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HomeMy WebLinkAboutDrainage Computations7260 SHADELAND STATION INDIANAPOLIS, INDIANA 46256-3957 (317) 547-5580 FAX (317) 543-0270 www. amercons.com JAMES A. WURSTER, PE, AIA, LS WILLIS R. CONNER, PE JAMES A. KOVACS GREGORY L. HENNEKE, PE CHARLES P. UNTERREINER, PE, PS RANDAL J. SAGE, PE MARLIN A. KNOWLES, JR., PE MAX P. NEWKIRK, LS A. ROY SHURTLEFF, PE MICHAEL H. WENNING, PE CLINTON L. SPARKS, PE GORDON L. RICHARDSON, LS DAVID A. DAY, PE MICHAEL R. HOOPINGARNER, AIA MICHAEL M. JONES, AIA CYNTHIA L. FORT, PE JEFFREY A. CLAYTON, PE ROBERT E. Hll-I-LE MICHAEL J. KOYAK, PE FRED M. FACKENTHAL, AIA JAMES K. KEEFE, PE JOSEPH J. GUIDROZ III, AIA STEVEN R. BRUNS, PE ROBERT E. CREVISTON, JR., AIA EDWARD J. SWEETLAND, LS CASH E. CANFIELD, PE DONALD G. CORSON, PE ALEN FETAHAGIC, PE JAMIE L. POCZEKAY, PE, LS MICHAEL B. CLINE, PE M. SEAN PORTER, PE WEBB BERNHARDT, PE MICHAEL S. HARKNESS, PE WILLIAM J. BOUCHER, PE CHRISTOPHER F. MURPHY, PE DALE T. (SKIP) FRANCIS, PE GREGORY R. SUSEMICHEL, PE PETER M. HODAPP, PE KATHLEEN M. BERGER, RLA DAVID A. SMITH, AIA KEITH A. CORBAN, PE ROBERT S. BROWN, PE MICHAEL T. LATZ, PE THOMAS W. CANCILLA, AIA RUSSELL L. BUECHE, AIA JOHN N. HOOD, LS ANDREW D. RENTSCHLER, PE JENNIFER M. ALFORD, PE MICHAEL L. BISHOP, LS DAVID C. GEORGE, PE CRAIG M. PARKS, PE GERRY S. MANG, CFEI BLAINE J. PAUL, PE MOLAPO R. M. KGABO, PE CHRISTINE A. MEADOR ANDREW D. SNYDER, PE WILLIAM S. LYON, PE KEVIN G. JASINSKI, PE DANIEL C. BARNHART, PE ANDREW H. GERDOM, PE, LS DAVID J. MATOUSEK, PE DANIEL L. WEINHEIMER, AIA WALID A. ANTONIOS, PE REGISTRATION INDIANA - OHIO AR - AL - AZ - CA CO - CT - FL - GA IA- ID - IL - KS KY- LA-MA-MD ME - MI - MN - MO MS - NC - ND - NE NJ - NY - PA- SC SD - TN - TX - UT - VA WA - WI - WV OFFICES INDIANAPOLIS, IN COLUMBUS, OH SOUTH BEND, IN IN2003.0744. IN010.RPT.CD.0001. R0.DOC AMERICAN CONSULTING, INC. Architects Consultants Engineers Drainage Computations Summary for Greyhound Commons Carmel, Indiana PREPARED FOR: Kite Greyhound, LLC 30 S. Meridian Street, Suite 1100 Indianapolis, Indiana 46204 PREPARED BY: AMERICAN CONSULTING, INC. 7260 Shadeland Station Indianapolis, Indiana 46256 December 3, 2003 Submitted by: Blaine J. Paul, PE Kathleen M. Berger, RLA ARCHITECTURE STRUCTURAL CIVIL ENVIRONMENTAL TRANSPORTATION PLANNING SURVEYING FORENSIC ENGINEERING AMERICAN CONSULTING, INC. TABLE OF CONTENTS DRAINAGE COMPUTATIONS SUMMARY APPENDIX A FLOOD 1NS~NCE RATE MAPS APPENDIX B CURRENT CONDITI'ONS ICPR DATA APPENDIX C PROPOSED CONDITIONS ICPR DATA APPENDIX D DRAINAGE REPORT FOR LOWE'S HOME IMPROVEMENT CENTER IN2003.0744.IN010.RPT.CD.000 I.R0.DOC AMERICAN CONSULTING, INC. Drainage Computations Summary Greyhound Commons Location This site is located east of SR 431, west of the exit ramp from northbound SR 431 to 146th Street and south of 146th Street in Carmel, Hamilton County, Indiana. The project is not within the floodway limits nor are any structures within the 100-year flood zone as shown by the Flood Insurance Rate Maps 18057C0207F and 18057C0226F Effective Date February 19, 2003. Copies of these maps are located in Appendix A. Description This project includes the construction of four approximately 7,500-sft restaurants and associated parking areas, utilities, and plantings. Existing Drainage In the existing condition, the site drains via sheet flow to the southern, western and eastern property lines to Cool Creek. The existing Lowe's retail store has three interconnected detention ponds that were masterplanned to include the detention for this parcel. The parcel has been previously filled approximately five to seven feet. Proposed Drainage The proposed development will replicate the previously conceived drainage concept for the Lowe's development area. The site will drain via a storm sewer system that flows into the three existing ponds. The third pond will be increased in size to allow for the additional detention needed for this parcel. Additionally, the drainage for the new 146th Street ramp flows via a ditch to discharge directly into Cool Creek. Therefore, the 100-year flood elevation and the discharge amount will remain relatively unchanged. The drainage report for the Lowe's project can be found in Appendix D as prepared by Cornerstone Surveys, Inc. ACE used data from this report to model current conditions in an ICPR (Interconnected Pond Routing) program. The results from this model were used to compare existing and proposed 100-year elevations for each pond and discharge into Cool Creek. Please find the ICPR input and output data for both current conditions and proposed conditions in Appendix B and Appendix C, respectively. The discharge from Pond 3 will remain unchanged, which is the ultimate outlet into Cool Creek. A summary of the ICPR results are shown below. Current Conditions Proposed Conditions Pond 1 100-year Elevation 815.88 ft 817.33 ft Pond 2 100-year Elevation 815.54 ft 816.38 ft Pond 3 100-year Elevation 812.97 ft 812.74 ft Pond 3 Discharge , 28.79 cfs 28.08 cfs Conclusions No adverse impacts are expected from the construction of the proposed project. IN2003.0744.IN010.RPT.CD.0001 .R0.DOC AMERICAN CONSULTING, INC. APPENDIX A FLOOD INSURANCE RATE MAPS IN2003.0744. IN010. RPT. CD. 0001.R0.DOC 180080 ZONE DR CT City of Carmel 180081 FLOOB INSURANCE RArE {dAP HAMILTON CoI,rN'I'¥~ INDIANA PAI~EL 226 OF 260 City of Carmel (Extraterritorial 1urisdiction) 180081 180081 \~ \® 18008~ - NAP NUMBER AMERICAN CONSULTING, INC. APPENDIX B CURRENT CONDITIONS ICPR DATA IN2003.0744.IN010.RPT.CD.0001.R0.DOC '-'-I ~oooooop Z Z EXISITNG NODEL DIAGRAM AMERICAN CONSULTING, INC. Architects '/260 SHADELAND STATION Consultants INDIANAPOLIS, IN 46256-395'/ Engineers (317) 547-5580 FAX: (317) 543-0270 Copyright (C) 1966-2003 by American Consulting, Inc. SCALE: NONE DRAWN BY: WJT CHK'O. BY: KLB joe NO. IN2003.0744 SHEET NO. EX3 LDUl 139,000 .ft. ~-DAI~_ ~-7.53 A '-DA2~ 8.66 POND 2 POND 3 DA3 23.6 AC DANBURY ESTATIES SECTION 1 :"~~~l AMERICAN CONSULTING, INC. ~__r~ Architects 7260 SHADELAND STATIO~ [--~ BrB~ E'o'n"s'~i[a'~ts ' INDIANAPOLIS, IN 46256-3957 k~li ~'~'~r'~'- . , (31_7) 547.5580 FAX: _(317)5.43-.0270' SCALE: NONE ~^T~: ~/~,~/o~ DRAVdq BY: WJT CHK°D. BY: KLB JOB NO. IN2003.0744 SHEET NO. EX1 Scheme 2 Basins .... == __ ....... Name: DA1 Node: POND 1 Status: Onsite Group: BASE Type: SCS Unit Hydrograph Unit Hydrograph: LTh484 Rainfall File: Huff2 Rainfall Amount(in): 0.000 Area(ac): 7.530 Curve Number: 97.00 DCIA(%): 0.00 Peaking Factor: 484.0 Storm Duration(hrs): 24.00 Time of Conc(min): 11.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: DA2 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Huff2 Rainfall Amount(in): 0.000 Area(ac): 8.660 Curve Number: 97.00 DCIA(%): 0.00 Node: POND 2 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 24.00 Time of Conc(min): 11.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: DA3 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Huff2 Rainfall Amount(in): 0.000 Area(ac): 23.600 Curve Number: 85.00 DCIA(%): 0.00 Node: POND 3 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs): 24.00 Time of Conc (rain): 20.00 Time Shift (hrs): 0.00 Max Allowable Q (cfs): 999999. 000 Nodes Name: BOUNDARY Group: BASE Type: Time/Stage Base Flow (cfs) : 0. 000 Init Stage (ft) : 806.250 Warn Stage (ft) : 813. 000 Time (hrs) ' Stage (ft) 0.00 806.250 999999.00 806.250 Name: POND 1 Group: BASE Type: Stage/Area Base Flow(cfs) : 0.000 Init Stage (ft) : 813. 720 Warn Stage (ft) : 820. 000 Stage ( ft ) 813.720 814.000 815.000 816.000 817.000 818.000 819.000 820.000 Area (ac) 0.2640 0.2740 0.3080 0.3440 0.3820 0.4350 0.4920 0.5400 Name: POND 2 Group: BASE Type: Stage/Area Base Flow (cfs) : 0. 000 Init Stage(ft) : 811.230 Warn Stage (ft) : 820. 000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 13 Scheme 2 Stage (ft) Area (ac) 811.230 0.0001 812.000 0.0030 813.000 0.0120 814.000 0.0270 815.000 0.0420 816.000 0.0580 817.000 0.0750 818.000 0.0990 819.000 0.1260 820.000 0.1520 ............... Init Stage(ft) 809 250 Name: POND 3 Base Flow(cfs): 0.000 Warn Stage(ft): 812.000 Group: BASE Type: Stage/Area Stage(ft) Area(ac) 809.100 1.8750 810.000 1.9410 811.000 2.1060 812.000 2.2770 813.000 2.4520 814.000 2.6330 815.000 2.8190 ..... Cross Sections · . Name': Encroachment: No . · Group: BASE · .. Station (ft) Elevation (ft) Manning ' s N · .. .... Operating Tables Name: Group: BASE Type: Bottom Clip Function: Time vs. Depth of Clip Time (hrs) Clip Depth (in) Pipes ................................................................................. ========================================================================================== Name: 1-2 From Node: POND 1 Group: BASE To Node: POND 2 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 30.00 30.00 Rise (in): 30.00 30.00 Invert (ft): 813. 720 813. 310 Manning's N: 0.013000 0.013000 Top Clip (in): 0.000 0.000 Bot Clip(in): 0.000 0.000 Length(ft): 190.00 Count: 2 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.20 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Groove end projecting Downstream FHWA Inlet Edge Description: Circular Concrete: Groove end projecting Name: 2-3 From Node: POND 2 Length(ft): 200.00 Group: BASE To Node: POND 3 Count: 1 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 13 Scheme 2 UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 42.00 42.00 Rise(in): 42.00 42.00 Invert (ft): 811.230 810.830 Manning's N: 0.013000 0.013000 Top Clip (in): 0.000 0.000 Bot Clip (in): 0.000 0.000 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.20 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Groove end projecting Downstream FHWA Inlet Edge Description: Circular Concrete: Groove end projecting Name: 3 - BOUNDARY Length (ft): 300.00 From Node: POND 3 Group: B~E UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 24.00 24.00 Rise (in): 24.00 24.00 Invert (ft): 809.100 806.250 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 To Node: BOUNDARY Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.20 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Groove end projecting Downstream FHWA Inlet Edge Description: Circular Concrete: Groove end projecting Channels =============================================== Name: From Node: Length(ft): 0.00 Group: BASE To Node: Count: 1 UPSTREAM DOWNSTREAM Geometry: Trapezoidal Trapezoidal Invert (ft): 0. 000 0. 000 TClpInitZ (ft): 9999. 000 9999. 000 Manning' s N: 0.000000 0.000000 Top Clip (ft): 0. 000 0. 000 Bot Clip(ft): 0.000 0.000 Main XSec: AuxElevl (ft): Aux XSecl: AuxElev2 (ft): Aux XSec2: Top Width (ft): Depth (ft): Bot Width(ft): 0.000 0.000 LtSdSlp (h/v): 0.00 0.00 RtSdSlp (h/v): 0.00 0.00 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Contraction Coef: 0.000 Expansion Coef: 0.000 Entrance Loss Coef: 0.000 Exit Loss Coef: 0.000 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Drop Strcutures Bridges .................................................................. Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 13 Scheme 2 Breaches Rating Curves .......................... .... Eydrology Simulations Name: lO-1 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-1 HUFF.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: Huff2 Rainfall Amount (in): 1.96 Time (hfs) Print Inc (rain) 4.00O 5.00 12.000 5.00 36.000 5.00 Name: 10-12 H/3FF2 Filename: D:\IN2002\0920 - ClarianNorth\ICPR\PRELIMINARY\10-12 HUFF.R32 Override Defaults: Yes Storm Duration(hrs): 12.00 Rainfall File: Huff2 Rainfall Amount(in): 3.60 Time (hrs) Print Inc (rain) - ..... 4.OOO 5.OO 12.000 5.00 36.000 5.00 Name: 10-2 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-2 HUFF.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: Huff2 Rainfall Amount (in): 2.40 Time (hrs) Print Inc (rain) 4.000 5.00 12.000 5.00 36.000 5.00 Name: 10-24 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-24 HUFF.R32 Override Defaults: Yes storm Duration(hrs): 24.00 Rainfall File: Huff2 Rainfall Amount(in): 4.08 Time(hfs) Print Inc(min) 10.000 15.00 14.000 5.00 36.000 15.00 ..................................................................................................... Name: 10 24 SCSII Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-24 SCSII.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: SCSII-24 Rainfall Amount(in): 4.08 Time (hrs) Print Inc (rain) .... 10.000 15.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 4 of 13 Scheme 2 14.000 5.00 36.000 15.00 Name: 10-3 HUFF2 Filename: D: \IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-3 HUFF.R32 Override Defaults: Yes Storm Duration (hrs): 3.00 Rainfall File: Huff2 Rainfall Amount (in): 2.64 Time (hfs) Print Inc (rain) 4.000 5.00 12.000 5.00 36.000 5.00 Name: 10-6 HUFF2 Filename: D: \IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-6 HUFF.R32 Override Defaults: Yes Storm Duration(hfs): 6.00 Rainfall File: Huff2 Rainfall Amount(in): 3.12 Time (hfs) Print Inc (min) 4.000 5.00 12.000 5.00 36.000 5.00 Name:-100-1 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-1.HUFF-R32 Override Defaults: Yes Storm Duration(hrs): 1.00 · ' Rainfall File: Huff2 Rainfall Amount (in): 2.88 · · Time (hrs) Print Inc (rain) __ .... 4.000 5.00 12.000 5.00 36.000 5.00 Name: 100-12 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-12 HUFF.R32 Override Defaults: Yes Storm Duration(hrs): 12.00 Rainfall File: Huff2 Rainfall Amount (in): 5.16 Time (hrs) Print Inc (rain) 4.000 5.00 12.000 5.00 36.000 5.00 Name: 100-2 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-2 HUFF.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: Huff2 Rainfall Amount (in): 3.50 Time (hrs) Print Inc (min) 4.000 5.00 12.000 5.00 36.000 5.00 Name 100-24 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-24 HUFF.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Huff2 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 5 of 13 Scheme 2 Rainfall Amount (in): 6.00 Time (hrs) Print Inc (rain) 10.000 15.00 14.000 5.00 36.000 15.00 Name: 100-24 SCSII Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-24 SCSII.R32 Override Defaults: Yes Storm Duration(hfs): 24.00 Rainfall File: SCSII-24 Rainfall Amount (in): 6.00 Time (hfs) Print Inc (rain) _ 10.000 15.00 14.000 5.00 36.000 15.00 Name: 100-3 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-3 HUFF.R32 Override Defaults: Yes Storm Duration(hrs): 3.00 Rainfall File: Huff2 Rainfall Amount(in): 3.87 Time(hfs) Print Inc(min) __ 4.O00 5.OO 12.000 5.00 36.000 5.00 .................................................... Name: 100-6 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-6 HUFF.R32 Override Defaults: Yes Storm Duration(hrs): 6.00 Rainfall File: Huff2 Rainfall Amount (in): 4.50 Time (hfs) Print Inc (rain) _ 4.000 5.00 12.000 5.00 36.000 5.00 Name 50-1 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\50-1 HUFF.