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HomeMy WebLinkAboutDrainage Report 01-19-21 CIVIL ENGINEERS  LAND DEVELOPMENT CONSULTANTS  DRAINAGE CONSULTANTS  CERTIFIED FLOODPLAIN MANAGER 14020 Mississinewa Drive  Carmel, Indiana 46033  Phone: 317.324.8695  www.Fritz-Eng.com F:\2020\2009005 - JDF Development Carmel\02 Civil\Engr\Drainage\REV1\FES-2009005 Drainage Report-REV1.docx STORMWATER TECHNICAL INFORMATION REPORT THE AVENUE AT BENNETT FARM Project Location: MICHIGAN ROAD & BENNETT PARKWAY CARMEL, IN 46032 Prepared For: JDF DEVELOPMENT 11710 Pebblepointe Pass Carmel, IN 46033 Date: November 18, 2020 Last Revised: January 19, 2021 TABLE OF CONTENTS TABLE OF CONTENTS .................................................................................................. 2 PROJECT DESCRIPTION .............................................................................................. 4 FEMA MAP OVERVIEW ................................................................................................. 4 WATERSHED DESCRIPTION ........................................................................................ 4 SOILS OVERVIEW ......................................................................................................... 4 TABLE 1 – PROJECT SOILS 4 ZONING INFORMATION ................................................................................................ 4 DEVELOPMENT STANDARDS ...................................................................................... 5 EXISTING CONDITIONS ................................................................................................ 5 TABLE 2 – EXISTING PEAK DISCHARGE RATES 5 TABLE 3 – MASTER PLAN DETENTION BASIN CONTRIBUTING WATERSHED ANALYSIS 6 PROPOSED CONDITIONS ............................................................................................. 7 TABLE 4 – MICHIGAN ROAD PEAK DISCHARGE RATE COMPARISON 7 STORMWATER DETENTION ......................................................................................... 8 TABLE 5 – PROPOSED CONDITION ALLOWABLE IMPERVIOUS COVERAGE 8 STORMWATER QUALITY .............................................................................................. 8 STORMWATER PIPE DESIGN ....................................................................................... 9 TABLE 6 – MASTER PLAN PIPE CAPACITY PARAMETERS 9 TABLE 7 – MASTER PLAN PIPE CAPACITY SUMMARY 9 SUMMARY .................................................................................................................... 10 REFERENCES .............................................................................................................. 10 APPENDICES ............................................................................................................... 10 APPENDIX A – LOCATION MAP APPENDIX B – FEMA MAP APPENDIX C – SOILS DATA & MAP APPENDIX D – EXISTING DRAINAGE ANALYSIS APPENDIX E – PROPOSED DRAINAGE ANALYSIS APPENDIX F – LOT 1 DRAINAGE CALCULATIONS APPENDIX G – BENNETT TECH ROAD (REDD ROAD) APPROVED DRAINAGE REPORT PROJECT DESCRIPTION JDF Development is proposing a new multi-tenant commercial development facility at the southwest corner of Michigan Road (US421) and Bennett Parkway in Carmel, Indiana. The facility will consist of two new commercial buildings, both single story with drive through lanes. The larger building is anticipated to have between 4-6 tenants, is comprised of 11,000 gross square feet and will be single story. The northern building will have a single tenant, is comprised of 2,000 sf and is also single story. Access to the site will be provided from Redd Road along the western perimeter. For reference, the project site is located at approximately latitude 39°56’51''N and longitude 86º14’25”W. FEMA MAP OVERVIEW The project site is located within the FEMA Community Panel Map #18057C0205G dated November 19, 2014 and #18011C0353E dated January 18, 2012. Review of the map indicates the site is located within the Flood Designation ‘Zone X’ (unshaded). Therefore, the site is not subject to Flood Control Ordinance requirements. The FEMA Map is included in Appendix B. WATERSHED DESCRIPTION The project site is located within the ‘Crooked Creek‘ watershed as provided on the IndianaMap GIS system. The 14-digit Hydrologic Unit Codes (HUC) for this watershed Is 05120201090070. SOILS OVERVIEW The project site contains the soils listed in the following Table. The Hydrologic Soil Group (HSG) for each soil is also provided. The appropriate limits of each soil type are depicted in the Soils Map provided in Appendix C. TABLE 1 – PROJECT SOILS ZONING INFORMATION The site is within the corporate limits of the City of Carmel. The underlying Zoning Classification is B3 and the site is located within the US 421 Overlay zone. The proposed use is permitted in the B3 Zoning District. Soil Symbol Soil Name, Description HSG YbvA & Br Brookston silty clay loam, Urban land complex B YcIA Crosby silty loam C DEVELOPMENT STANDARDS The project site is located within the City of Carmel, Hamilton County, Indiana. Therefore, the proposed drainage improvements are subject to the standards of design and construction of the City of Carmel. Runoff and detention sizing will be modeled using HydroCAD version 10.00-24 utilizing the Type II rainfall distribution and rainfall depths from Table 201-3 of the Camel Stormwater Technical Standards Manual (Manual). EXISTING CONDITIONS The proposed development site is currently undeveloped within the overall Bennett Technology Park. Most of BTP is located within Zionsville to the west of this site. However the existing commercial building to the south and the subject property are located within the City of Carmel. A small area in the southeast corner of Redd Road and Bennett Parkway is located within Zionsville. When Redd Road was designed a master planned storm sewer system was designed and constructed to accommodate the commercial development along Michigan Road including the existing commercial building to the south of the subject parcel and the subject parcel itself. As such, the primary focus of the existing conditions are how the existing conditions drain to that master planned system. The existing site has essentially two distinct drainage patterns as described below. EX1 - sheet drains approximately one quarter of the site to the south/southwest into an inlet installed when the southern commercial development was constructed. This inlet is labeled as Str 105. Runoff is then piped south into the existing inlet that was master planned for this area, labeled as Str 665 in the master plan calculations and “EX3” in the subsequent commercial development which primarily drains to this structure. EX2 - sheet drains the northern portion of the site to an existing beehive inlet in the northwestern corner of the site noted in the original master plan design as Str 672. EX3 - sheet drains the remainder of the site to the east and into the Michigan Road right of way and road drainage system. TABLE 2 – EXISTING PEAK DISCHARGE RATES Peak Runoff Rate, cfs Basin Name 2 yr 10 yr 25 yr 100 yr EX1 0.42 0.91 1.33 2.19 EX2 1.77 3.85 5.62 9.28 EX3 0.36 0.78 1.13 1.87 TOTAL 2.55 5.54 8.08 13.34 For clarity, a map of the existing drainage sheds and infrastructure is illustrated in Appendix D. The stormwater detention basin for this site was mater planned in 2000 as part of the Bennett Technology Park Drainage Calculations prepared by The Schneider Corporation. This report is located within Appendix G of this report. The subject project site is within “PR1” watershed, which included 26.2 acres with a CN=86.1 and contributing to “Pond1” which is located approximately 1,200 feet west of the subject site on the north side of Bennett Parkway. The subject site is the last undeveloped area contributing to the “Pond1”. As such, the following table calculates the entire developed contributing watershed to “Pond1” To confirm the overall CN=86.1 has not been exceeded. TABLE 3 – MASTER PLAN DETENTION BASIN CONTRIBUTING WATERSHED ANALYSIS Watershed Descriptions Area (acres) Percentages of Area Types Area * Percentage * CN Impervious Pervious B Soils C Soils Imp. (98) B (61) C (74) PR1 ‐ East Watershed Proposed - Avenue at Bennett Farm 2.07 74.0% 26.0% 12.1% 13.9% 150.12 15.27 21.31 Existing Outlot (Sherwin Williams /Moes) 1.30 80.0% 20.0% 9.3% 10.7% 101.92 7.37 10.29 Redd Road 1.25 85.0% 15.0% 7.0% 8.0% 104.13 5.32 7.42 The Domain at Bennett Farms Apartments 10.351 59.0% 41.0% 19.1% 21.9% 598.49 120.38 168.02 Bennett Parkway Right‐of‐ Way 1.763 66.0% 34.0% 15.8% 18.2% 114.03 17.00 23.73 Existing Detention Pond & Surrounding Areas 5.726 31.0% 69.0% 32.1% 36.9% 173.96 112.07 156.42 PR1 ‐West Watershed (Ex. Apartments) 3.74 48.0% 52.0% 24.2% 27.8% 175.93 55.16 76.99 Total= 26.2 Total = 1418.57 324.27 452.60 83.8 Wtd. CN The above demonstrates that the overall developed contributing watershed including the proposed project are within the downstream existing detention basin parameters. No further onsite stormwater detention is required. A map of the overall detention watershed areas is provided in Appendix E. Subsequently, the Redd Road master drainage analysis prepared in 2012 by Beam, Longest & Neff, LLC provided design parameters for the future development of the subject commercial lot. The analysis included the downstream infrastructure along Bennett Parkway and the ultimate detention basin located on the north side of Bennett Parkway just west of Lennox Court. The following summarizes the peak limitation for the developed site as provided in the Redd Road master drainage analysis. Detention Basin – the maximum onsite impervious surface shall be 85% for all the commercial development including the subject project site and the existing commercial development to the south of the subject site. This is inline with the detention analysis above. Due to downstream pipe capacity limitation, the onsite peak storm sewer discharges to the Redd Road system are limited as follows: • The developed peak flow to Str 665 is 6.85 cfs. • The developed peak flow to Str 772 is 6.28 cfs • The developed peak flow to Str 660 is 12.14 cfs The Redd Road master plan drainage system also included an AquaSwirl AS-8 on the west side of Redd Road to treat all of the commercial development and the roadway itself. The peak flow through to the AS-8 unit is 4.58 cfs based on the master plan analysis. PROPOSED CONDITIONS JDF Development is proposing a new multi-tenant commercial development facility at the southwest corner of Michigan Road (US421) and Bennett Parkway in Carmel, Indiana. The facility will consist of two new commercial buildings, both single story with drive through lanes. The larger building is anticipated to have between 4-6 tenants, is comprised of 11,000 gross square feet and will be single story. The northern building will have a single tenant, is comprised of 2,000 sf and is also single story. Access to the site will be provided from Redd Road along the western perimeter. Since the Redd Road design included specific parameters for this development, the following details how the proposed improvements fit within the previously approved drainage systems. Stormwater Quality – Similarly, the AquaSwirl AS-8 master design included the fully developed site with up to 85% impervious coverage. As noted above, the project site is 74% impervious coverage and therefore meets the previously approved design parameters. An area along the eastern portion of the site will continue to drain directly to the Michigan Road drainage system as it does in existing conditions. This area, noted as PR3 in the Proposed Watershed Map in Appendix E, has been analyzed to confirm the proposed conditions reduce the peak discharges to Michigan Road from predeveloped conditions. The following Table summarizes the existing peak flows to the proposed peak flows. TABLE 4 – MICHIGAN ROAD PEAK DISCHARGE RATE COMPARISON Peak Runoff Rate, cfs Basin Name 2 yr 10 yr 25 yr 100 yr EX3 0.36 0.78 1.13 1.87 PR3 0.23 0.51 0.74 1.22 TOTAL -0.13 -0.27 -0.39 -0.65 % REDUCTION -36% -35% -35% -35% The above demonstrates that the peak flows out to Michigan Road will be significantly reduced compared to existing runoff from the project site. Calculations for onsite stormwater infrastructure including pipe sizing for the 10-year Rational Method peak runoffs have been provided. The proposed improvements are consistent with the City of Carmel stormwater management standards. Runoff calculations for the proposed conditions are computed in Appendix using the minimum 5-minute Time of Concentration. A map of the proposed basins is provided in Appendix E. STORMWATER DETENTION The Redd Road analysis limited this site to 85% impervious surface upon full development. The project site falls within the master plan delineated basin that includes Redd Road, the rear half of the two apartment buildings adjacent to Redd Road and the commercial outlots. The total masterplan drainage area for this system was listed as 4.62 Acres resulting in a permissible impervious surface area of 4.62x0.85=3.93 acres. The allowable impervious surface on the subject project is then determined by subtracting the already developed areas impervious surfaces from the allowable 3.93 acres. TABLE 5 – PROPOSED CONDITION ALLOWABLE IMPERVIOUS COVERAGE The proposed improvements result in 1.5 acres of the 2 acre parcel as impervious surface resulting in a fully developed lot coverage of 74%. As a result, the proposed development meets the downstream detention pond parameters and no additional onsite stormwater detention is necessary. Reference Appendix G for the master plan drainage calculations. STORMWATER QUALITY The proposed site was included in the master drainage analysis for the downstream drainage system including Stormwater Quality. Two BMPs are required for the system per 701-05 of the Carmel Stormwater Manual. The master drainage analysis provides the calculations for demonstrating the existing detention pond satisfies one BMP while the installed AquaSwirl AS-8 satisfied the other. Together with the Stormwater Detention confirmation above and the Stormwater Pipe Design below, it is demonstrated that the two existing BMPs have been sized for this proposed development. Basin Name Impervious Area, Ac Masterplan Allowable Impervious Coverage 3.93 Redd Road -0.67 Ex. Apartment Rooftops -0.22 Ex. Commercial Development To South -0.84 Allowable Impervious Surface Onsite 2.20 Together, the two BMPs will provide considerably greater than the 80% TSS required. Reference Appendix G for the master plan drainage calculations. STORMWATER PIPE DESIGN The proposed site was included in the master drainage analysis for the downstream drainage system including stormwater piping from the site, Redd Road and Bennett Parkway to the existing detention pond noted above. Due to the existing downstream pipe network, the master plan analysis included three storm sewer pipe design limitations. TABLE 6 – MASTER PLAN PIPE CAPACITY PARAMETERS Master Plan Structure Reference Max. Allowable Flow, cfs Structure #665 6.85 Structure #672 6.28 Structure #660 12.14 Calculations for onsite stormwater infrastructure including pipe sizing for the 10-year Rational Method peak runoffs have been provided in Appendix E. In order to demonstrate that the above noted parameters are met, the proposed onsite storm sewer pipe calculations have been supplemented by the previously approved master plan design contributing drainage areas, runoff coefficients and times of concentration. The following table illustrates the calculated peak flows to each of the noted structures to demonstrate that the existing conditions and added development meet the master plan design parameters. TABLE 7 – MASTER PLAN PIPE CAPACITY SUMMARY Master Plan Structure Reference Max. Allowable Flow, cfs Max. Proposed Flow, cfs Structure #665 6.85 4.66 cfs Structure #672 6.28 4.73 cfs Structure #660 12.14 11.93 cfs Note: The maximum flow proposed to Structure #665 includes both the peak flow from the existing commercial development south of the subject site, plus the added flow to Structure #105 from the subject site. A map of the proposed basins is provided in Appendix E. SUMMARY JDF Development is proposing to construct two new commercial buildings within the Bennett Technology Park outlots along Michigan Road. The subject development is the last of the two outlots to develop as there is an existing commercial building south of the project site. The Redd Road drainage analysis provided specific parameters for the development of the outlots including peak design flows and maximum impervious coverages. This report demonstrates that the proposed project improvements meet all previously approved parameters and no further stormwater detention or water quality measures are necessary. As a result of the onsite drainage analysis, the proposed improvements are not anticipated to have adverse impacts on the surrounding or downstream drainage systems. REFERENCES 1. Hamilton County Soils Map (Web Soil Survey) 2. FEMA Flood Insurance Rate Maps, FEMA Website 3. Indiana Drainage Handbook 4. Carmel Stormwater Technical Standards 5. Hamilton County Surveyor’s Office Technical Standards & Details APPENDICES APPENDIX A – LOCATION MAP APPENDIX B – FEMA MAP APPENDIX C – SOILS DATA & MAP APPENDIX D – EXISTING DRAINAGE ANALYSIS APPENDIX E – PROPOSED DRAINAGE ANALYSIS APPENDIX F – LOT 1 DRAINAGE CALCULATIONS APPENDIX G – BENNETT TECH ROAD (REDD ROAD) APPROVED DRAINAGE REPORT APPENDIX A – LOCATION MAP SITE VICINITY & ZONING MAP SITE LOCATION B3 N B3 MULTI-FAMILY ZIONSVILLE N SITE LOCATION MAP SITE LOCATION NOT TO SCALE HEN DRI CKS MARION MORGAN SHELBY JOHNS O N BOONE HAM I L TON CLINTON MONT G O MERY B2 S1 APPENDIX B – FEMA MAP USGS The National Map: Orthoimagery. Data refreshed October, 2020. National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 11/3/2020 at 10:41 AM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 86°14'43"W 39°57'8"N 86°14'5"W 39°56'40"N APPENDIX C – SOILS DATA & MAP Soil Map—Boone County, Indiana, and Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/3/2020 Page 1 of 444221104422130442215044221704422190442221044222304422250442227044222904422110442213044221504422170442219044222104422230442225044222704422290564830564850564870564890564910564930564950564970 564830 564850 564870 564890 564910 564930 564950 564970 39° 56' 54'' N 86° 14' 28'' W39° 56' 54'' N86° 14' 21'' W39° 56' 47'' N 86° 14' 28'' W39° 56' 47'' N 86° 14' 21'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 45 90 180 270 Feet 0 10 20 40 60 Meters Map Scale: 1:953 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at scales ranging from 1:12,000 to 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Boone County, Indiana Survey Area Data: Version 23, Jun 3, 2020 Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 21, Jun 4, 2020 Your area of interest (AOI) includes more than one soil survey area. These survey areas may have been mapped at different scales, with a different land use in mind, at different times, or at different levels of detail. This may result in map unit symbols, soil properties, and interpretations that do not completely agree across soil survey area boundaries. Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 1, 2018—Sep 30, 2018 Soil Map—Boone County, Indiana, and Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/3/2020 Page 2 of 4 MAP LEGEND MAP INFORMATION The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Boone County, Indiana, and Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/3/2020 Page 3 of 4 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI UfnA Urban land-Crosby-Treaty complex, fine loamy subsoil, 0 to 2 percent slopes 0.2 5.5% UmyA Urban land-Treaty complex, 0 to 1 percent slopes 0.0 0.8% Subtotals for Soil Survey Area 0.2 6.3% Totals for Area of Interest 3.0 100.0% Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Br Brookston silty clay loam, 0 to 2 percent slopes 0.0 0.6% YbvA Brookston silty clay loam- Urban land complex, 0 to 2 percent slopes 0.9 29.8% YclA Crosby silt loam, fine-loamy subsoil-Urban land complex, 0 to 2 percent slopes 1.9 63.3% Subtotals for Soil Survey Area 2.8 93.7% Totals for Area of Interest 3.0 100.0% Soil Map—Boone County, Indiana, and Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 11/3/2020 Page 4 of 4 APPENDIX D – EXISTING DRAINAGE ANALYSIS N 00°30'47" W 654.27'55.02' N 00°37'13" W N 73°44 ' 4 5 " E 1 3 1 . 2 3 ' S 12°46'48" E 22.05' S 85°00'45" W 345.53' X X X X X X X X X X X X X X X X X X X X X XBOONE COUNTYHAMILTON COUNTYS 85°00'45" W 295.38'N 00°30'47" W 212.53'S 16°15'44" E 193.78 ' JDF DEVELOPMENT, LLC GGGGGGGGG50.15'N 00° 30'47" W - 306.35'L=123.34', R=300.00', D=23d33'23"58.07'S0°30'47"E 91.86' L:133.62 R:325.00' Δ:23°33'23"S26°15'17"E 52 .77 ' S0°30'47"E 12.04'S26°15'15"E 94 .22 ' L:43.64 R:25.00' Δ:99°59'23" S73°44' 4 0 " W 1 8 0 . 2 6 ' N61°15'15"W 23.41'N16°15'44"W 436.40'N85°00'45"E 237.92' 1.300 Ac. +/- 56,628 sq.ft. LOT 1 INSTR#2017003738 EX-1 0.34 acres EX-2 1.44 acres E E E 133'81' E 15' D. & U.E.CT F.F.E. = 903.00 1.30 ACRES E E ONEWAYEX-3 0.29 acres EXH-1 EXISTING BASIN MAP N 00 80'160' SCALE: 1" = 80'SHEET NAME / NO. 14020 Mississinewa Drive Carmel, Indiana 46033 P: 317.324.8695 F: 317.324.8695 www.Fritz-Eng.com Fritz Engineering Services, LLC F:\2020\2009005 - JDF Development Carmel\02 Civil\Plans\XREF.BASINS MAPS.dwg, EXISTING BASIN MAP, 1/21/2021 5:01:56 PM, Ashton Fritz, DWG To PDF.pc3, ANSI full bleed B (17.00 x 11.00 Inches), 1:2 5S EX3 6S EX2 9S EX18R Overall Site Routing Diagram for Existing Conditions Prepared by FRITZ ENGINEERING, Printed 1/21/2021 HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link THE AVENUE AT BENNETT FARMS-EX CONDITIONS Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 2HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 002yr-24hr Type II 24-hr Default 24.00 1 2.66 2 2 010yr-24hr Type II 24-hr Default 24.00 1 3.83 2 3 025yr-24hr Type II 24-hr Default 24.00 1 4.72 2 4 100yr-24hr Type II 24-hr Default 24.00 1 6.46 2 THE AVENUE AT BENNETT FARMS-EX CONDITIONS Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 3HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 2.070 74 >75% Grass cover, Good, HSG C (5S, 6S, 9S) 2.070 74 TOTAL AREA THE AVENUE AT BENNETT FARMS-EX CONDITIONS Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 4HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 2.070 HSG C 5S, 6S, 9S 0.000 HSG D 0.000 Other 2.070 TOTAL AREA THE AVENUE AT BENNETT FARMS-EX CONDITIONS Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 5HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 2.070 0.000 0.000 2.070 >75% Grass cover, Good 5S, 6S, 9S 0.000 0.000 2.070 0.000 0.000 2.070 TOTAL AREA THE AVENUE AT BENNETT FARMS-EX CONDITIONS Type II 24-hr 002yr-24hr Rainfall=2.66"Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 6HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Time span=0.01-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.290 ac 0.00% Impervious Runoff Depth=0.70"Subcatchment 5S: EX3 Tc=5.0 min CN=74 Runoff=0.36 cfs 0.017 af Runoff Area=1.440 ac 0.00% Impervious Runoff Depth=0.70"Subcatchment 6S: EX2 Tc=5.0 min CN=74 Runoff=1.77 cfs 0.084 af Runoff Area=0.340 ac 0.00% Impervious Runoff Depth=0.70"Subcatchment 9S: EX1 Tc=5.0 min CN=74 Runoff=0.42 cfs 0.020 af Inflow=2.54 cfs 0.121 afReach 8R: Overall Site Outflow=2.54 cfs 0.121 af Total Runoff Area = 2.070 ac Runoff Volume = 0.121 af Average Runoff Depth = 0.70" 100.00% Pervious = 2.070 ac 0.00% Impervious = 0.000 ac THE AVENUE AT BENNETT FARMS-EX CONDITIONS Type II 24-hr 002yr-24hr Rainfall=2.66"Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 7HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: EX3 Runoff = 0.36 cfs @ 11.97 hrs, Volume= 0.017 af, Depth= 0.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 002yr-24hr Rainfall=2.66" Area (ac) CN Description 0.290 74 >75% Grass cover, Good, HSG C 0.290 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment 5S: EX3 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Runoff=0.36 cfs @ 11.97 hrs Type II 24-hr 002yr-24hr Rainfall=2.66" Runoff Area=0.290 ac Runoff Volume=0.017 af Runoff Depth=0.70" Tc=5.0 min CN=74 0.36 cfs @ 11.97 hrs THE AVENUE AT BENNETT FARMS-EX CONDITIONS Type II 24-hr 002yr-24hr Rainfall=2.66"Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 8HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: EX2 Runoff = 1.77 cfs @ 11.97 hrs, Volume= 0.084 af, Depth= 0.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 002yr-24hr Rainfall=2.66" Area (ac) CN Description 1.440 74 >75% Grass cover, Good, HSG C 1.440 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment 6S: EX2 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)1 0 Runoff=1.77 cfs @ 11.97 hrs Type II 24-hr 002yr-24hr Rainfall=2.66" Runoff Area=1.440 ac Runoff Volume=0.084 af Runoff Depth=0.70" Tc=5.0 min CN=74 1.77 cfs @ 11.97 hrs THE AVENUE AT BENNETT FARMS-EX CONDITIONS Type II 24-hr 002yr-24hr Rainfall=2.66"Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 9HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: EX1 Runoff = 0.42 cfs @ 11.97 hrs, Volume= 0.020 af, Depth= 0.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 002yr-24hr Rainfall=2.66" Area (ac) CN Description 0.340 74 >75% Grass cover, Good, HSG C 0.340 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Entry Subcatchment 9S: EX1 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Runoff=0.42 cfs @ 11.97 hrs Type II 24-hr 002yr-24hr Rainfall=2.66" Runoff Area=0.340 ac Runoff Volume=0.020 af Runoff Depth=0.70" Tc=5.0 min CN=74 0.42 cfs @ 11.97 hrs THE AVENUE AT BENNETT FARMS-EX CONDITIONS Type II 24-hr 002yr-24hr Rainfall=2.66"Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 10HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Reach 8R: Overall Site Inflow Area = 2.070 ac, 0.00% Impervious, Inflow Depth = 0.70" for 002yr-24hr event Inflow = 2.54 cfs @ 11.97 hrs, Volume= 0.121 af Outflow = 2.54 cfs @ 11.97 hrs, Volume= 0.121 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Reach 8R: Overall Site Inflow Outflow Hydrograph Time (hours) 45403530252015105Flow (cfs)2 1 0 Inflow Area=2.070 ac Inflow=2.54 cfs @ 11.97 hrs Outflow=2.54 cfs @ 11.97 hrs 2.54 cfs @ 11.97 hrs 2.54 cfs @ 11.97 hrs THE AVENUE AT BENNETT FARMS-EX CONDITIONS Type II 24-hr 010yr-24hr Rainfall=3.83"Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 11HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Time span=0.01-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.290 ac 0.00% Impervious Runoff Depth=1.47"Subcatchment 5S: EX3 Tc=5.0 min CN=74 Runoff=0.78 cfs 0.036 af Runoff Area=1.440 ac 0.00% Impervious Runoff Depth=1.47"Subcatchment 6S: EX2 Tc=5.0 min CN=74 Runoff=3.85 cfs 0.177 af Runoff Area=0.340 ac 0.00% Impervious Runoff Depth=1.47"Subcatchment 9S: EX1 Tc=5.0 min CN=74 Runoff=0.91 cfs 0.042 af Inflow=5.54 cfs 0.254 afReach 8R: Overall Site Outflow=5.54 cfs 0.254 af Total Runoff Area = 2.070 ac Runoff Volume = 0.254 af Average Runoff Depth = 1.47" 100.00% Pervious = 2.070 ac 0.00% Impervious = 0.000 ac THE AVENUE AT BENNETT FARMS-EX CONDITIONS Type II 24-hr 010yr-24hr Rainfall=3.83"Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 12HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: EX3 Runoff = 0.78 cfs @ 11.96 hrs, Volume= 0.036 af, Depth= 1.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 010yr-24hr Rainfall=3.83" Area (ac) CN Description 0.290 74 >75% Grass cover, Good, HSG C 0.290 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment 5S: EX3 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Runoff=0.78 cfs @ 11.96 hrs Type II 24-hr 010yr-24hr Rainfall=3.83" Runoff Area=0.290 ac Runoff Volume=0.036 af Runoff Depth=1.47" Tc=5.0 min CN=74 0.78 cfs @ 11.96 hrs THE AVENUE AT BENNETT FARMS-EX CONDITIONS Type II 24-hr 010yr-24hr Rainfall=3.83"Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 13HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: EX2 Runoff = 3.85 cfs @ 11.96 hrs, Volume= 0.177 af, Depth= 1.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 010yr-24hr Rainfall=3.83" Area (ac) CN Description 1.440 74 >75% Grass cover, Good, HSG C 1.440 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment 6S: EX2 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)4 3 2 1 0 Runoff=3.85 cfs @ 11.96 hrs Type II 24-hr 010yr-24hr Rainfall=3.83" Runoff Area=1.440 ac Runoff Volume=0.177 af Runoff Depth=1.47" Tc=5.0 min CN=74 3.85 cfs @ 11.96 hrs THE AVENUE AT BENNETT FARMS-EX CONDITIONS Type II 24-hr 010yr-24hr Rainfall=3.83"Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 14HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: EX1 Runoff = 0.91 cfs @ 11.96 hrs, Volume= 0.042 af, Depth= 1.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 010yr-24hr Rainfall=3.83" Area (ac) CN Description 0.340 74 >75% Grass cover, Good, HSG C 0.340 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Entry Subcatchment 9S: EX1 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)1 0 Runoff=0.91 cfs @ 11.96 hrs Type II 24-hr 010yr-24hr Rainfall=3.83" Runoff Area=0.340 ac Runoff Volume=0.042 af Runoff Depth=1.47" Tc=5.0 min CN=74 0.91 cfs @ 11.96 hrs THE AVENUE AT BENNETT FARMS-EX CONDITIONS Type II 24-hr 010yr-24hr Rainfall=3.83"Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 15HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Reach 8R: Overall Site Inflow Area = 2.070 ac, 0.00% Impervious, Inflow Depth = 1.47" for 010yr-24hr event Inflow = 5.54 cfs @ 11.96 hrs, Volume= 0.254 af Outflow = 5.54 cfs @ 11.96 hrs, Volume= 0.254 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Reach 8R: Overall Site Inflow Outflow Hydrograph Time (hours) 45403530252015105Flow (cfs)6 5 4 3 2 1 0 Inflow Area=2.070 ac Inflow=5.54 cfs @ 11.96 hrs Outflow=5.54 cfs @ 11.96 hrs 5.54 cfs @ 11.96 hrs 5.54 cfs @ 11.96 hrs THE AVENUE AT BENNETT FARMS-EX CONDITIONS Type II 24-hr 025yr-24hr Rainfall=4.72"Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 16HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Time span=0.01-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.290 ac 0.00% Impervious Runoff Depth=2.14"Subcatchment 5S: EX3 Tc=5.0 min CN=74 Runoff=1.13 cfs 0.052 af Runoff Area=1.440 ac 0.00% Impervious Runoff Depth=2.14"Subcatchment 6S: EX2 Tc=5.0 min CN=74 Runoff=5.62 cfs 0.257 af Runoff Area=0.340 ac 0.00% Impervious Runoff Depth=2.14"Subcatchment 9S: EX1 Tc=5.0 min CN=74 Runoff=1.33 cfs 0.061 af Inflow=8.07 cfs 0.370 afReach 8R: Overall Site Outflow=8.07 cfs 0.370 af Total Runoff Area = 2.070 ac Runoff Volume = 0.370 af Average Runoff Depth = 2.14" 100.00% Pervious = 2.070 ac 0.00% Impervious = 0.000 ac THE AVENUE AT BENNETT FARMS-EX CONDITIONS Type II 24-hr 025yr-24hr Rainfall=4.72"Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 17HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: EX3 Runoff = 1.13 cfs @ 11.96 hrs, Volume= 0.052 af, Depth= 2.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 025yr-24hr Rainfall=4.72" Area (ac) CN Description 0.290 74 >75% Grass cover, Good, HSG C 0.290 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment 5S: EX3 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)1 0 Runoff=1.13 cfs @ 11.96 hrs Type II 24-hr 025yr-24hr Rainfall=4.72" Runoff Area=0.290 ac Runoff Volume=0.052 af Runoff Depth=2.14" Tc=5.0 min CN=74 1.13 cfs @ 11.96 hrs THE AVENUE AT BENNETT FARMS-EX CONDITIONS Type II 24-hr 025yr-24hr Rainfall=4.72"Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 18HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: EX2 Runoff = 5.62 cfs @ 11.96 hrs, Volume= 0.257 af, Depth= 2.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 025yr-24hr Rainfall=4.72" Area (ac) CN Description 1.440 74 >75% Grass cover, Good, HSG C 1.440 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment 6S: EX2 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)6 5 4 3 2 1 0 Runoff=5.62 cfs @ 11.96 hrs Type II 24-hr 025yr-24hr Rainfall=4.72" Runoff Area=1.440 ac Runoff Volume=0.257 af Runoff Depth=2.14" Tc=5.0 min CN=74 5.62 cfs @ 11.96 hrs THE AVENUE AT BENNETT FARMS-EX CONDITIONS Type II 24-hr 025yr-24hr Rainfall=4.72"Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 19HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: EX1 Runoff = 1.33 cfs @ 11.96 hrs, Volume= 0.061 af, Depth= 2.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 025yr-24hr Rainfall=4.72" Area (ac) CN Description 0.340 74 >75% Grass cover, Good, HSG C 0.340 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Entry Subcatchment 9S: EX1 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)1 0 Runoff=1.33 cfs @ 11.96 hrs Type II 24-hr 025yr-24hr Rainfall=4.72" Runoff Area=0.340 ac Runoff Volume=0.061 af Runoff Depth=2.14" Tc=5.0 min CN=74 1.33 cfs @ 11.96 hrs THE AVENUE AT BENNETT FARMS-EX CONDITIONS Type II 24-hr 025yr-24hr Rainfall=4.72"Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 20HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Reach 8R: Overall Site Inflow Area = 2.070 ac, 0.00% Impervious, Inflow Depth = 2.14" for 025yr-24hr event Inflow = 8.07 cfs @ 11.96 hrs, Volume= 0.370 af Outflow = 8.07 cfs @ 11.96 hrs, Volume= 0.370 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Reach 8R: Overall Site Inflow Outflow Hydrograph Time (hours) 45403530252015105Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.070 ac Inflow=8.07 cfs @ 11.96 hrs Outflow=8.07 cfs @ 11.96 hrs 8.07 cfs @ 11.96 hrs 8.07 cfs @ 11.96 hrs THE AVENUE AT BENNETT FARMS-EX CONDITIONS Type II 24-hr 100yr-24hr Rainfall=6.46"Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 21HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Time span=0.01-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.290 ac 0.00% Impervious Runoff Depth=3.58"Subcatchment 5S: EX3 Tc=5.0 min CN=74 Runoff=1.87 cfs 0.086 af Runoff Area=1.440 ac 0.00% Impervious Runoff Depth=3.58"Subcatchment 6S: EX2 Tc=5.0 min CN=74 Runoff=9.28 cfs 0.429 af Runoff Area=0.340 ac 0.00% Impervious Runoff Depth=3.58"Subcatchment 9S: EX1 Tc=5.0 min CN=74 Runoff=2.19 cfs 0.101 af Inflow=13.34 cfs 0.617 afReach 8R: Overall Site Outflow=13.34 cfs 0.617 af Total Runoff Area = 2.070 ac Runoff Volume = 0.617 af Average Runoff Depth = 3.58" 100.00% Pervious = 2.070 ac 0.00% Impervious = 0.000 ac THE AVENUE AT BENNETT FARMS-EX CONDITIONS Type II 24-hr 100yr-24hr Rainfall=6.46"Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 22HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: EX3 Runoff = 1.87 cfs @ 11.96 hrs, Volume= 0.086 af, Depth= 3.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 100yr-24hr Rainfall=6.46" Area (ac) CN Description 0.290 74 >75% Grass cover, Good, HSG C 0.290 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment 5S: EX3 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)2 1 0 Runoff=1.87 cfs @ 11.96 hrs Type II 24-hr 100yr-24hr Rainfall=6.46" Runoff Area=0.290 ac Runoff Volume=0.086 af Runoff Depth=3.58" Tc=5.0 min CN=74 1.87 cfs @ 11.96 hrs THE AVENUE AT BENNETT FARMS-EX CONDITIONS Type II 24-hr 100yr-24hr Rainfall=6.46"Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 23HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 6S: EX2 Runoff = 9.28 cfs @ 11.96 hrs, Volume= 0.429 af, Depth= 3.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 100yr-24hr Rainfall=6.46" Area (ac) CN Description 1.440 74 >75% Grass cover, Good, HSG C 1.440 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment 6S: EX2 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)10 9 8 7 6 5 4 3 2 1 0 Runoff=9.28 cfs @ 11.96 hrs Type II 24-hr 100yr-24hr Rainfall=6.46" Runoff Area=1.440 ac Runoff Volume=0.429 af Runoff Depth=3.58" Tc=5.0 min CN=74 9.28 cfs @ 11.96 hrs THE AVENUE AT BENNETT FARMS-EX CONDITIONS Type II 24-hr 100yr-24hr Rainfall=6.46"Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 24HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 9S: EX1 Runoff = 2.19 cfs @ 11.96 hrs, Volume= 0.101 af, Depth= 3.