond 2 College Station, Texas COORDINATION & STORMWATER PERMITTING The project will require a NOI be prepared to comply with the Texas Commission for Environmental Quality storm water permitting for the construction site, as it is part of a large development. No other permits are anticipated for this project. DRAINAGE DESIGN General Information: Stormwater runoff from the development will be collected in the existing inlets and piping and be conveyed to the detention pond by the existing storm sewer system and drainage channel along Greens Prairie Road West. The detention pond will discharge the post -development storm runoff peak discharge rate equal to or less than the pre -development peak discharge rate, except for the 2 year design storm. The runoff is discharged from the detention pond through an outfall pipe into the roadside ditch along Old Arrington Road at an existing culvert crossing. The detention for Caprock Crossing Lot 3R consists of a proposed detention pond with a single outflow pipe, see Exhibit B for details. Detention Facility Analysis T, Methodology: TR 55 T, Minimum: 10 minutes Design Storm Events: 2-year, 10-year, 25-year, 50-year and 100-year detention facility Pond Discharge Pipe Materials: HDPE private storm sewer pipe Manning's n Value: 0.013 Combined Runoff Coefficients: 0.39 for existing conditions (with roadway) & 0.75 for developed conditions Area Acres C value Area x C Post -Development Area 1.60 0.75 1.20 Pre -Development Area 15.16 0.39 5.91 Total Area 16.76 0.42 7.11 Design Constraints: Max. water depth in the parking lot = 6 in. or 0.5 ft. for 100 year storm event. Min. flow velocity = 2.5 fps Max. flow velocity = 15 fps Post -Development peak runoff less than or equal to existing storm water runoff from the site. Rational Equation: The rational equation is utilized to determine peak storm water runoff rates for the Detention Facility design. Q=CIA Q = Flow (cfs) A = Area (acres) C = Runoff Coefficient I = Rainfall Intensity (in/hr) Page 2 of 5 Drainage Report — Executive Summary Caprock Crossing Detention Pond 2 College Station, Texas Design Software: Excel spreadsheets, AutoCAD Hydraflow Express, AutoCAD Hydraflow Hydrographs Extension The software was used to compute the pond storage and discharge data and the pre and post -development peak runoffs and the routing of the flow through the detention pond. Design Results: The data presented in the Appendices and in the following tables indicates the proposed detention pond is in accordance with the requirements of the design guidelines. Design Analysis: The post -development drainage areas are shown on Exhibit B. The design data and descriptions of the detention pond outlet pipe and overflow spillways are found in Appendix C. The peak flow out of the detention ponds were determined by a Storage Routing Analysis based on the Continuity Equation as follows: (I1+I2)+((2s1/dt)- 0l)=((2s2/dt)=02). The time interval, dt, used was 1 minute. The calculations and results of the Storage Routing Analysis were used to generate hydrograph peak flows and graphs for the pre and post development conditions. A summary of the pre and post -development runoff information from the site is shown in Table 2. TABLE 1 Pre- & Post -Development Runoff Information — Detention Analysis Tc Area # Area (Acres) C (Min.) Pre 101 16.76 0.35 27 Post 201 16.76 0.42 27 As shown in Table 2, the post -development peak outflow from the project site is less than the allowable peak outflow for each design storm event, except for the 2 year design storm. Additionally, Tables 3 presents the maximum water surface and the amount of freeboard for the Detention Facility. The peak flow out of the detention Facility and the maximum water surface was determined by the Storage Routing Analysis. Specifications Page 3 of 5 Drainage Report - Executive Summary Caprock Crossing Detention Pond 2 College Station, Texas TABLE 2 Pre- & Post -Development Peak Discharge Comparison Location Q2 cfs Q10 cfs Q25 cfs Q50 cfs Q100 cfs Pre -Development (Area 101) 21.71 30.80 35.39 40.24 42.02 Post Development with Detention Post -Development (Area zop 26.06 36.96 42.47 48.29 50.42 - Pond Outfall (Area 201 Routed Through Pond) 22.46 30.41 33.00 37.00 39.57 Decrease in Peak Flow -0.75 0.39 2.39 3.24 2.45 TABLE 3 - Summary of Detention Pond Maximum Water Surface Levels Storm Event Peak Flow out of Pond, (cfs) Water Surface Elevation,ft. Freeboard ft. 2-year 22_46 302.55 1.85 10-year 30_41 303.03 1.37 25-year 33_00 303.22 1.18 50-year 37_00 303.43 0.97 100-year 39_57 303.48 0.92 100-year Plugged 47_13 303.89 0.51 Top of Pond = 304.40', Spillway Crest = 303.4 P The detention facility is controlled by a 30" outfall pipe. If the outlet structure clogs the pond will outflow over the spillway with a freeboard of 6" in the 100 year storm. The spillway is a 50' wide trapezoidal weir. Page 4 of 5 Drainage Report - Executive Summary Caprock Crossing Detention Pond 2 College Station, Texas Applicable Exhibits Exhibit A - Pre -development Drainage Area Map Exhibit B - Post -development Drainage Area Map Appendix A - Drainage Area Summary Appendix B - Time of Concentrations Appendix C - Detention Facility Data & Hydrographs than the increase in the 2 year design storm, the proposed detention pond will function within the requirements and restrictions of the BCS Drainage Design Guidelines. The increase in the 2 year design storm will be mitigated with the design and construction of the detention pond for full build out. CERTIFICATION "This report for the drainage design of the Caproeh Crossing Detention Pond 2, was prepared by me in accordance with the provisions of the Bryan/College Station Unified Drainage Design Guidelines for the owners of the property. All licenses and permits required by any and all state and federal regulatory agencies for the proposed drainage improvements have been issued," OF OF Pf;1-�•• •J_� Deven L. Doyen, P.E. ..... DEVEN L�.DOYEN. - ..