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: Huff2 Rainfall Amount(in): 2.62 Time(hrs) Print Inc(min) 4.000 5.00 12.000 5.00 36.000 5.00 Name: 50-12 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\50-12 HUFF.R32 Override Defaults: Yes Storm Duration(hrs): 12.00 Rainfall File: Huff2 Rainfall Amount(in): 4.68 Time(hrs) Print Inc(min) 4.000 5.00 12.000 5.00 36.000 5.00 ......................................................... Name: 50-2 HUFF2 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 6 of 13 Scheme 2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\50-2 HUFF.R32 Override Defaults: Yes storm Duration(hrs): 2.00 Rainfall File: Huff2 Rainfall Amount(in): 3.18 Time (hfs) Print Inc (rain) 4.000 5.00 12.000 5.00 36.000 5.00 Name: 50-24 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\50-24 HUFF.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall'File: Huff2 Rainfall Amount(in): 5.28 Time(hfs) Print Inc(min) 10.000 15.00 14.000 5.00 36.000 15.00 Name: 50-3 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\50-3 HUFF.R32 Override Defaults: Yes Storm Duration(hrs): 3.00 'Rainfall File: Huff2 Rainfall Amount (in): 3.51 Time (hrs) Print Inc (min) .......... 4.000 5.00' 12.000 5.00 36.000 5.00 Name: 50-6 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\50-6 HUFF.R32 Override Defaults: Yes Storm Duration(hrs): 6.00 Rainfall File: Huff2 Rainfall Amount (in): 4.08 Time (hfs) Print Inc (rain) 4.O00 5.OO 12.000 5.00 36.000 5.00 Routing Simulations Name: 10-1 HUFF2 Hydrology Sim: 10-1 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-1 HUFF2.I32 Execute: Yes Restart: No Patch: No Alternative: No Delta Z Factor: 0.00500 End Time(hrs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Max Delta Z (ft): 1.00 Time Step Optimizer: 10.000 Start Time (hrs): 0. 000 Min Calc Time (sec): 0. 5000 Boundary Stages: Time(hrs) Print Inc(min) 4.000 5.0OO 12.000 5.000 36.000 5.000 Group Run BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 7 of 13 Scheme 2 Name: 10-12 HUFF2 Hydrology Sim: 10 12 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-12 HUFF2.I32 Execute: Yes Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time(hrs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time(hrs) Print Inc(min) 4.000 5.000 12.000 5.000 36.000 5.000 Group Run BASE Yes Name: 10-2 HUFF2 Hydrology Sim: 10-2 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-2 HUFF2.I32 Execute: Yes Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time(hrs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time (hrs) Print Inc (min) .............. _-. 4.O00 5.000 12.000 5.000 36.000 5.000 Group Run __ BASE Yes Name: 10-24 HUFF2 Hydrology Sim: 10-24 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-24 HUFF2.I32 Execute: Yes Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min 'Calc Time(sec): 0.5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time(hrs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time(hfs) Print Inc(min) 10.000 15.000 14.000 5.000 36.000 15.000 Group Run _. BASE Yes Name: 10-24 SCSII Hydrology Sim: 10-24 SCSII Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-24 SCSII.I32 Execute: Yes Restart: No Patch: No Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 8 of 13 Scheme 2 Alternative: No Max Delta Z (it): 1.00 Time Step Optimizer: 10.000 Start Time(hfs): 0.000 Min Calc Time (sec): 0.5000 Boundary Stages: Delta Z Factor: 0.00500 End Time (hrs): 36.00 Max Calc Time (sec): 60. 0000 Boundary Flows: Time (hfs) Print Inc (rain) ..... 10.000 15.000 14.000 5.000 36.000 15.000 Group Run BASE Yes Name: 10-3 I{UFF2 Hydrology Sim: 10-3 HUFF2 Filename: D: \IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-3 HUFF2. I32 Execute: Yes Alternative: No Restart: No Max Delta Z (it): 1.00 Time Step Optimizer: 10.000 Start Time (hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time(hrs): 36.00 Max Calc Time (sec): 60. 0000 Boundary Flows: Time (hrs) Print Inc (rain) 4.OOO 5.OO0 12.000 5.000 36.000 5.OOO Group Run .................... BASE Yes Name: 10-6 HUFF2 Hydrology Sim: 10 6 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-6 HUFF2.I32 Execute: Yes Alternative: No Restart: No Max Delta Z (it): 1.00 Time Step Optimizer: 10. 000 Start Time (hfs): 0. 000 Min Calc Time(sec): 0.5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time(hfs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time(hrs) Print Inc(min) 4.000 5.000 12.000 5.000 36.000 5.000 Group Run __ BASE Yes Name: 100-1 HUFF2 Hydrology Sim: 100-1 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-1 HUFF2.I32 Execute: Yes Restart: No Alternative: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time (hrs): 0. 000 Min Calc Time(sec): 0.5000 Boundary Stages: Delta Z Factor: 0.00500 End Time(hrs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 9 of 13 Scheme 2 Time (hrs) Print Inc (rain) 4.OOO 5.000 12.000 5.000 36.000 5.000 Group BASE Run Yes Name: 100-12 HUFF2 Hydrology Sim: 100-12 HUFF2 Filename: D: \IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-12 HUFF2. I32 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hfs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Delta Z ,Factor: 0.00500 End Time (hrs): 36.00 Max Calc Time (sec): 60.0000 Boundary Flows: Time (hfs) Print Inc (rain) _. 4.000 5.000 12.000 5.000 36.000 5.000 Group Run BASE Yes Name: 100-2 HUFF2 Hydrology Sim: 100 2 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-2 HUFF2.I32 Execute: Yes Restart: No Alternative: No Patch: No Max Delta Z (ft): 1.00 Time Step Optimizer: 10.000 Start Time (hrs): 0. 000 Min Calc Time(sec): 0.5000 Boundary Stages: Delta Z Factor: 0.00500 End Time(hrs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time (hfs) Print Inc (min) 4.000 5.000 12.000 5.000 36.000 5.000 Group Run BASE Yes Name: 100-24 HUFF2 Hydrology Sim: 100-24 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-24 HUFF2.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Delta Z Factor: 0.00500 End Time(hfs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time (hrs) Print Inc (rain) __ 10.000 15.000 14.000 5.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 10 of 13 Scheme 2 36.000 15.000 Group Run BASE Yes Name: 100-24 SCSII Hydrology Sim: 100-24 SCSII Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-24 SCSII.I32 Execute: Yes Alternative: No Restart: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hfs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time (hrs): 36.00 Max Calc Time (sec): 60.0000 Boundary Flows: Time (hfs) 10.000 14.000 36.000 Print Inc (rain) 15.000 5.000 15.000 Group Run BASE Yes Name: 100-3 HUFF2 Hydrology Sim: 100-3 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-3 HUFF2.I32 Execute: Yes Alternative: No Restart: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time (hrs): 0. 000 Min Calc Time (sec): 0.5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time(hrs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time (hrs) Print Inc (min) 4.000 5.000 12.000 5.000 36.000 5.000 Group Run BASE Yes Name: 100-6 HUFF2 Hydrology Sim: 100-6 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-6 HUFF2.I32 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z (ft): 1.00 Time Step optimizer: 10.000 Start Time (hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Delta Z Factor: 0.00500 End Time(hrs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time (hrs) Print Inc (rain) 4.000 5.000 12.000 5.000 36.000 5.000 Group BASE Run Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 11 of 13 Scheme 2 Name: 50-1 HUFF2 Hydrology Sim: 50-1 HUFF2 Filename: D:\IN2002\0920 - Clarian North\iCPR\PRELIMINARY\50-1 HUFF2.I32 Execute: Yes Alternative: No Restart: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time (hfs): 36.00 Max Calc Time (sec): 60.0000 Boundary Flows: Time(hrs) Print Inc(min) 4.OOO 5.OO0 12.000 5.000 36.000 5.000 Group Run ___ BASE Yes Execute: Yes Alternative: No Name: 50-12 HUFF2 Hydrology Sim: 50-12 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\50-12 HUFF2.I32 Restart: No Patch: No Delta Z Factor: 0.00500 End Time(hfs): t6.00 Max Calc Time(sec): 60.0000 Boundary Flows: Max Delta Z (ft): 1.00 Time Step Optimizer: 10.000 Start Time (hfs): 0. 000 Min Calc Time (sec): 0.5000 Boundary Stages: Time (hrs) Print Inc (rain) 4.000 5.000 12.000 5.000 36.000 5.000 Group Run BASE Yes Name: 50-2 HUFF2 Hydrology Sim: 50-2 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\50-2 HUFF2.I32 Execute: Yes Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time (hfs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time (hrs) Print Inc (min) 4.000 5.000 12.000 5.000 36.000 5.000 Group Run ................ BASE Yes Name: 50-24 HUFF2 Hydrology Sim: 50-24 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\PRELIMINARY50-24 HUFF2.I32 Execute: Yes Restart: No Patch: No Alternative: No Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 12 of 13 ~Scheme 2 Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Delta Z Factor: 0.00500 End Time(hfs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time (hfs) Print Inc (rain) 10.000 15.000 14.000 5.000 36.000 15.000 Group Run BASE Yes Name: 50-3 HUFF2 Hydrology Sim: 50-3 HUFF2 Filename: D:\IN2002\0920 - Clari'an North\ICPR\PRELIMINARY\50-3 HUFF2.I32 Execute: Yes Alternative: No Restart: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 ,End Time(hfs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time(hfs) Print Inc(min) 4.000 5.000 12.000 5.000 36.000 5.000 Group Run .................... BASE Yes Name: 50-6 HUFF2 Hydrology Sim: 50 6 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\50-6 HUFF2.I32 Execute: Yes Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time(hfs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time (hrs) 4.00O 12.000 36.000 Group __. BASE Print Inc (rain) 5.000 5.000 5.000 Run Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 13 of 13 Scheme 2 Name Max Time Max Warning Max Delta Max Surf Max Time Group Simulation Stage Stage Stage Stage Area Inflow hrs ft ft ft ft2 hrs Max Max T Inflow Outf cfs BOUNDARY BOUNDARY BOUNDARY BOUNDARY BOUNDARY BOU1VDARY BOUNDARY BOUNDARY BOUNDARY BOUNDARY BOUNDARY BOUNDARY BOUNDARY BOUNDARY BOUNDARY BOUNDARY BOUNDARY BOUNDARY BOUNDARY BOUNDARY POND 1 POND 1 POND 1 POND 1 POND 1 POND 1 POND 1 POND 1 POND 1 POND 1 POND 1 POND 1 POND 1 POND 1 POND 1 POND 1 POND 1 POND 1 POND 1 POND 1 POND 2 POND 2 POND 2 POND 2 POND 2 POND 2 POND 2 POND 2 POND 2 POND 2 POND 2 POND 2 POND 2 POND 2 POND 2 POND 2 POND 2 POND 2 POND 2 POND 2 POND 3 POND 3 POND 3 POND 3 POND 3 POND 3 POND 3 POND 3 POND 3 POND 3 POND 3 POND 3 POND 3 POND 3 POND 3 POND 3 POND 3 POND 3 POND 3 POND 3 BASE 10-1 HUFF2 0.00 806.250 813.000 0.0000 140 1.29 BASE 10-12 HUFF2 0.00 806.250 813.000 0.0~00 140 6.34 BASE 10-2 HUFF2 0.00 806.250 813.000 0.0000 140 1.93 BASE 10-24 HUFF2 0.00 806.250 813.000 0.0000 140 12.04 BASE 10-24 SCSII 0.00 806.250 813.000 0.0000 140 12.56 BASE 10-3 HIIFF2 0.00 806.250 813.000 0.0000 140 2.38 BASE 10-6 HUFF2 0.00 806.250 813.000 0.0000 140 3.68 BASE 100-1 HUFF2 0.00 806.250 813.000 0.0000 140 1.22 BASE 100-12 HUFF2 0.00 806.250 813.000 0.0000 140 5.77 BASE 100-2 HUFF2 0.00 806.250 813.000 0.0000 140 2.11 BASE 100-24 HUFF2 0.00 806.250 813.000 0.0000 140 10.35 BASE 100-24 SCSII 0.00 806.250 813.000 0.0000 140 12.69 BASE 100-3 HUFF2 0.00 806.250 813.000 0.0000 140 2.83 BASE 100-6 HUFF2 0.00 806.250 813.000 0.0000 140 3.58 BASE 50-1 HUFF2 0.00 806.250 813.000 0.0000 140 1.22 BASE 50-12 HUFF2 0.00 806.250 813.000 0.0000 140 5.00 BASE 50-2 HUFF2 0.00 806.250 813.000 0.0000 140 2.09 BASE 50-24 HUFF2 0.00 806.250 813.000 0.0000 140 10.93 BASE 50-3 HUFF2 0.00 806.250 813.000 0.0000 140 2.75 BASE 50-6 HUFF2 0.00 806.250 813.000 0.0000 140 3.47 BASE 10-1 HUFF2 0.65 814.933 820.000 0.0029 13788 0.50 BASE 10-12 HUFF2 3.71 814.329 820.000 0.0032 12821 3.58 BASE 10-2 HUFF2 1.02 814.811 820.000 0.0028 13602 0.75 BASE 10-24 HUFF2 7.27 814.193 820.000 0.0023 12583 7.00 BASE 10-24 SCSII 12.11 815.255 820.000 0.0022 14281 12.00 BASE 10-3 HUFF2 1.40 814.684 820.000 0.0028 13404 1.00 BASE 10-6 HUFF2 2.15 814.490 820.000 0.0030 13091 1.83 BASE 100-1 HUFF2 0.62 815.309 820.000 0.0027 14362 0.50 BASE 100-12 HUFF2 3.69 814.459 820.000 0.0027 13040 3.58 BASE 100-2 HUFF2 0.99 815.111 820.000 0.0023 14062 0.75 BASE 100-24 HUFF2 7.25 814.294 820.000 0.0027 12762 7.00 BASE 100-24 SCSII 12.11 ~ 820.000 15114 12.00 BASE 100-3 HUFF2 1.25 814.933 820.000 0.0029 13788 1.00 BASE 100-6 HUFF2 1.99 814.670 820.000 0.0028 13382 1.83 BASE 50-1 HUFF2 0.63 815.228 820.000 0.0024 14240 0.50 BASE 50-12 HUFF2 3.69 814.422 820.000 0.0031 12978 3.58 BASE 50-2 HUFF2 1.00 815.028 820.000 0.0026 13933 0.75 BASE 50r24.HUFF2 7.26 814.259 820.000 0.0030 12699 6.99 BASE 50-3 HUFF2 1.30 814.863 820.000 0.0028 13682 1.00 BASE 50-6 HUFF2 2.01 814.618 820.000 0.0028 13299 1.83 BASE 10-1 HUFF2 0.58 813.719 820.000 -0.0050 1779 0.57 BASE 10-12 HUFF2 3.65 812.372 820.000 0.0050 979 3.63 BASE 10-2 HUFF2 0.95 813.362 820.000 -0.0050 1556 0.93 BASE 10-24 HUFF2 7.24 812.104 820.000 -0.0050 811 7.24 BASE 10-24 SCSII 12.07 814.524 820.000 0.0050 2196 12.03 BASE 10-3 HUFF2 1.33 813.077 820.000 -0.0050 1363 1.32 BASE 10-6 HUFF2 1.92 812.691 820.000 -0.0050 1154 1.90 BASE 100-1 HUFF2 0.57 814.770 820.000 0.0050 2238 0.52 BASE 100-12 HUFF2 3.61 812.626 820.000 -0.0050 1122 3.59 BASE 100-2 HUFF2 0.92 814.004 820.000 -0.0050 1948 0.92 BASE 100-24 HUFF2 7.09 812.299 820.000 -0.0050 936 7.06 BASE 100-24 SCSII 12.09 ~ 820.000 -0.0050 2594 12.07 BASE 100-3 HUFF2 1.14 813.604 820.000 0.0050 1713 1.11 BASE 100-6 HUFF2 1.88 813.057 820.000 0.0050 1348 1.86 BASE 50-1 HUFF2 0.57 814.394 820.000 0.0050 2142 0.54 BASE 50-12 HUFF2 3.63 812.552 820.000 0.0050 1082 3.59 BASE 50-2 HUFF2 0.93 813.821 820.000 -0.0050 1844 0.92 BASE 50-24 HUFF2 7.13 812.230 820.000 0.0050 893 7.10 BASE 50-3 HUFF2 1.15 813.454 820.000 -0.0050 1618 1.13 BASE 50-6 HUFF2 1.89 812.952 820.000 -0.0050 1284 1.87 BASE 10-1 HUFF2 1.29 810.759 812.000 -0.0030 90531 0.61 BASE 10-12 HUFF2 6.36 810.813 812.000 0.0047 90906 3.68 BASE 10-2 HUFF2 1.93 810.913 812.000 0.0036 91617 1.01 BASE 10-24 HUFF2 12.07 810.544 812.000 0.0045 89004 7.25 BASE 10-24 SCSII 12.56 811.583 812.000 -0.0043 96461 12.08 BASE 10-3 HUFF2 2.38 810.882 812.000 0.0034 91399 1.42 BASE 10-6 HUFF2 3.68 810.880 812.000 0.0042 91374 2.75 BASE 100-1 HUFF2 1.22 811.601 812.000 0.0032 96589 0.62 BASE 100-12 HUFF2 5.71 811.005 812.000 0.0050 92242 3.67 BASE 100-2 HUFF2 2.11 811.894 812.000 0.0036 98778 1.00 BASE 100-24 HUFF2 9.95 810.881 812.000 0.0050 91372 7.25 12.69 [812~97~ 812.000 -0.0046 107004 12.08 BASE 100-24 SCSII BASE 100-3 HUFF2 2.83 811.845 812.000 0.0035 98415 1.42 BASE 100-6 HUFF2 3.58 811.504 812.000 0.0050 95877 2.17 BASE 50-1 HUFF2 1.22 811.328 812.000 0.0031 94559 0.59 BASE 50-12 HUFF2 5.00 810.882 812.000 0.0049 91406 3.67 BASE 50-2 HUFF2 2.09 811.567 812.000 0.0033 96340 1.00 BASE 50-24 HUFF2 10.93 810.880 812.000 0.0045 91357 7.25 BASE 50-3 HUFF2 2.75 811.508 812.000 0.0031 95901 1.42 BASE 50-6 HUFF2 3.47 811.241 812.000 0.0047 93914 2.17 10.283 10.814 22.455 8.203 24.101 22.307 22.305 24.169 22.733 25.238 22.306 25.066 23.804 23.115 22.314 24.040 22.300 23.816 22.767 22.099 4.296 14.928 2.456 32.230 11.468 7.250 33.906 6.295 22.663 3.681 47.841 17.482 10.772 30.583 5.682 20.422 3.223 15.728 9.707 37.685 8.994 28.943 5.239 57.658 22.416 14.518 61.863 13.293 44.724 7.870 80.776 34.773 22.009 54.408 11.973 40.174 6.886 31.125 19.741 62.312 16.464 52.137 10.051 119.335 41.977 27.043 112.132 26.792 87.978 16.536 185.036 69.503 42.949 97.199 23.579 77.397 14.091 61.380 37.823 0 3 1 7 12 1 2 0 3 0 7 12 1 1 0 3 1 7 1 2 0 3 0 7 12 1 1 0 3 0 7 12 1 1 0 3 0 7 1 1 1 6 1 12 12 2 3 1 5 2 10 12 2 3 1 5 2 10 2 3 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 2 Scheme 2 Max Time Max Warning Max Delta Max Surf Max Time Max Max T Name Group Simulation Stagehrs Stageft Stageft Stageft Areaft2 InfloWhrs InflOWcfs Outf Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 2 AMERICAN CONSULTING, INC. APPENDIX C PROPOSED CONDITIONS ICPR DATA IN2003.0744.IN010.RPT.CD.000 I.R0.DOC E~ 0 -- oOOOOOOOO Z · · · ~~bP~ 0 - I~0 Z '0 ~ z PROPOSED NODEL DIAGRAM ~c~: AMERICAN CONSULTING, INC. Architects 7260 SHADELAlqD STATION oa~, ~v: wot Consultants 'INDIANAPOLIS, IN 46256-3957 Engineers (317) 547-5580 FAX: (317) 543-0270 c.