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 100yr-24hr Rainfall=6.46" Area (ac) CN Description 0.340 74 >75% Grass cover, Good, HSG C 0.340 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Entry Subcatchment 9S: EX1 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)2 1 0 Runoff=2.19 cfs @ 11.96 hrs Type II 24-hr 100yr-24hr Rainfall=6.46" Runoff Area=0.340 ac Runoff Volume=0.101 af Runoff Depth=3.58" Tc=5.0 min CN=74 2.19 cfs @ 11.96 hrs THE AVENUE AT BENNETT FARMS-EX CONDITIONS Type II 24-hr 100yr-24hr Rainfall=6.46"Existing Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 25HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Reach 8R: Overall Site Inflow Area = 2.070 ac, 0.00% Impervious, Inflow Depth = 3.58" for 100yr-24hr event Inflow = 13.34 cfs @ 11.96 hrs, Volume= 0.617 af Outflow = 13.34 cfs @ 11.96 hrs, Volume= 0.617 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Reach 8R: Overall Site Inflow Outflow Hydrograph Time (hours) 45403530252015105Flow (cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=2.070 ac Inflow=13.34 cfs @ 11.96 hrs Outflow=13.34 cfs @ 11.96 hrs 13.34 cfs @ 11.96 hrs 13.34 cfs @ 11.96 hrs THE AVENUE AT BENNETT FARMS-EX CONDITIONS Multi-Event TablesExisting Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 26HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 5S: EX3 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 002yr-24hr 2.66 0.36 0.017 0.70 010yr-24hr 3.83 0.78 0.036 1.47 025yr-24hr 4.72 1.13 0.052 2.14 100yr-24hr 6.46 1.87 0.086 3.58 THE AVENUE AT BENNETT FARMS-EX CONDITIONS Multi-Event TablesExisting Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 27HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 6S: EX2 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 002yr-24hr 2.66 1.77 0.084 0.70 010yr-24hr 3.83 3.85 0.177 1.47 025yr-24hr 4.72 5.62 0.257 2.14 100yr-24hr 6.46 9.28 0.429 3.58 THE AVENUE AT BENNETT FARMS-EX CONDITIONS Multi-Event TablesExisting Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 28HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 9S: EX1 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 002yr-24hr 2.66 0.42 0.020 0.70 010yr-24hr 3.83 0.91 0.042 1.47 025yr-24hr 4.72 1.33 0.061 2.14 100yr-24hr 6.46 2.19 0.101 3.58 THE AVENUE AT BENNETT FARMS-EX CONDITIONS Multi-Event TablesExisting Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 29HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Events for Reach 8R: Overall Site Event Inflow (cfs) Outflow (cfs) Elevation (feet) Storage (cubic-feet) 002yr-24hr 2.54 2.54 0.00 0 010yr-24hr 5.54 5.54 0.00 0 025yr-24hr 8.07 8.07 0.00 0 100yr-24hr 13.34 13.34 0.00 0 THE AVENUE AT BENNETT FARMS-EX CONDITIONS Table of ContentsExisting Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) 002yr-24hr Event 6 Node Listing 7 Subcat 5S: EX3 8 Subcat 6S: EX2 9 Subcat 9S: EX1 10 Reach 8R: Overall Site 010yr-24hr Event 11 Node Listing 12 Subcat 5S: EX3 13 Subcat 6S: EX2 14 Subcat 9S: EX1 15 Reach 8R: Overall Site 025yr-24hr Event 16 Node Listing 17 Subcat 5S: EX3 18 Subcat 6S: EX2 19 Subcat 9S: EX1 20 Reach 8R: Overall Site 100yr-24hr Event 21 Node Listing 22 Subcat 5S: EX3 23 Subcat 6S: EX2 24 Subcat 9S: EX1 25 Reach 8R: Overall Site Multi-Event Tables 26 Subcat 5S: EX3 27 Subcat 6S: EX2 28 Subcat 9S: EX1 29 Reach 8R: Overall Site APPENDIX E – PROPOSED DRAINAGE ANALYSIS DO NOT ENTER/////// /// /// //// ////////DO NOT E N T E R BOONE COUNTYHAMILTON COUNTYE E E E15' D. & U.E.CT E E ONEWAY602 601 105 622 621 611672 615 614 613 612 631 UD/// //////////////////////////////////////////KEELER-WEBB ASSOCIATES GGGN 00° 30'47" W - 306.35'L=123.34', R=300.00', D=23d33'23"58.07'1.300 Ac. +/- 56,628 sq.ft. LOT 1 INSTR#2017003738 EXH-2BEXH-2B PROPOSED OVERALL DETENTION BASIN MAP 14020 Mississinewa Drive Carmel, Indiana 46033 P: 317.324.8695 F: 317.324.8695 www.Fritz-Eng.com Fritz Engineering Services, LLC SHEET NAME / NO. N 00 200'400' SCALE: 1" = 200'' EXISTING DETENTION POND AND SURROUNDING AREAS ~5.726 ACRES PR1 (MASTERPLAN POND WATERSHED) ~3.74 ACRES DOMAIN APARTMENTS ~10.351 ACRES BENNETT PARKWAY ~1.763 ACRES REDD ROAD ~1.25 ACRES EX. OUTLOT DEVELOPED ~1.30 ACRES PROPOSED AVENUE AT BENNETT FARMS ~2.07 ACRES OVERALL CONTRIBUTING WATERSHED PER MASTERPLAN DETENTION CALCULATIONS ~26.2 ACRES F:\2020\2009005 - JDF Development Carmel\02 Civil\Plans\XREF.BASINS MAPS.dwg, PROPOSED OVERALL DETENTION BASIN MAP, 1/21/2021 5:01:58 PM, Ashton Fritz, DWG To PDF.pc3, ANSI full bleed B (17.00 x 11.00 Inches), 1:2 DO NOT ENTER/////////////////////// ///////////////////////////// ///////////////////////DO NOT E N T E R BOONE COUNTYHAMILTON COUNTYE E E 133'81' E 15' D. & U.E.CT F.F.E. = 903.00 1.30 ACRES E E ONEWAYUD U D UD UDUDUD////////// ///////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////////N 00°30'47" W 654.27'55.02' N 00°37'13" W S 12°46'48" E 22.05' S 85°00'45" W 345.53' X X X X X X X X X X X X X X X X X X X X X XBOONE COUNTYHAMILTON COUNTYS 85°00'45" W 295.38'N 00°30'47" W 212.53'S 16°15'44" E 193.78 ' JDF DEVELOPMENT, LLC GGGGGGGGG50.15'N 00° 30'47" W - 306.35'L=123.34', R=300.00', D=23d33'23"58.07'S0°30'47"E 91.86' L:133.62 R:325.00' Δ:23°33'23"S26°15'17"E 52 .77 ' S0°30'47"E 12.04'S26°15'15"E 94 .22 ' L:43.64 R:25.00' Δ:99°59'23" S73°44' 4 0 " W 1 8 0 . 2 6 ' N61°15'15"W 23.41'N16°15'44"W 436.40'N85°00'45"E 237.92' 1.300 Ac. +/- 56,628 sq.ft. LOT 1 INSTR#2017003738 615 612 613 614 602 611 601 105 622 621 672 631 EXISTING AQUASWIRL UNIT PER REDD ROAD DRAINAGE DESIGN 665 EX3 PR3 - DIRECT TO MICHIGAN ROAD 0.19 ACRES EXH-3EXH-3 PROPOSED STORM BASIN MAP 14020 Mississinewa Drive Carmel, Indiana 46033 P: 317.324.8695 F: 317.324.8695 www.Fritz-Eng.com Fritz Engineering Services, LLC SHEET NAME / NO. N 00 80'160' SCALE: 1" = 80'F:\2020\2009005 - JDF Development Carmel\02 Civil\Plans\XREF.BASINS MAPS.dwg, PROPOSED STORM BASIN MAP, 1/21/2021 5:02:00 PM, Ashton Fritz, DWG To PDF.pc3, ANSI full bleed B (17.00 x 11.00 Inches), 1:2 PROJECT NAME:THE AVENUE AT BENNETT FARM FES PROJECT #:2009005 DATE:1/19/21 DESIGN STORM:10 Year COMPOSITE BASINS TRAVEL UP DOWN BASIN c A c*A Tc I Q SUM Tc I Q TIME #(acres)(min)(in/hr)(cfs)(c*A)(min)(in/hr)(cfs)(min) 622 621 622 0.85 0.31 Ac.0.26 5 min.6.12 in/hr 1.62 cfs 0.26 5 min.6.12 in/hr 1.62 cfs 0.2 min. 621 611 621 0.85 0.05 Ac.0.04 5 min.6.12 in/hr 0.24 cfs 0.30 6 min.5.92 in/hr 1.80 cfs 0.3 min. 631 612 631 0.25 0.12 Ac.0.03 12 min.4.93 in/hr 0.15 cfs 0.03 13 min.4.80 in/hr 0.15 cfs 0.3 min. 615 614 615 0.87 0.30 Ac.0.26 5 min.6.12 in/hr 1.58 cfs 0.26 5 min.6.12 in/hr 1.58 cfs 0.6 min. 614 613 614 0.70 0.22 Ac.0.15 5 min.6.12 in/hr 0.93 cfs 0.41 6 min.5.92 in/hr 2.42 cfs 0.4 min. 613 612 613 0.72 0.04 Ac.0.03 5 min.6.12 in/hr 0.17 cfs 0.44 7 min.5.73 in/hr 2.50 cfs 0.2 min. 612 611 612 0.78 0.08 Ac.0.06 5 min.6.12 in/hr 0.36 cfs 0.53 14 min.4.67 in/hr 2.46 cfs 0.7 min. 611 672 611 0.81 0.18 Ac.0.15 5 min.6.12 in/hr 0.90 cfs 0.98 15 min.4.55 in/hr 4.45 cfs 0.0 min. 602 601 602 0.80 0.23 Ac.0.18 5 min.6.12 in/hr 1.11 cfs 0.18 5 min.6.12 in/hr 1.11 cfs 1.2 min. 601 105 601 0.78 0.13 Ac.0.10 5 min.6.12 in/hr 0.61 cfs 0.28 7 min.5.73 in/hr 1.61 cfs 0.1 min. STRUCTURE BASINS STORM SEWER DESIGN CALCULATIONS RATIONAL METHOD PEAK RUNOFF F:\2020\2009005 - JDF Development Carmel\02 Civil\Engr\Drainage\REV1\FES_Storm_Sewer_Design Page 1 of 7 PROJECT NAME:THE AVENUE AT BENNETT FARM FES PROJECT #:2009005 DATE:1/19/21 DESIGN STORM:10 Year COMPOSITE BASINS TRAVEL UP DOWN BASIN c A c*A Tc I Q SUM Tc I Q TIME #(acres)(min)(in/hr)(cfs)(c*A)(min)(in/hr)(cfs)(min) STRUCTURE BASINS STORM SEWER DESIGN CALCULATIONS RATIONAL METHOD PEAK RUNOFF The following is an analysis of the downstream pipe network to demonstrate the proposed improvements fit within the previous design parameters. All are existing pipes. 105 104 105 0.80 0.05 Ac.0.04 5 min.6.12 in/hr 0.24 cfs 0.32 8 min.5.55 in/hr 1.78 cfs 0.8 min. 104 665 104 0.20 0.00 Ac.0.00 5 min.6.12 in/hr 0.00 cfs 0.32 9 min.5.38 in/hr 1.73 cfs 0.1 min. 665 664 665 0.86 0.67 Ac.0.58 5 min.6.12 in/hr 3.52 cfs 0.90 10 min.5.22 in/hr 4.69 cfs 0.1 min. 664 663 664 0.67 0.13 Ac.0.09 5 min.6.12 in/hr 0.53 cfs 0.98 11 min.5.07 in/hr 4.99 cfs 0.1 min. 663 662 663 0.55 0.40 Ac.0.22 13 min.4.80 in/hr 1.06 cfs 1.20 13 min.4.80 in/hr 5.78 cfs 0.1 min. 662 661 662 0.20 0.00 Ac.0.00 5 min.6.12 in/hr 0.00 cfs 1.20 14 min.4.67 in/hr 5.62 cfs 0.9 min. 661 660 661 0.20 0.00 Ac.0.00 5 min.6.12 in/hr 0.00 cfs 1.20 15 min.4.55 in/hr 5.48 cfs 0.7 min. 672 671 672 0.55 0.05 Ac.0.03 6 min.5.92 in/hr 0.16 cfs 1.01 15 min.4.55 in/hr 4.58 cfs 0.1 min. 671 670 671 0.67 0.31 Ac.0.21 5 min.6.12 in/hr 1.27 cfs 1.21 16 min.4.43 in/hr 5.38 cfs 0.1 min. 670 660 670 0.54 0.58 Ac.0.31 11 min.5.07 in/hr 1.59 cfs 1.53 17 min.4.32 in/hr 6.60 cfs 0.0 min. 660 673 660 0.20 0.00 Ac.0.00 5 min.6.12 in/hr 0.00 cfs 2.73 17 min.4.32 in/hr 11.81 cfs 0.0 min. Master plan maximum permissible flow is 12.14 cfs. F:\2020\2009005 - JDF Development Carmel\02 Civil\Engr\Drainage\REV1\FES_Storm_Sewer_Design Page 2 of 7 PROJECT NAME:THE AVENUE AT BENNETT FARM FES PROJECT #:2009005 DATE:1/19/2021 DESIGN STORM:10 Year DESIGN MANN.CAP.FULL ACTUAL ACTUAL UP DOWN Q L DIA.SLOPE MTRL COEFF.Q VEL.DEPTH VEL. (cfs)(ft)(in)%n (cfs)(ft/s)(in)(ft/s)UP DOWN UP DOWN UP DOWN 622 621 1.62 45 LF 12 in.0.36%RCP 0.013 2.14 cfs 2.74 ft/s 7.8 in.3.02 ft/s 899.45 899.35 896.16 896.00 2.12 2.18 621 611 1.80 63 LF 12 in.0.48%RCP 0.013 2.48 cfs 3.16 ft/s 7.6 in.3.45 ft/s 899.35 900.34 895.90 895.60 2.28 3.57 631 612 0.15 28 LF 12 in.0.32%RCP 0.013 2.02 cfs 2.58 ft/s 2.0 in.1.45 ft/s 899.35 901.09 896.90 896.81 1.28 3.11 615 614 1.58 108 LF 15 in.0.40%RCP 0.013 4.10 cfs 3.35 ft/s 6.3 in.3.08 ft/s 901.00 901.07 897.93 897.50 1.65 2.15 614 613 2.42 83 LF 15 in.0.35%RCP 0.013 3.83 cfs 3.13 ft/s 8.6 in.3.31 ft/s 901.07 907.79 897.40 897.11 2.25 9.26 613 612 2.50 44 LF 15 in.0.40%RCP 0.013 4.10 cfs 3.35 ft/s 8.4 in.3.50 ft/s 907.79 901.09 897.01 896.83 9.36 2.84 612 611 2.46 141 LF 15 in.0.40%RCP 0.013 4.11 cfs 3.36 ft/s 8.3 in.3.49 ft/s 901.09 900.34 896.52 895.95 3.15 2.97 611 672 4.45 12 LF 15 in.2.01%RCP 0.013 9.18 cfs 7.51 ft/s 7.2 in.7.36 ft/s 900.34 897.69 895.25 895.00 3.67 1.27 602 601 1.11 194 LF 12 in.0.34%RCP 0.013 2.08 cfs 2.66 ft/s 6.1 in.2.67 ft/s 900.80 900.09 896.87 896.21 2.76 2.71 601 105 1.61 21 LF 12 in.0.34%RCP 0.013 2.08 cfs 2.66 ft/s 7.8 in.2.93 ft/s 900.09 899.50 896.11 896.04 2.81 2.29 STORM SEWER DESIGN CALCULATIONS PIPE SIZING CALCULATIONS RIM ELEV. STRUCTURE COVER (ft) INVERT ELEV. F:\2020\2009005 - JDF Development Carmel\02 Civil\Engr\Drainage\REV1\FES_Storm_Sewer_Design Page 3 of 7 PROJECT NAME:THE AVENUE AT BENNETT FARM FES PROJECT #:2009005 DATE:1/19/2021 DESIGN STORM:10 Year DESIGN MANN.CAP.FULL ACTUAL ACTUAL UP DOWN Q L DIA.SLOPE MTRL COEFF.Q VEL.DEPTH VEL. (cfs)(ft)(in)%n (cfs)(ft/s)(in)(ft/s)UP DOWN UP DOWN UP DOWN STORM SEWER DESIGN CALCULATIONS PIPE SIZING CALCULATIONS RIM ELEV. STRUCTURE COVER (ft) INVERT ELEV. The following is an analysis of the downstream pipe network to demonstrate the proposed improvements fit within the previous design parameters. All are existing pipes. 105 104 1.78 140 LF 12 in.0.34%RCP 0.013 2.08 cfs 2.66 ft/s 8.5 in.2.99 ft/s 899.50 899.50 895.89 895.41 2.44 2.92 104 665 1.73 20 LF 12 in.0.34%RCP 0.013 2.08 cfs 2.66 ft/s 8.3 in.2.97 ft/s 897.96 897.97 895.31 895.25 1.48 1.55 665 664 4.69 20 LF 18 in.0.49%RCP 0.013 7.37 cfs 4.19 ft/s 10.4 in.4.44 ft/s 897.97 899.50 895.10 895.00 1.18 2.81 664 663 4.99 29 LF 18 in.0.51%RCP 0.013 7.52 cfs 4.27 ft/s 10.6 in.4.55 ft/s 899.16 899.16 894.90 894.75 2.57 2.72 663 662 5.78 16 LF 18 in.0.64%RCP 0.013 8.43 cfs 4.78 ft/s 10.8 in.5.12 ft/s 899.16 899.47 894.65 894.55 2.82 3.23 662 661 5.62 259 LF 18 in.0.52%RCP 0.013 7.60 cfs 4.31 ft/s 11.3 in.4.70 ft/s 899.47 900.00 894.45 893.10 3.33 5.21 661 660 5.48 194 LF 18 in.0.57%RCP 0.013 7.95 cfs 4.52 ft/s 10.8 in.4.83 ft/s 900.00 893.00 891.90 5.31 672 671 4.58 21 LF 15 in.1.19%RCP 0.013 7.07 cfs 5.78 ft/s 8.7 in.6.12 ft/s 897.85 894.65 894.40 1.78 671 670 5.38 28 LF 15 in.1.42%RCP 0.013 7.72 cfs 6.31 ft/s 9.2 in.6.82 ft/s 898.50 894.30 893.90 2.78 670 660 6.60 10 LF 15 in.1.51%RCP 0.013 7.96 cfs 6.51 ft/s 10.4 in.7.26 ft/s 898.50 893.80 893.65 3.28 660 673 11.81 16 LF 18 in.1.54%RCP 0.013 13.07 cfs 7.42 ft/s 13.3 in.8.40 ft/s 898.68 892.60 892.35 4.39 F:\2020\2009005 - JDF Development Carmel\02 Civil\Engr\Drainage\REV1\FES_Storm_Sewer_Design Page 4 of 7 PROJECT NAME:THE AVENUE AT BENNETT FARM FES PROJECT #:2009005 DATE:1/19/2021 STRUCTURE/BASIN I.D. TOTAL DRAINAGE AREA % Grass % Gravel/Pvmt % Rooftop Weighted (Ac.)0.25 0.85 0.90 C 622 0.31 Ac.4%56%41%Weighted C= 0.85 13,550 SF 500 SF 7,550 SF 5,500 SF 621 0.05 Ac.0%100%0%Weighted C= 0.85 2,000 SF SF 2,000 SF SF 615 0.30 Ac.0%57%43%Weighted C= 0.87 12,940 SF SF 7,440 SF 5,500 SF 614 0.22 Ac.25%75%0%Weighted C= 0.70 9,450 SF 2,370 SF 7,080 SF SF 613 0.04 Ac.21%79%0%Weighted C= 0.72 1,660 SF 350 SF 1,310 SF SF 612 0.08 Ac.12%88%0%Weighted C= 0.78 3,285 SF 400 SF 2,885 SF SF RUNOFF COEFFICIENTS CALCULATIONS WEIGHTED RUNOFF COEFFICIENTS F:\2020\2009005 - JDF Development Carmel\02 Civil\Engr\Drainage\REV1\FES_Storm_Sewer_Design Page 5 of 7 PROJECT NAME:THE AVENUE AT BENNETT FARM FES PROJECT #:2009005 DATE:1/19/2021 STRUCTURE/BASIN I.D. TOTAL DRAINAGE AREA % Grass % Gravel/Pvmt % Rooftop Weighted (Ac.)0.25 0.85 0.90 C RUNOFF COEFFICIENTS CALCULATIONS WEIGHTED RUNOFF COEFFICIENTS 611 0.18 Ac.7%87%6%Weighted C= 0.81 7,910 SF 550 SF 6,860 SF 500 SF 602 0.23 Ac.8%92%0%Weighted C= 0.80 9,840 SF 750 SF 9,090 SF SF 601 0.13 Ac.12%88%0%Weighted C= 0.78 5,585 SF 670 SF 4,915 SF SF 631 0.12 Ac.100%0%0%Weighted C= 0.25 5,430 SF 5,430 SF SF SF Overall 1.64 Ac.15%69%16%Weighted C= 0.77 71,650 SF 11,020 SF 49,130 SF 11,500 SF F:\2020\2009005 - JDF Development Carmel\02 Civil\Engr\Drainage\REV1\FES_Storm_Sewer_Design Page 6 of 7 PROJECT NAME:THE AVENUE AT BENNETT FARM FES PROJECT #:2009005 DATE:1/19/2021 Enter Appropriate Information for Inlet Grate Capacity Grate #Grate Type Open Area, sf Perimeter, ft.Head, ft Capacity, cfs 50% Clogged Capacity, cfs Weir Transitional Orifice R-4342 A,C 2.0 6.0 0.50 5.79 2.89 6.81 5.79 7.00 R-3286-8V V 0.7 4.4 0.50 2.55 1.28 2.55 5.13 R-3010 A,C 1.0 4.6 0.50 3.40 1.70 3.40 5.37 Capacity, cfs AREA INLET CAPACITY CALCULATIONS (Sag / Low Point) F:\2020\2009005 - JDF Development Carmel\02 Civil\Engr\Drainage\REV1\FES_Storm_Sewer_Design Page 7 of 7 Hydraflow Summary Report 1 Line No.Line ID Flow Rate Line Size (Rise x Span) Line Type Line Length Invert Elev. Down Invert Elev. Up Line Slope HGL Down HGL Up Minor Loss HGL Junct (cfs)(in)(ft)(ft)(ft)(%)(ft)(ft)(ft)(ft) 1 Pipe - (5)9.92 15 Cir 12 895.00 895.25 2.01 896.18 896.43 1.06 896.43 2 Pipe - (9)4.45 15 Cir 141 895.95 896.52 0.40 896.97 897.55 0.27 897.81 3 Pipe - (8)4.47 15 Cir 44 896.83 897.01 0.41 897.85 898.03 0.13 898.17 4 Pipe - (7)4.13 15 Cir 83 897.11 897.40 0.35 898.17 898.44 0.13 898.57 5 Pipe - (6)4.41 15 Cir 108 897.50 897.93 0.40 898.57 898.97 0.25 899.22 6 Pipe - (11)2.18 12 Cir 28 896.81 896.90 0.32 897.81 897.90 0.12 898.02 7 Pipe - (4)2.66 12 Cir 63 895.60 895.90 0.48 896.43 896.72 0.11 896.84 8 Pipe - (3)2.31 12 Cir 45 896.00 896.16 0.36 896.84 896.99 0.17 897.16 9 Pipe - (2)2.24 12 Cir 21 896.04 896.11 0.34 896.68 896.87 0.28 897.15 10 Pipe - (1)2.25 12 Cir 194 896.21 896.87 0.34 897.15 897.72 0.15 897.88 5S PR3 Routing Diagram for Proposed Conditions Prepared by FRITZ ENGINEERING, Printed 1/21/2021 HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link THE AVENUE AT BENNETT FARMS-PR CONDITIONS Proposed Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 2HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 002yr-24hr Type II 24-hr Default 24.00 1 2.66 2 2 010yr-24hr Type II 24-hr Default 24.00 1 3.83 2 3 025yr-24hr Type II 24-hr Default 24.00 1 4.72 2 4 100yr-24hr Type II 24-hr Default 24.00 1 6.46 2 THE AVENUE AT BENNETT FARMS-PR CONDITIONS Proposed Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 3HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.190 74 >75% Grass cover, Good, HSG C (5S) 0.190 74 TOTAL AREA THE AVENUE AT BENNETT FARMS-PR CONDITIONS Proposed Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 4HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 0.190 HSG C 5S 0.000 HSG D 0.000 Other 0.190 TOTAL AREA THE AVENUE AT BENNETT FARMS-PR CONDITIONS Proposed Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 5HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.190 0.000 0.000 0.190 >75% Grass cover, Good 5S 0.000 0.000 0.190 0.000 0.000 0.190 TOTAL AREA THE AVENUE AT BENNETT FARMS-PR CONDITIONS Type II 24-hr 002yr-24hr Rainfall=2.66"Proposed Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 6HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Time span=0.01-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.190 ac 0.00% Impervious Runoff Depth=0.70"Subcatchment 5S: PR3 Tc=5.0 min CN=74 Runoff=0.23 cfs 0.011 af Total Runoff Area = 0.190 ac Runoff Volume = 0.011 af Average Runoff Depth = 0.70" 100.00% Pervious = 0.190 ac 0.00% Impervious = 0.000 ac THE AVENUE AT BENNETT FARMS-PR CONDITIONS Type II 24-hr 002yr-24hr Rainfall=2.66"Proposed Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 7HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: PR3 Runoff = 0.23 cfs @ 11.97 hrs, Volume= 0.011 af, Depth= 0.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 002yr-24hr Rainfall=2.66" Area (ac) CN Description 0.190 74 >75% Grass cover, Good, HSG C 0.190 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment 5S: PR3 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)0.26 0.25 0.24 0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Runoff=0.23 cfs @ 11.97 hrs Type II 24-hr 002yr-24hr Rainfall=2.66" Runoff Area=0.190 ac Runoff Volume=0.011 af Runoff Depth=0.70" Tc=5.0 min CN=74 0.23 cfs @ 11.97 hrs THE AVENUE AT BENNETT FARMS-PR CONDITIONS Type II 24-hr 010yr-24hr Rainfall=3.83"Proposed Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 8HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Time span=0.01-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.190 ac 0.00% Impervious Runoff Depth=1.47"Subcatchment 5S: PR3 Tc=5.0 min CN=74 Runoff=0.51 cfs 0.023 af Total Runoff Area = 0.190 ac Runoff Volume = 0.023 af Average Runoff Depth = 1.47" 100.00% Pervious = 0.190 ac 0.00% Impervious = 0.000 ac THE AVENUE AT BENNETT FARMS-PR CONDITIONS Type II 24-hr 010yr-24hr Rainfall=3.83"Proposed Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 9HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: PR3 Runoff = 0.51 cfs @ 11.96 hrs, Volume= 0.023 af, Depth= 1.47" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 010yr-24hr Rainfall=3.83" Area (ac) CN Description 0.190 74 >75% Grass cover, Good, HSG C 0.190 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment 5S: PR3 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Runoff=0.51 cfs @ 11.96 hrs Type II 24-hr 010yr-24hr Rainfall=3.83" Runoff Area=0.190 ac Runoff Volume=0.023 af Runoff Depth=1.47" Tc=5.0 min CN=74 0.51 cfs @ 11.96 hrs THE AVENUE AT BENNETT FARMS-PR CONDITIONS Type II 24-hr 025yr-24hr Rainfall=4.72"Proposed Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 10HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Time span=0.01-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.190 ac 0.00% Impervious Runoff Depth=2.14"Subcatchment 5S: PR3 Tc=5.0 min CN=74 Runoff=0.74 cfs 0.034 af Total Runoff Area = 0.190 ac Runoff Volume = 0.034 af Average Runoff Depth = 2.14" 100.00% Pervious = 0.190 ac 0.00% Impervious = 0.000 ac THE AVENUE AT BENNETT FARMS-PR CONDITIONS Type II 24-hr 025yr-24hr Rainfall=4.72"Proposed Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 11HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: PR3 Runoff = 0.74 cfs @ 11.96 hrs, Volume= 0.034 af, Depth= 2.