•1 ,�� v Is FIRM # 1,2327 SCHULTZ ENGINEERING; LLC Page 5 of 5 EXHIBIT A Pre -Development Drainage Area Map I STATE HKIMAY 40 - WLLlAM D. PITCH MW POW VARIES 7 TIME OF - CONCENTRATION I PATH SCALE IN FEET 0 IRAZOS TEXAS LAND LOT OR DEVELOPMENT, LLC. BLOCKS LOT 13R, BLOCK 5 W79 ACRES GREENS PRAIRIE f CENTER PHASE 2A -31J 1.62 ACRES ZONED C-1 L BRA OS TEXAS LAND DEVELOPMENT, LLC. ILJI ta LOT14R, LOCK GREENS PRAIRIE CENTER PHASE 2A 1.47 ACRES ZONED C-I > LOT WR BLOCKS 10M ACHED -374, t '09 1110 -312- /X f- 306 30,9, f > ao,5 m _308— LOT WRI BLOCK 307- 701 ACF198ll ins/30 lei 300- A so BRAZOS TEXAS > J DEVEL OPMENT, LLC. LANOPD r305 �j LOT 1R, BLOCK 5 GREENS PRAIRIE b- COMMON AREA I 15.39 ALKL� CENTER PHASE t82 ACRIBS N/F 111OXI/as 2A BOYD TRUCKS ZONED C-1 Lm T 2.445 ACRE . . . . . . . TRACT 3718/219 W ZONED C1 NOT PLATTED 777 CITY OF COLLEGE - -30" CII OF BRYAN STATION 6.60 ACRE TRACT Ir 3.79 ACRE TRACT ZONED G 301- 1940/152 1217/585 ZONED GC D NOT PLATTED NOT PLAT CITY OF COLLEGE STATION 6.788 ACRE TRACT 1216/440 ZONED GC Q Schultz Engineering, LLC Schultz I.,..= !LN D !��QNW I M" I W�D MB NO. MR KERN I DIDI DID I JPS 14-336 JULY 2014 CAPROCK CROSSING PRE -DEVELOPMENT W� SCALE EXHIBIT LOT IA—R AND LOT 3R) DRAINAGE AREA IMWWAI BLOCK 3 DETENTION POND pmmm B COLLEGE STATION, TEXAS MAP RUE ME, 14-336 EXHIBIT B Post -Development Drainage Area Map ` STATE HIG M'AY 40 - WALILIAMM D. HOW VAI£8 __ ___ _—� _ I, I lid Ju-1 \ TIME OF \ CONCENTRATION \ IRAZOS TEXAS LAND 316 .-- ,.- i � f (• -��.,.- "� I "., .,` PATH ,` DEVELOPMENT, LLC. �D LOT 13R, BLOCK 5 GREENS PRAIRIE CENTER PHASE 2A 1.62 ACRES \ J' m �, \a f`I ZONED C-1 — BRAZOS TEXAS LAND DEVELOPMENT, LLC. I i✓ I\lI� G'�/�/�' a , m� �T,. ,., ��� �� LOT 14R BLOCK 5 1 `61 LOT an 0 BLOCK O V W2 ACREe \ 11 '` GREENS PRAIRIE CENTER PHASE 2A 1.47 ACRES ZONED C, ..'a$ / / , ' n �s _ 201 \ �� BLOCK / t%ACRES Tma/05 a ti 150 75®0 SCALE IN FEET TOP OF POND 304.0 ,wti.".wry , �O•/`U ix�,:vo'iiv.w .! ern" Pe1F OVERFLOW tKM/35 . ` o.3s 6.7 \� -\IrF j / /� 31a > .3V \ 0— TOP OF BERM 30g� — — ELEV=304.40' . \ \ l� 1-- 5' --� GROUND A / II / `3 -=— l �` \ �.. J GROUND I \ OS-,/ --3oe— _ LOT 1A-RI ~ I POND 1 1 TIE-IN BLOCK 2 \ \ \ .111 BOTTOM 4 l'309 / // I III / P'i' LL 7M ACFEB L 307 tow3o TYPICAL POND \ BERM DETAIL BRAZOS TEXASLAND DEVELOPMENT, LOP7-305 LOT 1R, BLOCK / ✓ / _ / I GREENS PRAIRIE 1-I. I /I ��OOb, 9 / 1 /� ` y � ACOMAOH AFEAI r CENTE2PHASE r'__ / / / _ _ \\ / N/FBOYD TRUCKS 15.39 ACRES / ZONED C-t I .I , / /� - Q�YO & EQUIPMENT _ \ EDGE OF \ \ \ 30A/ // --t---' JT" ` ' \ / Oro 3 'GGNGREIE SET TOP OF SPILLWAY PAVEMENT ab ARRINGTGN 2.445 ACRE ROAD // TRACT ELEV®303.45' /�p, \ �' 371B/219 \ cavcRETE P ZONED Cl °1" ' SET 4: ftIPRAP QP / a t ; NOT PLATTED \299 \\\ ! BOTTOM CITY OF COLLEGE - \\ _ \�.' t 1, ... ..LEXISTNG \^ 3 CITY OF 8RYAN O' \ 3 _y i ^ n - zee.6o EWAn LINE " 02.= -'" Op STATION \ SO tF WATER LINE yiT 36* \ \ I 6.60 ACRE TRACT /� 3.79 ACRE TRACT \ f ��9 \ .-.�99 -- i / o.WX stiwe AssuMm s c°vER V I FL zea.z6 n - zoa.z3 VJLNti PIPES 1940/152.� / / — 1217/585 ,-3°1'` NOT PLATTED (, Jp ZONED GC ZONED cc \\�\ \�\"o / " r — POND CROSS SECTION AT OUTFALL ti \ 0,/ NOT PLATTED \\\\ e � i DETAIL L 1 / G. \ �/ . Schultz Engineering, LLC N"Lu Im..5u A. C hpe Sutls, t%P&5 BIB.)BI.dAtl 1BPE N0. 