~'o. ,~: Copyright (C) 1966-2003 by Americon Consulting, Inc. JOe NO. IN2003.0744 SHEET NO. EX4 t39,000 ~q.ft. POND I 8.66 AC POND 2 DA3 19.812 AC POND3 '0 0 ~4.786 ACO0 2.156 AC DANBURY ESTATES SECTION~I PROPOSED CONDITIONS AMERICAN CONSULTING, INC. Architects 7260 SHADELAND STATION Consultants INDIANAPOLIS, IN 46256-3957 Engineers (317) 547-5580 FAX: (317) 543-0270 Copyright (C) 1966-2003 by Americon Consulting, Inc. SCALE: NONE DATE: 11/1 DRAWN BY: WJT CHK'D. BY: KLB JOB NO. IN2005.0744 SHEET NO. EX2 0.334 0.623 0.648 ACRES i,i 200 ACRE'. 0.132 ACRES 0.280 ACRES 0.299 0.383 AC 9 ACRES 0.464 0.333 ACRES 0.468 0.324 ACRES 0.516 ACRES INLET DRAIN AGE AREAS Scheme 2 Basins --- Name: DA1 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Huff2 Rainfall Amount(in): 0.000 Area(ac): 7.530 Curve Number: 97.00 DCIA(%): 0.00 Node: POND 1 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration (hrs): 24.00 Time of Conc(min): 11.00 Time Shift (hrs): 0.00 Max Allowable Q (cfs): 999999. 000 Name: DA2 Node: POND 2 Status: Onsite Group: BASE Type: SCS Unit Hydrograph Unit Hydrograph: Uh484 Rainfall File: Huff2 Rainfall Amount (in): 0. 000 Area (ac) : 8. 660 Curve Number: 97.00 DCIA(%): 0.00 Peaking Factor: 484.0 Storm Duration(hrs): 24.00 Time of Conc(min): 11.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: DA3 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Huff2 Rainfall Amount(in): 0.000 Area(ac): 19.812 Curve Numbe~: 85.00 DCIA(%): 0.00 Node: POND 3 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 24.00 Time of Conc(min): 20.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: GC1 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Huff2 Rainfall Amount(in): 0.000 Area(ac): 4.786 Curve Number: 97.00 DCIA(%): 0.00 Node: POND 1 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 24.00 Time of Conc(min): 10.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Name: GC2 Group: BASE Unit Hydrograph: Uh484 Rainfall File: Huff2 Rainfall Amount(in): 0.000 Area(ac): 2.156 Curve Number: 97.00 DCIA(%): 0.00 Node: POND 2 Type: SCS Unit Hydrograph Status: Onsite Peaking Factor: 484.0 Storm Duration(hrs): 24.00 Time of Conc(min): 10.00 Time Shift(hrs): 0.00 Max Allowable Q(cfs): 999999.000 Nodes Name: BOUNDARY Group: BASE Type: Time/Stage Base Flow(cfs): 0.000 Init Stage (ft) : 806. 250 Warn Stage (ft) : 813. 000 Time (hrs) Stage (ft) 0.00 806.250 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 13 __ scheme 2 999999.00 806.250 Name: POND 1 Group: BASE Type: Stage/Area Stage (ft) Area (ac) 813.720 0.2640 Base Flow(cfs): 0.000 Warn Stage(ft): 820.000 814.000 0.2740 '-- 815.000 0.3080 816.000 0.3440 817.000 0.3820 818.000 0.4350 819.000 0.4920 --- 820.000 0.5400 Name: POND 2 Group: BASE Type: Stage/Area Base Flow(cfs): 0.000 Init Stage(ft) .' 811.230 Warn Stage (ft): 820.000 Stage(ft) Area(ac) 811.230 0.0001 812.000 0.0030 813.000 0.0120 814.000 0.0270. 815.000 0.0420 816.000 0.0580 817.000 0.0750 818.000 0.0990 819.000 0.1260 820.000 0.1520 Name: POND 3 Base Flow(cfS): 0.000 Init Stage(ft): 809.250 Group: BASE Type: Stage/Area Warn Stage (ft): 812.000 Stage (ft) Area (ac) ........... 809.100 1.8750 810.000 1.9410 811.000 2.4880 812.000 3.2810 813.000 3.7480 814.000 4.1240 815.000 4.4000 Cross Sections Name: Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning' s N ___ ============================================================= .... Operating Tables .............................. Name: Group: BASE Type: Bottom Clip Function: Time vs. Depth of Clip Time (hrs) Clip Depth (in) ========================================================================= Pipes ====== ............... =='========= .... ===: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 13 scheme 2 Name: 1-2 From Node: POND 1 Group: BASE To Node: POND 2 UPSTREAM DOWNSTREAM. Geometry: Circular Circular Span(in): 30.00 30.00 Rise (in): 30.00 30.00 Invert (ft): 813.720 813.310 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 Length(ft): 190.00 Count: 2 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.20 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Groove end projecting Downstream FHWA Inlet Edge Description: Circular Concrete: Groove end projecting Name: 2-3 From Node: POND 2 Length(ft) 200.00 Group: BASE UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 42.00 42.00 Rise(in): 42.00 42.00 Invert(ft): 811.230 810.830 Manning's N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 To Node: POND 3 Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.20 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Groove end projecting Downstream FHWA Inlet Edge Description: Circular Concrete: Groove end projecting Name: 3-BOUNDARY From Node: POND 3 Length(ft 300.00 Group: BASE UPSTREAM DOWNSTREAM Geometry: Circular Circular Span(in): 24.00 24.00 Rise(in): 24.00 24.00 Invert (ft): 809.100 806.250 Manning' s N: 0.013000 0.013000 Top Clip(in): 0.000 0.000 Bot Clip(in): 0.000 0.000 To Node: BOUNDARY Count: 1 Friction Equation: Average Conveyance Solution Algorithm: Automatic Flow: Both Entrance Loss Coef: 0.20 Exit Loss Coef: 0.00 Bend Loss Coef: 0.00 Outlet Ctrl Spec: Use dc or tw Inlet Ctrl Spec: Use dn Stabilizer Option: None · Upstream FHWA Inlet Edge Description: Circular Concrete: Groove end projecting Downstream FHWA Inlet Edge Description: Circular Concrete: Groove end projecting Channels Drop Strcutures ............................ = ......................................... ============================================= Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 3 of 13 scheme 2 Bridges Breaches Rating Curves .... Hydrology Simulations ........................................ Name: 10-1 HUFF2 Storm Duration(hrs): 1.00 Rainfall File: Huff2 Rainfall Amount(in): 1.96 Time(hrs) Print Inc(min) ....... 4.O00 5.00 12.000 5.00 36.000 5.00 Name: 10-12 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-12 HUFF.R32 Override Defaults: Yes Storm Duration(hrs): 12.00 Rainfall File: Huff2 Rainfall Amount(in): 3.60 Time (hfs) Print Inc (rain) ........... ..... 4.000 5.00 12.000 5.00 36.000 5.00 .................................. Name: 10-2 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-2 HUFF.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: Huff2 Rainfall Amount (in): 2.40 Time (hfs) Print Inc (rain) ..... 4.0O0 5.00 12.000 5.00 36.000 5.00 Name: 10-24 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-24 HUFF.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Huff2 Rainfall Amount (in): 4.08 Time (hfs) Print Inc (rain) ' 10.000 15.00 14.000 5.00 36.000 15.00 Name: 10-24 SCSII Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-24 SCSII.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: SCSII-24 Rainfall Amount(in): 4.08 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 4 of 13 Scheme 2 Time (hfs) Print Inc (rain) ............ 10.000 15.00 14.000 5.00 36.000 15.00 .............................................................. Name: 10-3 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-3 HUFF.R32 Override Defaults: Yes Storm Duration(hfs): 3.00 --- Rainfall File: Huff2 Rainfall Amount (in): 2.64 Time (hrs) Print Inc (rain) ............. ..... --- 4.000 5.00 12.000 5.00 36.000 5.00 Name: 10-6 HUFF2 --- Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-6 HUFF.R32 Override Defaults: Yes Storm Duration(hfs): 6.00 Rainfall File: Huff2 -- Rainfall Amount (in): 3.12 Time (hrs) Print Inc (rain) 4.OO0 5.O0 __ 12.000 5.00 36.000 5.00 Name: 100-1 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-1 HUFF.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: Huff2 Rainfall Amount(in): 2.88 Time (hrs) Print Inc (rain) .......... 4.O00 5.00 12.000 5.00 36.000 5.00 ......................................................................... Name: 100-12 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-12 HUFF.R32 .-- Override Defaults: Yes Storm Duration(hrs): 12.00 Rainfall File: Huff2 Rainfall Amount(in): 5.16 Time (hfs) Print Inc (rain) 4.O00 5.00 12.000 5.00 36.000 5.00 Name: 100-2 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-2 HUFF.R32 Override Defaults: Yes Storm Duration(hrs): 2.00 Rainfall File: Huff2 Rainfall Amount(in): 3.50 Time(hrs) Print Inc(min) 4.000 5.00 12.000 5.00 36.000 5.00 Name: 100-24 H/J'FF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-24 HUFF.R32 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 5 of 13 scheme 2 Override Defaults: Yes -- storm Duration(hrs): 24.00 Rainfall File: Huff2 Rainfall Amount (in): 6.00 Time (hrs) Print Inc (rain) ................ 10.000 15.00 14.000 5.00 36.000 15.00 --- Name: 100-24 SCSII Filename: D:\IN2002\0920 - Clarian North\ICPR\PRESIMINARY\100-24 SCSII.R32 Override Defaults: Yes storm Duration(hrs): 24.00 ..- Rainfall File: SCSII-24 Rainfall Amount(in): 6.00 Time(hfs) Print Inc(min) ............................... 10.000 15 00 --- 14.000 5.00 36.000 15.00 Name:'100-3 HUFF2 Filename: D:\IN2002\0920 - Clarian North\iCPR\PRELIMINARY\100-3 HIIFF.R32 Override Defaults: Yes storm Duration(hrs): 3.00 Rainfall File: Huff2 Rainfall Amount(in): 3.87 Time (hrs) Print Inc (rain) 4.O00 5.O0 12.000 5.00 -- 36.000 5.00 Name: 100- 6 HUFF2 Filename: D: \IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-6 HUFF.R32 Override Defaults: Yes Storm Duration(hrs): 6.00 Rainfall File: Huff2 Rainfall Amount (in): 4.50 Time (hfs) Print Inc (rain) .............................. 4.000 5.00 12.000 5.00 36.000 5.00 Name: 50-1 HUFF2 Filename: D: \IN2002\0920 - Clarian North\ICPR\PRELIMINARY\50-1 HUFF.R32 Override Defaults: Yes Storm Duration(hrs): 1.00 Rainfall File: Huff2 Rainfall Amount (in): 2.62 Time (hfs) Print Inc (min) ................ 4.O0O 5.00 12.000 5.00 36.000 5.00 Name: 50-12 HUFF2 Filename: D: \IN2002\0920 - Clarian North\ICPR\PRELIMINARY\50-12 HUFF.R32 Override Defaults: Yes Storm Duration(hrs): 12.00 Rainfall File: }{uff2 Rainfall Amount (in): 4.68 Time (hrs) Print Inc (rain) _ _- 4.000 5.00 12.000 5.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 6 of 13 Scheme 2 36.000 5.00 .............. Name: 50-2 HUFF2 Filename: D: \IN2002\0920 - Clarian North\ICPR\PRELIMINARY\50-2 HUFF.R32 Override Defaults: Yes storm Duration(hrs): 2.00 Rainfall File: Huff2 Rainfall Amount (in): 3.18 Time (hrs) Print Inc (rain) 5.00 4.000 12.000 5.00 36.000 5.00 Name: 50 -24 HUFF2 Filename: D: \IN2002\0920 - Clarian North\ICPR\PRELIMINARY\50-24 HUFF.R32 Override Defaults: Yes Storm Duration (hfs): 24.00 Rainfall File: Huff2 Rainfall Amount (in): 5.28 Time (hrs) Print Inc (rain) ........... 10.000 15.00 14.000 5.00 36.000 15.00 ..................................................................................................... Name 50 3 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\50-3 DIUFF.R32 Override Defaults: Yes Storm Duration(hrs): 3.00 Rainfall File: Huff2 Rainfall Amount (in): 3.51 Time (hrs) Print Inc (rain) 4.000 5.00 12.000 5.00 36.000 5.00 Name 50 - 6 HUFF2 Filename: D: \IN2002\0920 - Clarian North\ICPR\PRELIMINARY\50-6 HUFF.R32 Override Defaults: Yes Storm Duration(hrs): 6.00 Rainfall File: Huff2 Rainfall Amount (in): 4.08 Time (hfs) Print Inc (rain) ___ 4.000 5.00 12.000 5.00 36.000 5.00 .... Routing Simulations ................................................................. Name: 10-1 HUFF2 Hydrology Sim: 10-1 HUFF2 Filename: D: \IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-1 HUFF2. I32 Execute: Yes Restart: No Patch: No Alternative: No Delta Z Factor: 0.00500 End Time(hrs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time (hfs) Print Inc (rain) 4.000 5.000 12.000 5.000 36.000 5.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 7 of 13 Scheme 2 Group Run ..... BASE Yes Name: 10-12 HUFF2 Hydrology Sim: 10 12 HUFF2 Filename: D:\IN2002\0920 - Clarian North\iCPR\PRELIMINARY\10-12 HUFF2.I32 Execute: Yes Alternative: No Restart: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time (sec) .- 0.5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time(hrs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time (hfs) Print Inc (rain) _ 4.O0O 5.000 12.000 5.000 36.000 5.000 Group Run .................... BASE Yes .................................................................................................. Name: 10-2 HUFF2 Hydrology Sim: 10-2 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-2 HUFF2.I32 Execute: Yes Alternative: No Restart: No Max Delta Z(ft): 1.00 Time Step optimizer: 10.000 Start Time (hfs): 0. 000 Min Calc Time (sec): 0. 5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time(hfs): 36.00 Max Calc Time (sec): 60. 0000 Boundary Flows: Time(hrs) Print Inc(min) ................... 4.0O0 5 000 12.000 5 000 ~ 36.000 5.000 Group Run .................... BASE Yes Name: 10-24 HUFF2 Hydrology Sim: 10-24 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-24 HUFF2.I32 Execute: Yes Alternative: No Restart: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time (hrs): 0. 000 Min Calc Time (sec): 0.5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time(hrs): 36.00 Max Calc Time (sec): 60. 0000 Boundary Flows: Time(hrs) Print Inc(min) 10.000 15.000 14.000 5.000 36.000 15.000 Group Run ....... BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 8 of 13 Scheme 2 Name: 10-24 SCSII Hydrology Sim: 10-24 SCSII Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-24 SCSII.I32 Execute: Yes Alternative: No Restart: No Max Delta Z(ft): 1.00 Time Step optimizer: 10.000 Start Time (hrs): 0. 000 Min Calc Time (sec): 0. 5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time (hrs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time(hrs) Print Inc(min) 10.000 15 OO0 14.000 5.000 36.000 15.000 Group Run BASE Yes Name: 10-3 HUFF2 Hydrology Sim: 10-3 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-3 HUFF2.I32 Execute: Yes Alternative: No Restart: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time (hrs): 0. 000 Min Calc Time (sec): 0- 5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time(hrs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time (hfs) Print Inc (rain) ............. ................. 