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 025yr-24hr Rainfall=4.72" Area (ac) CN Description 0.190 74 >75% Grass cover, Good, HSG C 0.190 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment 5S: PR3 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Runoff=0.74 cfs @ 11.96 hrs Type II 24-hr 025yr-24hr Rainfall=4.72" Runoff Area=0.190 ac Runoff Volume=0.034 af Runoff Depth=2.14" Tc=5.0 min CN=74 0.74 cfs @ 11.96 hrs THE AVENUE AT BENNETT FARMS-PR CONDITIONS Type II 24-hr 100yr-24hr Rainfall=6.46"Proposed Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 12HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Time span=0.01-48.00 hrs, dt=0.05 hrs, 961 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=0.190 ac 0.00% Impervious Runoff Depth=3.58"Subcatchment 5S: PR3 Tc=5.0 min CN=74 Runoff=1.22 cfs 0.057 af Total Runoff Area = 0.190 ac Runoff Volume = 0.057 af Average Runoff Depth = 3.58" 100.00% Pervious = 0.190 ac 0.00% Impervious = 0.000 ac THE AVENUE AT BENNETT FARMS-PR CONDITIONS Type II 24-hr 100yr-24hr Rainfall=6.46"Proposed Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 13HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: PR3 Runoff = 1.22 cfs @ 11.96 hrs, Volume= 0.057 af, Depth= 3.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.01-48.01 hrs, dt= 0.05 hrs Type II 24-hr 100yr-24hr Rainfall=6.46" Area (ac) CN Description 0.190 74 >75% Grass cover, Good, HSG C 0.190 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Subcatchment 5S: PR3 Runoff Hydrograph Time (hours) 45403530252015105Flow (cfs)1 0 Runoff=1.22 cfs @ 11.96 hrs Type II 24-hr 100yr-24hr Rainfall=6.46" Runoff Area=0.190 ac Runoff Volume=0.057 af Runoff Depth=3.58" Tc=5.0 min CN=74 1.22 cfs @ 11.96 hrs THE AVENUE AT BENNETT FARMS-PR CONDITIONS Multi-Event TablesProposed Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING Page 14HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC Events for Subcatchment 5S: PR3 Event Rainfall (inches) Runoff (cfs) Volume (acre-feet) Depth (inches) 002yr-24hr 2.66 0.23 0.011 0.70 010yr-24hr 3.83 0.51 0.023 1.47 025yr-24hr 4.72 0.74 0.034 2.14 100yr-24hr 6.46 1.22 0.057 3.58 THE AVENUE AT BENNETT FARMS-PR CONDITIONS Table of ContentsProposed Conditions Printed 1/21/2021Prepared by FRITZ ENGINEERING HydroCAD® 10.10-4a s/n 10557 © 2020 HydroCAD Software Solutions LLC TABLE OF CONTENTS Project Reports 1 Routing Diagram 2 Rainfall Events Listing 3 Area Listing (all nodes) 4 Soil Listing (all nodes) 5 Ground Covers (all nodes) 002yr-24hr Event 6 Node Listing 7 Subcat 5S: PR3 010yr-24hr Event 8 Node Listing 9 Subcat 5S: PR3 025yr-24hr Event 10 Node Listing 11 Subcat 5S: PR3 100yr-24hr Event 12 Node Listing 13 Subcat 5S: PR3 Multi-Event Tables 14 Subcat 5S: PR3 APPENDIX F – LOT 1 DRAINAGE CALCULATIONS Drainage Calculations Bennett Technology Park – Block ‘A’ Southwest Corner of Bennett Parkway & North Michigan Road (US 421) Carmel, Indiana 46032 Job #: JDF.001 Original Date: 10-10-16 Revised Date: 12-23-16 Prepared by: Eric A. Gleissner, P.E. Reviewed by: Brian Cross, P.E. 160 West Carmel Drive Suite 240 Carmel, IN 46032 Phone: 317-810-1677 Fax: 317-810-1679 TABLE OF CONTENTS Section I: Report A. Project Title B. Project Description C. Design Method and Criteria D. References E. Existing Conditions F. Proposed Conditions G. Stormwater Quality Section II: Appendix A. Site Information B. Existing Conditions (Exhibits, Calculations, etc.) C. Proposed Conditions (Exhibits, Calculations, etc.) D. Previously Approved Drainage Calculations (prepared by Beam, Longest and Neff, L.L.C. & The Schneider Corporation) SECTION I: REPORT A. Project Title Bennett Technology Park – Block ‘A’ (Southwest corner of North Michigan Road & Bennett Parkway) B. Project Description This project is located on the west side of North Michigan Road (U.S. 421) just south of the intersection with Bennett Parkway in Carmel, Indiana. The site totals 1.30 +/- acres in size and is part of the master-planned 105.6 acre Bennett Technology Park. The overall park was originally approved in March of 2000 with subsequent portions being developed through the years. The most recent was in May of 2012 with the construction of Bennett Tech Road directly adjacent to the west boundary of the subject site. The construction of Bennett Tech Road extended the master-planned road and drainage infrastructure to the subject site. The proposed improvements will consist of a new 9,522 square foot commercial multi-tenant building to serve retail and restaurant uses. Also included with the proposed improvements will be utility and drainage infrastructure along with new hard surface for parking and ingress / egress. One of the existing wet detention facilities constructed for Bennett Technology Park has been master-planned and previously approved to provide stormwater detention for the subject site in the developed condition. These plans and calculations analyze the existing and proposed drainage patterns and will show that the proposed improvements will have no negative effect on drainage conditions in the area. The existing land uses adjacent to the subject site are as follows: North: Commercial / Vacant West: Multi-Family South: Agricultural / Vacant East: Commercial / Retail (Michigan Road) C. Design Method and Criteria 1. Soil Type: Soil maps from the United States Department of Agriculture, Soil Conservation Service, identify Brookston Silty Clay Loam – (Br – 79.2% Site) and Crosby Silt Loam – (CrA – 20.8% Site). 2. Design Storm: The 2, 10 and 100-year storm events have been analyzed for both the existing and proposed overall conditions. The Rational Method was used in pipe sizing calculations. Existing / Proposed Conditions Analysis was performed using the SCS-II 24-hour rainfall distribution and ICPR computer software. 3. Overall Watershed: The existing site has been master-planned and pad graded as a commercial outlot. It currently drains via overland flow to the southeast where it is intercepted by a temporary diversion swale and diverted into the existing storm sewer infrastructure constructed as part of Bennett Tech Road. It then flows north via subsurface storm sewers along Bennett Tech Road and then west along Bennett Parkway. The stormwater runoff then discharges into an existing 1.8 +/- acre wet detention facility located on the north side of Bennett Parkway. The detention facility then discharges north into an unnamed tributary of Long Branch ditch ultimately outletting into Eagle Creek. D. References 1. TR55 Stormwater Design Manual. 2. Hamilton County Soil Survey. 3. Highway Extension and Research Project for Indiana Counties (HERPIC). 4. City of Carmel Stormwater Technical Standards Manual. E. Existing Conditions The subject site totals 1.30 +/- acres in size and is part of the master-planned 105.6 acre Bennett Technology Park. The overall park was originally approved in March of 2000 with subsequent portions being developed through the years. The most recent was in May of 2012 with the construction of Bennett Tech Road directly adjacent to the west boundary of the subject site. The construction of Bennett Tech Road extended the master-planned road and drainage infrastructure to the subject site and also rough pad graded it for future development. The outlot currently drains via overland flow to the southeast where it is intercepted by a temporary diversion swale and diverted into the existing storm sewer infrastructure constructed as part of Bennett Tech Road. It then flows north via subsurface storm sewers along Bennett Tech Road and then west along Bennett Parkway. The stormwater runoff then discharges into an existing master-planned 1.8 +/- acre wet detention facility located on the north side of Bennett Parkway. The detention facility then discharges north into an unnamed tributary Long Branch ditch ultimately outletting into Eagle Creek. An existing conditions runoff analysis was performed using the SCS-II 24-hour rainfall distribution and ICPR computer software. Basin “EX1” represents the 1.30 +/- acre subject site as it exists today. The following table summarizes the maximum existing discharge rates for Basin “EX1”: DRAINAGE BASIN RUNOFF (CFS) Basin EX1 (1.30 +/- acres) 2-YEAR 0.30 cfs 10-YEAR 1.11 cfs 100-YEAR 3.69 cfs Table 1: Pre-Developed Existing Conditions F. Proposed Conditions The proposed improvements will consist of a new 9,522 square foot commercial multi-tenant building to serve retail and restaurant uses. Also included with the proposed improvements will be utility and drainage infrastructure along with new hard surface for parking and ingress / egress. One of the existing wet detention facilities constructed for Bennett Technology Park has been master-planned and previously approved to provide stormwater detention for the subject site in the developed condition. Therefore, stormwater detention for the proposed development will not be required. The drainage calculations for the overall Bennett Technology Park were prepared in March of 2000 by The Schneider Corporation and can be found in the Appendix of this report. They provided for a developed conditions curve number (CN) of 86.1 and a runoff coefficient (C) of 0.75 for the subject site. The proposed improvements will result in a curve number (CN) of 82.8 and a runoff coefficient (C) of 0.66 for the 1.30 acre outlot; therefore, substantially less than the previously approved drainage master plan. Subsequent portions or the Technology Park have been developed through the years. The most recent was in May of 2012 with the construction of Bennett Tech Road directly adjacent to the west boundary of the subject site. The construction of Bennett Tech Road extended the master-planned road and drainage infrastructure to the subject site and also rough pad graded it for future development. The drainage calculations for Bennett Tech Road were prepared in May of 2012 by Beam Longest & Neff, LLC and can be found in the Appendix of this report. It should be noted that the project site lies within the limits of “Storm Sewer Basin 665” per the drainage calculations done by Beam, Longest & Neff, LLC. The following table summarizes the total discharge rates from Basin “EX2” with the proposed building expansion during the 2-year, 10-year and 100-year storm events: DRAINAGE BASIN RUNOFF (CFS) Basin PR1 (1.30 +/- acres) 2-YEAR 1.86 cfs 10-YEAR 3.38 cfs 100-YEAR 7.01 cfs G. Stormw ater Quality The post-construction stormwater quality BMPs have been master-planned for the outlot along with stormwater detention. Please reference the drainage calculations for Bennett Tech Road prepared in May of 2012 by Beam Longest & Neff, LLC (BLN). They can be found in the Appendix of this report. On pages 6-8 of the above referenced BLN report, calculations analyzing the existing 1.8 +/- acre wet detention facility have been prepared showing that the existing facility meets the requirements of a BMP. In addition to the existing wet detention facility, an offline 8’ diameter AquaSwirl© model “AS-8” was previously installed on the storm sewers with the construction of Bennett Tech Road. The “AS-8” has been designed to treat the stormwater runoff from the fully developed outlots in addition to the previously constructed Bennett Tech Road. The narrative describing the “AS-8” can be found on page 9 of the above referenced BLN report with the supporting calculations on pages 70-75. The existing wet detention facility in combination with the existing AquaSwirl© model “AS-8” meet the City of Carmel requirements for two BMPs. Therefore, additional post-construction stormwater quality BMPs should not be required for this proposed development. SECTION II: APPENDIX A. Site Information Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/29/2016 Page 1 of 344220804422090442210044221104422120442213044221404422150442216044221704422080442209044221004422110442212044221304422140442215044221604422170564840564850564860564870564880564890564900564910564920564930564940564950564960564970564980564990565000 564850 564860 564870 564880 564890 564900 564910 564920 564930 564940 564950 564960 564970 564980 564990 565000 39° 56' 50'' N 86° 14' 27'' W39° 56' 50'' N86° 14' 20'' W39° 56' 46'' N 86° 14' 27'' W39° 56' 46'' N 86° 14' 20'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 35 70 140 210 Feet 0 10 20 40 60 Meters Map Scale: 1:738 if printed on A landscape (11" x 8.5") sheet. Warning: Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 16, Sep 9, 2015 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 27, 2014—Aug 28, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/29/2016 Page 2 of 3 Map Unit Legend Hamilton County, Indiana (IN057) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Br Brookston silty clay loam, 0 to 2 percent slopes 1.1 66.4% CrA Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes 0.5 33.6% Totals for Area of Interest 1.6 100.0% Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/29/2016 Page 3 of 3 B. Existing Conditions EXISTING CONDITIONSRunoff CurveCoefficient NumberImpervious Area = 0.90 98 **RooftopOpen Area = 0.10 63.7 **Open Space (Good Condition)Impervious Area = 0.85 87.3 **PavementCrosby SIlt Loam (CrA - 20.8% Site) Type "C" SoilBrookston Silty Clay Loam (Br - 79.2% Site) Type "B" SoilON SITE (EX1)Impervious Area Open Area Impervious Area Total Total Composite CompositeRoof (ft^2) (ft^2) Pavement (ft^2) (ft^2) (Acres) "CN" "C"0 56628 0 56628 1.30 63.7 0.10 Overland flowseg. 1 Shallow Concentrated FlowBasin Length S n T_t Length S Paved/Un Vel. T_tT_cname (ft) % (min) (ft) % (P or U) (ft/s) (min)(min)EX1 100 0.91 0.15014409 0.91 U1.54 418 Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 -------------------------------------------------------------------------------------- 100YR-24HR EX1 PRE 12.08 3.69 2.565 12106 100YR-24HR PR1 POST 12.04 7.01 4.492 21197 10YR-24HR EX1 PRE 12.12 1.11 0.862 4066 10YR-24HR PR1 POST 12.04 3.38 2.120 10003 2YR-24HR EX1 PRE 12.12 0.30 0.320 1509 2YR-24HR PR1 POST 12.07 1.86 1.164 5493 C. Proposed Conditions PROPOSED CONDITIONS Runoff Curve Coefficient Number Impervious Area =0.90 98 **Rooftop Open Area =0.10 63.7 **Open Space (Good Condition) Impervious Area =0.85 87.3 **Pavement Crosby SIlt Loam (CrA - 20.8% Site) Type "C" Soil Brookston Silty Clay Loam (Br - 79.2% Site) Type "B" Soil ON SITE (PR1) Impervious Area Open Area Impervious Area Total Total Composite Composite Roof (ft^2)(ft^2)Pavement (ft^2)(ft^2)(Acres)"CN""C" 9522 15104 32002 56628 1.30 82.8 0.66 Overland flow seg. 1 Shallow Concentrated Flow Basin Length S n T_t Length S Paved/Un Vel.T_t T_c name (ft)%(min)(ft)%(P or U)(ft/s)(min)(min) PR1 (SEE STORM SEWER SPREADSHEET)12 ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: EX1 Node: EX1 Status: Onsite Group: PRE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 18.00 Area(ac): 1.300 Time Shift(hrs): 0.00 Curve Number: 63.70 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: PR1 Node: PR1 Status: Onsite Group: POST Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 14.00 Area(ac): 1.300 Time Shift(hrs): 0.00 Curve Number: 82.80 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 100YR-24HR Filename: P:\JDF.001 - Block A Bennett Technology Park\Drainage\ICPR\100YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 10YR-24HR Filename: P:\JDF.001 - Block A Bennett Technology Park\Drainage\ICPR\10YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 2YR-24HR Filename: P:\JDF.001 - Block A Bennett Technology Park\Drainage\ICPR\2YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 2.66 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 Page 1 CIVIL SITE GROUP, INC. STORM DRAIN FLOW TABULATION FORM - RATIONAL METHOD PROJECT NAME Bennet Technology Park - Block "A"COMPUTED BY:EAG PROJECT No.JDF.001 CHECKED BY:EAG STORM FREQUENCY DESIGN YEAR 10 C A L C U L A T E D D E S I G N HGL Headloss LOCATION INLET ACRES COEF.SUM TIME CONC. (min)INT."Q" =PIPE (full) n =0.013 Pipe Pipe Max Q Max V MANHOLE in MH MH DEPTH Coeff. at LOCA TION from to AREA sub total "C"CA CA inlet drain total "I"CIA size slope vel.length slope full full INV out INV in out MH TC-INV Manhole FROM TO 103 0.32 0.58 0.19 7 7 6.25 1.16 GUT=900.10 897.49 103 3.75 0.50 103 103 102 0.32 0.19 7.09 2.59 9.68 6.25 1.16 15 0.03 0.95 147 0.23 3.06 2.50 896.35 896.02 897.44 Cover =2.50 103 102 102 0.33 0.54 0.18 7 7 6.25 1.11 GUT=899.87 897.11 102 3.95 0.50 102 102 101 0.65 0.36 9.68 2.13 11.82 5.55 2.02 15 0.10 1.65 211 0.23 3.06 2.50 895.92 895.44 897.06 Cover =2.70 102 101 101 0.00 0.00 0.00 5 5 6.98 0.00 T.C.=900.60 896.59 101 5.26 0.50 101 101 EX3 0.65 0.36 11.82 0.52 12.33 5.10 1.85 15 0.08 1.51 47 0.23 3.10 2.52 895.34 895.24 896.54 Cover =4.01 101 EX3 EX3 0.13 0.81 0.11 5 5 6.98 0.74 GUT=899.45 896.44 EX3 4.31 0.50 EX3 EX3 EX2 0.78 0.67 12.33 0.17 12.51 5.00 3.33 18 0.10 1.89 19 2.83 17.66 10.00 895.14 894.59 895.66 Cover =2.81 EX3 EX2 EX2 0.50 0.59 0.30 10 10 5.46 1.61 T.C.=898.79 895.66 EX2 4.25 0.50 EX2 EX2 EX1 1.28 0.96 12.51 0.18 12.68 4.96 4.78 18 0.21 2.70 29 0.67 8.60 4.86 894.54 894.35 895.48 Cover =2.75 EX2 EX1 895.48 = T.W. ROOF 0.22 0.90 0.20 5 5 6.98 1.38 T.C.=902.80 898.92 ROOF 3.17 0.50 ROOF ROOF EX3 0.22 0.20 5.00 0.72 5.72 6.98 1.38 8 1.31 3.96 170 1.84 1.64 4.69 899.63 896.50 898.75 Cover =2.50 ROOF EX3 Above =895.97 12/22/16 Runoff Coefficient Impervious Area =0.90 Rooftop Greenspace =0.10 Moderately Pervious Soil with Turf Gravel/Stone =0.85 Impervious Area =0.85 Pavement BASIN (103) Impervious Area Impervious Area Greenspace Stone Total Total Composite (ft^2) - Pavement (ft^2) - Rooftop (ft^2)(ft^2)(ft^2)(Acres)"C" 8863 0 5131 0 13994 0.32 0.58 BASIN (102) Impervious Area Impervious Area Greenspace Stone Total Total Composite (ft^2) - Pavement (ft^2) - Rooftop (ft^2)(ft^2)(ft^2)(Acres)"C" 8360 0 5995 0 14355 0.33 0.54 BASIN (EX3) Impervious Area Impervious Area Greenspace Stone Total Total Composite (ft^2) - Pavement (ft^2) - Rooftop (ft^2)(ft^2)(ft^2)(Acres)"C" 5378 0 278 0 5656 0.13 0.81 BASIN (ROOF) Impervious Area Impervious Area Greenspace Stone Total Total Composite (ft^2) - Pavement (ft^2) - Rooftop (ft^2)(ft^2)(ft^2)(Acres)"C" 0 9522 0 0 9522 0.22 0.90 BASIN (EX2) Impervious Area Impervious Area Greenspace Stone Total Total Composite (ft^2) - Pavement (ft^2) - Rooftop (ft^2)(ft^2)(ft^2)(Acres)"C" 14163 0 7498 0 21661 0.50 0.59 TOTAL ALL BASINS COMBINED Impervious Area Impervious Area Greenspace Stone Total Total Composite (ft^2) - Pavement (ft^2) - Rooftop (ft^2)(ft^2)(ft^2)(Acres)"C" 36764 9522 18902 0 65188 1.50 0.64 Time of Concentration WorksheetPROJECT: Bennet Technology Park - Block "A" Based on TR-55JOB #: JDF.001Typical values for Manning's nTypical values for Manning's nOverland Flow 2 year, 24 hour rainfall =2.66inches Channel Flow short grass 0.150 grass 0.030 dense grass 0.240 concrete 0.015 pavement 0.011 rip-rap 0.035 Overland flowseg. 