1333] suRYEYEO I Dimmm I DMWN MMUMD Jae No, WTE KERB Do DID JPS 14-336 JULY 2014 CAPROCK CROSSING POST -DEVELOPMENT SCALE EXHIBIT LOT IA—R AND LOT 3R, DRAINAGE AREA -150 BLOCK 3 DETENTION POND P m„, 3a,,,E, _Ao B COLLEGE STATION, TEXAS MAP RIG MAIL 14-336 APPENDIX A Drainage Area Summary 0 T O n r O L T ^ VOI L N ^ p E o 0 5 � e d � ml n ml y i T O ^ N N h V1 �p � iI GH u NI NI NI N ^ Si O O M r� V O y 0 N 6 N O a V M el 0 0 p yyO a F a° O O LO N a O 0 V . ay H�aa¢ APPENDIX B Time of Concentration } { !)/ Q)%2 S)a= kka ) }j\ 2 \) ° / It { ) \ ] \ ) # � a j § APPENDIX C Detention Facility Data & Hydrographs Detention Pond Appendix C Detention Pond Summary Detention Facility Design Storm Inflow Outflow W.S. Elevation (yr) (cfs) (efs) (ft) 2 26.06 22.46 302.55 ................................................................................ 10 36.96 30.41 303.03 ............................................................................. 25 42.47 33.00 303.22 ---------------------------------- 50 ------------- 48.29 ------ ------- 37.00 ---------------- 303.43 ................ ........................................................... 100 50.42 1 39.57 303.48 Top of Pond Berm = 304.40', Top of Spillway 303.41' Detention Facility Appendix C Detention Facility Area -Capacity Data Detention Pond Elevation Depth Volume Cumulative Volume 90% Cumulative Volume (it) (it) (ft) (ft3) (ft3) 299.5 0.0 0 0 0 300.0 0.5 6 6 5 301.0 1.5 1,574 1,580 1,436 302.0 2.5 5,506 7,085 6,441 303.0 3.5 9,962 17,047 15,497 304.0 4.5 20,920 37,967 34,515 304.4 4.9 11,741 49,708 45,189 Detention Facility Appendix C Elevation - Discharge Data Depth - Discharge Data Pond 30" Outfall Pipe 50' Trapezoidal Weir Total Design Elevation Depth Flow Flow Flow (ft) (ft) (cfs) (cfs) (cfs) 299.5 0.0 0.00 0.00 0.00 300.0 0.5 0.65 0.00 0.65 301.0 1.5 3.25 0.00 3.25 302.0 2.5 5.12 0.00 5.12 303.0 3.5 30.01 0.00 30.01 304.0 4.5 42.12 64.81 106.93 304.4 4.9 45.15 140.86 186.01 Notes: 1. The Outlet Structure is a 30" outfall pipe. 2. The overflow spillway is a trapezoidal weir at 303.41' Detention Pond P1umied Condition Depth - Discharge Data Pond 30" Outfall Pipe 50' Trapezoidal Weir Total Design Elevation Depth Flow Flow Flow (ft) (ft) (cfs) (cfs) (cfs) 299.5 0.0 0.00 0.00 0.00 300.0 0.5 0.00 0.00 0.00 301.0 1.5 0.00 0.00 0.00 302.0 2.5 0.00 0.00 0.00 303.0 3.5 0.00 0.00 0.00 304.0 4.5 0.00 64.81 64.81 304.4 4.9 0.00 140.86 140.86 Notes: 1. The Outlet Structure is a 30" outfall pipe. 2. The overflow spillway is a trapezoidal weir at 303.41' Detention Facility Appendix C Storage Routing Analysis Parameters t=60s Detention Facility Elevation Depth Discharge Storage 2 s/t 2 s/t + O (ft) (ft) (O, cfs) (s, cf) 299.50 0.0 0.00 0.0 0.0 0.00 300.00 0.5 0.65 5.6 0.2 0.84 301.00 1.5 3.25 1579.6 52.7 55.90 302.00 2.5 5.12 7085.1 236.2 241.29 303.00 3.5 30.01 17046.7 568.2 598.23 304.00 4.5 106.93 37966.5 1265.6 1372.48 304.40 4.9 186.01 49707.T 1656.9 1842.94 The Outlet Structure is a 30" pipe. The overflow spillway is a trapezoidal weir at elev = 303.41' Detention Facility Inflow & Outflow Hydrographs Appendix C ' ` Inflotii� OufBow " InflpYr,' �ulflar4 l oti�; ,outflow ;Inflow: `gtttflow ' `lnflo"vi $Auttloiv[ 2yr ` 2y`:0 r,' . 