4.OOO 5.000 12.000 5.000 36.000 5.000 Group Run ..... _. BASE Yes Name: 10-6 HUFF2 Hydrology Sim: 10 6 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\10-6 HUFF2.I32 Execute: Yes Alternative: No Restart: No Max Delta Z (it): 1.00 Time Step Optimizer: 10.000 Start Time (hfs): 0. 000 Min Calc Time (sec): 0. 5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time(hrs): 36.00 Max Calc Time (sec): 60. 0000 Boundary Flows: Time(hfs) Print Inc(min) ............................... 4.000 5.0OO 12.000 5.000 36.000 5.000 Group Run BASE Yes Name: 100-1 HUFF2 Hydrology Sim: 100-1 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-1 HUFF2.I32 Execute: Yes Restart: No Alternative: No Patch: No Max Delta Z (it): 1.00 Delta Z Factor: 0.00500 Interconnected Channel and Pond Routing Model (ICPR) 02002 Streamline Technologies, Inc. Page 9 of 13 scheme 2 Time Step optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Time (hrs) Print Inc (rain) 4.00O 5.000 12.000 5.000 36.000 5.000 Group Run .................... BASE Yes End Time (hrs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Name: 100-12 HUFF2 Hydrology Sim: 100-12 HUFF2 Filename: D: \IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-12 RTJFF2.132 Execute: Yes Alternative: No Restart: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hfs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time (hrs): 36.00 Max Calc Time (sec): 60. 0000 Boundary Flows: Time(hrs) Print Inc(min) 4.O00 5.000 12.000 5.000 36.000 5.000 Group Run ........ ............ BASE Yes , ........................................................... .......... .... Name: 100-2 R73FF2 Hydrology Sim: 100-2 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-2 HUFF2.I32 Execute: Yes Alternative: No Restart: No Max Delta Z(ft): 1.00 Time Step optimizer: 10.000 Start Time (hfs): 0.000 Min Calc Time (sec): 0. 5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time (hfs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time (hfs) 4.000 12.000 36.000 Group BASE Print Inc (rain) ___ 5.000 5.000 5.0OO _ Yes Name 100 24 HUFF2 Hydrology Sim: 100-24 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-24 HUFF2. I32 Execute: Yes Alternative: No Restart: No Patch: No Max Delta Z (ft): 1.00 Time Step Optimizer: 10.000 Start Time (hfs): 0.000 Min Calc Time (sec): 0.5000 Boundary Stages: Delta Z Factor: 0.00500 End Time(hrs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 10 of 13 ._ Scheme 2 Time(hfs) Print Inc(min) 10.000 15.000 14.000 5.000 36.000 15.000 Group Run .................... BASE Yes Name: 100-24 SCSII Hydrology Sim: 100-24 SCSII Filename: D:\IN2002\0920 - Clarian North\iCPR\PRELIMINARY\100-24 SCSII.I32 Execute: Yes Alternatives No Restart: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time(hfs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time (hrs) Print Inc (rain) __ 10.000 15.000 14.000 5.000 36.000 15.000 Group Run .................... BASE Yes Name: 100-3 HUFF2 Hydrology Sim: 100-3 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-3 HUFF2.I32 Execute: Yes Alternative: No Restart: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time (hrs): 0. 000 Min Calc Time (sec): 0. 5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time (hrs): 36.00 Max Calc Time (sec): 60. 0000 Boundary Flows: Time(hrs) Print Inc(min) ................ 4.OO0 5.OO0 12.000 5.000 36.000 5.000 Group Run ........ BASE Yes Name: 100-6 HUFF2 Hydrology Sim: 100-6 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\100-6 HUFF2.I32 Execute: Yes Alternative: No Restart: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time (hrs): 36.00 Max Calc Time (sec): 60. 0000 Boundary Flows: "- Time(hrs) Print In¢(min) 4.000 5.OO0 12.000 5.000 36.000 5.000 Group Run Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 11 of 13 Scheme 2 BASE Yes ......... Name: 50-1 HUFF2 Hydrology Sim: 50-1 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\50-1 HUFF2.I32 Execute: Yes Alternative: No Restart: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time (hrs): 0. 000 Min Calc Time (sec): 0.5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time (hrs): 36.00 Max Calc Time (sec): 60. 0000 Boundary Flows: Time (hfs) Print Inc (rain) ..... 4.000 5.000 12.000 5.000 36.000 5.000 Group Run .......... BASE Yes Name: 50-12 HUFF2 Hydrology Sim: 50-12 HIIFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\50-12 HUFF2.I32 Execute: Yes Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time (hrs): 36.00 Max Calc Time (sec): 60. 0000 Boundary Flows: Time (hrs) Print Inc (rain) ......................... ...... 4.000 5.'000 12.000 5.000 36.000 5.000 Group Run ___ ....... BASE Yes Name: 50-2 HUFF2 Hydrology Sim: 50 2 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\50-2 HUFF2.I32 Execute: Yes Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time(hrs): 36.00 Max Calc Time (sec): 60. 0000 Boundary Flows: Time(hfs) Print Inc(min) _. 4.OOO 5.000 12.000 5.000 36.000 5.000 Group Run .................... BASE Yes Name: 50-24 HUFF2 Hydrology Sim: 50-24 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\PRELIMINARY50-24 HUFF2.I32 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 12 of 13 Scheme 2 Execute: Yes Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time(hrs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time (hrs) Print Inc (rain) 10.000 15.000 14.000 5.000 36.000 15.000 Group Run BASE Yes Name: 50-3 HUFF2 Hydrolc~y Sim: 50-3 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\50-3 HUFF2.I32 Execute: Yes Restart: No Alternative: No Max Delta Z (ft): 1.00 Time Step Optimizer: 10.000 Start Time (hrs): 0. 000 Min Calc Time (sec): 0.5000 Boundary 'Stages: Patch: No Delta Z Factor: 0.00500 .End Time(hrs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time (hrs) Print Inc (rain) _ --- 4.000 5.000 12.000 5.000 36.000 5.000 Group Run .................... BASE Yes Name: 50-6 HUFF2 Hydrology Sim: 50-6 HUFF2 Filename: D:\IN2002\0920 - Clarian North\ICPR\PRELIMINARY\50-6 HUFF2.I32 Execute: Yes Restart: No Alternative: No Max Delta Z(ft): 1.00 Time Step optimizer: 10.000 Start Time(hrs): 0.000 Min Calc Time(sec): 0.5000 Boundary Stages: Patch: No Delta Z Factor: 0.00500 End Time (hfs): 36.00 Max Calc Time(sec): 60.0000 Boundary Flows: Time (hrs) Print Inc (rain) 4.000 5.000 12.000 5.000 36.000 5.000 Group Run _ BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 13 of 13 Scheme 2 Name Max Time Max Group Simulat ion St age St age hrs ft Warning Max Delta Max Surf Max Time Stage Stage Area Inflow ft ft ft2 hrs Max Max T Inflow Outf cfs BOUATDARY BASE 10-1 HUFF2 0.00 806.250 BOUNDARY BASE 10-12 HUFF2 0.00 806.250 BOUNDARY BASE 10-2 HUFF2 0.00 806.250 BOUNDARY BASE 10-24 HUFF2 0.00 806.250 BOUNDARY BASE 10-24 SCSII 0.00 806.250 BOUNDARY BASE 10-3 HUFF2 0.00 806.250 BOUNDARY BASE 10-6 HUFF2 0.00 806.250 BOUNDARY BASE 100-1 HLTFF2 0.00 806.250 BOUNDARY BASE 100-12 HUFF2 0.00 806.250 BOUNDARY BASE 100-2 HUFF2 0.00 806.250 BOLTNDARY BASE 100-24 HUFF2 0.00 806.250 BOUNDARY BASE 100-24 SCSII 0.00 806.250 BOUNDARY BASE 100-3 HUFF2 0.00 806.250 BOUNDARY BASE 100-6 HLTFF2 0.00 806.250 BOUNDARY BASE 50-1 HLTFF2 0.00 806.250 BOLTNDARY BASE 50-12 HUFF2 0.00 806.250 BOUNDARY BASE 50-2 HUFF2 0.00 806.250 BOUNDARY BASE 50-24 HUFF2 0.00 806.250 BOUNDARY BASE 50-3 HUFF2 0.00 806.250 BOUNDARY BASE 50-6 HUFF2 0.00 806.250 POND 1 BASE 10-1 HUFF2 0.62 POND 1 BASE 10-12 HUFF2 3.69 POND 1 BASE 10-2 HUFF2 1.00 POND 1 BASE 10-24 HUFF2 7.25 POND 1 BASE 10-24 SCSII 12.10 POND 1 BASE 10-3 HUFF2 1.32 POND 1 BASE 10-6 HUFF2 2.00 POND 1 BASE 100-1 HUFF2 0.62 POND 1 BASE 100-12 HLTFF2 3.67 POND 1 BASE 100-2 HUFF2 0.95 POND 1 BASE 100-24 HUFF2 7.16 POND 1 BASE 100-24 SCSII 12.13 POND 1 BASE 100-3 HUFF2 1.20 POND 1 BASE 100-6 HUFF2 1.96 POND 1 BASE 50-1 HUFF2 0.61 POND 1 BASE 50-12 HUFF2 3.68 POND 1 BASE 50-2 HUFF2 0.97 POND 1 BASE 50-24 HUFF2 7.20 POND 1 BASE 50-3 HUFF2 1.21 POND 1 BASE 50-6 HUFF2 1.96 POND 2 BASE 10-1 HUFF2 POND 2 BASE 10-12 HUFF2 POND 2 BASE 10-2 HUFF2 POND 2 BASE 10-24 HUFF2 POND 2 BASE 10-24 SCSII POND 2 BASE 10-3 HUFF2 POND 2 BASE 10-6 HUFF2 POND 2 BASE 100-1 HUFF2 POND 2 BASE 100-12 HUFF2 POND 2 BASE 100-2 HUFF2 POND 2 BASE 100-24 HUFF2 POND 2 BASE 100-24 SCSII POND 2 BASE 100-3 HUFF2 POND 2 BASE 100-6 HUFF2 POND 2 BASE 50-1 HUFF2 POND 2 BASE 50-12 HUFF2 POND 2 BASE 50-2 HUFF2 POND 2 BASE 50-24 HUFF2 POND 2 BASE 50-3 HUFF2 POND 2 BASE 50-6 HUFF2 POND 3 BASE 10-1 HUFF2 POND 3 BASE 10-12 HUFF2 POND 3 BASE 10-2 HUFF2 POND 3 BASE 10-24 HUFF2 POND 3 BASE 10-24 SCSII POND 3 BASE 10-3 HUFF2 POND 3 BASE 10-6 HUFF2 POND 3 BASE 100-1 HUFF2 POND 3 BASE 100-12 HUFF2 POND 3 BASE 100-2 HUFF2 POND 3 BASE 100-24 HUFF2 POND 3 BASE 100-24 SCSII POND 3 BASE 100-3 HUFF2 POND 3 BASE 100-6 HUFF2 POND 3 BASE 50-1 HUFF2 POND 3 BASE 50-12 HUFF2 POND 3 BASE 50-2 HUFF2 POND 3 BASE 50-24 HUFF2 POND 3 BASE 50-3 HUFF2 POND 3 BASE 50-6 HUFF2 813.000 0.0000 140 1.20 813.000 0.0000 140 5.87 813.000 0.0000 140 2.10 813.000 0.0000 140 11.90 813.000 0.0000 140 12.60 813.000 0.0000 140 2.52 813.000 0.0000 140 3.24 813.000 0.0000 140 1.24 813.000 0.0000 140 4.76 813.000 0.0000 140 2.13 813.000 0.0000 140 11.23 813.00-0 0.0000 140 12.78 813.000 0.0000 140 2.90 813.000 0.0000 140 3.77 813.000 0.0000 140 1.23 813.000 0.0000 140 5.72 813.000 0.0000 140 2.11 813.000 0.0000 140 10.51 813.000 0.0000 140 2.83 813.000 0.0000 140 3.60 815.396 820.000 814.501 820.000 815.179 820.000 814.319 820.000 815.926 820.000 814.986 820.000 814.719 820.000 816.160 820.000 814.672 820.000 815.577 820.000 814.451 820.000  820.000 815.339 820.000 814.963 820.000 815.880 820.000 814.623 820.000 815.486 820.000 814.405 820.000 815.239 820.000 814.893 820.000 0.58 814.452 820.000 3.64 812.606 820.000 0.94 813.906 820.000 7.18 812.273 820.000 12.08 815.461 820.000 1.20 813.516 820.000 1.91 813.014 820.000 0.58 815.658 820.000 3.61 812.920 820.000 0.91 814.926 820.000 7.04 812.5~2_ 820.000 12.09 ~ 820.000 1.13 814.231 820.000 1.88 813.477 820.000 0.58 815.398 820.000 3.62 812.828 820.000 0.93 814.573 820.000 7.08 812.427 820.000 1.14 814.022 820.000 1.89 813.342 820.000 1.18 810.899 812.000 5.96 810.881 812.000 2.01 811.028 812.000 12.02 810.649 812.000 12.60 811.668 812.000 2.52 810.964 812.000 3.24 810.909 812.000 1.24 811.712 812.000 6.13 811.189 812.000 2.13 811.962 812.000 8.26 810.881 812.000 12.78 ~ 812.000 2.90 811 937 812.000 3.77 811 630 812.000 1.23 811 473 812.000 5.67 810 974 812.000 2.11 811 691 812.000 10.51 810 880 812.000 2.83 811 651 812.000 3.60 811 382 812.000 22.390 22.304 22.746 9.210 24.414 22.641 22.437 24.579 22.745 25.481 22.306 25.393 24.278 23.682 22.673 24.502 22.305 24.355 23.331 0.0028 14491 0.50 36.273 0.0029 13109 3.58 7.028 0.0030 14166 0.75 24.453 0.0031 12804 7.00 4.018 0.0029 15184 12.00 53.235 0.0032 13869 1.00 18.784 0.0031 13459 1.83 11.877 0.0031 15421 0.50 55.576 0.0031 13386 3.58 10.297 0.0031 14747 0.75 37.090 0.0032 13028 7.00 6.021 -0.0050 17434 12.00 78.989 0.0025 14407 1.00 28.613 0.0028 13834 1.83 17.634 0.0029 15132 0.50 50.146 0.0027 13307 3.58 9.294 0.0029 14622 0.75 33.429 0.0030 12949 7.00 5.272 0.0030 14258 1.00 25.753 0.0030 13727 1.83 15.894 0.0050 2164 0.56 0.0050 1121 3.62 -0.0050 1895 0.92 0.0049 930 7.16 0.0050 2560 12.05 -0.0050 1663 1.18 0.0050 1325 1.89 0.0050 2583 0.55 0.0050 1279 3.59 -0.0050 2317 0.88 -0.0050 1070 7.02 0.0050 2901 12.06 0.0050 2065 1.10 0.0050 1639 1.86 0.0050 2539 0.55 0.0050 1235 3.59 -0.0050 2204 0.92 0.0050 1022 7.06 -0.0050 1958 1.11 0.0050 1551 1.87 -0.0031 106493 0.60 0.0044 106052 3.67 0.0033 109818 1.00 0.0039 100574 7.25 -0.0049 131831 12.08 0.0032 108016 1.42 0.0039 106723 2.75 -0.0032 133350 0.60 0.0043 115292 3.67 -0.0032 141999 1.00 0.0038 106060 7.24 -0.0050 158456 12.08 -0.0032 141141 1.35 0.0044 130533 1.98 -0.0032 125112 0.60 0.0040 108253 3.67 -0.0032 132628 1.00 0.0036 106032 7.24 -0.0032 131250 1.40 0.0040 121966 2.17 55.743 12.933 42.314 7.502 78.764 32.612 21.057 83.584 19.072 64.941 11.270 100.837 50.312 31.704 77.090 17.188 58.128 9.859 45.139 28.474 76.107 19.197 61.487 11.544 130.826 48.584 30.596 126.209 30.383 100.562 18.529 187.922 78.374 48.817 113.074 26.912 88.984 15.896 69.553 43.081 0 3 1 7 1 2 0 3 0 7 12 1 1 0 3 0 7 1 1 0 3 0 7 12 1 1 0 3 0 7 12 1 1 0 3 0 7 1 1 1 5 2 11 12 2 3 1 4 2 11 12 2 3 1 5 2 10 2 3 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 1 of 2 Scheme 2 Name Group Simulation Max Time Max Warning Max Delta Max Surf Max Time Stage Stage Stage Stage Area Inflow hrs ft ft ft ft2 hrs Max Max T Inflow Outf cfs Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Page 2 of 2 AMERICAN CONSULTING, INC. APPENDIX D DRAINAGE REPORT FOR LOWE'S HOME IMPROVEMENT CENTER IN2003.0744.IN010.RPT.CD.0001 .R0.DOC ,- . 146~H.- Street .- · -. CARMEL, IN This project is located in the s°uttiea'st quadrant of the intersection o~ $.R. 431 and ~46~ Street in'Carmel, Indiana. The Construction will consist of constructing a 135,000 sq. ft. Lowe's ement Center, parking lot, detention/retention ponds.and rough grading for future Hom.e lmpro.v, ......... ,,. i,., ,.,nnlunnfin' With this project the Hamilton County Highway .dev, elopment .to ~ne sum,,. ,,, ~,~,,,~ ...... n ._ . · Dep~ment.(.~th.Ame~[ca~C(mSuttiLi~.E~gineers..~..-AOE)..is .developing plans to extend ~reyhound Pass south of 146~ Street to. just past the south entrance of the. Lowe's developmem,:.'Where'it"is'anticipmecL~at'theJ~dian~'State"L-ligbw'sY will oanstruct a ramp system connecting said eXtension to S.R. 431. The existing site bounded by'the fight of way for S.R. 431 to the west, 146th Street to the north, Danbury Estates Subdivision to the east, and' Oo°l Creek to the south' . . · EXISTING DRAINAGE CONDITIONS · . The existing topography consists primarily of large, g~assy areas with some trees and brush with varying high and iow areas, which generally fall from northwest to Southeast. An existing waterway entering the site from the northwest cuts diagonally to the Southeast across the site. where it is routed around an existing retention pond for Danbury Estates to an exiting 72-inch' CMP which''channels ir'toward'. GooF. C~eek-."A+~othe~"weterw~Y' ente~i, ng frem:..the.,intersection of Greyhound Pass and 146th Street meanders its way to the said diagonal cutting channel. The retentiorT.pond, for:Danbu17,.E~ates i~o~tetted, by..a..244nch,,..RCp~..which flews to a chann, ei flowing into Cool Creek, . . · . PROPOSED DRAINAGE' CONFIGURATION As determined by the Indiana Department of .Environmental Management (IDEM) the be .............................................. ~ .............................................. ~, ................................................. · ........................ · ..... , ................. ;-.,. .......... -,, ................................ ". ........................................... diagonal channel to the west edge of the development site and the waterway from Greyhound Pass and 146th .Street intersection will'be-re-routed to the east side of the proposed Greyhound Pass extension. The existing Danbury Estates retention pond will be re-shaped from an east- west.pond to a north-south pond due to the site .development and roadway extension. The developed watershed will be rouled through two infrastructure systems on the west and east sides of the Lowe's stor~. The West system will outlet into detention pond 1, which has a may pool elevation of 814.59 feet. Pond 1 is.discharged via twin 30-inch RCP into detention pond '.' . .system._Pond 2 has .a max. 2, which ,.alsc~. collects, the.,.discha~g~'-i[em'~e"east"Laf~~'uctu~'e .... the re-shaped · pool elevation of 816.58 feet,' The discharge from.detention pond 2 is routed to Danbuw. Estates.. pond via..42-incl~RCP,-.The max, 13~el..elevation, for the [e-shaped.. Danbury Estates pond is.812.33 -feet which is the lowest invert elevation for the from Danbury Estates Subdivision. . · . · · · . ~ " page 2 , , Lowe's S__~MMARY_ .............. - All of the developed impervious areas will be routed through the detention system. The future south parcel 'will require a'detention pond and shall be staged with'the ponds created from this development. The proposed drainage configuration along with the re-shaping of the Danbury Estates pond will not cause any adverse affects to downstream properties or structure, ' , .. · . · · · PREPARED BY: Cornerstone Surveys, Inc. 5151 N. ShadelandA ve. Suite 200 Indianapolis, IN 46226 Ph: ($~7) 562-9.700 Project: 146th.gpw 05 2000 · HYdrogr.aph, Summary. Report Hyd. Hydrograph Time to Volume Inflow Maximum Maximum No. type flow peak hyd(s) elevation storage (origin) (cfs) (rain) (cuE) (ft) (cuft) ~J 1 SCS RUnoff 59;53 ! 2 SCS RUnoff 22.27 i' 3 SCS Runoff 25.61 ' .... 4 Reservoir '0.50 '5- .... 'Combine · 6 .. Reservoir 7 Combine 82.21 8 Rese. rvoir 12.39 Proj' file: 146th gpw 725 2'~7,783 720 65,582 720 75,424 955 15,586 2 814.20 53,380 720 '"91,008 ........ 4'+ 3' '"-- 725 .... ...91,008. 725 308,790 755 305,380 5 ...... 8.!5,85 5,047 ,,~ 1+6 7 810.92 165,329 _.~F file: indy. IDF Page 1 Hydrograph description Renaming Drainage westside eastside west1 iowes lowes runoff into revise check danbury pond Run date' 02-28-2001 .. : Hydrograph Report English Hyd. No. 1 Renaming Drainage Area Hydrog'raph type Storm frequency Drainage area'" Basin Slope Tc method Tet.a~, precif).,;' · Storm duration = SCS'Runoff ' = 2 yrs =-25.5t' ac-" = 3.0% = USER =,-2,,9(~:,i~ = 24 hfs' · Peak'discharge = 59.53 cfs Time-interval = 5 min Curve number = 95 Hydraulic length = 1800 ft Time of conc. (Tc) = 20 min D'~tdbutio. n~.. = Type II Shape factor = 484 Total Volume = 217,783 cuff Hydrograph Discharge Table Time -- Outflow Time -- Outflow (hrs 'cfs) (hrs cfs) 3.42 0.01 3.50 0.02 3.58 0.03 3.67 0.04 3.Z5 .....Q,05.. 3.83 0.06 3.92 0.07 4.0'0 ..... O~'Og ........ 4.08 0.10 4.17 0.11 4.25 0.12 4.33 0.13 4.42 0.15 4.50 0.16 4.58 0.17 4.67 0.19 4.75 0.20 4.83 0.21 4.92 .... 0.23" ' 5.00 . 0.24 5.08 0.26 5.17 ......... 0,27..'. 5.25 0.28 5.33 0.30 5.42 0.31 5..5Q.. 0,33. 5.58 0.34 ' 5.67 0.36 5.75 ......' 0.37 ...... -'-- 5.83 0.39 5.92 0.40 6.00 0.42 6.08 0.44 6.17 0.45 6.25 0.47 6.33 0.48 6.42 0.50 6.50 0.52 6.58 0.53 Time -- Outflow Time ..-Outflow (hrs cfs) -(hrS cfs) 8.75 1.15 8.83 1.20 8.92 1.25 9.00 1.30 9.08 1.35 9.17 1,4O 9.25 1.44 6':67 ............ 0';55' ........ 6.75 0.57 9.42 1.49 6.83 0.58 9.50 1.51 6.92 0.60 9.58 1.53 '7.00 0.61 9.67 1.56 7.08 0.63 9.75 1.60 7.17 0.65 9.83 1.65 7.25 0.67 9.92 1.72 7.33 ,0.68 10.00 1:79 7.42 0.70 10.08 1.88 -' 7.50 0.72 10.17 .1,97 7.58 '0.73 .............10.25 2.07 · 7.67 0.75 10.33 2.18 7.75 0.77 10.42 2.29 ..... 7.,83...'0.78 10.50 2.42 7.92 0.80 10.58 2.55 8.00 0.82 10.67 2.69 8.08 0.84 10.75 2.85 8..17 0.86 10.83 3.04 8.25 0.89 10.92 3.23 8.33 0.92 11.00 3.44 8';42:-' .... 0:96~ ............ 1't,08 ........ 3.6t 8.50 1.00 11.17 3.83 8.58 1.05 11.25 4.10 8.67 1.10 11.33 4.53 1t.42 5.02 11.50 5.55 11.58 6.67 11.67 9.31 11.75 14.51 11.83 23.57 11.92 38.26 12.00 52.57 12.08 59.53 << 12.17 53.70 12.25 42.05 12.33 30.70 12.42 20.39 12.50 12.51 12.58 9.17 12.67 8.00. 12.75 7.05 12.83 6.32 12.92 5.78 13.00 5.37 13.08 5.04 13.17 4.76 13.25 4.51 13.33 4.28 13.42 4.09 13.50 3.91 13.58 3.74 13.67 3.58 13.75 3.43 13.83 3.29 13.92 3.16 14.00 3.04 Continues on next page... · Page-1 ,,. English Hyd. No. 2 westside- HYdrograph type' = SCS Runoff' Storm frequency = 2 yrs Drainage area .... =-7.53 ac ..... Basin Slope = 2.0 % Tc.method = USER Total-./~e¢ip~' ........... =_2,,90.i,R ........ Storm duration = 24 hrs Peak discharge = 22.27 cfs Time interval' = 5 min Curve number = 97 Hydraulic length = 900 ft Time of conc. (Tc) = 11 rain Di.st.~,[bution, = TyPe II Shape factor = 484 Total Volume = 65,582 cuff Hydrograph Discharge Table Time -- OUtflow Time -- Outflow (hrs cfs) (hrs cfs) 2,17 0.00 2,25 0,01 2,33 0,01 2.42 0.02 2.5Q... 0.Q2 ..... 2.58 · 0.03 2.87 0.03 2'~'75 .... 0;074 ....... 2.83 'O.04 2.92 O.O4 3.00 O.O5 3.08 0.05 3.17 O.O6 3.25 0.06 3.33 0.06 3.42 O.O7 3.50 0.07 3.58 0.08 3.67 .... '0.08 ...... 3.75 O.O9 3.83 0.09 3.92 ...... ;'0.09 4.00 0,10 4.08 0,10 4,17 0,11 4.25.. 0,.11... 4.33 0,11 4,42 0,12 4.50 ...... - - 0:1'2:'"' '-' :" :" 4.58 0.13 4.67 0.13 4.75 0.14 4,83 0.14 4,92 0.15 5,OO 0,15 5.O8 0.16 5.17 0,16 5.25 0.17 5.33 0.17 5';ZI:Z ............. 0':1'7 5.50 0.18 5.58 0.18 5.67 0.19 5.75 0.19 5,83 0.20 5.92 0.20 6.00 0.21 6.08 0.21 6.17 0.22 6.25 0.22 6.33 ' 0,23 6,42 0,23 · 6.50 0,24 6.58 .... 0.24 6.67 0.25 -6.75 0.25 6.83 0.26 6.92 0.26 7.00 0.27 7.08 0.27 7;1'7 ......... 0:28 ........... 7,25 0.28 7,33 0.28 7.42 0.29 Time -- Outflow Time -- Outflow (hrs cfs) (hrs cfs) 7.50 0.29 7.58 0.30 7.67 O.30 7.75 0.31 7.83 0.31 7.92 0.32 8.00 0.32 ....... 8'.'08'" ....... 0:33 .......... " 8,17 O.34 8,25 0.35 8.33 0.36 ' 8.42 0.38 8.50 0,39 8,58 0,41 8,67 0,43 ' 8.75 .0.44 8,83 0.46 8.92 0,47 9.00 0,49 9.08 0.51 9,17 0,52 9,25 0,52 '9,33 0,53 9,42 0.53 9.50 0,53 9,58 0.54 9.67 0,55 9,75 0.57 '. 9:83 ...... 0:59 ......... 9.92 0.62 10.00 0.65 10.08 O.67 10.17 0.70 10.25 0.74 10.33 0.78 10.42 0.82 10.50 0.85 10.58 0.90 10.67 0.95 10.75 1.00 10.83 1..07 10.92 1.13 11.00 1.2O 11.08 1.23 11.17 1.29 1 '1.25 1.45 11.33 1.63 11.42 1.81 11.50 1.97 11.58 2.54 11.67 4.20 11.75 7.O4 11.83 11.38 11.92 18.18 12.00 22.27 << 12.08 17.96 12.17 10.61 12.25' 5.18 12.33 3.24 12.42 2.85 12,50 2.47 12.58 2.12 12.67 1.85 12.75 1.68 Continues' on next page... ,: . Hydrograph Report Paget English Hyd. No. 3 eastside Hydrograph' type Storm.frequency Drainage' area "' Basin Slope Tc method Tota. F..,l~ecip:- ......... Storm duration = SCS Runoff ..... = 2 yrs = '8.66 ac -- 2.0% = USER ---.. 2~ 90.. in, ..... · ....... = 24 hrs Peak discharge : 25.61 cfs Time interval : 5 min Curve number : 97 Hydraulic length = 900 ft Time of conc. (Tc) = 11 min Dist~b~t[o.n : Type !! Shape factor = 484 Total Volume = 75,424 cuff Hydrograph Discharge Table Time .-- Outflow Time -- O,utflow (hrs cfs) (hrs' cfs) 2.17 2,25 2.33 2.42 2,58 2.67 2.75 2,83 2.92 3.00 3,08 3,17 3.25 3.33 3,42 3,50 3,58 3,67' ' 3,75 3.83 3,92 ........ 0,1,1.. 0.01 0,01 0,01 0,02 Q,Q3. 0.03 0.04 O':'O'Z~' ..... 0.05 0.05 0.06 0.06 0.06 0.07 0.07 0.08 0.08 .... 0.09 0.09" 0.10 0.10 4,00 0,11 4.08 0,12 .4,17 0,12 4.25... 0,.,13. 4,33 0,13 4,42 0,14 4.50 ..... 0:1~4''-' 4,58 0,15 4,67 0,15 4,75 ' 0,16 4.83 0.16 4.92 0.17 5.00 0.17 5.08 0.18 5.17 0.18 · 5.25 0.19 5.33 0.20 5':~'Z ............. 0:20 5.50 0.21 5.58 0,21 5,67 0.22 5,75 0.22 5,83 O.23 5,92 O.23 6.00 0.24 6.08 O.24 6,17 '0,25 6,25 0,26 6,33' '0:26 ..... 6,42 0.27 6.5O O,27 6,58. 0.28 6,67 O,28 6,75 0,29 6.83 O,29. 6,92. O,3O 7,OO 0,31 7.O8 0,31 71'17 ....... O:32' .......... 7,25 0,32 7,33 0,33 7.42 O.33 Time -- Outflow Time -- Outflow (hrs cfs) (hrs- cfs) 7.50 0.34 10.17 0.81 7.58 0.34 10.25 0.85 7,67 0.35 10.33 0.89 7.75 0.36 10.42 0.94 7.83 0.36 10.50 0.98 7.92 0.37 10.58 1.03 8.00 0.37 10.67 1.09 ' 8';08' ........... 0:3'8 ........... 10.75 1.16 8.17. 0.39 10.83 1.23 8.25 0.40 10.92 1.30 8.33' 0.42 11.00 1.38 8.42 0.44 11.08 1.41 8.50 0.45 11.17 1.48 8.58 0.47 11.25 1.67 8:67 0.49 11.33 1.87 8.75 0.51 11.42 2.09 8.83 0.53 11.50 2.27 8.92 0.55 · 11.58 ·2.92 9.00 0.56 11.67 4.83 9,08 0,58 11,75 8,10 9,17 0,60 11,83 13,09 9,25 0,60 11,92 20,91 9,33 0.61 12.00 25.61 << 9.42 0.61 12,08 20,65 9,50 0,61 12.17 12,20 9.58 0,62 12.25 5,96 9,67 0.63 12,33 3.72 9.75 0,66 12,42 -3,28 9':.83 .......... 0:.68~ ........ 12.50 2'.84 9,92 0,71 12,58 2,43 10.00 0.74 12.67 2.13 10.08 0.77 12.75 1.94 Continues on next page,,, 'Hydrograph Report Page1 English Hyd. No. 4 west1 Hydrog'raph type Storm frequency inflow hyd. No..- - Max. Elevation Stc~ag~ I~dicatiort.me~od used.. .,.. Peak discharge = 0.50 cfs = Reservoir ......... - 2 yrs Time interval = 5 min Reservoir name = westpond = 814.20 ft Max. Storage = 53,380 cuff Total Volume = 15,586 cuff Hydrograph:Discha.cge,,Table- ........ Time inflow Elevation 'Clv A (hrs) cfs ft cfs ClvB ClvC ClvD WrA WrB' WrC WrD Outflow cfs cfs cfs cfs cfs cfs cfs cfs 13.50 1.04 13.58 1.00 13.67 0.95 13.75 0.92 13.83 0.88 13.92 0.85 14.00 0.82 14.08 0.78 1"4'.1"7" 6.76 .... 14.25 0.74 .1.4..33 .... 0,.7.3. 14.42 0.72 14.50 0.70 ~4.58 0.69 14.67 0.68 14.75 0.67 ' 14.83' 0.66 14.92 0.64 15.00 0.63 15.08 0.62 15.17 0.61 15.25 0.60 15.33 0;59 15.42 ' 0.57 15.50 0.56 15;58 .... 0;55 ......... 15.67 0.54 15.75 0.53 15.83 0.51 15-;92 .... ~58~''' 16.00 0.49 · ..16,Q8 ..... 0.48... 16.17 0.47" 16.25 0.46 16.33. 0.46... 16.42 0.46 814.02 0.02 814.03 0.05 814.05 0.07 814.06 0.09 814.08 0.11 814.09 0.13 814.10 0.16 814.11 0.20 84-4,, 1-2 ....... (~:23 ...... 814.13 0.26 814.14. 0.29 814.15 0.32 814.15 ' 0.34 814.16 O.37 814.17 O.39 814.17 O.'40 814.18 0.42 814.18 0.44 814.18 0.45 814.19 0.46 814.19 0.47 814.19 0.48 ' 814.19 0.48 814.19 0.49 814.20 0.50 8.14.20 0.50 814.20 O.5O 814.20 0.50 814.20 0,50 8,.1,~.2g,4~. 0:,5.1-.,. 814.20' 0.50 814.20 0.50 814.2:0 0.50 814.20 0.50 814.20 0.50 814.20 0.49 ._- 0.02 ..... 0.05 ..--- 0.07 ._-- 0.09 ....... 0,11 ._- 0,13 ___ --- 0.16 .-- 0.20 - .--- 0.23 ---- 0.26 .--- 0.29 --- 0.32 _-- 0.34 ................ 0.37 _-- 0.39 ___ 0.40 ._-- 0.42 ._.-. 0.44 .... 0.45 _.- 0.46 --- 0.47 --- 0.48 --- 0.48 ._._. .---- 0.49 _-- 0.50 --- 0.50 ._- 0.50 _._ .__ __.. _-- 0.50 .... 0,50 __. --- 0.50 << __. --- 0.50 _._. __- _._ --- 0.50 ___ --- 0.50 _._ __- ...._ .-..-- 0.50 ._.. .-- 0.50 __. _-- 0.49 Continues on next page... Page 1 English Reservoir No. 3 - westpond Pond Data Pond storage is based on known contour areas Stage / Storage Table Stage Elevation ff ft. Contour area Incr. Storage Total storage sqft cuff cuff 0:0'0' ......... ~t'O~OO .......... t0.,.000 ...... 1.00 811.00 10,877 3.QQ ........ 8.1.3.0.0... '. .13,.94.i. 4.00 814.00 15,542 5.00 815.00 ' 18,495 7.00 817.00 21,111 9.00 819.00 .. 23,810 10.00 820.00 25,191 13.00 823.00 29,456 10,439 10,439 24,.8.18. 35,257... 14,742 49,998 17,019 67,017 39,606 106,623 44,921 151,544 24,501 176,044 81,971 258,015 Culvert/Orifice Structures 'IAI ICI [9] Rise in = 30.0 0.0 0.0 0.0 Span in = 30~'0"' 0,(~" 0'~0 ..... No. Barrels = 2 0 0 0 Invert El. ft = 814.00 0.00 0.00 .0.00 Length ft = 190.0 0.0 0.0 0.0 Slope % = 0.20 0.00 0.00 0.00 N.Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multi-Stage = _-- No No No Stage '1 Storage / Discharge Table Stage Storage Elevation Clv A ft cult ft cfs 0.00 0 810.00 0.10 1,044 810.10 0.20 2,088 810.20 0;30' ...... 3,1'32' ....81'0:30 ..... Clv B cfs .0.00 --- 0.00 --- 0.00 -- 0.:00~ ...... __ 0.40 4,175 0.50... 5,219 0.60 6,263 0.70 7,307 0.80.. 8,351-. 0.90 9,395 1.00 10,439 810.40 0.00 -- &l.O.5d ....... Q~Q.~-- .... -- '810.60 0.00 --' 810.70 0.00 -- 810.80 0.00 --- 810.90 0.00 --- 811.00 0.00 -- Weir Structures tN [BI ici tO] Crest Len ft = 0.00 0.00 0.00 0.00 Crest" ET,'ft'" = 0:00 0.00 0.00 0.00 WeirCoeff. = 0.00 ' 0.00 0.00 0.00 Eqn. Exp. = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No CIv C .cfs Tailwater Elevation = 0.00 ft Note: All outflows have been analyzed under trdet and outlet controt. ClvD WrA WrB WrC WrD Discharge cfs cfs cfs cfs cfs cfs 0.00 ._ .-- 0.00 · _. -- 0.00 .~_ ._. _. _. .-. 0.00 __ _- 0.00 ..... 0.00 ..... 0.00. · ~ ..... ' -- 0.00 ._ .-. 0.00 _. --- 0.00 ..... 0.00 Continues on next page... · . .: · .Hydrograph Rep°rt ~ English Hyd, No, .lowes Hydrograph type Storm frequency 1st inflow-hyd. No. = 4 .......... = Combine · = 2 yrs ,.. ·. Peak discharge =. 25.61 cfs Time interval = 5' min 2nd inflow hyd. No.-- 3 Total Volume = 91,008 cuff Hydrograph' D~-cha'rge Ta'bfe Time .... '['~t' rnffow +. zn'~"riitTo'w'- (hrs) cfs cfs 2.17 2.25 2.33 2.42 2.50 2.58 2.67 2.75 2.83 3.00 3.08. 3.17' 3.25 3.33 3.42 3.50 3.58 3.67 3.75 3.83 3.92 4.00 4.08" 4.17 4.25. 4.33 ..... 4.42 4.50 4.58 4, 4.75 4.83 4.92 .... ' .... 5.00 5.08 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 O,OO 0.00 0.00 O'.OO ............... 0.00 0.00 0.01 0.01 0.01 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 0.06 , 0:06 ........ 0.07 0.07 0.08 0.08 0.09 0.09 0.10 '0.10 0.11 0.11 0.12' ' 0.12 0.13 0.13 0.14 0.14 · 0.15 0.15. 0.16 0.16 0;I'T ............ 0.17 0.18 Continues on next page... cfs 0.01 0.01 0.01 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0.06 O.06 0:'06 ....... 0.07 0.07 0.08 0.08 0.09 0.09 0.10 0.10 0.11 0.tl 0.12 0.12 0.13 0:13 0.14 0.14 0.15 0.15 0.16 0.16 0:17'" 0.17 0.18 ,.Hydrograph Report Pagei · Hyd. No. 6 lowes Hyd'rograph type Storm frequency Inflow hyd' No." Max. Elevation = Reservoir ...... Peak discharge = 22.68 cfs = 2 yrs Time interval = 5 min Reservoir name = eastpond = 815.85 ft Max. Storage = 5,047 cuff Total Volume = 91,008 cuff H~r~aph~:Di'soharge"*T'able ....... Time Inflow Elevation CIv A (hrs) cfs ft cfs ClvB ClvC ClvD WrA WrB WrC WrD Outflow cfs cfs cfs cfs . cfs cfs cfs cfs 2.33 0.01 813.51 0.00 ---- 2.42 0.02 813.51 0.01 .... 2.50 0.03 813.52 0.01 ----- 2.58 0.03 813.52 0.01 ' --- 2.67 0.04 813.53 0.02 --- 2.75 0.04 813.54 0.02 ----- 2.83 0.05 813.54 0.02 ---- 2.92 0.05 813.55 0.03 ----- 3.00 .... 0.06 ........ 8T3:56' .... 3.08 0.06 813.57 0.04 --- 3_lZ .... O.Q6.. .............. 8.13.5.7.. ........... 0..05 .... ----. 3.25 0.07 813.58 0.05 ----- 3.33 0.07 3.42 0.08 3.50 0.08 3.58 0.09 3.67 0.09 3.75 0.10 3.83 0.10 3.92 0.11 4.00 0.11 4.08 0.12 813.58 813.59 813.59 813.60 813.60 813.61 813.61 813.61 813.61 813.62 .813.62 813.62 0.06 --- 0.06 --- 0.07 --- 0.07 ..... 0.08 ----- 0.09 --- 0.09 ..... 0.10 ---- 0.10 ---- O.ll ---- 4.17 . 0.12 0.11 -- - '4.25 0.13 0.12 ---- 4.33 0.13 813.62 0,12 ---- 4.42 0.14 .......... 81'3:63 ..... 0.13 --- 4.50 0.14 813.63 0.13 ---- 4.58 0.15 813.63 0.14 ---- 4.67 0.15 813.63 0.14' ---- 4:75' 0.16"' ' .... 81'3:64 ....... (~:~5 .....- 4.83 0.16 813.64 0.15 ---- 4..92 ............ O..:t7. ......... 8.13.64 ......... 0.16 .... '~:~ 5.00 0.17 · 813.65 0.1.7 -- 5.08 0.18 813.65 0.17 5.17..'0.18 ..... 813.65. 0.18 5.25 0.19 813.65 0.18 .... 0.00 .... 0.01 __ 0.01 _.-- 0.01 ._.- 0.02 _.-- 0.02 ..... 0.02 _- 0.03 --- 0.04 ..... 0.04 - ._-- 0.05 .... 0.05 __- 0.06 __. 0.06 _-.. 0.07 _.-- 0.07 ...... 0.08 _-- 0.09 -- 0.09 _,..-.,-- ...... 0.10 _-- 0.10 __ 0.11 _-- 0.11 .. .--- 0.12 _-- 0.12 .