1 Overland flowseg. 2 Shallow Concentrated Flow Channel FlowBasin Length S n T_t Length S n T_t Length SPaved/UnVel. T_t Length a Pw r S n Vel. T_tT_cname (ft) % (min) (ft) % (min) (ft) % (P or U) (ft/s) (min) (ft) (s.f.) (ft) (ft) % (ft/s) (min)(min)103 30 1.00 0.150570 1.00 0.011144 1.00 P2.03 07102 30 1.00 0.150570 1.00 0.011147 1.00 P2.03 071015EX3 10 1.00 0.150277 1.00 0.01115EX2 70 2.00 0.150830 0.50 0.0111134 1.00 P2.03 110ROOF5Page 1 Inlet Capacity Calculations INLET #103 Inlet Type = Neenah R-3286-8V A = 0.70 ft - Assuming 50% Clogged = 0.35 ft P = 4.40 ft - Assuming 50% Clogged = 2.20 ft Q = 1.16 cfs - Projected 10yr Flow to Inlet, Basin 201 Orifice Flow Weir Flow Q = 4.89 * A * (d)^0.5 Q = 3.0 * P * (d)^1.5 Q = Flow in cfs Q = Flow in cfs A = Open area of inlet in ft^2 P = Wetted perimeter of inlet in ft d = Depth of water above inlet in inches d = Depth of water above inlet in inches d = 0.46 ft. d = 0.31 ft. INLET #102 Inlet Type = Neenah R-3286-8V A = 0.70 ft - Assuming 50% Clogged = 0.35 ft P = 4.40 ft - Assuming 50% Clogged = 2.20 ft Q = 1.11 cfs - Projected Flow to Inlet Orifice Flow Weir Flow Q = 4.89 * A * (d)^0.5 Q = 3.0 * P * (d)^1.5 Q = Flow in cfs Q = Flow in cfs A = Open area of inlet in ft^2 P = Wetted perimeter of inlet in ft d = Depth of water above inlet in inches d = Depth of water above inlet in inches d = 0.42 ft. d = 0.30 ft. INLET #EX3 Inlet Type = Neenah R-3286-8V A = 0.70 ft - Assuming 50% Clogged = 0.35 ft P = 4.40 ft - Assuming 50% Clogged = 2.20 ft Q = 0.74 cfs - Projected 10yr Flow to Inlet Orifice Flow Weir Flow Q = 4.89 * A * (d)^0.5 Q = 3.0 * P * (d)^1.5 Q = Flow in cfs Q = Flow in cfs A = Open area of inlet in ft^2 P = Wetted perimeter of inlet in ft d = Depth of water above inlet in inches d = Depth of water above inlet in inches d = 0.19 ft. d = 0.23 ft. INLET #EX2 Inlet Type = Neenah R-3382 A = 2.30 ft - Assuming 50% Clogged = 1.15 ft P = 10.40 ft - Assuming 50% Clogged = 5.20 ft Q = 1.61 cfs - Projected 10yr Flow to Inlet Orifice Flow Weir Flow Q = 4.89 * A * (d)^0.5 Q = 3.0 * P * (d)^1.5 Q = Flow in cfs Q = Flow in cfs A = Open area of inlet in ft^2 P = Wetted perimeter of inlet in ft d = Depth of water above inlet in inches d = Depth of water above inlet in inches d = 0.08 ft. d = 0.22 ft. D. ICPR Input Data ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: EX1 Node: EX1 Status: Onsite Group: PRE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 18.00 Area(ac): 1.300 Time Shift(hrs): 0.00 Curve Number: 63.70 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: PR1 Node: PR1 Status: Onsite Group: POST Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 14.00 Area(ac): 1.300 Time Shift(hrs): 0.00 Curve Number: 82.80 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 100YR-24HR Filename: P:\JDF.001 - Block A Bennett Technology Park\Drainage\ICPR\100YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 10YR-24HR Filename: P:\JDF.001 - Block A Bennett Technology Park\Drainage\ICPR\10YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 2YR-24HR Filename: P:\JDF.001 - Block A Bennett Technology Park\Drainage\ICPR\2YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 2.66 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 E. Previously Approved Drainage Calculations STORM\ryATER DESIGN NARRATIVE BENNETT TECH ROAD Proiect Location: Bennett Parkway & S.R.42l Carmel,IN Prepared For: REI lnvestments, Inc. ll711N. Pennsylvania Street, Suite 200 Carmel, IN 46032 Date: May 8,2012 /"Aã- /Þ STAIE tr PE10707583 No. t0 *t L BLN Bcrltrt, Lotrgc:st rrrrcl Nc.I L.L.C. Cr.nsultrn,J Ertilirreers & Larrd Sur'¡eyors 3126CastletonRoad I Indianapolis, Indiana 46250. Phone:317.849.5832 r Fax: 317.841.4281 \ileb: www.B-L-N.com TABLE OF CONTENTSTABLE OF CONTENTS.................PROJECT DESCRIPTION..............FEMA MAP OVERVIEWWATERSHED DESCzuPTTON ......SOILS OVERVIEWTABLE I _PROJECT SOILSEXISTING CONDITIONS.............TABLE 2 -MASTERPLAN DESIGN PARAMETERSPROPOSED CONDITIONS................STORM SEWER DESIGN....STORM WATER QUALITYTABLE 3 _ EXISTING POND STAGE.STORAGE2aJJJJJ44567899SUMMARY....REFERENCESAPPENDICES10APPENDIXAPPENDIXAPPENDIXAPPENDIXAPPENDTXAPPENDIXAPPENDIXAPPENDIXAPPENDIXAPPENDIXA - LOCATION MAPB _ FEMA MAPSC - SOILS MAP & INFORMATIOND - EXISTING WATERSHED MAPE - STORM SEWER BASIN MAP AND EMERGENCYOVERFLOW PATH MAPF _ STORM SEWER & INLET DESIGN CALCULATIONSG - WATER QUALITY ANALYSIS (EXISTING MASTERPLANDETENTTON POND)H _ V/ATER QUALITY AQUA-SWIRL CALCULATIONSI _ MASTERPLAN DRAINAGE REPORT I.'OR BENNETTTECHNOLOGY PARKJ _ MASTERPLAN DRAINAGE REPORT FOR THE DOMAINAT BENNETT FARMS APARTMENTS-2- PROJECT DESCRIPTIONREI lnvestments, [nc. is proposing to build 700 feet of roadway within an existing vacantlot just west of State Road 421 (Michigan Road) and south of Bennett Parkway within theCity of Carmel, Hamilton County, Indiana and the Town of Zionsville, Boone County,Indiana. The roadway will include a storm sewer network master-planned for futuredevelopment along the east side of the proposed roadway. For reference, the project siteis located at approximate latitude 39o56'50"N and longitude 86o14'26"W.FEMA MAP OVERVIE\üThe project site is located within the FEMA Community Panel Map # 18057C0205Fdated February 19,2003, which indicates the site is located within the Flood Designation'Zone X, Areas outside of 500-year floodplain (No Shading)'. The project site is alsolocated within the FEMA Community Panel Map #18011C03538 dated January 18,2012, which indicates the site is located within the Flood Designation 'Zone X, Areasoutside of the 0.2o/o annual chance floodplain (No Shading)'. The FEMA Maps areincluded in Appendix B.WATERSHED DESCRIPTIONThe project site is located within the 'Eagle Creek-Long Branch/Irishman Run'watershed as provided on the lndianaMap GIS system. The 14-digit Hydrologic UnitCode (HUC) for this watershed is 05120201 120080.SOIS OVERVIEWThe project site contains the soils listed in the following Table. The Hydrologic SoilGroup (HSG) for each soil is also provided. The appropriate limits of each soil type aredepicted in the Soils Map provided in Appendix C.TABLEl-PROJECTSOILSCCrosby Silt LoamCrABBrookston Silty Clay LoamBrHSGSoil Name, DescriptionSoil Symbol-J- EXISTING CONDITIONSThe site is located within the Bennett Technology Park. The drainage and detention forthe Park has been masterplanned as the development has progressed. This site is locatedwithin a watershed designated to convey runoff from the development into an existingdetention pond located at the northwest corner of the overall masterplan site. Theexisting pond was sized to handle the development of this project as well as other areaswithin the overall Bennett Technology Park. A copy of the original design is included inAppendix I. A site vicinity map, which shows the approximate location of the masterplandetention pond, is presented in Appendix A. For reference purposes, the existingtopography onsite can be delineated into two separate drainage watersheds.El - Sheet drains runoff to the north into a curb inlet along the south side ofBennett Parkway in front of this site and into a 15 inch pipe that connectsinto the aforesaid curb inlet. This existing storm sewer does not connectinto the masterplan sewer system and detention pond. Therefore, theproposed storm network will not connect into this existing storm sewer forthe proposed roadway and outlots.E2 - Sheet drains runoff to the south onto the adjoining property.A map of the existing watersheds can be viewed in Appendix D. The back half of twooffsite apartment buildings will drain onto the proposed roadway. This additional runoffwill be accounted for in the roadway storm sewer network. These apartments are locatedwithin the same masterplan detention basin as the proposed roadway.As provided in the original design, this site is part of watershed'PRl'. PRI has a totalarea of 26.2 acres., a CN value of 86.1 and an overall Time of Concentration of 25minutes. PRI was used in the design of the detention system. Conversely, the stormwater pipe network was designed utilizing separate nomenclature. The subject site islabeled as part of Basin '612' in the storm pipe basin map. The design for these pipesallowed for the following:TABLE 2 - MASTERPLAN DESIGN PARAMETERS0.758.36Total0.758.36612Runoff Coefficient,C'AreaAc.Basin NameThe proposed roadway and outlots only consist of 4.64 acres of the 8.36 acres of Basin612. To summarize for comparison purposes, this project will need to result in an overallCurve Number of CN:86.1 or less and a Runoff Coefficient of C:0.75 or less. This willensure the project is within the masterplan design parameters.-4- PROPOSED CONDITIONSAs mentioned above, the project is within a masterplan development. Detention for theproject has been previously designed and constructed in an existing pond to the northwestof the site. As a result it is necessary to evaluate the proposed improvements in order toconfirm that this project can be designed within the overall masterplan design parameters.An existing storm sewer system along the south side of Bennett Parkway that wasdesigned for the apartment complex, located just west of the proposed roadway, wasconstructed in anticipation for this roadway and the adjoining developed outlots. Theapartment complex storm sewer connects into the masterplan storm network that drainsinto the detention pond.In order to determine the percent impervious allowable for this project, it is necessary toreverse compute the masterplan design allocation for each basin. Since each basin inquestion had a design Runoff Coefficient of C:0.75, the following equations are solvedsimultaneously to determine the percent impervious attributed to each land cover type.Xo/o(C impervious) + Yo/o(C grass) = 0.75Wtd.Cxo/o*Yo/o='1.00o/oWhere:X%o: Percentage of Impervious CoverY%o: Percentage of Grass CoverC impervious:0.90C grass:0.30Solving the above simultaneously results in the following:XYo:75olo lmperviousYYo:25%o PerviousBased on the proposed improvements, this project site results in the following:This project results in a less intense development use with a lower percentage ofimpervious surfaces. As a result, the masterplan design parameters have been met for thesite. For project site impervious cover calculations refer to the Water Quality Calculationsheet located in Appendix H (Water Quality Aqua-Swirl Calculations).XYo : 69.5 Impervious CoverYYo:30.5 Grass CoverOverall Wtd. C :0.72-5- STORM SEWER DESIGNThe storm se\ /er pipes and inlets were designed using the Rational Method for a lO-yearstorm event in accordance with the City of Carmel Stormwater Technical StandardsManual. The runoff for each inflow to the system was determined using compositeRunoff Coefficients and NRCS TR-55 methodology for Tc using a minimum of 5minutes. Inlets located at sag conditions were designed as 50% blocked. Inlets oncontinuous grade were designed using INDOT equations and procedures.The storm sewer network was not only designed for the proposed roadway, but wasdesigned to handle the oulots adjoining the roadway to the east under developedconditions. The proposed storm sewer network connects into an existing storm sewerthat was designed as part of the storm sewer system for the apartment complex locatedjust west of the project (The Domain at Bennett Farms). This existing storm sewer wasdesigned to accommodate the proposed roadway and the future developed outlots. Theexisting pipe capacity was designed at 14.40 cfs. The proposed storm sewer designedstorm runoff is 14.35 cfs for the fully developed project site, which is less than theexisting tie-in storm sewer capacity.Temporary diversion swales will be constructed to divert all the storm runoff associatedwith the oulot pads until they are developed into the roadway storm sewer network.The storm sewer basin map is included in Appendix E and the storm sewer and inletcalculations are included in Appendix F. The masterplan drainage report for theapartment complex is attached under Appendix J.-6- STORM WATER QUALITYEXISTING DETENTION POND ANALYSISThis project is within the masterplan Bennett Technology Park drainage system. Theexisting detention pond to the northwest has been sized to handle the detentionrequirements for the site. The pond will serve as a water quality feature for thedevelopment as well. In order to verify the existing pond is capable of performing thewater quality functions, the City of Carmel Stormwater Technical Standards Manual hasbeen used for a guide in analyzing the system. The following is a description of theanalysis.Step 1 - Determine the contributing Drainage Area to the Pond.From the masterplan stormwater design report, the contributing drainage area toPondl is26.2 Acres and labeled as PR1MSE#3.Step 2 - DeterminetheYo Impervious Cover of the contributing Drainage AreaAs described above, the o/o impervious was back-calculated to be 75o/o for theentire contributing watershed.Step 3 - Determine the Water Quality Volume, rùy'QvAs outlined in the Manual, WQv - '*::* ol2Where:P is I inch of rainfallRv : 0.05+0.009(%lmpervious) or 0.05+0.009(7 5) : 0.725A is the contributing drainage area or 26.2 AcresTherefore, thewev - 7" xo'72stc26'2 = 1.58 Ac - ft72Step 4 - Check Pond VolumeIn accordance with the Standards BMP Design Criteria, the volume of thepermanent pool of the pond shall be at least 3 times the tWQv.Based on actual as built topographic information, the normal pool of the pondhas a surface area of 1.75 Acres.Minimum Pond Volume:3 x WQv or 3 x 1.58 Ac-ft: 4.74 Ac-ft.Depth of Pond Required :4.74 Ac-ft + 1.75 Ac :2.7 feet.The existing pond is approximately 6 feet to I feet deep. 6 feet > 2.7 feet-7 - Step 5 - Check Time to Empty WQvIn accordance with the Standards BMP Design Criteria, the pond shall be ableto retain the WQv and allow it to flow out over a minimum of l2 to 48 hours.Based on actual as built topographic information, the existing pond has thefollowing stage -storage relationship:TABLE 3 - EXISTING POND STAGE-STORAGE13.302.2588411.072.28838.912.128826.832.0488r4.831.968802.911.888791.071.887801.75877.4Cumulative Storage Volume,Ac-ftArea,Ac.ElevationBased on the above, the WQv of 1.58 Ac-ft occurs at elevation:2.9L - 7.07879 - 878=7.84Ac-ft/ft7.58 - 7.07L84 -- 0.28 ft0.28ft+878:878.28Therefore, the WQv is contained within the pond at elevation 878.28. An ICPRmodel was set up with the existing pond stage-storage information and the pondoutfall pipe in order to determine how much time would be required to emptythe WQv from the pond. The ICPR model information is provided in AppendixG. Based on the model, the pond will take more than 72 hours to drain theWQv. Therefore, this requirement has been met.-8- AQUA-SWIRI. CALCULATIONSAn Aqua-Swirl was designed as the second water quality treatment unit for this project.The Aqua-Swirl is located just prior to where the proposed storm sewer will connect intothe existing apartment complex storm network. All stormwater associated with thisproject will be treated by the Aqua-Swirl prior to entering the existing storm sewers. TheAqua-Swirl has been designed to handle the outlots under fully developed conditions.The Aqua-Swirl was designed as an offline unit, and the size selection for the Aqua-Swirlwas chosen from the list of pre-approved Indianapolis Water Quality Units as directed bythe City of Carmel Engineer and Stormwater Technical Standards. The designcalculations, Aqua-Swirl layout and details, and Hydro-CAD output are presented inAppendix H.SUMMARYREI Investments, Inc. is proposing to construct a new roadway as part of the BennettTechnology Park, which includes its own masterplan for drainage and water qualitytreatment for future developed outlots located along the roadway. The project site wasincluded in the masterplan design for drainage of the overall Park. As a result it wasnecessary to ensure the proposed improvements and future developed outlots met theoriginal design parameters. After comparison, it is evident the proposed design is withinthose parameters and no adverse impacts on the surrounding or downstream drainagesystems are anticipated.REFERENCESl. Hamiton County Soils Map (Web Soil Survey)2. FEMA Flood lnsurance Rate Maps, FEMA Website3. Indiana Drainage Handbook4. INDOT Design Manual5. City of Carmel Stormwater Technical Standards Manual6. lndianapolis Stormwater Design & Construction Specifications Manual7. ICPR Software by Streamnologies8. Hydro-CAD by Hydro-CAD Software Solutions, LLC-9- APPENDICESAPPENDIX A - LOCATION MAPAPPENDIXB_FEMAMAPSAPPENDIX C - SOLS MAP & INFORMATTONAPPENDIX D _ EXISTING WATERSHED MAPAPPENDIX E _ STORM SEWER BASIN MAP AND EMERGENCYOVERFLOW PATH MAPAPPENDIX F - STORM SEWER & INLET DESTGN CALCULATIONSAPPENDIX G - WATER QUALITY ANALYSIS (EXISTING MASTERPLANDETENTTON POND)APPENDIX H _ WATER QUALITY AQUA-SWIRL CALCULATIONSAPPENDIX I _ MASTERPLAN DRAINAGE REPORT FOR BENNETTTECHNOLOGY PARKAPPENDIX J _ MASTERPLAN DRAINAGE REPORT FOR THE DOMAINAT BENNETT FARMS APARTMENTS-10- SITE VICINITY MAPROADWÈ-o(,YDETENTION PONDFOR PROJECTEXISTING6RENOT TOLE É.ôzfoóÈzloq)JIINORTHWESTERNWTRERICECARWINIONTREBAHZONE X@WSTThis is an offcial copy of a port¡on ofthe abore refurenced food map ltwæ extracted using F-MIT On-Lìne This map do6 not reflect chang6or amendments which may haw been made subsequent to the date on thetitle blæk For the latest product ¡nbrmat¡on about Nat¡onal Flood lnsuranceProgram ffood map6 check the FEMA Flood Map Store at w.msc fema go!APPROXIN,4ATE SCALE1OOO FEETANtr .tî i-r'at'lThjs is ên oficial copy ofa portron oflhe above referenced fìood map twas cx'tractcd usrng F-Mll On-Linc Thrs map does not rcfcct changcsor amendments whrch may hâve been maoe subsequent to the date on ihetille block For the lâtest product information abolt Nêtional Flood lnsuranceProgram flood maps check the FEN,4A F ood Map Store at \/lJ.W- msc fema go!FLOOD INSURANCE RATE MAPBOONE COUNTY,I}IDIANAAND INCORPORATED,A.REASPANEL 353 OF 375(SEE IV]AP INDEX FOR FIRI/I PANEL LAYOUT)CON'IA NSCOMMUNITY NUMEER PÂN5L SUFFIXlioNsv LLÈ- iof¡! oF raaol¡ 0353 ENoticetoUser: The Map Number shown belowshou¡d be used when placing map orders; theCommunity Number shown above should beused on insuranæ applications for the subjeciæmmunityFcdcral llnrcrgcno l\lanagcmcnt.