2, S ityr ".;: $r':� 190 r� :QOyr� Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) Q(cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 '; ` 0.97 0.66 1.37 0,68 1.57 0.69 1.79 OJO 1.87 0.70 1.93 0.73 2.74 0.80 3.15 0.83 3.58 0.87 3.74 0.88 3° - 2.90 0.88 4.11 1.04 4,72 1.12 537 1.22 5.60 1.25 7' , 4'" 3.86 1.11 5.48 1.41 6.29 1.57 7.15 1.73 7.47 1.79 4.83 1.44 6.85 1 1.91 7.86 215 8.94 2.41 1 934 2.51 5,79 1.84 8.21 1 2.52 9.44 2.86 10.73 3.22 11.21 3.27 j 6.76 1 2.32 9.58 3.21 11.01 3.36 12.52 3.50 13.07 3.55 7.72 2.85 10.95 3.45 12.58 3.62 14.31 3.80 14.94 3.87 ';•9' :. &69 3.30 12.32 3.70 14.16 3.92 16.10 4.13 16.81 4.21 7777IFT7 9.65 3.48 13.69 3.98 15.73 4.23 17.88 4.47 18.68 4.56 77IT 10.62 3.68 15.06 4.27 17.30 4.54 19.67 4.80 20.54 4.89 i2 . ;, 11,58 3.91 16.43 4.56 18,87 4.85 21.46 5.07 22.41 5.11 13`-; -.. 12.55 4.14 17.80 4.84 1 20.45 5.08 23.25 6.76 24.28 8.63 14 13.51 4.38 19.17 5.07 22.02 6.80 25.04 11.67 26.15 12.75 14.48 4.62 20.54 5.95 23.59 11.40 26.83 14.56 28.01 15.45 15.44 4.85 21.91 10.68 25.17, 14.11 28.61 16.80 29.88 17.65 16.41 5.03 23.27 13.16 26.74 16.14 30.40 18.70 31.75 19.57 11.37 5.12 24.64 15.19 28.31 17.93 32.19 20.43 33.62 21.30 18.34 8.21 26.01 16.91 29.88 19.56 33.98 22.06 35.48 22.92 '' 20 19.30 11.22 2738 18.37 31.46 21.03 35.77 23.60 37.35 24.48 20.27 13.01 28.75 19.75 33.03 22.43 37.56 25.06 39.22 25.98 21.23 14.54 30.12 21.03 34.60 23.78 39.34 26.48 41.09 27.44 23 ' 22.20 15.76 31.49 22.26 36.17 25.08 41.13 27.87 42.95 28.87 '.. 23.16 16.94 32.86 23.46 37.75 26.34 42.92 29.24 1 44.82 30.13 257 24.13 17.93 34.23 24.59 39.32 27.59 44.71 30.29 46.69 3E82 25==' +. 25.09 18.92 35.60 25.72 40.89 28.81 46.50 30.96 48.56 31.55 7772P7 26.6� 79.85 736.96,' 26.83 74F4T7 30.01 '7483F 31.67 "5 49 ' 32.31 -; 28.E. ,'t. 25.57 20.64 36.28 27.81 41.68 30.54 47.39 3235 49.49 33.04 29,.. 25.09 21.26 35.60 28.61 40.89 31.02 46.50 32.96 48.56 33.68 ,36";' 24.61 21.71 34.91 29.23 40.11 31.43 45.60 33.49 47.62 34.26 24.13 22.04 34.23 29.74 39.32 31.78 44.71 33.96 46.69 34.76 23.64 22.26 33.54 30.06 38.53 32.08 43,82 34.37 45.75 35.21 ' 77TY t`,''1 23.16 22.40 32.86 30.20 37.75 32.34 42.92 34.72 44.82 36.29 22.68 22.46 32.17 30.30 36.96 32.55 42.03 35.02 43.89 37.49 2210 22;4V 31.49 30.37 36.17 32.72 41.13 35.27 42.95 38.37 21,71 22.40 30.80 30.40 35.39 32.84 40.24 35.84 42.02 38.98 37, ,. ,�� 21.23 22.29 30.12 „ �90:A1: 34.60 32.93 39.34 36.43 41.09 39.36 'M,.38:' 20.75 22.13 29.43 30.38 33.82 32.98 38.45 36.80 40.15 39.55 20.27 21.93 28.75 30.32 33.03 33: 0:" 37.56 36.98 39.22 3 '57,•,, 19.78 21.70 1 28.07 30.24 32.24 32.98 36.66 37,Ob.;,, 38.28 39.45 1930 21.43 27.38 30.13 31.46 32.94 1 35.77 36.88 37.35 39.20 18.82 21.12 26.70 29.98 30.67 32.86 34.87 36.65 36.42 38.86 18.34 20.78 26.01 29.63 29.88 32.76 33.98 36.32 35.48 38.43 17.85 20.43 25.33 29.26 29.10 32.62 33.09 35.91 34.55 3792 1737 20.06 24.64 28.86 28.31 32.45 32.19 35.42 33.62 37.35 '? 46!-`:'; 16.89 19.67 23.96 28.42 27.52 32.26 31.30 35.23 32.68 36.73 16.41 19.26 23.27 27.95 26.74 32.05 30.40 35.06 1 31.75 36.06 15.92 18.80 22.59 27.45 25.95 31.81 29.51 34.86 30.81 35.35 15.44 18.34 21.91 26,93 25.17 31.55 28.61 34.63 29.88 35.16 .: 50 �„ , 14.96 17.88 21.22 26,37 24.38 31.25 27.72 34.38 28.95 34.94 14.48 17.41 20.54 2539 2359 30.93 26.83 34.11 28.01 34.68 13.99 16.94 19.85 25.20 22.81 30.59 25.93 33.79 27.08 34.41 13.51 16.39 19.17 24.56 22.02 30.24 25.04 33A6 26.15 34.10 13.03 15.86 18.48 23.92 21.23 29.69 24.14 33.10 25.21 33.76 556 ' ` '. 