__ -- 0.13 __ -- 0.13 ..._ .._-- 0.i4 ....... 0.i4 .... 0,,,15, __ -- 0.15 __ -- 0.16 __ -- 0.17 ...... 0.17 ___ .-- 0.18 _. --- 0.18 Continues on next page.,, Reservoir Report English Reservoir No. 4 - eastpond Pond Data Pond storage..is, based on known contour area. s Stage / Storage Table stage Elevation ff ff Contour area sqft 0':00 ..... 8.~3:50 ........ 2e(~' 0.50 814.00 1,523 1.5Q ........ 8.15..QQ ............... 2,5..1,,8 ..... 2.50 ...... 816;00" 3,605' 4.50 818.00 5,948 5.50 · 819.00 7,207 6.50 820.00 .... 8,512 9,50 823.00 9,877 Incr, Storage cult 431 3,062 9,553 6,578 7,860 27,584 Total storage. cuft 431 2,..4..5.! ........ .5,513 15,066 21,643 29,503 .57,086 Culvert/'Orifice Structures Weir Structures [Al [B] [C1 ID] IAI Rise in = 42.0 0.0 0.0 0.0 Span in = 42.0 0.0 0.0 0.0 Crest Len ft = 0.00 Crest El. ft = 0.00 No. Barrels = 1 0 0 0 WeirCoeff. = 0.00 Inve~t. EL.['r, ....... =.. 81350 .......... Q..QQ .......... O..0.0 ....... 0..OQ .......... Eqn .... Exp ......... =..0.00 Length ft = 200.0 0.0 0.0 0.0 Multi-Stage = No Slope % = 0.20 0.00 0.00 0.00 N.Value = .013 .000 .000 .000 Orif, Coeff. = 0.60 0.00 0.00 0.00 Multi-Stage = ----- No No No .lB] [C1' [D] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No No No Taiiwater EleVation = 0.00 ft .............. Note~AII-oulflows-have been~rmlyzed-under-inletaad-ouUet ........ ,~tage ~ Sto;'a~l;~Discharge Table Stage Storage Elevation Clv A Clv B ft cuff ft cfs cfs 0.00 ...... 0 ............... 813.50 0.00 -- 0.05 43 813.55 0.03 -- 0.10 86 813.60 0.08 --- 0.15 129 813.65' 0.17 --- 0':20' ...... 17'Z ...... 8'1'377ff ........... 0:3§ ....... -- 0.25 215 813.75 0,46 -- 0~30 ..... 258 .......... 81.3J~. ....... .~. 0,7-8 0.35 302 813.85 0.99 -- 0.40 345 813.90 1.23 --' 0;45 .... 388 .... 813.95 1.50 -- 0.50 431 814.00 1.81 -- Clv C cfs ClvD WrA WrB WrC cfs Cfs cfs 'cfs ,,,,,., . .. Wr D Discharge cfs cfs --- 0.00 --- 0.03 -- 0.08 --- 0.17 --- 0.35 -- 0.46 --- 0.78 ..... 0.99 -.. 1.23 --- 1.50 .-. 1.81 Continues on next page... '- Hydrograph Report Page '1 Hyd. No. 7' runoff into revised dan-pond Hydrograph type"'=' Combine' Storm frequency = 2 yrs 1st inflow.hyd-.No. = 1 ....... Hydrograph Discharge Table English Peak discharge =' 82.21 cfs Time interval = 5 min 2nd inflow hyd. No.= 6 Total Volume = 308,790 Cuff Time .... (hrs) 1st Inflow "' + .... 2nd Inflow cfs. cfs 2.50 ' 2.58 2.67 2.75 2.83 2,92 3.00 3.08 3.17 3~2-5-. 3.33 3.42 3,50 3.58 3.67 3.75 3,83 3.92 4.00 4.08 0.00 ' 0.00 0.00 . 0.00 0.00 0.00 0.00 0.00 0.00 ~.00 ......... 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.09 0.10 · 4.25 0.12 4.33' 4.42 4.50 4.58 4.67 .... ' 4.75 4.83 4.92 ,5.0O .... 5.08 5,17 5.25 '" 5.33 5,42 ... 0.13 0.15 0.16 0.~7 ..... 0,19 ..... 0.20 0.21 0.23 0,,.24- ..... 0.26 0.27 0.28 0.30 · .. 0,3! .. 0.01 0.01 0.02 0.02 0.02 0.03 0.04 0.04 0.05 0.06 0.06 0.07 0.07 0.08 0.09 0.09 0.10 0.10 0.11 ..... 0';'1-1 ................. 0.12 0.t2 0.13 0.13 0.14 · ' 0.14 0.15 '0.15 0.16 0,.,.~7 ...... 0.17 0.18 0.18 0.19 0.20 Continues on next page.,, Outflow cfs 0.01 0.01 0.02 0.02 0.02 0.03 0.04 0.04 0.05 0..05 0.06 0.07 ... 0.09 0.10 0.12 0.14 0.16 0.17 0.19 .' 0.21 ...... 9.~22- 0.24 0.26 0.28 0:29 0.31 0.33 0.35 0.37 0.39 0,41, 0.43 0.45 0.47 0.49 0.51 Hydrograph Report Paget English Hyd. No. 8 check danbury pond Hydrograph type Storm frequency Inflow hyd "' No:"' Max: Elevation ='Reservoir = 2 yrs = 810.92 ft Peak discharge Time interval Reservoir name Max. Storage ,, = 12.39 cfs = 5 min = revised danbury = 165,329 cuff Total Volume = 305,380 cuff H y dre§ r:a ~P~. :" Dis~.h a rg e~..;I;:a ble. ..... Time Inflow Elevation Clv A (hrs) cfs ft cfs 4.00 0.19 809,25 4.08 0.21 809,25 4.17 0.22 809.26 4.25 0,24 809,26 4,33 0.26 809,26 4.42 0.28 809.26 4.50 0.29 809.26 4.58 0,31 809,26 4:6'7' .... t3:3~ ..... 809:26 .... ClvB ClvC CIvD WrA WrB WrC WrD Outflow cfs cfs cfs cfs cfs cfs cfs cfs 0.00 .... 0.00 ..... 0.00 ---- 0.00 --- 0.00 ---- 0.00 ..... 0.00 ---- 0.00 --- 4.75 0.35 809.26 0.00 4,.83, ...... Q,3,7 ................ 8D9.2.6 ............. O, OQ. 4.92 0.39 809.26 5.00 0,41 809,26 5.08 0,43 809,27 5,17 0.45 809.27 5,25 0.47 - 809,27 5.33 0,49 809.27 5,42 0.51 809,27 5,50 0,53 809,27 ...... ..... 5.5B- - 0.55 ....... -8'0g:28' 5.67 0,57 809.28 5,75... 0.59. 809.28' . 5,83 0.61 809.28.. 5,92 0,63 809.28 6,00 0,66 809,28 6.08 ....... 0,68 .......... 809'.29 ' 6,17 ' 0.70 809,29 6,25 0,72 809,29 6,33 0.74 809,29 6:4Z" · 0:76 ........ 809:30'~'' 0.00 --- 0.00 ---- 0.01 .... 0.01 --- 0.01 .... 0.01 --- 0.01 --- , 0'. O1 ......... ':"'=:- ........ ='=-'-' ' - "="=' ....... - ..... 0.01 0.01 ---- '--' .. 0.01 ...... --"- . 0.01' - .... 0.01 --- --- 0.01 .... --- 0.01 --- --- '--- 0.01 --- --- '--- 6,50 0,78 809,30 '6.58 ..... 0.8.1 ......... 8.0,9..3(~ ......... O..OZ... 6,67 0,83 809,30 0,02 6.75 0,85 809,31 0.02 6.83.- 0,87 ..... 809,31 0,03 6,92 0,89 809,31 0,03 0.02 --- --- '-- 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 0.01 0.01 0.01 0.01 0.01 · 0.01 .... -0 .-0-~ ........... 0,01 0.01 0,01 ' 0'.01 0,01 0.01 0.01 0.01 0,01 0,01 0,02 0,02 0,02 0,02 0.O3 0.03 Continues on next page,,, Rese.rvoir Report English Reservoir No. 2 - revised danbury pond .Pond Data = 4.75 ft Bottom.area-. = .95000.0 sqff ..Side sl0pP.= = 4.0:1 Bottom elev. = 809.25 ft Depth . Stage/. Storage Tab!.e stage Elevation Contour area Incr. Storage Total storage ft ft sqff cuff cuff 0.47 809.72 97,357 45,684 45,684 0,9,5 ............ 8~:tQ~ZQ ........ 99.,Z43...:. ..46,8.1.2 ......92,..4.96 ..... i .42 810.67 " 102' 1'57" 47,956 140,451 1.90 811.15 104,601 49,115 189,566 2.38 811.63 107,073 50,289 239,855 2.85 812.10 -. 109,575 51,479 291,334 3.32 812.58 112,105 52,684 344,018 3.80 813.05 114,664 53,905 397,923 4.27 813.53 117,252 55,141 · 453,064 4.75 814.00 119,869 56,392 509,456 Culvert/.Orifice Structures IAI IS] ICI Rise irt S'pan'irr'" No. Barrels Invert El. ft = 24.0 0.0 0.0 =1 0 0 = 809.25 0.00 0.00 Length fl: = 300.0 0.0 0.0 Slope % = 1.00 0.00 N-Value : .013 .000 .... OdL .Coeff.. = 0:_60_ ...... 0._0__0 Multi-Stage = "'- No Weir Structures ID] IAI [BI ICI ID] 0.0 Crest Len ff = 0,00 0.00 0.00 0.00 ~,~ ......... · ...... G, re~t-Ek-.ft ......... =~ g._.00, 0.00 0.00 0.00 0 Weir Coeff. = 0.00 0.00 0.00 0.00 0.00 Eqn. Exp. = 0.00 0.00 0.00 0.00 0.0 Multi-Stage = No No No No 0.00 0.00 .000 .000 · o.0o_ _..o,_o,o ....................................... No No Tailwater Elevation = 0.00 ft · -.----- · ' Note: All outflows have been analyzed under Inlet and outle[ control. Stage I Storage I Discharge Table st~ige .... st'drage Elevation Clv A ' Clv B ft cuft ft cfs cfs 0.00' 0 809.25 0.00 -- 0:05 .......... 4; 6s' .... 80 :'3o ........ 0:02- ..... .0.09 9,137 809.34 0.07 --- e.44 ..... 1.3,.705-, .... 809.39 ...... 0..1-3 ....... 0.19 18,274 809.44 0.23 809.49 0,35 809~53 0.52 809.58 0.73 809.63 0.88 809.68 1.16 8O9.72 1.35 CIvC CIvD WrA WrB WrC WrD Discharge cfs cfs cfs cfs cfs cfs cfs 0.24 22,842 0.28 .... 27.,410' 0.33 31,979 0.38 36,547 0.43 41,1.16 0.47 45,684 -- 0.00 -- -- '- __ .... 0.02 -- -- '- -_ 0.07 -- -- -- _ _ 0.13 ~ ...... --- '- '- -- 0.23 -- -- -- -- ._ 0.35 .... '- ._ ._ 0.52 -- -- -' '- __ ._ 0.73 -- -- ..... '- .- 0.88 .,.,,,. --- -- -- '- .- 1.16 ..... -- -- -- -' .- 1.35 Continues on next page... ' Hydrogr; ph..Summary,. Report Hyd. Hydrograph Peak Time to Volume Inflow Maximum Maximum No, type flow' peak hyd(s) elevation storage L (origin) (cfs) (min) (cuff) (ft) (cuff) L1 SCS Runoff 89.83 2.. SCS Runoff 32.79. .. 3 'SCS Runoff 37.71 4 Reservoir 5.63 · 5 C°mbine '37.71 [-.6 .......... Bese~c~[r. ......50.2.5 .... Combine 120.08 Reservoir 18.74 725 335,991 · 720 98;668 · 72O 113,475 740 48,673 720 ;1'62,144 .7..25... ...... !.62.,1..44 .... , . 725 498,135 765 494,669 Proj. file: 146th.gpw________._~~le' indy. lDF 2 814.71 62,038 5 ........ 8J 6.76 9,158 1+6 7 811.79 257,252 Page I Hydrograph description Renaming Drainage westside eastside west1 Iowes low~s runoff into revise check danbury pond --~un date: 02-28-2001 Hydrograph Report Page t English Hyd. No. 1 Renaming Drainage Area Hydrograph type Storm frequency Drainage' area Basin Slope Tc method Total' .prec.': ..... Storm duration -- SCS Runoff = 10 yrs = 25.51'ac ' = 3.0% = USER" =... 4-._.20--~n ......... = 24 hrs · Hydrograph Discharge Table peak discharge = 89.83 cfs Time interval = 5 min Curve 'number = 95 Hydraulic length = 1800 ft Time of conc. (Tc) = 20 min Distr, ibution ..... = Type II Shape factor = 484 ,. Total Volume = 335,991 'cuff Time -- Outflow Time -- Outflow (min cfs) (rain cfs) 150 0.01 -- 155 0.02 160 0.04 '165 0.06 170.. (~,O& ..... -- 175 0.10 180 0.12 185 0.14' -- 190 0.17 195 0.19 '200 0.21 205 0.23 -- 210 0.25 215 0.27 220 0.29 -- 225 0.31 230 0.33 235. 0.35 240 0.37 -- 245 0.39 250 0.41 255 ........ 0.43 .......... 260 0.45 265 0.47 27O O.5O 27.5 ........ 0..52, ......... 280 0.54 285 0.56 290 0.59" 295 0.61 300 .....0,63 305 0.66 310 0.68 315 0.71 320 0.73 325 0.75 33Q ...... Q.7. 8~ .. 335 O.80 340 0.83 345 .... 0~'85 ...... 350 0.88 355 0.90 360 0.93 365 0.95 370 0.98 375 1.00 380 1.03 385 1.05 39.0 1.08 395 1.10 400 1.13" 405 1.15 410 1.18 .... 415 1,20 420 1.23 425 1.25 430 1.28. 435, ............. 1_;5~ ............... 440 1.33 445 1.35 450 1.38 455 1.40 460 1.43 465 1.45 Time -- Outflow Time -- Outflow (min cfs) (rain cfs) 470 1.48 475 1.50 480 1.53 485 1.56 490 1.59 495 1.63 5OO 1.69 '505 ' .... ..... 1';75 .......... 510 1.82 515 1.90 52O 1.98 525 2.06 530 2.14 535 2.22 540 2.30 545 2.38 550 2.46 555 2:52 560 2.56 565 2.59 570 2.62 575 2.64 580 2.68 585 2.74 590 . 2.82 595 ....2.93 600 3,04 605 3.18 6-1'O ....... 3~'32 ........... 615 3.48 620 3.65 625 3.83 63O 4.O3 635 4.23 64O 4.45 645 4.70 650 4.98 655 5.29 660 5.61 665 5.87 670 6.20 675 6.61 680 7.28 685 8.04 690 8.86 695 10.59 700 14.67 705 22.69 710 36.48 715 58.52 720 79.77 725 89.83 << 730 80.72 735. 63.01 740 45.85 745 30.34 750 18.55 755 13.58 760 11.84 765 10.42 770 9.35 775 8.55 780 7.94 785 7.45 Continues on next page... , HydrograPh Report Page English Hyd. No..2 westside Hydrograph type Storm frequency Drainagf9 area Basin Slope Tc method Tot. a~-..l~e~ip, ...... Storm duration SCS Runoff ......... 10yrs 7.53 ac ...... 2.0% USER .... 4.,20:..i~ 24 hrs Peak discharge = 32.79 cfs Time interval = 5 'min Curve number = 97 Hydrauliclength = 900 ft Time of conc. (Tc) = 11 rain D.istdbution = Type I1' Shape factor = 484 Total Volume = 98,668 cuff Hydrograph Discharge Table Time -- Outflow Time -- Outflow (min cfs) (min cfs) Time -- Outflow Time -- Outflow (rain cfs) (rain cfs) 95 0.01 100 0.01 105 0.02 110 O.O3 1.1.5.. 0,..(3.4. 120 0.05 1'25 0.06 1'30 ......0~06 ........ 135 0.07 140 0.08 145 0.09 150 0.09 155 0.10 160 0.11 165 0.11 170 0.12 175 0.13 180 0.13 185 0.14" ' 190 0.15 195 0.15 200 ......... 0.1.6 ....... 205 0.17 210 0.17 215 0.18 22Q ......... 0.J9 ...... 225 0.19 2:30 0.20 23.5 .....0'.20' 240 0.21 245 0.22 250 0.22 255 0~23 26O O.24 265 O.24 270 0.25 .275 0.26 280 0.26 285 O.27 290 ........... 0;'28 ........... 295 0.28 300 0.29 305 0.30 310 0.30 315 0.31 320 0.32 325 0.33 330 0.33 335 0.34 340 0.35 345 ..... 0.35 ...... 350 0.36 355 0.37 360 .... 0.37 365 0.38 370 0.39 375 0.39 · 3.80 .... 0.40 385 0.41 390 0.42 395 ..... 0:'42 .................... 400 0.43 405 0.44 410 0.44 -.. 415 0.45 420 0.46 425 0.46 430 0.47 435 0.48 440 0.~8 445 0.49 450"' ......... 0';50' ............. 455 0.50 46O 0.51 465 0.52 470 0.52 475 0.53 480 0.53 485 0.54 490 0.56 495 0.57 500 0.60 505 .0.62 510 0.64 515 0.67' 520 0.69 '525 0.72 530 0.74 535 0.76 540 0.79 545 0.81 550 0.83 555 ............... 0:8:4 ........ 560 0.84 565 0.84 570 0.85 575 0.85 580 0.87 585 0.9O 590 O.93 595 O.97 600 1.01 605 1.05 610 1.10 615 · 1.15 620 1,21 625 1.27 630 1.32 635 1.39 640 1.46 645 1,55 650 1.64 655 1.74 660 1.84 665 1.88 670 1.96. 675 2.21 680 2.47 685 2.75 690 2.99 695 3.83 700 6.32 705 10.54 710 16.93 715 26.88 720 32.79 << 725 26.38 730 15.55 Continues on next page... ,,.Hydrograph Report Page t English Hyd. No. 3 eastside Hydrograph type Storm .frequency Drainage area Basin Slope Tc method Tota+-, p~ecip~ ......... Storm ~luration = SCS Runoff .... = 10yrs = 8.66 ac ..... = 2.0% = USER =. .. .. ¢" ......... = 24 hrs Peak discharge : 37.'71 cfs Time interval : 5 min Curve number = 97 Hydraulic length = 900 ft Time of conc.. (Tc) = 11 rain Dist~ibutio.n = Type !1 Shape factor = 484 Total Volume = 113,475 cuff Hydrograph Discharge Table Time ' Outflow Time -- Outflow (min cfs) (rain cfs) 95 0.01 100 0.02 105 0.03 110 0.04 1.15.. O.04 .... 120 0.05 125' 0.06 130 .0.07 ' 135 0.08 140 0.09 145 0.10 150 0.11 155 0.12 160 0.12 165 0.13 170 .0.14 175 0.15 180 0.16 185 0.16 '190 0.17 195 0,18 355 200 ........ 0,.19 ' · '360. 205 0.19 365 37O 375 380 ........ 385 $90 210 0.20 215 0.21 22Q .......... 0.2.~ ....... 225 0.22 230 0.23 235 ..... 0.23 ...... 240 0.24 245.. 0.25 250 0.25 255 0.26 260 0.27 265 0.28 270 0.29 27_5.. 0.29 280 0.30 285 0.31 2go' 0':32' ..... 295 O.33 300 0.33 305 0.34 310 0.35 315 0.36 320 0.37 325 0.37 330 0.38 335 0.39 340' 0.40 345 0.41" · 350 0.4~. 0.42 0,43 0.44 0.45 0.45. ·. O,4.6. 0.47 0.48 395 ............ 0'.'4~ ........ 400 0,49 405 0.50 410 0.51 Time -- Outflow Time -- Outflow · (rain cfs) (min cfs) 415 0.52 575 0.98 420 0.52 580 1.00 425 0.53 585 1.03 430 0.54 590 1.07 435 0.55 595 1.12 440 0.55 600 1.16 445 0.56 005 1.21 4'50 ....... 0:5'7' ...... 610 1.26 4.55 0.58 615 1.32 460 0.58 620 1.39 465 0.59 625 1.46 470 0.60 630 1.52 475 0.61 635 1.60 480 0.61 640 1.68 485 0.62 645 1.78 ' 490 0.64 650 1.89 495 0'.66 655 2.00 500 0.69 660 2.11 505 0.71 665 2.16 510 0.74 670 2.26' 515 0.77 675 2.54 520. 0.80 680 .2.84 525 0.82 685 3.16 530 0.85 690 3.43 535 0.88 695 4.41 540 0.91 700 7.27 545 0.93 705 12.12 550 0.95 710 19.48 555 .......... O:g6 ......... 715 30.91 560 0.97 720 37.71 << 565 0.97 725 30.33 570 0.97 730 17.88 Continues on next page.,. ,Hydrograph Report Page 1 English Hyd. No. 4 west1 Hydrograph type Storm frequency Inflow hyd. No. Max. Elevation = Reservoir = 10 yrs = 814.71 ft H ydr ograp h-Discha, r g ~..'!: able Time Inflow Elevation Clv A (rain) cfs ft cfs Peak discharge Time interval Reservoir name Max. Storage = 5.63 cfs = 5 min = westpond = 62,038 cuff Total Volume = 48,673 cuff 725 26.38 -- 730 15.55 735 7.58 740 4.73 745 4.17 -- 75O 3.61 755 3.09 760 2.70 -- 765' ' 2~46 770 2.30 CIvB CivC CIvD WrA WrB WrC WrD Outflow cfs cfs cfs cfs cfs cfs cfs cfs 77,5 ........ 2_1.7 ......... '780 2.04 785 1.92 790 1.82 795 1.73 800 1.66 805 1.59 810 1.52 815 1.45 82O 1.39 825 1.34 830-. 1.29 .... 835 1.24 840 1:19 845 1.14 814.25 0.91 .......... 814.58 4.08 ........ 814.70 5.50 .......... 814.71 << 5.63 ....... 814.69 5.41 ......... 814.66 5.13 .................. 814.64 4.81 ........... 814.60 4.46 ...... 8-'~4~58-'- ,4:05 ............. 814.55 3.68 ............. _....__ 8.1.4.53 ...... 3.35 ....... 814.51 3.07 .......... 814.49 2.85 ........ 814.47 2.68 ---- --- ---" 814.46 2.51 814.45 2.37 ................ 814.43 2.23 ...... 814.42 2.11 ....... 814.41 2.00 ' --'-' '--' --' 814.40 1.90 ............... 814.40' 1.82 .... 