\gcnt¡N\mmñÃntFIRMPANEL 0353EMAP NUMBER1 801 1C03s3EEFFECTIVE DATEJANUARY 18,2012FEETMAP SCALE 1" = 500'METE1 0005000 'l>: CrAaol\4ap S€le: 1 :1, 1 60 ¡l pr¡nted on A s¡ze (8 5" x 1 1") sheetCustom Soil Resource ReportSoilMapl\4eters¿>39'56', 54"o39'56', 54'oNoNNNNA01020o39'56',46"40 8040'1606024039'56',46' United StatesDepartment ofAgricultureNRCSNaturalResourcesConservationServiceA product of the NationalCooperative Soil Survey,a joint effort of the UnitedStates Department ofAgriculture and otherFederal agencies, Stateagencies including theAgricultu ral ExperimentStations, and localparticipantsCustom Soil ResourceReport forBoone Gounty,lndiana, and HamiltonGounty, lndianaMarch 23,2012 PrefaceSoil surveys contain information that affects land use planning in survey areas. Theyhighlight soil limitations that affect various land uses and provide information aboutthe properties of the soils in the survey areas. Soil surveys are designed for manydifferent users, including farmers, ranchers, foresters, agronomists, urban planners,community officials, engineers, developers, builders, and home buyers. Also,conservationists, teachers, students, and specialists in recreation, waste disposal,and pollution control can use the surveys to help them understand, protect, or enhancethe environment.Various land use regulations of Federal, State, and local governments may imposespecial restrictions on land use or land treatment. Soil surveys identifo soil propertiesthat are used in making various land use or land treatment decisions. The informationis intended to help the land users identify and reduce the effects of soil limitations onvarious land uses. The landowner or user is responsible for identifying and complyingwith existing laws and regulations.Although soil survey information can be used for general farm, local, and wider areaplanning, onsite investigation is needed to supplement this information in some cases.Examples include soilquality assessments (http://soils.usda.gov/sqi/) and certainconservation and engineering applications. For more detailed information, contactyour local USDA Service Center (http://offices.sc.egov.usda.gov/locatorlapp?agency=nrcs) or your NRCS State Soil Scientist (http://soils.usda.gov/contact/state_offices/).Great differences in soil properties can occur within short distances. Some soils areseasonally wet or subject to flooding. Some are too unstable to be used as afoundation for buildings or roads. Clayey orwet soils are poorly suited to use as septictank absorption fields. A high water table makes a soil poorly suited to basements oru nderground installations.The National Cooperative Soil Survey is a joint effort of the United States Departmentof Agriculture and other Federal agencies, State agencies including the AgriculturalExperiment Stations, and local agencies. The Natural Resources ConservationService (NRCS) has leadership for the Federal part of the National Cooperative SoilSurvey.lnformation about soils is updated periodically. Updated information is availablethrough the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The SoilData Mart is the data storage site for the official soil survey information.The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programsand activities on the basis of race, color, nationalorigin, age, disability, and whereapplicable, sex, maritalstatus, familial status, parental status, religion, sexualorientation, genetic information, political beliefs, reprisal, or because all or a part of anindividual's income is derived from any public assistance program. (Not all prohibitedbases apply to all programs.) Persons with disabilities who require alternative means2 for communication of program information (Braille, large print, audiotape, etc.) shouldcontact USDA's TARGET Center af Q02) 720-2600 (voice and TDD). To file acomplaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400lndependence Avenue, S.W., Washington, D.C.20250-9410 or call (800) 795-3272(voice) or (202'¡720-6382 (TDD). USDA is an equal opportunity provider andemployer.3 GontentsPreface.......How Soil Surveys l* lul"ä".........................................SoilMap.....SoilMap......Legend........Map Unit Legend........Map Unit DescriptionsBoone County, lndiana........UfnA-Urban land-Crosby complex, 0 to 2 percent slopes...Hamilton County, lndiana........Br-Brookston silty clay loam....CrA-Crosby silt loam, 0 to 3 percent slopes.....References.2.5.7.8.94 How Soil Surveys Are MadeSoil surveys are made to provide information about the soils and miscellaneous areasin a specific area. They include a description of the soils and miscellaneous areas andtheir location on the landscape and tables that show soil properties and limitationsaffecting various uses. Soil scientists observed the steepness, length, and shape ofthe slopes; the general pattern of drainage; the kinds of crops and native plants; andthe kinds of bedrock. They observed and described many soil profiles. A soil profile isthe sequence of natural layers, or horizons, in a soil. The profile extends from thesurface down into the unconsolidated material in which the soil formed or from thesurface down to bedrock. The unconsolidated material is devoid of roots and otherliving organisms and has not been changed by other biologicalactivity.Currently, soils are mapped according to the boundaries of major land resource areas(MLRAs). MLRAs are geographically associated land resource units that sharecommon characteristics related to physiography, geology, climate, water resources,soils, biological resources, and land uses (USDA, 2006). Soil survey areas typicallyconsist of parts of one or more MLRA.The soils and miscellaneous areas in a survey area occur in an orderly pattern that isrelated to the geology, landforms, relief, climate, and natural vegetation of the area.Each kind of soil and miscellaneous area is associated with a particular kind oflandform or with a segment of the landform. By observing the soils and miscellaneousareas in the survey area and relating their position to specific segments of thelandform, a soil scientist develops a concept, or model, of how they were formed. Thus,during mapping, this model enables the soil scientist to predict with a considerabledegree of accuracy the kind of soil or miscellaneous area at a specific location on thelandscape.Commonly, individual soils on the landscape merge into one another as theircharacteristics gradually change. To construct an accurate soil map, however, soilscientists must determine the boundaries between the soils. They can observe onlya limited number of soil profiles. Nevertheless, these observations, supplemented byan understanding of the soil-vegetation-landscape relationship, are sufficient to verifypredictions of the kinds of soil in an area and to determine the boundaries.Soil scientists recorded the characteristics of the soil profiles that they studied. Theynoted soil color, texture, size and shape of soil aggregates, kind and amount of rockfragments, distribution of plant roots, reaction, and other features that enable them toidentify soils. After describing the soils in the survey area and determining theirproperties, the soil scientists assigned the soils to taxonomic classes (units).Taxonomic classes are concepts. Each taxonomic class has a set of soilcharacteristics with precisely defined limits. The classes are used as a basis forcomparison to classify soils systematically. Soil taxonomy, the system of taxonomicclassification used in the United States, is based mainly on the kind and character ofsoil properties and the arrangement of horizons within the profile. After the soilscientists classified and named the soils in the survey area, they compared the5 Custom Soil Resource Reportindividual soils with similar soils in the same taxonomic class in other areas so thatthey could confirm data and assemble additionaldata based on experience andresearch.The objective of soil mapping is not to delineate pure map unit components; theobjective is to separate the landscape into landforms or landform segments that havesimilar use and management requirements. Each map unit is defined by a uniquecombination of soil components and/or miscellaneous areas in predictableproportions. Some components may be highly contrasting to the other components ofthe map unit. The presence of minor components in a map unit in no way diminishesthe usefulness or accuracy of the data. The delineation of such landforms andlandform segments on the map provides sufficient information for the development ofresource plans. lf intensive use of small areas is planned, onsite investigation isneeded to define and locate the soils and miscellaneous areas.Soil scientists make many field observations in the process of producing a soil map.The frequency of observation is dependent upon several factors, including scale ofmapping, intensity of mapping, design of map units, complexity of the landscape, andexperience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specificlocations. Once the soil-landscape model is refined, a significantly smaller number ofmeasurements of individual soil properties are made and recorded. Thesemeasurements may include field measurements, such as those for color, depth tobedrock, and texture, and laboratory measurements, such as those for content ofsand, silt, clay, salt, and other components. Properties of each soiltypically vary fromone point to another across the landscape.Observations for map unit components are aggregated to develop ranges ofcharacteristics for the components. The aggregated values are presented. Directmeasurements do not exist for every property presented for every map unitcomponent. Values for some properties are estimated from combinations of otherproperties.While a soil survey is in progress, samples of some of the soils in the area generallyare collected for laboratory analyses and forengineering tests. Soil scientists interpretthe data from these analyses and tests as well as the field-observed characteristicsand the soil properties to determine the expected behavior of the soils under differentuses. lnterpretations for all of the soils are field tested through observation of the soilsin different uses and under different levels of management. Some interpretations aremodified to fit local conditions, and some new interpretations are developed to meetlocal needs. Data are assembled from other sources, such as research information,production records, and field experience of specialists. For example, data on cropyields under defined levels of management are assembled from farm records and fromfield or plot experiments on the same kinds of soil.Predictions about soil behavior are based not only on soil properties but also on suchvariables as climate and biologicalactivity. Soil conditions are predictable over longperiods of time, but they are not predictable from year to year. For example, soilscientists can predict with a fairly high degree of accuracy that a given soil will havea high water table within certain depths in most years, but they cannot predict that ahigh water table will always be at a specific level in the soil on a specific date.After soil scientists located and identified the significant natural bodies of soil in thesurvey area, they drew the boundaries of these bodies on aerial photographs andidentified each as a specific map unit. Aerial photographs show trees, buildings, fields,roads, and rivers, all of which help in locating boundaries accurately.6 Soil MapThe soil map section includes the soil map for the defined area of interest, a list of soilmap units on the map and extent of each map unit, and cartographic symbolsdisplayed on the map. Also presented are various metadata about data used toproduce the map, and a description of each soil map unit.7 Custom Soil Resource ReportSoilMapıoN39'56',54"ıNNA¡ilap S€le: l :'1,1 60 if printed on A s¡ze (8 5" x 1 1") she€tMeters010204060Feet0N@39'56'54"N@39" 56'46"40 8016024039'56'46" Custom Soil Resource ReportMAP LEGENDMAP INFORMATIONMap Scale: 1:1,160 if printed on A size (8.5" x 11") sheet.The soil surveys that comprise your AOI were mapped at scalesranging from 1 :12,000 to 1 : 15,840.Warning: Soil Map may not be val¡d at this scale.Enlargement of maps beyond the scale of mapping can causemisunderstanding of the detail of mapping and accuracy of so¡l l¡neplacement. The maps do not show the small areas of contrastingsoils that could have been shown at a more detailed scale.Please rely on the bar scale on each map sheet for accurate mapmeasurements.Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL: http://websoilsurvey.nrcs.usda.govCoordinate System: UTM Zone 16N NAD83This product is generated from the USDA-NRCS cert¡f¡ed data as ofthe version date(s) listed below.Soil Survey Area' Boone County, lndianaSurvey Area Data: Version 13, Dec 9, 20i 1Soil Survey Area' Hamilton County, lnd¡anaSurvey Area Data: Version 12, Dec 10, 2011Your area of interest (AOl) includes more than one so¡l survey area.These survey areas may have been mapped at d¡fferent scales, witha difierent land use in mind, at different times, or at different levelsof detail. This may result in map unit symbols, soil properties, andinterpretations that do not completely agree across soil survey areaboundaries.Date(s) aerial images were photographed: 7l19l2OO3Area of lnterest (AOllj Area of lnterest (AOl)So¡lsf Soil Map UnitsSpec¡al Po¡nt FeaturesrJ Blowouttr Bonow PitX Clay SpotI Closed DepressionX, Gravel Pit... Gravelly Spot@ Landfill^. Leva Flow¡14 Marsh or swampß Mine or Quarry@ M¡scellaneous WaterO Perenn¡al Waterv Rock Outcrop+ Saline Spot:.: Sandy Spot- Severely Eroded SpotO S¡nkholeÞ Slide or Sl¡pF Sodic Spot= Spoil Area0 Stony Spot{D Very Stony SpotI Wet Spot^ OtherSpec¡al Line Featuresû.. GullYffi Short Steep Slopery. otherPolitical Featuresa CitiesWater Features, Streams and CenalsTransportat¡onffi Rails.v lnterstate HighwaysN US Routesæ MajorRoadsffi Local Roadscomp¡led and digitized probably differs from the backgroundimagery d¡splayed on these maps. As a result, some m¡nor shifiingof map unit boundaries may be ev¡dent. Custom Soil Resource ReportMap Unit LegendUfnASubtotals for Soil Survey AreaTotals for Area oÍ lnterestUrban land-Crosby complex, 0 to 2 percentslopes0.20.22.4224.64.83.57o3.5o/oBr100.0%49.8o/oCrABrookston silty clay loamCrosby silt loam, 0 to 3 percent slopesSubtotals for Soil Survey Area46.7o/o96.5%100.0%Totals for Area of lnterestMap Unit DescriptionsThe map units delineated on the detailed soil maps in a soil survey represent the soilsor miscellaneous areas in the survey area. The map unit descriptions, along with themaps, can be used to determine the composition and properties of a unit.A map unit delineation on a soil map represents an area dominated by one or moremajor kinds of soil or miscellaneous areas. A map unit is identified and namedaccording to the taxonomic classification of the dominant soils. Within a taxonomicclass there are precisely defined limits forthe properties of the soils. On the landscape,however, the soils are natural phenomena, and they have the characteristic variabilityof all natural phenomena. Thus, the range of some observed properties may extendbeyond the limits defined for a taxonomic class. Areas of soils of a single taxonomicclass rarely, if ever, can be mapped without including areas of other taxonomicclasses. Consequently, every map unit is made up of the soils or miscellaneous areasfor which it is named and some minor components that belong to taxonomic classesother than those of the major soils.Most minor soils have properties similar to those of the dominant soil or soils in themap unit, and thus they do not affect use and management. These are callednoncontrasting, or similar, components. They may or may not be mentioned in aparticular map unit description. Other minor components, however, have propertiesand behavioral characteristics divergent enough to affect use or to require differentmanagement. These are called contrasting, ordissimilar, components. They generallyare in small areas and could not be mapped separately because of the scale used.Some small areas of strongly contrasting soils or miscellaneous areas are identifiedby a special symbol on the maps. lf included in the database for a given area, thecontrasting minor components are identified in the map unit descriptions along withsome characteristics of each. A few areas of minor components may not have beenobserved, and consequently they are not mentioned in the descriptions, especially4.8Map Unlt NameMap Unlt Symbo¡Percent ofAOIAcres ln AOIBoone County, lndlana (lNof f )Map Unlt SymbolPercent of AOIAcres ln AOIMap Unlt NameHamllton Count¡r, lndlana (1N057)10 Custom Soil Resource Reportwhere the pattern was so complexthat itwas impracticalto make enough observationsto identify allthe soils and miscellaneous areas on the landscape.The presence of minor components in a map unit in no way diminishes the usefulnessor accuracy of the data. The objective of mapping is not to delineate pure taxonomicclasses but rather to separate the landscape into landforms or landform segments thathave similar use and management requirements. The delineation of such segmentson the map provides sufficient information for the development of resource plans. lfintensive use of small areas is planned, however, onsite investigation is needed todefine and locate the soils and miscellaneous areas.An identifying symbol precedes the map unit name in the map unit descriptions. Eachdescription includes general facts about the unit and gives important soil propertiesand qualities.Soils that have profiles that are almost alike make up a sotT series. Except fordifferences in texture of the surface layer, all the soils of a series have major horizonsthat are similar in composition, thickness, and arrangement.Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity,degree of erosion, and other characteristics that affect their use. On the basis of suchdifferences, a soil series is divided into sorT phases. Most of the areas shown on thedetailed soil maps are phases of soil series. The name of a soil phase commonlyindicates a feature that affects use or management. For example, Alpha silt loam, 0to 2 percent slopes, is a phase of the Alpha series.Some map units are made up of two or more major soils or miscellaneous areas.These map units are complexes, associations, or undifferentiated groups.A complex consists of two or more soils or miscellaneous areas in such an intricatepattern or in such small areas that they cannot be shown separately on the maps. Thepattern and proportion of the soils or miscellaneous areas are somewhat similar in allareas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.An assocrafion is made up of two or more geographically associated soils ormiscellaneous areas that are shown as one unit on the maps. Because of present oranticipated uses of the map units in the survey area, it was not consídered practicalor necessary to map the soils or miscellaneous areas separately. The pattern andrelative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.An undifferentiated group is made up of two or more soils or miscellaneous areas thatcould be mapped individually but are mapped as one unit because similarinterpretations can be made for use and management. The pattern and proportion ofthe soils or miscellaneous areas in a mapped area are not uniform. An area can bemade up of only one of the major soils or miscellaneous areas, or it can be made upof all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.Some surveys include miscellaneous areas. Such areas have little or no soil materialand support little or no vegetation. Rock outcrop is an example.11 Custom Soil Resource ReportBoone County, lndianaUfnA-Urban land-Crosby complex, 0 to 2 percent slopesMap Unit SettingElevation:600 to 1,000 feetMean annual precipitation: 36 to 44 inchesMean annual air temperature: 49 to 54 degrees FFrost-free period: 150 to 190 daysMap Unit CompositionUrban land: 50 percentCrosby and similar soils: 45 percentMinor components: 5 percentDescription of Urban LandSettingLandform: Till plainsInterpretive groupsLand capability (nonirrigated) : 8Other vegetative classificaflon: TreesÆimber (Woody Vegetation)Description of CrosbySettingLandform: Till plainsLandform position (two-dimensional) : Footslope, summitLandform position (three-dimensional) : lnterfluveDown-slope shape: ConvexAcross-s/ope shape; LinearParent material: Loess over loamy tillProperties and qualitiesS/ope:0to2percentDepth to restrictive feature: 20 to 40 inches to densic materialDrainage c/ass: Somewhat poorly drainedCapacity of the most limiting layer to transmit water (Ksat): Low to moderately high(0.01 to 0.20 in/hr)Depth to water fable: About 6 to 24 inchesFrequency of flooding: NoneFrequency of ponding: NoneCalcium carbonate, maximum content: 50 percentAvailable water capacity: Low (about 5.8 inches)Interpretive groupsLand c ap ab i I ity ( n on i rrig ated ) : 2wOther vegetative classificafion; Trees/Timber (Woody Vegetation)Typical profile0 to I inches; Silt loamI to 11 inches: Silt loam11 to 14 inches: Silt loam14 to 28 inches: Clay loam28 to 36 rnches: Loam12 Custom Soil Resource Report36 to S0 rnches; LoamMinor ComponentsWilliamstownPercent of map unit: 3 percentLandform: Till plainsLandform position (two-dimensional) : Backslope, shoulderLandform position (three-dimensional) : Side slopeDown-slope sh ape: ConvexAcross-s/op e sh ape : LinearOther vegetative classificafion: TreesÆimber (Woody Vegetation)Typic argiaquollsPercent of map unit:2 percentLandform: Swales on till plains, depressions on till plainsLa n dfo rm pos it io n (tw o-d i m e n s i onal) : Toes lopeAcross-s/op e sh ape : ConcaveOthervegetative classificafion: Mixed/Transitional (Mixed Native Vegetation)13 Custom Soil Resource ReportHamilton Gounty, lndianaBr-Brookston silty clay loamMap Unit SettingElevation: 720 lo 980 feetMean annual precipitation: 36 to 42 inchesMean annual air temperature: 49 to 52 degrees FFrost-free period: 175 to 185 daysMap Unit CompositionBrookston and similar sols: 100 percentDescription of BrookstonSettingLandform: Depressions on till plainsLandform position (two-dimensional) : FootslopeDown-slope shape: ConcaveAcross-s/ope sh ape : LinearParent material: Loamy tillProperties and qualitiesS/ope:0to2percentDepth to restrictive feature: More than 80 inchesDrainage c/ass: Poorly drainedCapacity of the most limiting layer to transmit water (Ksat); Moderately high (0.20 to0.60 in/hr)Depth to water fable; About 0 lo 12 inchesFrequency of f/oodrng: NoneFrequency of ponding: FrequentCalcium carbonate, maximum content: 40 percentAvailable water capacity: High (about 10.0 inches)lnterpretive groupsLand c ap abil ity ( non i rrig ated ) : 2wOther vegetative classification: MixedÆransitional (Mixed Native Vegetation)Typicalprofile0 to 11 inches: Silty clay loam11 to 58 inches: Clay loam58to70 lnches: LoamCrA-Grosby silt loam, 0 to 3 percent slopesMap Unit SettingElevation: 720 to 980 feetMean annual precipitation: 36 to 42 inchesMean annual air temperature: 49 to 52 degrees FFrost-free period: 1751o 185 days14 Custom Soil Resource ReportMap Unit CompositionCrosby and similar so/s: 90 percentDescription of CrosbySettingLandform: Till plainsLandform position (two-dimensional): Summit, shoulder, backslopeLandform position (three-dimensional) : Side slopeDown-slope sh ape : ConvexAcross-s/ope shape: LinearParent material: Loess over loamy tillProperties and qualitiesS/ope;0to3percentDepth to restrictive feature:20 to 40 inches to densic materialDrainage c/ass; Somewhat poorly drainedCapacity of the most limiting layer to transmit water (Ksat): Low to moderately high(0.01 to 0.20 in/hr)Depth to water table: About 6 to 24 inchesFrequency of flooding: NoneF requency of pondrng: NoneCalcium carbonate, maximum content: 40 percentAvailable water capacity: Low (about 5.4 inches)Interpretive groupsLand capability (nonirrigated) : 2wOther vegetative classificafion: TreesÆimber (Woody Vegetation)Typical profile0 to 11 inches: Silt loam11 to 27 inches: Clay loam27 to 32 rnches; Loam32to 60 rnches: Loam15 ReferencesAmerican Association of State Highway and Transportation Officials (AASHTO). 2004.Standard specifications for transportation materials and methods of sampling andtesting. 24th edition.American Society for Testing and Materials (ASTM). 2005. Standard classification ofsoils for engineering purposes. ASTM Standard D2487-00.Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification ofwetlands and deep-water habitats of the United States. U.S. Fish and Wildlife ServiceFWS/OBS-79/31.Federal Register. July 13, 1994. Changes in hydric soils of the United States.Federal Register. September 18,2002. Hydric soils of the United States.Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soilsin the United States.National Research Council. 1995. Wetlands: Characteristics and boundaries.SoilSurvey Division Staff. 1993. Soilsurvey manual. SoilConservation Service. U.S.Department of Agriculture Handbook 18. http://soils.usda.gov/Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for makingand interpreting soilsurveys. 2nd edition. Natural Resources Conservation Service,U. S. Department of Agriculture Handbook 436. http://soils. usda. gov/SoilSurvey Staff. 2006. Keys to soiltaxonomy. 1Oth edition. U.S. Department ofAgriculture, Natural Resources Conservation Service. http://soils.usda.gov/Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service andDelaware Department of Natural Resources and Environmental Control, WetlandsSection.United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps ofEngineers wetlands delineation manual. Waterways Experiment Station TechnicalReport Y-87-1.United States Department of Agriculture, Natural Resources Conservation Service.National forestry manual. http://soils.usda.gov/United States Department of Agriculture, Natural Resources Conservation Service.National range and pasture handbook. http ://www. g lti. nrcs. usda. gov/United States Department of Agriculture, Natural Resources Conservation Service.National soil survey handbook, title 430-Vl. http ://soils. usda. gov/United States Department of Agriculture, Natural Resources Conservation Service.2006. Land resource regions and major land resource areas of the United States, theCaribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296.http://soi ls. usda. gov/16 Custom Soil Resource ReportUnited States Department of Agriculture, Soil Conservation Service. 1961 . Landcapability classification. 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PENNSYLVANIA STREEIREI INVESTMENTS, INC.EMERGNCY OVERH-OW PATTISBLNBeam, Longest and Neft LLC& Landscape A¡chitectswww.B-L-N.comFax:. 317.841.42818126 Castleton Road, Indianapolis, IN 46250Phone: 317.849.5832 Project:Project #:Location:110042Bennett Tech RoadTime of Concentration Calculations7.529.270 0200 01526626640450.240o.240Grass: Dense GrassesGrass: Dense Grasses670663Beam, Longest, and Neff, LLC812ô Castleton Roadlndianapolis, lN 46250(31 7)84e-5832Carmel, lNSite Flow Cond¡tion:Site Flow CalculationDevelopedTcSheet Flow (Applicable to Tc only)Segment lD1, Surface Descript¡on2 lilanning's roughness coeff,, n3 Flow Length, L (n) (total L < 100 ft)4 fwo-yl24-h1la¡nfall, P2 (¡n)5 Land Slope, s (ñ/ft)6 Tt = ((o oo7 lnLf )4er0 5s0 a¡¡1oo¡ lmin¡Sheet Flow (Applicable to T" only)Segment lD1 Surface Dêscript¡on2 Manning's roughness coeff., n3. Flow Length, L (ft) (total L < 100 ft)4 fwo-yl24-hr ra¡nfall, P2 (in)5 Land Slope, s (fuft)6 T, = ((0,007 lnLf 6y1er0 sso 4¡1oo¡ lmin¡o.12o.120 0200 0202ô62.ôô55oolloollSmoothSmooth670663Sheet Flow (Applicable to T" only)Segment lD1. Sulace Descript¡on2 Manning's roughness coeff, n3 Flow Length, L (ft) (total L < 100 ft)4 fwo-yt 24-fi rainfall, P, (¡n)5 Land Slope, s (fuft)6 Tr = ((o oo7 (nL)0 8)/(Pr0 5so a¡¡oo¡ lmin¡1.r9l.'t90 0200 0202662.ô644o.2400.240Grass: Dense GrassesGrass: Dense Grassesô70663Segment lD7 Surface DescriplionI Flow Length, L (ft)I Watercourse Slope, s (fvft)10 Average Velocity, V (fus)11 Tr = ((L)/(3600V)X60) (min)Shallow Concentrated Flow7. Surface Description8. Flow Length, L (ft)I Watercourse Slope, s (ftlft)10 Average Velocity, V (fus)1 1 Tt = ((L)/(3ô00V))(60) (min)12 Allowable Spread (ft)13. Long. Slope, %14. Cross-Slope, %15, Manning's roughness coeff, n16 Depth (ft)17 Q (cfs)18 V (fusec)19 Flow Length, L (fl)20 T, = ((L)/(3600V)X60) (min)0.490.581.6981.4350 0070 0055050PâvedPaved6706630.000.000 000o oooPavedPaved1.451.351931512.211.471_601.350.f7o.170 013o ol3200%2 OOo/oo 700/.0 50%8585'12.5110.7820. TotalT" (min)Prepared by N¡ck Schmitt 4/6/2012Page 1 Project:Project #:Location:Bennett Tech RoadRatlonal Runoff Coeff¡cient CalculationsBeam, Longestand Neff, LLC8126 Castleton Roadlndianapolis, lN 46250(3r7) 84e-s832Site Flow ConditionSubcatchment lD:Site Flow Condition:Subcatchment lD:Site Flow Condition:Subcatchment lD:l1.9400.70Future Develooment0.036o.20slightly Pervious Soil (W turf)0.0960.E5Pavement0.1 890.20Sliohtlv Pervious Soil (w/ turfl0.'t 100.90All Watertioht Roof Surfaces0.0960.85PavementPrepared by Nickolas Schmitt 4/6i2012Page 1 Project:Project #:Location:110042Bennett Tech RoadRationa! Runoff Coeffic¡ent CalculationsBeam, Longestand Neff, LLC8126 Castleton Roadlndianapolis, lN 46250(317) 84e-5832CarmelINSite Flow Condit¡on:Subcatchment lD:Site Flow ConditionSubcatchment lD:Site Flow Condition:Subcatchment lD:Developed' 6720.85Pâvementu 2l)Sliohtlv Pêrv¡ous Soil lwi turñ0.90All Watertioht Roof Surfaces0.E5Pavemento.20slronflv Pervtous sofl (w tun)Prepared by Nickolas Schm¡tt 4/6/2012Page 2 ò Proj€ct: Bênneü T€ch Rosd Projêct#: 1100/,2 Locatlon: Carmsl, lN Doslgn Storm for Plpe: 1o-yea[ DèsignStomforlnlets: 1o-year Storm Networt Calculatlong STORM PIPE CAPACITY CALCULANONSRUNOFF CALCULANONS Total a tfl (;"t COVER A SÎRUCTURE CALCULANONS B€am, Long€st ând Nêñ, LLC 665 æ4 '1.940 0.70 6.00 894.90 20 l8 RCP 897.97 664 663 o.'132 0.67 500 894.90 894.60 29 18 RCP 899.16 ÞN æ2 0.395 0,55 12.51 894 ô0 894.45 l6 l8 RCP 899.'t6 662 061 0 000 0.00 0.00 49420 893.00 259 21 RCP 899.47 661 660 0.000 0.00 000 893 00 892.10 194 21 RCP 900.00 2.447 ı72 671 1.292 0.70 6.00 894.25 894 15 21 18 RCP 897.85 67'l 670 0.306 0.67 500 894.15 893.95 28 l8 RCP 898 50 ô70 660 o.577 0.54 1079 893.95 893.85 '10 18 RCP 898.50 2.176 660 673 0.000 0.00 0.00.892.88 1ô 21 RCP 898.68 673 Ex, 625 0 000 0.o0 0.00 891,80 891.37 49 21 RCP ø9ø.7'l Preparâd by Nick Schm¡tt 412612012 Page I Per Lanew¡dth of 0.5')in¡et Spac¡ng and Gutter Flow C¡lculat¡ons"ü Noter Check INDOT Chart 3É1OA (defaultvalüe 1)100.!.31 'R-3501-TRYTL12.51 | 1.s80530 395663Prepared By N¡ck Schm¡tt 1BLN Lanew¡dth of 0.s)lnlet Spac¡ng and Gutter Flow calculat¡ons'Rf Ì¡ote: Ched( INDOT Chãrt 3Ê104 ldefauh valüe tlBLNCamelR-3501.TR/TL50006ôo 132664Prepared by N¡ck Schmit4l6/2oL2 Roll Curb Street Sâg Cond¡tion lnlet Capacity and Spread Cãlculat¡onL¡ne A2+23 42Lane (Excludes curb)o.o2AllonmnthdônÀlotebl. Soreåd ln P¡wmnt fftlCÞsi 5loæ. sl( f ftftl/\',!)tra? o .lDre:ral iilr ç,7,3 ia¡ç ¡ ¡val ¡- ey'/cter D¿i:tnStracc, ;:Xn et i).iotn/Sù:ril26'0f'12.741326Y6ùYldrùof P.Ënãt fñltumotSDrr|ó(fr)c¡lðhcdtull¡n.(OChrd(BLNspltrd, T (lll7.14$rrt ro.pttrllîl2.72wlbrD.plñ(nto.nOrílo D.ginüq0.04WcllD.Éh loo.23taldGE.tPôlmobrGl4.3{)ft9óGnbA0Irfl1.60lnlotD.pthrsump(lnlICrtaPorlmrüFl8.8G]|l.Aßfrl3.2Nünbar ollnLt¡200c¡ldîg ¡lodclR-3501-NR¡glonrl GnbRúnoll, O lclrl't.53I lln¡lrtfCyr5.12lnht lclnlnl10 7ERundtCctt,C052DEl[goAil,Alæul0 577lnhlDl6708pmd,Tßl5.56W¡r.r D.pürllnl2.33w¡t rD.pthlfrl0-19Odrl,c. D.pürfnto.t2¡talrD.pdr (nl0-195094 BlodedontaPrrlmrbr|ltl,1.30Ora. Aillrtsl1.60l-eft SidelnhD.pürrsump(ln)1OntP.rln r.r ßl8.6OntAüíPI3.2Nrnbar otlnLtr200Crdne lloÒlR-3501-NR.glillGrbRümll, O lcñl'1.2.| (rrùr4fGyt412lnl.t Tcfmhl500R0nottCatt, CDnlmgoAr:a. Al¡cül0 306lnhlDt671Prepared Bv Nick Schm¡tl4/6/2072 Linkse e¡eThe DoÍLain at Bennett FarmsExistingPond l{aterNodesA Stage/ÀreaV Stage/VofumeT Time/StageM Manhol-eBasi-nsO Overl-and Flot'rU SCS Unit CNS SBUH CNY SCS Unit GAZ SBUH GAlil WeirC Char¡¡elD Drop StructureB BridgeR RaÈing CurveH BreachE Percol-ationF FilterX Exfil Trench(BLN Job #l-00058)T: PondlDSP: PondlOutA: PondlInterconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc. The Domain at Bennett FarmsExísting Pond Ivater Qual-ity AnalysisInput Data==== BasinsName 3Group: BASEUnit Hydrograph:Rainfafl File:Rainfal-l- Amount (in) :Area (ac) 3Curve Nur¡ber:DCIA(T):==== NodesNode: Status: OnsiteType: SCS Unit Hydrograph CNPeaking Factor:Storm Duration(hrs):Time of Conc (ÍLin) :Time Shift (hrs) :Max AÌfov,¡able Q(cfs) :999999. 000Base Flov¡(cfs): 0.0000000000.00.000.000.000.0.0.n0000Name:Group:Tl¡pe:PondlBASEStage/AreaBase Flov¡(cfs) : 0.000lnit Stage ( ft) : 878.280flarn Stage(ft) : 882.100Init Stage(ft) : 877.070flarn Stage(ft) : 878.000Stage ( ft )Area (ac)811.400878.000879.000880.000881.000882.000883.000884.0001.75001.80001.8800r-.96002.04002.12002.20002.2s00Name:Group:Ttæe:PondlDSBASETime/StageTime (hrs )Stage ( ft)q778'7'7070070==== Pipes(BLN Job #100058)99000009Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.Page I of2 The Domain at Ben¡ett FarmsExisting Pond flater Quality AnalysisInput DataName: PondloutGroup: BASEFrom Node: Pondl-To Node: PondLDSLengrh (fr) :Count:Friction Equation:Solution Algorithn:Flow 3Entrance Loss Coef:EXII LOSS COET:Bend Loss Coef:Outl-et CtrI Spec:Inlet Ctrf Spec:SÈabil-izer Option:24.0024.00811 .0'tO0.0r-30000.0000.00048.001AutonaticMost RestrictiveBoth0.500. 000. 00Use dc or tîrUse dcNoneGeometry:Span(in):Rise (in) :Invert (ft) :Manning's N:Top CJ-ip(in) :Bot cl-ip(in) :UPSTREAMCircu]-ar24 .0024.00877.4000.0130000.0000.000DOWNSTREAMCircu.IarDescription:end projectingUpstream FHl| Inlet Edge Description:circul-ar concrete: Groove end r¡l headwallDor^rnstream FHVTA Inl-et EdgeCircul-ar Concrete: Groove:==: Routing SimulaÈionsName: lilQv Hydrology Sírn: 01-0yr-24hrFil-ename: S: \2010\100058 - REI BENNET APTS\ENGR\EXPoND-IcPR\vüW.I32Execute: YesAl-ternative: NoRestart: NoPatch: NoMax De1ta Z(ftl,.Time Step Optin-izer:Start Time (hrs) 3Min Cal-c Time(sec):Boundary Stages:Time (hrs)Print Inc (Irlin)1.0010.0000.0000. s000Delta Z Factor: 0.00500End Time(hrs): 72.00Max Calc Tirne(sec): 60.0000Boundary Flov¡s:72.000Group5. 000RunBASEYes(BLN Job *1000s8)Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.Page2 of2 The Dornai-n at Bennett FarmsExisting Pond ¡Íater Quality Anal-ysisflQv Dran DoÌ¡n TimeSimulaÈionNodeGroupBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASE'-L'.LmehrsStagefttrilarningSÈage882.70SurfaceAreaft2Total-InffowTotaÌOutflo!¡cfsTotalVol- InafTotal-Vof OutfrfqQvVtQvIù0vIVQvIÍQv¡tQvlVQvülQvIV0vIVQvItIQvIV0vIvQvwQv¡rIQv!ùQvI{QvIVQvIrïQv!f0vI'IQvI'IQvvü0vIiI0vIÍQvlÍQvwQvIVQvIVQvwQvV'I0vIÍQv¡ùQvIVQvVùQvVtQvlVQv!üQvIVQvwQvIVQvItIQvIÍQv¡VQvwQvIìÏQvIVQvTÙQv!üQv¡{QvPondlPondlPondlPondlPondlPondlPondlPondlPondlPondLPondlPondLPondlPondl-Pondl-PondlPondl-Pondl-PondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondl882.10882. r-0882.10882.10882.10882. r_0882. r-0882.10882.10882.10882.10882.10882.100. 000.080.180.26n ?¿0.420.500. 600. 680.110.850. 931.021. 101. 18L.2'l1. 35L.43L.521. 601. 687.'7'71.85r-. 932.022.702.1_82.212.352.43)\22.602 .682.112.852 .93?ñ)3.103.183.273. 3s3.433.523. 603. 683.773.853. 934 .024.10878.28878.2'7818.25878.24878.238'r8.228'r8.2r878.20878.1981 I .1,7878.16878.15878.15878.14878.138'7I.L2878.11878.10878.09878.08878.08878.07878.06878.05878.05818.04878.03818.028'18.02878.01878.00878.008't7 .99811.99877 .988't7 .91877.918't7.96817.968'77.95817.958'17 .94811.938't7.938't7.928'77.92817.9I8't7.9t877.9r8't7.90'7 94301 9386'193387 92961 9257'7 9279'Ì9r8I1 91367 90991 9063't 902778993789597 89267 8894788637 8832788027811278'7 447 8'7 167868878661786357860978583785s97853478511't 84871 8464'7844t784187839678314'7 83527833178310't8290'18210't82501 823r't82727 819318r15-t8r5778139'781227 8t04780880.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.003.393.303.2I3.133.052.982.912.822.752.692.622 .562.502 .442.392.332.282.232.I82.1.32.082.041.991 0q1.911.8?r-.831.80L.7 61-.121.691.66L.621.591.561.531.507.41r.457.421.391.371.347.321.301.2'7)-.25r.237.2L1.19888888888888888888880.00.00.00.10.10. t-0. t-0.20.20.2^t0.20.20.30.30.30.30.30.30.40.40.4(\A0.40.40.40.50.50.50.50.50.50.50.50.60.60.60.60.60.60.6u.b0.60.60.10.70.70.10.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0882.10882.10882.10882.10882.10882.10882. 10882.10882. 10882.r0882. 10882.10882 . L0882. 10882.L0882.10882.10882. 108&2.70882.10882. 10882.10882.10882. 102.r2.72.r2.r2.r2.r2.L2.r2.12.r0000000000882. 10882. 10(B],N Job #100058)Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.Page I oflS The Domain at Bennett FarmsExisting Pond lüater Quality AnalysisWQv Drar^, Down TimeSimul-ationNodeI'¡0v!'IQvltlQv!,tQv!lQvwQv!ÍQv!üQv!VQv¡,IQvwQv!ùQvv']QvI'¡QvlvQvwQvlIQvl.¡Qvv'IQvv{Qvv']QvVl0vI¡IQvI'1QvwQvwQvv']QvvlQvVlQvVlQvI,¡QvvlQvl.I0vvlQvVlQvVlQvI,7QI7wQvllïQv!fQv!üQvü7QvwQv¡VQvwQvl,IQvv'IQvwQvI,]QvwQvPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEÞAòEBASEBASEBASEBASEBASEI 1eI )14.354 .434 .524 .604 .684.114.854 .935 ,025.185.2't5.355.435.605.68s.85< o26 .026.106. r86.216.3s6.436 .526. 