12.55 15.34 17.80 23.25 20.45 28.85 23.25 32.72 24.28 33.40 12.06 14.82 17.11 22.55 19.66 28.00 22.36 32.30 23.34 33,01 57 ; 11.58 14.31 16.43 21.85 18.87 27.13 21.46 31.86 22.41 32.59 ', S8!;�:;' -: 11.10 1372 SSJ4 21.12 18.09 2623 20,57 31A1 21.48 32.15 ,' S9=.;,' ', 10.62 13,12 15.06 2036 1730 2534 19.67 30.91 20.54 31.68 to#lou,.'QulfiotiY =Inflow'I 0606w Iofovv O�itFlow ;Inflow'-QsiPflow "Inflow" quto)9 2' , foyk 10 "'I", '25 r':, ^ 25yr�, ` 50yr ' ' "50yr ' IOOYS".' ' 10QYr; 10.13 12.55 14.38 19.62 16.51 24.39 18.78 30.40 19.61 31,18 9.65 11.99 13.69 18.82 15.73 23.47 17.88 29.71 18.68 30.65 9.17 11.45 13.01 18.01 14.94 22.48 16.99 28.55 17.74 30.10 8.69 10.93 12.32 17.22 14.16 21.52 16.10 27.36 16.81 29.01 8.20 10.29 11.64 16.37 13.37 20.50 15.20 26.16 15.87 27.78 7.72 9,57 1095 15.51 12.58 19.50 14.31 24.94 14.94 26.53 66:' ; 7.24 8.92 10.27 14.67 11.80 18.44 13.41 23.69 1 14.01 2526 67 ' 6.76 8.32 9.58 13.79 11.01 17.40 12.52 22.41 13.07 23.94 77W7 6,27 7.76 8.90 12.84 1 10.22 1631 11.62 21.13 12.14 1 22.61 5.79 7.23 8.21 11.95 9.44 15.21 10.73 19.81 11.21 1 21.27 "=70 5.31 6.71 7.53 11.10 8.65 14.16 9.84 18.46 1027 19.57 4.83 6.20 6.85 10.10 7.86 12.92 8.94 17.12 9.34 18.44 4.34 SJO 6.16 8.98 7.08 11.78 8.05 15.67 8.40 17.03 73,,• ' 3.86 5.20 5.48 8.00 6.29 10.72 7.15 14.30 7.47 15.49 338 5.12 4.79 7.11 5.50 9.25 6.26 12.74 6.54 14.02 75 2.90 5.12 4.11 6.29 4.72 7.97 5.37 11.30 5.60 12.36 2.41 5.12 3.42 5.50 3.93 6.84 4.47 9.63 4.67 10.85 77 '' 1.93 5.11 2.74- 5.12 3.15 5.82 3.58 7.89 3.74 8.88 1.45 5.06 2.05 5.12 2.36 5.12 2.68 6.41 2.80 7.14 0.97 5.02 1.37 5.11 1.57 5.12 1.79 5.12 1.87 5.65 0.48 4,94 0.68 5.07 0.79 5.11 0.89 5.12 0.93 5.12 ,81" 0.00 4.86 0.00 5.01 0.00 5.06 0.00 5.11 0.00 5.11 0.00 4.76 0.00 4.93 0.00 4.99 0.00 5.05 0.00 5.06 0.00 4.65 0.00 4.84 0.00 4.90 0.00 4.97 0.00 4.99 " 84" 0.00 4.54 0.00 4.74 0.00 4.81 1 0.00 4.88 0.00 4.91 85 0.00 4.43 0.00 4.63 0.00 4.70 0.00 4.79 0.00 4.81 " 86'"; 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Post Development Hydrographs Anpendix C -post yr yr $Oyr- 102xr� Ofgy",� Q�(Cfs)� weIs) Q C, Y Q1 ;'Q ( e Q(off ), Q ON 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.80 0.66 1.14 0.68 1.31 0.69 1.49 0.70 1.56 0.70 77777 1.61 0.73 2.28 0.80 2.62 0.83 2.98 0.87 3.11 0.88 7777T77 2.41 0.88 3.42 1.04 3.93 1.12 4.47 1.22 4.67 1.25 77774 ;""77 3.22 1.11 4.56 1.41 5.24 1.57 5.96 1.73 6.23 1.79 4.02 1.44 5.70 191 6.55 1 2.15 7.45 2.41 7.78 2.51 4.83 1 1.84 6.85 2.52 7.86 2.86 8.94 3.22 9.34 3.27 7, 5.63 2.32 7.99 3.21 9.17 3.36 10.43 3.50 10.89 3.55 6.43 2.85 9.13 3.45 10.49 3.62 11.92 3.80 12.45 3.87 7.24 3.30 10.27 3.70 11.80 3.92 13.41 4.13 14.01 4.21 8.04 3.48 11.41 3.98 13.11 4.23 14.90 4.47 15.56 4.56 77777777 8.85 3.68 12.55 4.27 14.42 4.54 16.39 4.80 17.12 4.89 777772:7 9.65 3.91 13.69 4.56 15.73 4.85 17.88 5.07 18.68 5.11 10.45 4.14 14.83 4.84 17.04 5.08 19.37 6.76 2023 1 8.63 141'­",,, 11.26 4.38 1 15.97 5.07 1 18.35 1 6.80 20.86 1 11.67 21.79 12.75 12.06 1 4.62 1 17.11 