814.39 1.77 .... ~ .... 814.38 1.72 ...... 814.37 1.67 - ....... 814.36 1.63 '--- ---. "-' --- 1.58 1.53 1.49 1.45 850" 1.1'1 ........... 81:4.35 ..... 855 1.08 814.35 860 1.06 814.34 865 1.04 814.33 870 ..... ?:03"' ' 8'r4:32 ......... 875 1.01 814.32 1.37 --- 880 ......... 0~9. ................. 8.14.31.. ........ 1 ..33 ..... --- 885 0.97 814.30 1.30 ---- 890 0.96 814.30 1.27 .... 895 ....0.94 ..... 814.29 1.23 900 0.92 814.29 1.19 ----- ......... 0.91 .... 4.08 ....... · ___ _-- 5.50 _____ ---- 5.63 << --- 5.41 ..... 5.13 .... 4.81 ..... 4.46 ___. ----- 4.05 ........ 3.68 ........ 3.35 ...... 3.07 ...... 2.85 ---- 2.68 --- 2.52 .... 2.37 .......... 2.23 ---- 2.11 -.-- 2.00 ......... 1.90 .... ~ .82 .... 1.77 ...... 1.72 ___ --- 1.67 ..... 1.63 .... 1.58 ---- 1.53 --- 1.49 ........ 1.45 ...... 1.41 ....... 1.37 .___ .__._ ---- 1.33 ___ __ --- 1.30 ___ ..__ --- 1.27 .._. ___ --- 1.23 .__ ___ --- 1.19 Continues on next page.'.. ...Reservoir Report English Reservoir No. 3 -westpond Pond Data Pond storage is based o.n knoWn cont0, ur ~re.as Stage/. Storage,Table Stage Elevation ff Contour area Incr. Storage sqft cuff Total storage 'cuff 0.0e' 850-.@0-... t.0~.000 ........ O. .... 0 1.00 811.00 10,877 10,439 10,439 3..00.. 813.00 . 13,941 24,818 35,257 4.00 814.00 15,542 14,742 49,998 5.00 815.00 18,495 17,019 67,017 7.00 817.00 21,111 39,606 106,623 9.00 819.00 23,810 44,921 151,544 10.00 820.00 25,191 24,501 176,044 13.00 823.00 29,456 81,971 258,015 Culvert/Orifice Structures IAI lB] lC] [Ol Rise in = 30.0 0.0 0.0 0.0 Span in = 30~0' ' 0'0 ..... 0',0 ...... O:0 No. Barrels = 2 0 0 0 Invert El. ft = 814.00 0.00 0.00 0.00 Length ft = 190.0 0.0 0.0 0.0 Slope % = 0.20 0.00 0.00 0.00 N.Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multi-Stage = --- No No No stage / Storage'/DiScharge. Table Stage Storage Elevation Clv A Clv B ft cuff ft cfs cfs 0.00 0 '81'0.00 0.00 -- 0.10 1,044 810.10 0.00 --- 0.20 2,088 810.20 0.00 --- 0:30' .... 3;1'32 ....81'0':-30 ....... 0~0 .............. 0.40 4,175 810.40 0.00 -- 0.50 ...... 5~19- ....... 810.5.0 ...... 0.00 ........ --. 0.60 6,263 810.60 0.00 -- 0.70 7,307 810.70 0.00 -- 0.80 ..... 8,351 " 810.80 0.00 -- 0.90 9,395 810.90 0.00 -- 1.00 10,439 811.00 0.00 --- Weir Structures IAI ICI Crest Len ft = 0.00 0.00 0.00 0.00 Ctest"Er-" fi' .... =-0'.00 0.00 0.00 0.00 Weir Coeff. = 0.00 0.00 0.00 0.00 Eqn. Exp. = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No Tailwater Elevation = 0.00 ft Note: All outflows have been analyzed under Inlet and outlet control. · ... · , CIv C cfs · Clv'D Wr'A WrB WrC WrD Discharge cfs cfs cfs cfs cfs cfs ..... 0.00 __ -- 0.00 _. -- 0.00 ._. -- 0.00 .... 0.00 -- 0.00 0.00 · ..... 0.00 -- 0.00 ...... · -- 0.00 ..... 0.00 Continues on next page... English Hyd. No. 5 Iowes HydrographtYpe = .Combihe Storm frequency = 10 yrs 1st'inflow hyd. No. ='4 ..... · Kydt, og rapllDiScharge'Tabl'e ..... Time ~St lnflbw. +"' zndlhfl'OW (rain) cfs cfs 95' 0.00 0.01 100 0.00 0.02 1.05 0.00 0.03 -- 110 0.00 0.04 115 0.00 O.O4 120 0.00 0.05 -- 125 0.00 0.06 130 0.00 O.O7 135 0.00 O.O8 1.4Q... 0.0Q. 0,09 145 0.00 0.10 150 0.00 0.11 155' ' 0.'00 .... 0:T2 ....... -- 160 0.00 0.12 165 0,00 0.13 170 0.00 0.14 175 0.00 0.15 -- 180 0.00 0.16 185 0.00 0.16 190 0.00 0.17 -- 195 0.00 0.18 2OO 0.00 0.19 205 0.00 0.19 210 0.00 O.2O -- 215 0,00 0.21 220 0.00 0.21 225 ............... 0.00 .-' 0.22 -- 230 0.00 0.23 235 0.00 0.23 · · 240 .0.00 · .0.24 245 ......... Q-.QQ ....... 0..25 . -- 250 0.00 0.25 255 0.00 0.26 260 0.00 ....... 0;27 ....... -- 265 0.00 0.28 270 .......... 0.00 0~29 Continues on next page,.. Peak discharge : 37.71 cfs Time interval : 5 min 2nd inflow hyd. No.= 3 Total Volume = 162,144 cuff OUtflOW' cfs 0.01 0.02 0.03 0.04 0.04 0.05 0.06 0.07 0.08 0.09 0.10 0.11 0;1'2 ...... 0.12 0.13 0.14 0.15 0.16 0.16 0.17 0,18 0.19 0.19 0.20 0.21 0.21 0.22 0.23 0.23 0.24 0.25 O.25 0.26 0':27 .... . 0,28 0.29 ,HydrOgraph Report . Page '1 English Hyd. No. 6 Iowes Hydrograph type Storm frequency Inflow hyd. No: Max. Elevation = ReServoir ....... = 10 yrs = 816.76 ft Hydr. ograph:.Discha¢g~-:Eabte''' Time Inflow Elevation CIv A (rain) cfs ft cfs Peak discharge Time interval Reservoir name Max. Storage 105 0.03 110 O.04 115 0.04 120 0.05 125 0.06 130 0.O7 135 O.O8 140 0.09 1'45 150 . 0,11 1,55,, 0,12 ..... 160 0.12 165 0.13 170 0,14 175 0.15 180 0.16 185 0.16 190 0.17 195 0.18 200 0.19 205 0.19 210 .. .0.20 .. 215 0.21 220 0.21 · 225 O.22 = 30.25 cfs = 5 min = eastpond = 9,158 cult 230 ....... 0.23 ......... 813.66 ........ 235 0.23 240 0.24 · 245 0.25, 250 ......0:25 2.55 0.26 260 ........ 0.27 ..... 813.68 ... 265 0.28 8-13.68 270 0.29 ' 813.68 275 ....0;29 .......813.68 280 0.30 813,69 Total Volume = 162,144 cuff ClvB ClvC ClvD WrA WrB WrC WrD Outflow cfs cfs cfs cfs cfs cfs cfs cfs 813.51 0.01 ........ 813.52 0.01 ---. ..... 813.53 0.02 ..... 813.54 0.02 ......... 813.55 0.03 ........... 813.56 0.04 ...... 813.57 0.05 ..... 813.58 0.06 .......... 8,1-3:59- ....(~,0.7 ........... ,- '--- 813.60 0.08 .......... ,813.61 0.10 ...... '- ---' 813.62 0.11 813.62 0.12 ....... 813.63 0.13 ---- --- --- 813.63 0.14 ----- --- --- 813.63 0.14 ....... 813.64 0.15 .......... 813.64 0.16 ......... 813.65 0.17 ..... 813.65 0.17 ........ 813.65 0.19 ......... 8.13.66 ..... 0.19 . ..~.--~.. ..... ---- '--' 813.66 0.20 ..... 813.66 0.21 ..... 813.66 0.21 ......... 0.22 --- --- --- 813.67 0.23 ---- --- "-- 813.67 0.24 ' ---- ---- --- 813.67 .0.24 --- · --- --- .. 8.t.3,,67 .......... 0~,25- · ............... 813.67 0.26 --- --- '--- 0.26 0.27 0.28 ..... 0.29 0.30 .... --. --- · · · .... --- 0.01 --- 0.01 --- 0.02 ..... 0.02 --- 0.03 --- 0.04 --- 0.05 --- 0.06 ---- 0.07 ---- 0.08 ---- 0.10 --- 0.11 ---- 0.12 --- 0.13 ..... 0.14 ---- 0.14 ---- 0.15 --- 0.16 --- 0.17 --- 0.17 --- 0.18' ..... 0.19 --- 0.20 ---- 0.21 --- 0.21 --- 0.22 --- 0.23 --- O.24 ~ 0.24 __ 0.25 --- O.26 --- 0.26 ..... 0.27 --- 0.28 --- 0.29 --- 0.30 Continues on next page... ,Reservoir Report Reservoir No. 4 - eastpond Page 1 English Pond Data Pond storage is based on known contour.areas Stage I Storage Table Stage Elevation Contour area ff ff sqff 0tOO ....... 8't3-:50 .......... 200- 0.50 814.00 1,523 1.,50.-.........-~ - 8.t5.Q0 ............... 2,5,.18 ....... 2.50 816.00 3,605 4.50 818.00 5,948 5.50 819.00 7,207 6.50 820.00 8,51'2 9.50 823.00 9,877 Incr. Storage cuft 431 2,0..21 ........ 3,062 9,553 6,578 7,860 27,584 Total storage cuff 431 2,451 5,513 15,066 21,643 ' 29,503 57,086 Culvert / Orifice' Structures IAI [BI ICI Rise in = 42.0 0.0 0.0 Span. in = 42.0 0.0 0.0 No. Barrels = 1 0 0 lnver~.EL:..ft. ..... =. &1,3.50 ...... 0..Q0. ......... .0.0Q.. Length ft = 200.0 0.0 0.0 Slope % = 0.20 0.00 0.00 N-Value = .013 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 Multi-Stage = --- No No [DJ 0.0 0.0 0 .0.0.0., · 0.0 0.00 .000 0.00 No Stage I Storage I Discharge Table Stage storage Elevation Clv A ft cuff ft cfs Clv B cfs O.oO' ' o .......... 8 3.so o,Oo - 0.05 43 813.55 0.03 -.-- 0.10 86 813.60- 0.08 -- 0.15 129 813.65 0.17 -- 0:'20 .... 172 ....... 8~3':71:7 ......... 0.35' ....... -- 0.25 215 813.75 0.46 -- 0~.30 ...... 258 ............ 8.$3,80 ..... 0,.78- ......... 0.35 302 813.85 0.99 -- 0.40 345 813.90 1.23 -- 0.45' 388' ' 813.95 1.50 -...- 0.50 431 814.00 1.81 --- Weir'Structures [A] [B] [C] [D] Crest Len ft = 0.00 0.00 0.00 0.00 Crest EI. ft = 0.00 0.00 0.00 0.00 Weir Coeff. = 0.00 0.00 0.00 0.00 Eqn,Exp., ........ = 0.00. 0.00 0.00 0.00 Multi-Stage = No No No No Tailwater Elevation = 0.00 ft --'-----' Note: All outflows have been analyzed under inlet and outlet control. CIv C cfs ClvD WrA WrB Wr'C WrD Discharge cfs cfs cfs cfs cfs cfs ...... 0.00 ..... 0.03 ..... 0.08 ..... 0.17 .... .. ._. --- 0.35 ...... 0.46 ...... 0.78 .. ........ 0.99 ...... 1.23 ....... 1.50 .... ..... 1.81 Continues on next page... . .Hydrograph Report Page English Hyd. No. 7 runoff into revised' dan-pond Hydrographtype = Combine Storm frequency = 10 yrs 1'st i'nflo'~v 'hyd." Nb'. =' 1' ' ' Hyd fOgraph' Dr(~ cll'arg e" TaMe ...... Time' (min) 115 120 125 130 135 140 145 150 155 160 .... 165 170 175 180 185 190 195 2OO 205 210 215 22O 225. 23O 235 24O 245' 250 255 260 265 ..... 270 275 280 285 290 .... 1st lhfl'iSW'" + cfs 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.02 Q.Q4. 0.06 0.08 0.10 0.12 0.14 0.17 0.19 0.21 0.23 0.25 0.27 0.29 0.31 0.33 0.35 0.37 0:39" 0.41 O.43 O.45 0.50 0.52 · 0.54 0.56 0.59 2'h'd"'h~fl'O'W ' cfs 0.02 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.10 0.11 0.12 0.13 O, T4' ........ 0.14 0.15 0.16 0.17 0.17 0.18 0.19 0.20 0.21 0.21 0.22 O.23 O.24 0.24 0.25 0.26 0.26 Q2,7.... .... 0.28 0.29 0,30 .... 0.30 0.31 Continues on next page... -Peak discharge - 120.08 cfs Time interval : 5 min 2nd inflow hyd. No.-- 6 Total Volume = 498,135 cuff Oufftow ........... cfs 0.02 0.02 0.03 0.04 0.05 0.06 0.08 0.10 0.12 0.15 0.18 0.21 O~:Z4. ............. 0.27 0.30 0.32 0.35 0.38 0.41 0.44 0.47 0.50 0.52 0.55 0.58 0.60 0.63 0.66 0.69 0.72 O.74 0.78 0.81 0:84 ........ 0.87 0.90 : :Hydrograph Report Page l English Hyd. No.. 8 check danbury pond Hydrograph type Storm frequency Inflow hyd. No' ' Max. Elevation = Reservoir = 10 yrs =7 = 811.79 ft- Storage/ndication method used. Peak discharge Time interval Reservoir name Max. Storage = 18.74 cfs = 5 min = revised danbury = 257,252 cuff Total Volume = 494,669 cuff Hydrograpl~Discha[ge-'"[able ......... Time Inflow Elevation Clv A (rain) cfs ft cfs CivB CIvC CIvD WrA WrB WrC WrD Outflow cfs cfs cfs cfs cfs . cfs cfs cfs 190 0.32 809.26 195 0.35 809.26 200 0.38 809.26 205 0.41 809.26 210 0.44 809.26 215 0.47 809.26 220 0.50 809.26 225 0.52 809.27 230.-.' 0~55 ......80~,37 .... 235 0.58 809.27 240.. 0.60 .. 809.27 245 0.63 809.27 250 0.66 809.27' 255 0.69 809.28 260 0.72 809.28 265 0.74 809.28 270 0.78 809.28 275 0.81 809.29 280 0.84 809.29 285 0.87 809.29 290 0.90 809.29 295... 0,93 ....... 809.30-. 300 0.96 809.30 305 0.99 809.30 310 1.03 809.31 315 i .06 '80g:31 320 1.09 809.31 325 1.12 809.32 330 1.15 809.32 :53'5 ...... t: t'8 ........ 80~.~-32 ......... 340 1.22 809.33 345.. 1..25 ......... 809.33 350 1.28 809.33 355 1.31 809.34 360 "1:35 ........ 809.34 ' 365 1.38 809.35 0.00 ............ 0.00 ....... 0.00 ....... 0.00 ......... 0.00 ......... 0.00 ...... 0.00 ....... 0.00 ......... 0~(~ .............. 0.01 ........... 0.01 ---- --,- '-- 0.01 ...... 0.01 ........ 0.01 ....... 0.01 ...... 0.01 ........ 0.01 ........ 0.01 0.01 ...... 0.01 0.01 ..... 0.01 ,.....--- --- --- 0.02 ..... 0.02 ..... 0.02 ..... 0.03 ...... 0.03 .... 0.04 ...... 0.04 0.,04 ............................. 0.05 ..... 0.05. --- -- 0.06 ....... 0.06 --- ' ..... 0.07 .... 0.07 ..... -... --' ...... 0.00 .... 0.00 .... 0.00 ....... 0.00 ....... 0.00 .... 0.00 ...... 0.00 .... 0.00 ....... 0.01 ..... 0.01 ........ 0.01 .... 0.01 ....... 0.01 ___ --- 0.01 ___ --- 0.01 .... 0.01 __ --- 0.01 ..... O.01 ...... 0.01 ...... 0.01 .... 0.01 .... 0.01 _.._ -- 0.02 ___ -- 0.02 .... 0.02 .... 0.03 .... 0.03 ___ -- 0.04 __ --- 0.04 __ -- 0.04 .... 0.05 __ --- 0.05 __. -- 0.06 __ -- 0.06 ...... O.07 __ -- 0.07 Continues on next page... -Reservoir Report' Reservoir No. 2 - revised danbury pond Page English Pond Data Bottom area' =-95000.0 sqff '.Side slope ~' = 4.0'1 · Bottom elev. = 809.25 ft · . Stage-/Storage Table -. stage Elevation ff ff .. Contour area Incr. Storage sqft cuff 0;00 ..... 809:.25 ...... ' 95-;000 ...... 0.47 809.72 97,357 ~95.,--~ ...... . 8.~(~20 ................... 99~Z4.3. 1.42 810.67 102,157 1.90 81.1.15 104,601 2.38 811.63 107,073 2.85 812.10 ~" 109,575' 3.32 812.58 112,105 3.80 813.05 114,664 4.27 813.53 117,252 4.75 814.00 119,869 45,684 .46,8.12... ....... 47,956 49,115 50,289 51,479 52,684 53,905 55,141 56,392 Total storage cuft 45,684 .... 92,..4.~6 .......... 140,451 189,566 239,855 291,334 344,018 397,923 453,064 509,456 Depth = 4.75 ft Culvert/Orifice Structures IAI [B] [C] [D] Rise in = 24.0 0.0 0.0 0.0 Span-iff ..... =-'24':0' ........ O':'~- ...... 0:O ............ 0:0 ......... ' No. Barrels = I 0 0 0 Invert El. ft = 809.25 0.00 0.00 0.00 Length ft = 300.0 0.0 0.0 0.0 Slope % = 1.00 0.00 0.00 ' 0.00 N-Value = .013 .000 .000 .000 Orif. Coeff. = 0.60 0.00 0.00 0.00 Multi-Stage = ...... NO No No Weir Structures [Al [B] [C] [D] Crest Len ft =-0.00 0.00 0.00 0.00 (~rest-Ef:'ff ........ = .... {~.0t~' 0.00 0.00 0.00 WeirCoeff. = 0.00 0.00 0.00 0.00 Eqn. Exp. = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No Taiiwater Elevation = 0.00 ft · Note: All outflows have been analyzed under inlet and outlet conlrol. Stage / Storage / Discharge. Table Stage st~rag®'Elevati°n clv A Clv B ft cuff ft cfs cfs 0.00 0 809.25 0.00 --- 0.05 ...... 4;568' ........... 809':3'0 ...... 0';02 ................ 0.09 9,137 809.34 0.07 --- 0~14 ...... 13,705' "'809.3~ .....0,..t3 ............. 0.19 18,274 809.44 0.23 -- 0.24 22,842 809.49 0.35 -- 0.28 27,4~0 809.53 0.52 --- 0.33 31,979 809.58 0.73 -- 0.38 36,547 809.63 0.88 -- 0.43 41,116 809.68 1.16 --- 0.47 45,684 809.72 1.35 --- Clv C cfs CIvD WrA 'WrB WrC WrD Discharge cfs cfs cfs cfs cfs cfs ....... 0.00 ........ 0.02 0.07 ........ 0.13 ...... 0.23 ........ 0.35 ........ 0.52 .......... 0.73 ....... 0.88 ........ 1.16 ....... --- 1.35 Continues on next page... Hydrog r.aph..,Su mmary Report Hyd. Hydrograph Time to Volume Inflow Maximum Maximum peak hyd(s) elevation storage _No. type (fi) (cuft) (origin) (cfs) (min) (cuff) Page I Hydrograph description L 2 SCS Runoff .SCS Runoff .45.65 SCS Runoff 52.50 Reservoir -C'Oml~i'r~e ..... Reservoir .. , Combine Reservoir 18.37 6(7:0~ · 56.05 182.74 23.96 725 '4821726 720 139,523 ... · . 720 160,461 730 89,525 2 815.51 77,198 725 · 725 77O 249,985 5 732,711 1 + 6 729,197 7 818.01 15,116 812:~)4 385,810 Renaming Drainage westside eastside west1 ~owes Iowes runoff into revise check danbury pond Proj. file: 146th.gpw IDF file' indy. IDF Run date: 02-28-2001 ;Hydrograph Report Page t English Hyd. No. 1 Renaming Drainage Area Hydrograph type Storm frequency Drainage area Basin Slope Tc method T, otaLpreciP..,. Storm duration SCS Runoff 100 yrs 25'51'a~ .... 3.0% USER 5_80.,.[[z ...... 24 hrs Peak discharge = 126.69 cfs Time interval = 5 min Curve number = 95 Hydrauliclength = 1800 ft Time of conc. (Tc) = 20 min Distribution = Type il Shape factor = 484 Total Volume = 482,726 cuff Hydrograph Discharge Table Time -- Outflow Time -- Outflow (rain cfs) (min' cfs) 115 0.02 120 0.04 125 0.07 130 0.10 135 0.14 140 0.17 145 0.21 1'50 ............. 0:24' 155 0.28 160 0.31 165 0.35 170 0.38 175 0.41 180 0.44 185 0.48 190 0.51 195 0.54 · 200 0.57 205 0.60 210 0.64 215 0.67 220" "' 0.70 ......... 225 0.73 230 0.76 235 0.79 240 0.81 245 0.84 250 0.87 255' ' -" 0.90 .... :"':' "" 260 0.94 265.. 0.97. ......... 270 1.00 275 1.04 280 1.07 285 1.10 29O 1.14 295 1.17 300 ' 1'.21' ' 305 1.24 3~0" ......... "' ~r';28 ............... 315 1.31 320 1.35 325 1.38 33O 1.42 335 1.45 340 1.49 345 1.52 350 1.56 355 .1.59 360 1.63 365 1.66 37O 1.7O 375 1.73 380 ....1.76 385 1.80 ' 390 1.83 395 1.87 4O0 1.9O 4O5 1.94 410 1.97 415 .......... 