5.95 1 19.66 1 11.40 22.36 14.56 23.34 15.45 16'_,,�, 1187 4.85 18.25 10.68 20.97 1 14.11 23.85 16.80 24.90 17.65 7771T<" 13.67 5.03 19.40 13.16 22.28 16.14 25.34 18.70 26.46 19.57 7777W77 14.48 5.12 20.54 15 1-9 23.59 17,93 26.83 20.43 28,01- -21.30 ;;2;0 15.28 8.21 21.68 16.91 24.90 19.56 2832 22.06 29.57 22.92 16.08 11.22 22.82 18.37 26.21 21.03 29.81 23.60 31.13 24.48 16.89 13.01 23.96 19.75 27.52 22.43 31.30 25.06 1 32.68 25.98 17.69 14.54 25.10 21.03 28.83 23.78 32.79 26.48 1 34.24 27.44 18.50 15.76 26.24 22.26 30.15 25.08 34.28 27.87 35.79 1 28.87 19.30 16.94 27.38 23.46 31.46 26.34 35.77 29.24 37.35 30.13 20.11 17.93 28.52 24.59 32.77 27.59 37.26 30.29 38.91 30.82 20.91 18.92 29.66 25.72 34.08 28.81 38.75 30.96 40.46 31.55 777E77 7aiT 19.85 IER: 26.83 753T 30 _51 7 AQII"s _TI _67 742:0 i -32.31 7777577 21.31 20.64 30.23 27.81 34.73 30.54 39.49 32.35 41.24 33.04 20.91 2126 29.66 28.61 34.08 31.02 38.75 32.96 40.46 33.68 20.51 21.71 29.09 29.23 33.42 31.43 38.00 1 33.49 39.68 34.26 20.11 22.04 28.52 29.74 32.77 31.78 37.26 33.96 38.91 34.76 19.70 22.26 27.95 30.06 1 32.11 1 32.08 3651 34.37 38.13 35.21 3 31`,�", z ' 19.30 22.40 27.38 30.20 31.46 32.34 35.77 34.72 37.35 36.29 18.90 22.46 26.81 30.30 30.80 32.55 35.02 35.02 36.57 37.49 18.50 z 26.24 3037 30.15 32.72 34.28 35.27 35.79 38.37 18.09 22.40 25.67 30.40 29.49 32.84 33.53 35.84 35.02 38.98 17.69 2.29 571-0 1 6.41", 28.83 32.93 32.79 36.43 34.24 39.36 17.29 22.13 24.53 30.38 28.18 32.98 32.04 36.80 33.46 39.55 16.89 21.93 23.96 30.32 27.52 33.00'," 31.30 36.98 32.68 16.49 21.70 1 23.39 30.24 26.87 32.98 3055 31.90 39.45 16.08 21.43 22.82 30.13 26.21 32.94 29.81 36.88 31.13 39.20 15.68 21.12 22.21 29.98 25.56 32.86 29.06 36.65 30.35 38.86 ti 15.28 20.78 21.68 29.63 24.90 1 32.76 28.32 36.32 29.57 38.43 77744-714.88 204-3 --- 21.11 29.26 24.25 1 32.62 27.57 35.91 28.79 37.92 77793s7714 4-8 iO 0-6 20.54 28.86 23.59 32.45 26.83 35.42 28.01 37_35 7777T7 14.07 19.67 19.97 28.42 22.94 32.26 1 26.08 35.23 27.23 36.73 13.67 19.26 19.40 27.95 22.28 32.05 25.34 35.06 26.46 1 36.06 13.27 18.80 18.82 27.45 21.63 31.81 24.59 34.86 25.68 35.35 49f': 12.87 18.34 18.25 26.93 20.97 31.55 23.85 34.63 24.90 35.16 12.47 _12 17.88 1 17.68 1 26*37 20.32 31.25 23.10 34.38 24.12 34.94 77773177 0-6 17.41 17,11 25.79 19.66 30.93 -22.36 34.11 23.34 34.68 11.66 16.94 16.54 25.20 19.00 30.59 21.61 33.79 22.57 34.41 11.26 16.39 15.97 24.56 18.35 30.24 20.86 33.46 21.79 34.10 7773T77 10.86 15.86 15.40 23.92 17.69 29.69 20.12 33.10 21.01 33.76 10.45 15.34 14.83 16- 23.2' 17.04 2885 19.37 32.72 20.23 33.40 10.05 14.82 14. i2_..5_5 38 28'400 18.63 32. 19.45 33.01 9.65 14.31 13.69 21.85 15.73 27.13 17.88 31.86 18.68 32.59 9.25 13.72 13.12 21.12 IM 15.07 26.23 17.14 31.41 17.90 32.15 L 8.85 13.12 1 12.55 20.36 1639 1 30.91 1 17.12 31.68 ' P[C�ta.'Posl ;' ire` Rust "Pre, POST Pre'. ' PAS1 '= Pre Posh ' 2yr„"' `2 r', `AOyr`. 14yr°:' , 25yF 2Syr'- -SOyr, :"IOD rr '100yr, GR'; i 8.44 12,55 11.98 19.62 13.76 24.39 15.65 16.34 31.18 `� 6T 804 11.99 11.41 18.82 13,11 23.47 14.90 15.56 30.65 _, ¢2'=;; �i7.64 11.45 10.84 18.01 12.45 22.48 14.16 R23.69 14.78 30.10 ' 03t.. 7.24 10.93 10.27 17.22 11.80 21.52 13.41 14.01 29.01 6.84 10.29 9.70 16.37 11.14 20.50 12.67 13.23 27.78 6.43 9.57 9.13 15.51 10.49 19.50 11.92 12.45 26.53 6.03 8.92 8.56 14.67 9.83 18.44 11.18 11.67 25.26 5.63 8.32 7.99 13.79 9.17 17.40 10.43 22.41 10.89 23.94 5.23 7.76 7.42 12.84 8.52 16.31 9.69 21.13 10.12 22.61 69; *<,+ 4.83 7.23 6.85 11.95 7.86 15.21 8.94 19.81 9,34 21.27 4.42 6.71 6.27 11.10 7.21 14.16 8.20 18.46 8.56 19.87 4.02 6.20 5.70 10.10 6.55 12.92 7.45 17.12 7.78 18.44 3.62 5.70 5.13 8.98 5.90 11.78 6.71 15.67 7.00 17.03 E7� a��'. 3.22 5.20 4.56 8.00 5.24 10.72 5.96 14.30 6.23 15.49 94': , ; 2.81 5.12 3.99 7.11 4.59 9.25 5.22 12.74 5.45 14.02 v , 5 .; `+ 2.41 5.12 3.42 6.29 3.93 7.97 4.47 11.30 4.67 12.36 2.01 5.12 2.85 5.50 3.28 6.84 3J3 9.63 3.89 10.85 1.61 5.11 2.28 5.12 2.62 5.82 2.98 7.89 3.11 8.88 1.21 5.06 1.71 5.12 1.97 5.12 2.24 6.41 2.33 7.14 79. 0.80 5.02 1.14 5.11 1.31 5.12 1.49 5.12 1.56 5.65 0.40 4.94 0.57 5.07 0.66 5.11 0.75 5.12 0.78 5.12 0.00 4.86 0.00 5.01 0.00 5.06 0.00 5.11 0.00 5.11 0.00 4.76 0.00 4.93 0.00 4.99 0.00 5.05 0.00 5.06 0.00 4.65 0.00 4.84 0.00 4.90 0.00 4.97 0.00 4.99 �'84f 0.00 4.54 0.00 4.74 0.00 4.81 0.00 4.88 0.00 4.91 '•.8$,'"''' 0.00 4.43 0.00 4.63 0.00 4.70 0.00 4.79 0.00 4.81 86i:='`I, �:.. 0.00 4.31 0.00 4.52 0.00 4.59 0.00 4.69 0.00 4.71 0.00 4.20 0.00 4.40 0.00 4.48 0.00 4.57 0.00 4.60 S,r ^• 0.00 4.08 0.00 4.29 0.00 4.37 0.00 4.46 0.00 4.49 0.00 3.96 0.00 4.17 0.00 4.25 0.00 4.35 0.00 4.37 -:90 "3' = 0.00 3.85 0.00 4.05 0.00 4.13 0.00 4.23 0.00 4.26 7� 0.00 3.73 0.00 3.94 0.00 4.02 0.00 4.11 0.00 4.14 "'92 %': 0.00 3.62 0.00 1 3.82 0.00 3.90 0.00 4.00 0.00 4.03 0.00 3.51 0.00 3.70 0.00 3.78 0.00 3.88 0.00 3.91 94 ,;;; " 0.00 3.40 0.00 3.59 0.00 3.67 0.00 3.76 0.00 3.79 0.00 3.29 0.00 3.48 0.00 3.56 0.00 3.65 0.00 3.68 0.00 3.05 0.00 3.37 0.60 3.45 0.00 3.54 0.00 3.56 0.00 2.72 0.00 3.27 0.00 3.34 0.00 3.43 0.00 3.45 �'.�98?, '; 0.00 2.42 0.00 2.97 0.00 3.22 0.00 3.32 0.00 3.35 0.00 2.16 0.00 2.65 0.00 2.87 0.00 3.15 0.00 3.24 0.00 1.93 0.00 2.36 0.00 2.56 0.00 2.81 1 0.00 2.89 0.00 1.73 0.00 2.11 0.00 2.28 0.00 2.50 0.00 1 2.58 A02 :: 0.00 1.55 0.00 1.88 0.00 2.03 0.00 2.23 0.00 2.30 0.00 1.39 0.00 1.68 0.00 1.82 0.00 1.99 0.00 2.05 x;10.--:J<g3 0.00 1.25 0.00 1.51 0.00 1.63 0.00 1.78 0.00 1.83 10a'.."� 0.00 1.12 0.00 1.35 0.00 1.46 0.00 1.59 0.00 1.64 0.00 1.02 0.00 1.22 0.00 1.31 0.00 1.43 0.00 1.47 107 t"-'- 0.00 0.92 0.00 1.10 0.00 1.18 0.00 1.28 0.00 1.32 0.00 0.84 0.00 0.99 0.00 1.06 0.00 1.16 0.00 1.19 109', <' 0.00 0.76 0.00 0.90 0.00 0.96 0.00 1.04 0.00 1.07 ' 110:'•" 0.00 0.70 0.00 0.82 0.00 0.87 0.00 0.95 0.00 0.97 lit, 0.00 0.29 0.00 0.75 0.00 0.80 0.00 0.86 0.00 0.88 0.00 0.00 0.00 0.68 0.00 0.73 0.00 0.78 0.00 0.80 0.00 0.00 0.00 0.06 0.00 0.66 0.00 0.71 0.00 0.73 .y ' 1�9`�' ^ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.61 0.00 0.67 "" 11$,, "'; 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -i11G" 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 117 ''s 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ? tu< -' _ 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pro :. , ,' Posw. 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