2;el ......... 420 2.04 425 2.08 430 2.11 Time -- Outflow Time -- Outflow (min cfs) (min cfs) 435 2.14 440 2.18 445 2.21 450 2.25 455 2.28 460 .... 2"3'1 ..... 465 2.35 4-70-,.' 475 2.41 480 2.45 485 2.48 490 2.53 495 2.59 500 2.67 5O5 2.77 510 2.88 515 2.99 520 3.10 525 3.22 530 3.34 535 3.46 540 3.58 545 3.69 550 ' 3.80 555 3.88 560 3.94 565 ....... 3'.g8' " 57O 4.01 5.7-5 ...... 4.04 580 4.08 585 4.16 590 4.28 595 4.43 60O 4.60 605 4.79 610 5.00 615 5.22 62O 5.47 625 5.73 630 6.01 635 6;30 640 6.62 645 6.98 650 7.38 655 7.82 660 8.28 665 8.65 670 9.10 675 9.69 680 10.65 685 11.73 690 12.90 695 15.37 700 21.21 705 32.63 710 52.17 715 83.16 720 ' 112.85 725 126.69 << 730 113.61 735 88.53 740 64.29 745 42.46 750 25.91 Continues on next page... ;, Hyd rograp.h. Rep'ort Page English Hyd. No. 2 westside _ HydrograPh type = SCS Runoff Storm frequency = 100 yrs Drainage area = 7.53 ac Basin Slope = 2.0 % - Tc method = USER T..c~taL..pr. ecip ....... = 5,SQ.,:iL~ ...... _ Storm duration = 24 hrs Peak discharge = 45.65 cfs Time interval = 5 min Curve'number = 97 Hydrauliclength = 900 ft Time of conc. (Tc) = 11 min Distr, ibution = Type II Shape factor = 484 Hydrograph Discharge Table Time -- Outflow Time -- Outflow (min cfs) (min cfs) 70 0.01 230 75 0.02 235 80 0.03 240 85 0.04 245 90 0.06 ' 250 95 0.07 255 100 O.O9 26O 0.35 0.36 0.36 0.37 0.38 0.39 ' 0.40. 1'05': .......... 0':10 ............... 265 ......... 0':4"t' ............. 110 . 0.11 270 0.42 115 0.12 275 0.43 120 0.14 280 0.44 125 0.15 285 0.45 130 O. 16 290 0.46 135 0.17 295 0.47 140 0.18 300 0.48 145 0.19 305 ' 0.48 150 0.20 310 0.49 155 0.21 315 0.50 160 0.22 320 0.51 165 0.23 325 0.52 170 0.24 330 0.53 1'75 ......... 0.;25 .............. 335 0.54 180 0.26 340 0.55 185 0.27 345 0.56 190 0.28 350 0.57' 195 0.29 355 0.58 200 0.30 360 0.59 205 0.31 365 0.60 210'"" "0';32' ...... 215 0.32 22O. 0.33.. 225 O.34 Total Volume = 139,523 cuff Time -- Outflow Time -- Outflow (min cfs) (min cfs) 390 0.64 395 0.65 4OO O.66 405 0.67 410 O.68 415' 0':68 420 0.69 4'-25 ......... e:Te ......... ....... 430 0.71 435 0.72 440 0.73 445 0.74 450 0.74 455 0.75 460 0.76 465 0.77 470 0,.78 475 0.79 480 0.80 485 0.81 490 0.82 495 0.85 500 0.88 505 0.92 510 0.95 515 0.98 520 1.02' 525 1.05 ...... 370 ........ "-0':60' ...................... 530 ............ t:08 .......... 375 0.61 535 1.12 380 0.62 540 1.15 385 0.63 545 1.18 '.,,, 550 1.21 555 1.22 560 1.22 565 1.23 570 1.23 575 1.24 580 1.26 585 1.30 590 1.35 595 1.40 600 1.46 605 1.51 610 1.58 615 ' 1.65 620 1.73. 625 1.81 630 1.90 635 1.98 640 2.09 645 2.21 650 2.34 655 2.48 660 2.61 665. 2.67 670 2.79 675 3.13 680 3.50 685 3.89 690 4.22 695 5.41 700 8.89 ' 705 14.79 Continues on next page... ' Hydrograph Report Page i English Hyd. No. 3 eastside Hydrograph type Storm frequency Drainage'area' Basin Slope Tc method Total precip;.. Storm duration = SCS' RUnoff = 100 yrs = 8.66 ac- = 2.0% = USER = 5.80 in = 24 hrs Hydrograph Discharge Table Time -- Outfl°w Time -- Outflow (min cfs) (min cfs) 70 0.01 75 0.02 80 0.03 85 0.05 90 0.07 95" 0:08' 100 O.iO 110 0.13 115 0.14 120 0.16 125 0.17 130 0.18 135 0.2O 140 0.21 ..... ~ .......... -14-5 ...... 0.22--- 150 0.23 155 0.25 160 0.26 ....... -- 165 0.27 170 0.28 175 ....... 0.29 ....... 180 0.30 185 0.31 190 0.32 195 0.33 -- 200' .... 205 0.35 21.0 .....0...-36..:-'---~.:: ..-" · 215 0.37 220 0.38 '225 0.39 230 0.40 , 235 0.41 240 0.42 245 0.43 250 0.44 :255' ....0;45 260 0.46 270 0.48 275 0.49 280 0.50 285 0.51 290 0.52 295 0.54 3OO 0.55 '-395 .... -g,5-- 6 .......... 310 0.57 315 0.58 320 ..... 0;59 ....... 325 0.60 330 0.61 .... 335 ......0.62 340 0.63 345 0.64 350 0.65 355 0.66 360" ....... 0:67 ........ 365 0.68 37...0 ...... · ..... 0.,6~ ....... 375 0.71 38O O.72 385 O.73 Peak discharge = 52.50 cfs Time interval = 5 min Curve number = 97 Hydrauliclength = 900ft Time of conc. (Tc) = 11 min Distribution = Type II Shape factor = 484 Total Volume = 160,461 cuff Time -- Outflow Time -- Outflow (min cfs) (min cfs) 390 0.74 550 1.39 395 0.75 555 1.40 400 0.76 560 1.41 405 0.77 565 1.41 410 0.78 570 1.41 4'1'5 ..... O.7~'. 575 1.42 420 0.80 580 1.45 42,5 .............. 0,8..1, .............. 585. 1.49 430 0.82 590 1.55 435 0.83 595 1.61 440 0.84 600 1.68 445 0.85 605 1.74 450 0.86 610 1.82 455 0.87 615 1.90 460 0.88 620 1.99 ,----,465 ....... 0.89- · 62.5 ..... 2...Q9. 470 0.90 630 2.18 475 0.91 635 2.28 480 0.91 640 2.40 485 0.93 645 2.54 490 0.95 650 2.69 495 0.98 655 2.85 500 1.01 660 3.00 505 '1.05 665 3.07 510 1.09 670 3.21 515 1.13 · 675 3.59 520~ ........... 1':17 ........ 680 4.03 525 1.21 685 4.48 53.0.~] ......, ,1,25 ............ 690 4.85 535 1.29 695 6.22 540 1.33 700 10.22 545 1.36 705 17.01 Continues on next page... . ;Hydrograph Report Paget _..--...----~ English Hyd. No. 4 west1 Hydr0gra'ph type Storm frequency Inflow' hyd. No." Max. Elevation Storage Indication method used. = Reservoir ............ Peak discharge = 18.37 cfs - 100 yrs Time interval = 5 min =.-.2 - . ..... Reservoir name = westpond = 815.51 ft Max. Storage = 77,198 cuff Total Volume = 89,525 cuff Hydrograph Discharge Table Time Inflow Elevation ClvA ClvB CIvC ClvD WrA WrB (rain) cfs ft cfs cfs cfs cfs cfs cfs 715 37,50 814,19 0,49 ........ 720 45.65 << 814,86 7,55 ........... 725 36.67 815,33 15,21 ......... 730 21,60 815,51 << 18.37 ....... 735 10,52 815.48 17,90 ....... 740 6.56 815.36 15.80 ....... 745 5,78 815,23 13,29 ......... 750 5.01 815.12 11.52 ..... 755 4.29 815.03 10.08 .......... 760 3.75 814.94 8.74 ........ 765 3.41 814.86 7.60 --- '--~ 770 .......... 3~:' 1'9 ............ 81'4:?'9~' .......... 6:,69- ......... · ................ 775 3,01 814,73 5,97 ........ 780 2,83 814,69 5,38 ......... 785 2,66 814,64 4,90 .... 790 2,52 814.61 4,48 795 2.40 814.58 4.05 ...... 800 2.30 814.55 3.66 ......... 805 2.20 814.53 3.35 ...... 8~0 - -2,1-1 -8'14':51 3.08 ............--=-" '- --- 815 2,02 814,49 820~. 1,93 814,48 825 1.85 814,46 830 1,78 814,45 835 1,72 814,44 840 1.65'" 814,43 845 1.58 814.42 850 1.53 814.41 855 1.50 814.41 860 1.47 814.40 865 1.45 814.39 814.39 WrC WrD Outflow cfs cfs cfs 2.87 ............. · 2.71 ...... 2.56 .............. 2.43 ............. 2.31 .............. "2,20 ' - ............ 2.09 ............... 2.00 1,91 1.84 .............. 1.80 870 1.42 1.77 ........... 875 ........ 1-".40 ...... '. ":':-': '81'4.~8 ............ 1:7'3'-'"'-'-~--' "----' 880 1.37 814.37 1.70 ............ 885 ..... 1.35 814.37 1.67 890 1.33 814.36 1.64 ...... · .... --- ........ ..... 0.49 ___ --- 7.55 ..... 15.21 ....... 18.37 << ...... 17.90 ...... 15.80 ___ ---- 13129 .......... 11,52 ...... 10.08 ...... 8.74 ........ 7,60 ' .___ ---- 6.69 ..... 5.97 ....... 5.38 .... 4.90 ._._ --- 4.48 .___ --- 4.05 ...... 3.66 ..... 3.35 .... · - -3:08 .... .... 2.87 ....... 2.71 ___ ---- 2.56 ...... 2.43 ____ --- 2.31 .__ --- 2.20 ____ ---- 2.09 ____ ---- 2.00 .... 1,91 ._- --- 1,84 _,_,_ ---- 1,80 _,- ---- 1,77 .--- --- 1.73 ........ 1,70 ....... 1,67 .... 1,64 Continues on next page,,, *' :Hydrograph Report Page 1 English Hyd. No. 5 Iowes Hydrograph' type Storm frequency 1st' inflow hyd, No. = 4 .... = COmbine = 100 yrs Peak discharge = 60.05 cfs Time interval = 5 rain 2nd inflow hyd. No.-- 3 Tob31 Volume = 249,985 cuff Hydrograph.. D[scharge,..'i:.able ........ Tirrie (rain) 70 75 80 85 9O 95 100 105 110. 115 120 ' 125 135 140 145 150 155 160 165 170' 175 180 185 190 195 200 ..... 205 210 215 220 225 .... 230 23-5 240 245 ....... cfs cfs cfs 0.00 0.01 0.00 0.02 0.00 O.O3 0.00 0.05 0.00 O.O7 0.00 0.08 0.00 0.10 0.00 0.11 0.00 0.13 0.00 0.14 0:00 0.00 0.17 O:Og' ....... 0,$8, ........... 0.00 '- 0.20 0.00 0.21 0.00 0.22 0.00 0.23 0.00 0.25 0.00 0.26 0.00 0.27 0.00 ............... 0.28 ......... 0.00 0.29 0.00 0.30 0.00 0.31 0.00 0.32 0.00 0.33 .... 0.00 .............. 0.34 0.00 0.35 0.00 O.36 0.00 0.37 0.00 0.38 · 0':00" O: 3g ......... 0.00 0.40 O;OO ............ 0,4-1,-' ........... . - 0.00 0.42 0.00 0.43 Continues on next page... 0.01 0.02 0.03 0.05 0.07 O.O8 0.10 0.11 0.13 0.14 0':10"' 0.17 ' 0.,,.1.8 ............. 0.20 0.21 0.22 0.23 0.25 0.26 0.27 .... 0..28 ..... 0.29 0.30 0.31 O.32 0.33 0.34 0.35 0.36 0.37 O.38 O~3g" '" O.4O 0,4.1 0.42 0.43 Hydrograph Report Page '1 English Hyd. No. 6 Iowes Hydrograph type' = Reservoir Storm frequency = 100 yrs Inflow' hyd,-'No.' -= 5 ......... Max. Elevation = 818.01 ft Storage Indication method used. Peak discharge Time interval Reservoir name Max. Storage = 56.05 cfs = 5 min = eastpond = 15,116 cuff Total Volume = 249,985 cuff HydrograPh DisCharge Table Time Inflow Elevation Clv A (rain) cfs ft cfs ClvB ClvC ClvD WrA WrB W~'C WrD Outflow cfs cfs cfs cfs cfs cfs cfs cfs 80 0.03 813.51 0.01 85 0.05 813.52 0.01 90 0.07 813.54 0.02 95 0.08 813.56 0.03 100 0.10 813.57 0.05 105 0.11 813.59 0.07 110 0.13 813.61 0.09 115 0.14 813.62 0.11 120 0.16 813.63 0.13 125 0.17 813.64 0.1'5' 130 0.18 813.64 0.16 ---- -;- ...... 1'35 ...... ...' 0:.20~ ........... 8.'F3:65 .............. 0,..t8 140 0.21 813.66 0.20 145 0.22 813.66 0.21 150 0.23 813.66 0.22 155 0.25 813.67 0.24 160 0.26 813.67 0.25 165 0.27 813.68 0.26 170 0.28 813.68 0.27 175 ....0.29 ..... 8'13'.68'- '0.28 180 0.30 813.68 0.29 185 0.31 813.69 0.30 190 0.32 813.69 0.32 195 0.33 813.69 0.33 200 0.34 813.70 0.34 205 ...... 0.35 ........ 813:70 ..... 0.35 210 0.36 813.70 0.35 215 0.37 813.71 0.36 220. 0.38 813.71 0.37 225 0.39 813.71 0.38 230 0.40 813.72 0,3g 235 0.41 813.72 0.40 ....... 240 ......... 0':42 ............ 8~3.7-3 ............ 0:4't 245 0.43 813.73 0.42 ........... 250 ....0.44 ..... 813.73 0.43 255 0.45 813.74 0.44 ...... ... -'- 0.01 '0.01 0.02 0.03 0.05 O.O7 0.09 0.11 0.13 0.15 0.16. 0.18 0.20 0.21 0.22 0.24 0.25 0.26 0.27 ..... 0~28 ............ 0.29 0.30 0.32 0.33 0.34 0.35 0.35 0.36 O.37 0.38 0',39' 0.40 O.4't,.. 0.42 0.43 0.44 Continues on next page... . Hydrograph Report · Page t English Hyd.' No. 7 runoff into revised dan-pond Hydrograph type -~ Combine Storm frequency = 100 yrs 1 st inflow hyd. No. =-'1 Hydrogra, ph, Discharge.~abJe. Ti. me,.- '- (min) 1,$,t..:l,nflow ...... +,, .2ndJnflo~. cfs cfs o. 90 ' 0.00" 95 0.00 100 0.00 105 0.00 110 0.01 115 O.O2 120 O.O4 125 0.07 130 0.10 135 0.14 140" O;~7'" 145 0.21 1.50 .... 0~24~ ......... · 155 O.28 160 0.31 165 0.35 .170 0.38 175 0.41 180 O.44 185 0.48' 190 0.51 195 O.54 2OO 0.57 205 0.60 210 0.64' 215 0.67 220 0~.70 .......... 225 O.73 230. 0.76 235, O.79 24O 0.81 2'45 ...... 0::84 ......... 250 0.87 2.55' ............ 0,90 .................. 260 0.94 · 265 ............ 0.97 ...... Continues on next page... Peak discharge = 182.74 cfs Time interval = 5 min 2nd inflow hyd. No.= '6 · O~LtQo:~v cfs Total Volume = 732,711 cuff .. 0.02 0.03 0.05 0.07 0.09 0.11 0.13 0.15 0.16 0.18 0.21 · 0.24 0.25 0.26 0.27 0.28 0.29 0.30 0.32 0.33 0.34 0.35 0.35 0.36 0.37 0.38 0.39 0.40 0.41 0:4~,,~. ..... 0.43 0.4.4 0.45 0.46 0.02 0.03 0.05 0.07 0.09 0.13 0.17 0.22 0.26 0.31 0~'37'"' 0.42 0,47.. 0.51 0.56 0.61 0.65 0.69 0.74 0.78 0.82 0.87 0.91 0.95 0.99 1.03 1.07 1.11 1.15 1.18 1.22 1.30 1.3...4. ...... . . ! .38 1.43 . . ., .:Hydrograph Report Pag.__..,.~e 1 English Hyd. No. 8 check danbury pond Hydrograph type Storm frequency InflOw hyd. No. Max. Elevation Storage Indication method used. = Reservoir = 100 yrs = 812.94 ff H yd,m gr, a p h .. D is ch a rcjP-.~ T ab I e. Time Inflow Elevation Clv A (min) cfs., ft cfs 809.26 809.26 809.26 809.26 809.27 809.27 809.27 809.27 -- 195...... Q.8.7.... 8Q9.28~ .... 200 0.91 809.28 205 0.95 809.28 210 0.99 809.28" - 215 1.03 809.29 220' 1.07 809.29 225 1.11 809.29 --- 230 1.15 809.30 235 1.18 809.30 240 1.22 809.31 245 1.26 809.31 -- 250 1.30 809.31 255 1.34 809.32 260 1.38 - 809~32- -- 265 1.43 809.33 270. 1.47 809.33 275 1.52 809.33 280 1.57 809.34 -- 285 1.61 809.34 290 1.66 809.35 295 1.70 809.35 -- 3DO ...... 1.Z5. ..... 305 1.80 310 .-.1.84 ..... 809.37 315 '1.89 809.37 . - 320 1.93 809.38 325' ' ' '1:98 809.39 330 2.02 809.39 Peak discharge Time interval Reservoir name Max. Storage 155 0.51 160 0.56 165 0.61 170 O.65 175 0.69 180 0.74 185 O.78 190 0.82 = 23.96 cfs = 5 min = revised danbury = 385,810 cuff Total Volume = 729,197 cuff CIvB ClvC ClvD WrA WrB WrC WrD Outflow cfs cfs cfs cfs cfs cfs cfs cfs .... 0.00 --- --- 0.00 ..... 0.00 .... 0.00 ...... 0.01 ..... 0.01 .... 0.01 ..... 0.01 .... 0.0.1. ---- --- 0.01 .... 0.01 ..... ,-- O:'OT .... --- --- 0.01 ' --- 0.01 .... 0.01 ..... 0.02 .... 0.02 ..... 0.02 ...... 0.03 0.03 ..... 0.04 ...... 0.04 ........... 0.05 .... 0.05 --- --- 0.06 .... 0.06 --- ---- 0.07 ..... 0.07 ...... 0.08 ..... 8.Q9.36.~ ........ Q.Q9. ........ '--- 809.36 0.10 '--- 0.10 --- 0.1'1 "' --- 0.12 ---- 0.13 --- 0.13 --- ._. -- 0.00 ..... 0.00 ...... 0.00 ....... 0.00 .... 0.01 __ --- 0.01 ...... 0.01 .... 0.01 .... 0.01 .... 0.01 · -- 0.01 .... 0.01 ..... 0.01 ---- 0.01 .... 0.01 ..... 0.02 _._ -- 0.02 ._._ ---- 0.02 .... 0.03 .... 0.03 ...... 0.04 ' ..... 0.04 ___ --- 0.05 __ -- 0.05 __ ---- 0.06 __ --- 0.06 ..... 0.07 .... 0.07 ___ -- 0.08 __ -- 0.09 __. -- 0.10 .... 0.10 .__ --- 0.11 .... 0.12 ........ 0.13 ..... 0.13 Continues on next page... ~. · Reservoir Report Page i English Reservoir No. 2 - revised danbury pond Pond Data Bottom area = 95000,0 sqff.. Side slope.-~" 4.0:1 Bottom elev. = 809.25 ft Depth Stage .l Storage Table_ ..... stage Elevation Contour area ff ff sqff Incr. Storage Total storage cuff cuff Q. O0 809.25 95,000 0 .. 0.47 809.72 97,357 45,684 0.95 810.20 99,743 46,812 1'.42 ....... "" 8'10:67' ............. 1'02';1'5~''~ 1.90 811.15 104,601 49,115 2.38 811.63 107,073 50,289 2.85 812.10 109,575 51,479 3.32 812.58 112,105 52,684 3.80 813.05 114,664 53,905 4.27 813.53 117,252 55,141 4.75 814.00 119,869 56,392 0 45,684" 92,496 1'40;45'1" 189,566 239,855 291,334 344,018 397,923 453,064 509,456 = 4.75 ft. Culvert/Orifice Structures [A] [B] [C] [D] Rise in = 24.0 0.0 0.0 0.0 spart.in.,. = 24.0 0.0 0.0 0.0 No. Barrels = 1 0 0 Invert El. ft = 809.25 0.00 0.00 0.00 Length ft = 300.0 0.0 0.0 0.0 Slope % = 1.00 0.00 0.00 0.00 N-Value = .013 .000 .000 .000 Orif, Coeff. = 0.60 0.00 0.00 0.00 MUlti.Stage = .--- No No No Stage / Storage / Discharge Table Stage Storage Elevation cIvA' Clv B ft cuff ft cfs cfs 0.00 0 0.05 .... 4,56& 0.09 0.14 0.19 0.24 0.28' 0.33 0.38 0.43 0.47 809.25 0.00 .--. 8.Q9..3Q ............ Q..QZ ..... -- 9,137 809.34 0.07 -- 13,705 .-- 809.39 0.13 --- 18,274 809.44' '~0~23 ............ 22,842 809.49 0.35 -- 2 7,'zl. 10 ..... 809.53 0.52 --- 31,979 809.58 0.73 --- 36,547 809.63 0.88 --- 41,116 809.68 1.16 -- 45,684 809.72 1.35 --- Weir Structures [Al [B] ICl [D] Crest Len ft = 0.00 0.00 0.00 0.00 Crest El. ft = 0.00 0.00 . 0.00 0.00 Weir Coeff. = 0.00 0.00 0.00 0.00 Eqn. Exp. = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No Tailwater Elevation = 0.00 ft o Note: All outflows have been analyzed under inlet and oulJet control. CIv C cfs CIvD WrA WrB WrC WrD Discharge cfs cfs cfs cfs cfs cfs ..... 0.00 ._ --- 0.02 .__ _- 0.07 _ _ _ -- 0.13 ..,,-- .... 0.23 __ -- 0.35 .... 0.52 ___ -- 0.73 ...... 0.88 -- 1.16 ............ 1.35 Continues on next page...