606. 686.116.856. 931ñ)1 .ro7.181,27a ?Ê1t?7.521 .607. 681.7'17.851.938 .028.108.188.2'7811.90811 .898'7't .89877.88877.88811 .87811 .818't1 .81811 .86817 .86877.85877.85877.85811 .84817 .848't'7 .8481t .83811 .83811 .83817.828'77.82811 .82877.81877.81811 .8t877.80811 .80877. 80811 .7 9871 .7 987'7 .'7 987't .'7 9811 .18811.1887't.7887't.7887't .7'1871.11817.11811.11811.16817 .'7 6817 .'7 68'7'7.'76811 .'758'Ì7.758'7'7.'t5817 .7 58t1 .14811 .1 478071-78055780397 802378008'7'19927'Ì 97'l7196371948'7 7 9341192011 9061189311819't1866't'7 853't 7 84071828118r5?7803't'77 9r11119177 6717756111 44'7773311122't77LL111 O071 690't'7 6't 97'7 66911 659116497'7 6397'7 6297'7 61977 6L0I I bU\)1159L11582715131156477555'7'7 54677538'Ì 7 5291t52L175L3175050.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.00Group'l'l-mehrsStageftI{arningStagefrSurfaceAreaft2TotalInflowcfsTotal-OutffowcfsTotalVol InTotalVol- Out0.10.'70.10.'70.70.'70.'70.70.80.80.80.80.80.80.80.80.80.80.80.80.80.80.80.80.90.90.9no0.90.9^o^o0.90.90.90.90.90.90.90.90.90.90.90.90.91.01.01.01.01.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0L.L11. 151. 131.111.091.071.051.04L .021.00n oo0 .970.960.940.930.910.900.890.870.860.8s0.830.820.810.800.'t90.780.7'70.750.740.730.720.1L0.700.690.680.680.610 .660. 650 .640. 630.620 .620.610.600.590.590.580 .57882.10882.10882.10882.10882.10882.10882.10882.10882. 10882. 10882. 10882. 10882. 10882. 10882. r0882.10882. r0882. r0882. 10882. r0882. 10882. 10882. 10882. 10882. 10882. 10882. r0882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.L0882. 10882.L0882. 10882. 10882.10882.10882. t_0882.10(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.Page 2 of l8 The Domain at Bennett Farn.SExistíng Pond Water Qualíty AnalysislilQv Draw Dor^¡n TimeSimul-atíonNodeGroupBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASETimehrsStageftWarningStageftSurfaceAreaft2TotalInflowcfsTotal-OutfloÌ¡cfsTotaIVol- Ind!TotalVof OutaflÍQvwQvIv0v¡rIQvI{Qv¡fQv!ÍQvwQv!ùQvwQvIlQvWQV¡ÍQvülQvIvQv¡ùQvwQvIl]QvVtQvVf0vViQvvüQvVù0vlvQvIv0vIVQvwQvIÍQvIVQvwQvwQvIV0v¡fQvItIQvIVQv¡ùQvItlQvIrI0v!VQvwQvIVQv$IQvIVQvlr]QvwQvIVQvWQvlüQvIùQvI{QvPondlPondlPondlPondlPondlPondlPondl-PondlPondlPondlPondlPondlPondlPondlPondl-PondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondl-Pondl-PondlPondlPondlPondlPondlPondl1.01.01.01.01.01.01.01.01.01.01.01.01.01.01.01n1.01.0r,.0t_.01.01.0t-.01.1l-.11.11.11. l-1.11.11.11.11.11.11.11.11.11.11.11.11.11. t_1.11.11.11. l-1,11.11.11.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.08.358.438.528. 608. 688.7'l8.8s8'.939.029. 109. 189.219.359 .439.529. 609.689.'119.85q q"1-0 .0210.1010.18r0.2110.3510.4310.5210. 6010. 68r0.1110.8510. 93Lr.0211. 1011. 18II.2711.35Ll-.43LI.5211. 601t_. 68II.7111.8511. 9312.02T2.TO12.I812.2712.3512.438't'7 .1481'7 .14817 .13811 .13811.1381'1 .13811 .138'77 .'t28'77 .'72811 .12817 .128'7't .'728't'1 .'7t811 .1t8't1 .1L8'77.'7I811 .'tL811 .'t1-8't1 .10817.7081't.1087't.'70811.7081't.108'7'7.69811.698'7'7.69817.698'r1 .69811.69877.688't7.68817.68ó I I .bó877.68877.688'7'1 .618't7.6'78't7.678't1 .67877.67811.618'77.67811.66811.668'77.668'r7 .668't7.66871.66877.66882.10882. 10882. 10882. 10882. 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6014. 6814.'7't14.8514 .9315.0215.1015.1875.2715.3515.43L5 ,5215. 6015. 6815.1715.8515. 93L6 .0216. 1016.18L6-Zt16.35L6 .43]-6.5216. 6081'7 .8'71 .811.8't7 .8't7 .877.(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.Page 4 of l8 The Domain at Bennett FarmsExisting Pond Vlater Quality Anal-ysis¡{Qv Dra}¡ Dor¡n TimeSimul-ationNodelüQvWQVwQvWQv¡tQvIrIQvlt]QvItIQvwQvwQv¡VQvwQvIVQvIÍQv¡fQvItIQv¡ìïQv!'iQv!'r0vVlQvvü0vIilQvVûQvIVQvwQvIVQvIVQvIÍQvvqQvV{Qvvù0vVù0vIVQvVl0vI{0vV'r0vIV0vwQvlÍQvIVQvlVQvwQvwQvVüQvwQvV{0vVf0vvlQvvlQvvtQvGroup TimehrsStagefrIìlarningStageftSurfaceAreaft2TotaIInflolnrcfsToÈaloutf 1o\dTotal-Vol- InTotalVol 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.170.170.r10.170.170.170.170.L10.170.160.160.160.160.160.160.160.160.160 .150 .150 .150 .150 .1516. 6876.1'716. 857.2L.21)7.21_.2r.27.21)1.2r.27.27.27.2L.2L.21.2r.2r.2t.2r.21.27.2r.21.21.2!.21)L.2L.21)1.31.3l-.3r-.31.31.31)1.31.31)lâ1.3l-.3l-.31.31.31.30.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.016. 93r7 .0217.1017.18r1 .21(BIN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.Page 5 oflS The Domain at Bennett FarmsExisting Pond tr{ater Quality Anal-ysisVlQv Drar¡ Down TimeSimu]-ationNodewarníngStageviQvIfQvw0vlriQvwQv¡fQvwQvIìIQv¡VQvIVQvlrlQv!ìlQvwQvlilQv!'IQvvt0vVùQvvtQvI'7QvIf0vw0vvlQvlilQvI.rQvVtQvVlQvI'r0vVlQvvlQvlilQvvi0vIÙQvf'IQvIÍQvVù0vvl0vvtQvI'IQvwQvw0vw0vw0vI{Qv!tïQvwQv!VQv!'rQvwQvItIQvVlOv(BLN Job 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L0882.10882.10882.L0882.10882.10882.10882.10882.10882.10882.10882.10882. r_0882.10882.10882.10882.10882.r0882.10882.10882.10882.10882.10882.10882.10882.10882 , L0882.10882.10882 , L01 61't 81611616714161131611t't 6710'7 61 68161611616516163'7 67 6216160'7 6159'7 67 57'7 6'7 56'7 615516153tbt5l16'7 50161497 6'Ì 4't76146761447 6'7 4316142161407 6'7 397613116136't 613516133161327 6'7 3r7 6'7297 61287 6't2'71 61257 6't247 6't237 6't2t7 6'1207 6'tt97 61]-7761L67 6'7 L57 6'774'7 6'tL2761II161L07 6'Ì090.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.110.110.110.110.110.110.110.110.110.110.100.100.100.100.100.100. 100. 100. 100. 100.100. 100.100.100.100.100.100. r00.090.090.090.090.090.090.090.090.090.090.090.090.090.090.090.090.090.090.090.090.090.09(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.Page 7 of l8 The Domain at Bennett FarmsExisting Pond !üater Quality AnalysisllQv Drar4r Down TimeSimufationNodeTüQv!VQv!Í0v!fQv!üQv!ùQv!VQv!l¡QvI']QvI'rQvvi0vrlQvwQvI{0vf'IQvIüQV!'7Qv!VQvvtQvI.¡QvwQvwQvVlQvw0vWQvI{QvtrVQvIÍQv!VQv!ùQv!'7QvVlQv¡fQvvlQvvlQvI'lQvvfQv!,¡QvlIQvv'lQvWQvI'IQvvlQvWQvI'TQvIVQv!VQvwQvWQvvlQvPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondl-PondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlGroupBASEBASEBASEBASEÞå)ÞBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASE'-L'amehrsStageftWarningStageftSurfaceAreafL2TotalInflovtTotalOutf l-owTotalVol- InTotalVol Out182135435260o02929292929292931315¿5Z5¿323232J¿29.'t7to Qq?o o?30 .0230.1030.1830.2'l30.3530.4330.5230.6030.6830.'1'730.8s?^ o?3r.0231.1031.183r.2131.3531,433L .5231.6031.683L.1132 .6032 .6832.7'l32.85?t o233. 0233.1033.18859302101821354352o?? 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l-owcfsTotalTotaÌVol- OutafInafVo1frqo ¿?00000000000000000000000000000000000000000000000001.51.51.51.51.51.51.51.51E1.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51,51.51.51.51.51.51.5t-.5t-.5l-.51.5I.Jl-.5f.J1.51.5l-.5l-.50.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00202020202020202020202020202020202020202020202020202020202020202020202o202020202o2020202020202o2o20259 .5259. 60s9. 6859.7759.858't7 .46817 .468't7 .46811.46811.468'77 .46871.46811.46871.4681'7 .46811.46817 .46877.46811.468'77 .468'77 .46871.4659.60.60.60.60.930210182't435260686060606060600000(BLN Job #l-00058)Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.Page 15 of l8 The Domain at Bennett FarmsExisting Pond lÍater Qual-ity AnalysisWQv Dra$/ Dov¿n TimeSimulationNodeGroupBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASETimehrsStage trÍarningStagefr frSurfaceAreaft2Total-f nf l-ohrcfsTotal-Outf lor^tcfsTotalVol- InafTotalVol- OutafI'lQvwQvVùQvI'¡0vI{0v!fQvlilQv¡ùQvlùQvwQvIV0vIVQvvùQvIilQvI¡IQvVtQvw0vI'I0vWQvVl0vVf0vVü0vVl0v!l0vVüQvT'TQv¡{0vItIQvIùQvI{Qv¡vQvlüQvIVQvIV0vvü0vvüQvw0vwQv¡rIQv¡fQv¡vQvT'IQvVüQvV'I0vlilQvlilQvvùQvVÍ0vVl0vvü0vPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondl-Pondl-PondlPondl-Pondl-PondlPondlPondlPondlPondlPondlPondlPondlPondlPondl-PondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondl81't .46ótt.4b8't1 .4687't .468't7 .46811.468'77 .468't7 .4687'7 .46871 .4687't .468't'7 .468'7'7 .468'7'7 .46811.468't7 .46811.4687't .4687't .46811.4687'7 .4687'7 .46ótt.46811.46811.46811 .46877 .46871 .4687't .468'7'7 .46817.46811.468'7'7 .46877.4687't .46811.46877.468'7'7 .468'77 .46811.46871.4687't .4687'7 .46871.46att.46871.46871.45811 -45882.10882. 10882.10882. 10882.L0882.10882.10882.10882.10882.10882. r_062.5262 .6062.6862.'t762 -8562 .9363.0263. 1063.18ç.'1 ) 163.3563.4363 .5263. 6063. 6863.1763.8563.9364 .0264.I064.1864.2764.3564 .4364 .5264 .6064 .6864.'Ì't.64.8564 .9365.026s.1065.1865.2765.3565.4365 .5265.6065. 6865.1165.8565. 9366 .0266. 1066. 1866.2766.3566.4366 .5266 .60882.10882.10882.10882.10882.10882.10882. r-0882. r-0882. 10882. 10882. 10882. 10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882. r_0882.10882.10882.10882. 10882. r_0882. r-07 64597 6459't64597 6458764581 6458I645'77 645'7't 64571 6456'7 6456't 6456't 64551 64551 64551 6454't 64541 6454'7 64547 64531 64537 64531 64527 64527 64527 64527 645L7 645r'7 645r'7 6450't 6450't6450'7 64497 64497 64497 64491 64487 64487 64481 6447'7 6441'7 64471 64477 64461 6446'164467 64451 64457 64457 6445.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.000.020.020.020.020.020.020 .020.020.020 .020.020.020.020.020.020.020.020.020.020.020.020.02o.020.020.020 .020.020.020.020.020.020.020 .020.020.020.020.020.020.02o .02o .020.020.020.020.020.020.020.020.020.0246467'771II000000000000000000000000000000000000000000000000001.51.5f.J1.51.51.51.51.51.51.51.51.51.51.51.51.51.5t_.5t-.51.5l-.51.5f.J1.51.51.51.51.51.51.51.51.51.5l-.51.51.51.51.51.51.51.51.51.5t-.5l_.51.51.51.51.50.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0882. 10882.10882.10882.10882.10882.10882.10882.10882.10000000(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.00Page 16 of l8 The Domain at Bennett FarmsExisting Pond Vlater ouality AnafysisWQv Draw Dovrn TimeSimufationNodeGroup TimehrsStageftIf arningStageftSurfaceAIeaf.t2TotalInfIowcfsTotafOutf l-ohrcfsTotalVol InTota.lVol OutafIüQv!üQvWQV!vQv!tQv!fQv!fQv!VQv!fQv!fQv!ùQv!vQv!VQv!ùQv!,lQvlrfQv!{Qv!'IQvviQvVlQvvÍ0vv'¡0vVlQvlvQvI{QvwQv!ùQvVüQvv'IQvl,IQvv'IQvWQvvlQvwQvVlQvv']QvwOvvlQvw0vvlQvl'¡Qvw0v!'¡QvWQvvl0vvÙ0vvlQvwQvwQvw0v(BLN Job #100058)PondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondLPondlPondlPondlPondlPondlPondlPondl-PondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASE66. 6866.1166. 8566.9361 .0267.1067.1861 .2167.3s61.436't.5261 .6061,6867 .'7'76?.856't .9368 .0268.1068.1868.2168.3s68.4368 .5268.6068.6868.7'Ì68.8s68.9369 .0269.1069.1869.2769.3s69.4369 .5269. 6069 .6869.'1169.8569 .93'7 0 .0270.1070. t-810.2170.35'70.4310 .5270.6070.68'70.'7-t817.45817.45817 .45811 .458'11 .45817 .45811 .458'7't .45811 .458'77 .458'71 .45811.458'77 .45811.45811.45811 .45811.45811.4587't .45871.45811.45871.45871 .45817.45811 .458't7 .45871.45817.45811.458'71 .45811 .4581'7 .45811.4581'7 .45811 .45811.45871.45811 .4587'7 .45811.458'7'7 .45811.458'7'7 .45811.45Q1? n\811.45877.45811.45811.45811.45882. 10882.10882. 10882. 10882. 10882.10882. 10882. 10882.10882.10882. r_0882.10882.10882.L0882.r0882.10882.10882. t_0882.10882.10882.10882.10882. r0882. l_0882.10882. 10882. 10882.10882. r-0882. 10882.10882.10882.10882.10882.10882.10882.10882. r0882.10882.10882.10882.10882. r0882.10882.10882.10882.10882. l0882.10882.10't 64441 6444'7 64441 64441 6443'7 64431 6443'7 64427 64421 6442'7 64421 6441-7 644L7 64417 64477 64401 64407 64401 64391 64391 64391 64391 6438't 6438'164381 6438'7 64371 64371 6431'7 6431'7 64361 6436'7 6436'16436'164351 64351 64351 64351 64341 64341 6434'l64341 64331 64331 6433'7 64337 64321 64327 64321 64320.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000 .02a .020 .020 .020 .020 .020 .020.020 .020.020 .020.020 .020 .02o .02o.020 .02o .020.02o .020.020.020.020.020.020.020.020.020 .020.020.020.020.020 .020 .020.020.02(\ ^)0 .020.020.020.020.020.020.020.020.02o.020.020.021.51.51.51.51.51.51.51.51.51.5f.Ja.Jf.Ja.J1.51.51.51.51.51.5f.J1.51.5a.Jf.J1.51.51.51.5f.Jf.Jf.J1.51.5f.Jf.J1.50.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.Page l7 of l8 The Domain at Bennett FarnsExisting Pond Water Quality Analysj-s¡{Ov Dravr Dolrn TimeSimul-ationNodeIilQvVü0vVù0vVü0vVùQvvlQvflQvvù0vwQvviQvVl0vVüQvvü0vVlQvVü0vPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASE70.8570.93'tr.0271.1071.181r.2171.35'tI.437r-.6071.68'7L.1171.851r.9312.0r87'7 .45871.45g't't .45871.45811.4587'7 .4587'7 .4587'7 .45817.45871.45877.4581't .45877 .4587't .45877 .45882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10't 64371 64377 643L1 64371 6430'7 64307 64307 64301 64291 64291 64291 64297 64287 64281 64280.000.000.000.000.000.000.000.000.000.000.000.000.000.000.00Group TimehrsStagefrVfarningstageSurfaceAreaft2Tot.al-InffowlotalOutfl-owTotal-Vol InafTotalVo1 Outft1.51.51.51.51.51.51.51.51.51.51.5f.Jl-,51.50.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0020202020202020202020202o2o202000000000000000(BLN Job +100058)Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.Page l8 of l8 Beam, Longest, and Neff, LLC8126 Castleton Roadlndianapolis, lN 46250(317)84e-5832EouationsRy = Q.Q$+Q.QQ$*lOa = 1"*RvQNws = [1OOO/(10+5P+10Q"-10*(Q",+1.25Q"*P)0 5)]WQv = (P-Rv.A)/12Project:BennettTech RoadProject#:.110042Location: Carmel, lNAbbreviations| = Percent impervious coverP = I inch of rainfallRv = Volumetric runoff coefficientA = Area in acresCNwq = Curve number for water quality storm eventtc = Time of concentrationWQv: Water quality volume treatmentQwq: Peak treatable discharge for flow through BMP'sQwq was calculated using Carmel procedures and methodologies for flow through/mechanical structures.romSewerSpreadsheet4.2114.21.003.2134.62Road Mainline SewerFuture Develooed lmoervious Area Calc.Total Future Area = 3.232 acres (Outlots)lmpervious Runoff Coeff. = 0.875 (Average of 0.90 and 0.85)(0.875 * lmpervious Area) + ( 0.20 . Pervious Area) / (3.232) = a.7glmpervious Area + Pervious Area = 3.232 acresSolve for lmpervious Area and Pervious AreaFuture Developed lmpervious Area = 2.394 acresArea = 4.62 acres - 3.213 acres = 1.407 acresPervious Area = Total Area - |acres+++++Prepared by Nick Schmitt 4/6/2012 BMP Galc - Aqua-Swirl Prepared by BLN Type ll 24-hr Rainfall=l.00" Printed 41612012 Paoe 1HvdroCAD@ 8.50 s/n 005203 @2007 HvdroCAD Solutions LLC Summary for Subcatchment 1S: Water Quality Watershed This software was used to determine the Qwq for the flow through BMP (Aqua-Swirl) Qwq=1 inch rainfall in 24 hours using the SCS Type ll Distribution. This is the peak water quality treatment rate the flow through BMP needs to be designed too. Runoff = 4.21 cfs @ 12.06 hrs, Volume= 0.272 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.05-48.00 hrs, dt= 0.05 hrs Type ll 24-hr Rainfall=1.00" Area (ac) CN otion 4.620 97 CNwo - See Soreadsheet for Calc. 4.620 Tc Length(min) (fee0 Pervious Area Slope Velocity(fVft) (fUsec) Capacity Description (cfs) 14.2 Direct Entry, Storm Sewer Subcatchment lS: Water Quality Watershed Hydrograph l¡ Runoffl ø o ìotr 24681012141618202224 28 42 44 48 48 Time (hours) 4.21 Runoff Areä=4.620 ac Ru noff Volumre =0.27 2 al Runoff Depth=0.71- Type ll24-h¡ Rainfall=1.00" CN 97 TG=î4.2 rnin STR. 673 a<' AS-8 AQUA-SWIRL t STR.660 STR. 6 0 AQUA-SWIRL LAYOUT NOT TO SCALE ! A Depth of Flow ln A Cicular Pipe ForA Given Runoff Rate Water Quality Pipe Sizing Set OutleUBypass Pipe ll" above BMP Pipe BI/IM 61t.9" ?ql.1oAqua-Swirl lnvert HDPE (Smooth Wall) Water Quality Runoff T = Top Width of Water Level Y= Depth of Water in Pipe D = Diameter of Pipe O = Angle (Used for calcs to determine wetted perimeter and area) 11 12 9 0.012 4.21 I ì i I Y Prepared By Nick Schmitt 411812012 Document:AS-8 STD Drawn Bv: BLR Scale:1:30 Date:03l02lo9826-2t72 TN2705 Kanasita Drive, Chattanooga, Phone (888) 344-9044 Fax (423) U,S, Patent No. 6524473 and other Patent Pendinq x Please see accompan¡ed Aqua-Swirl spec¡ficat¡on notes. x See Site Plan for actual system or¡entation. *x Orientation may val[ from 90o, 1800, or custom angles to meet site conditions. ¡f trafFic loadlng (H-20) ¡s r€qulred ol ant¡cipat€d, a concrêtê pad must be placêd over the ent¡re stormwater Tr€atment System, Sampl€ detâlls of concrcte pad ava¡lable upon request. Bollards shall b€ placed around access rlser(s) in non-tËfüc arcas to prevent lnadvertent load¡ng by ma¡nt€nance veh¡cles. 3' [76 mmì Typ 4 712', l- t114 mml Llllamml Manhole Frame and Cover by Manufacturer. (See Details) Grade (Rim) elevations to match finished (¡)ll@to$ptd &|ffiæ æ grade, HDPE risers can be f¡eld cut by Contractor. bÉupHwrç. 32" [813 mm ] OD Manhole Frame & Cover D€tail Manhole Frame & Cover Detåll For H-20 Traffic Load¡nq Ar€as For Non-Trañ¡c Ar€as Only NTS ilTS Vent 1 19" [3023 mm ] Varies Ø106314" lØ27t1mml t Pipe coupling by Contractor. 12" [305 mm] long Stub-out by Manufacturer. Swirl Inlet rl Outlet A 104" 12642 mml 119" [3023 mm ] 18" [457 mm ] OD Max 68" 1t727 mml 42" [1067 mm ] Vent Reinforced Top 2" [51 mm ] 12" [305 mm Pipe coupling by Contractor. 12" [305 mm] long Stub-out by Manufacturer. 18" [456 mm ] OD Max Section A-A Octagonal Base Plate Plan View 112^ [13 mm] rl2' [13 mml u2' [13 mm] æ at 3.5 feet [1067 mm] from swirl and for the full he¡qht of the Swirl riser) extending to undisturM so¡ls. MH Detail Below) Riser Gravel Backfill Phone (888) 344-9044 www.tnc. Reinforced op Arched Baflle Bedding Undisturbed Soil Outlet g0oIx* Arched Baffle __i ua-Swirl Concentrator Model AS-B Off-Line Standard Detail REVTSEÐ ÐRAINAGE CALCULATIONS BENNETT TÐCHNOLOGY PARK BOONE COUNTY, II\DIANA rr*?k13 LOTS ON 105.6 ACREStT** DEVELOPER: REI INVESTMENTS IITLI NORTH PENNSYLVANIA STREET, SUITE 2OO CARMEL,INDIANA 16032 (317) s73-6048 ENGINEER: THE SCHNEIDER CORPORATION 12726 HAMILTON CROSSINGS BLVD CARMEL,IN 46032-5422 (317) s74-3797 (3L1) s74-3799 fax Date: March 2,2000 PROJECT : BENNEf.T TE CFINOLOG Y PARK : REVISBD DRAINA G[ C¿\L CUI,ATIONS, DEVELOPER: REl INVESTIUENTS ENGTNBER: THE SCHNtrIDER CORPORA,TION SEC JOB NO. : 1034.001 DATE: LARCH 2,2000 FII-ENAME : J :\1 034\00 l\DRAINAGB\1 034RBYRPT.Ð OC P RO J E C T Ì1,¡1 R RA TI VE : The proposed project is the developnlent of a 105 acre inclustrial park. This project is lt¡catecl partially in Eagle Torvnship in Boonc County and partiall¡r in Clay Torvnship in [Ìanrilton Coirnty, rnore deänitively dcscribed as being located northeast of the 106'h Stleet and lvlichigan Road intersection. 'fhe current zoning of thc parcel is M-3, R-3, and Open l-and ancl the crln'ent land use of the property is agricultural fàrrn grotrncl. The follolviug calculations analyze the hyclraulic/hydrologic characteristics of the site. EXISTTNG DR4INAGE: The existing condition of the petrcel consists of agricultr"rral 1àrnr grouncl. rvhich utilizes overlaucl flow as tlte printary drainage system. Tlle site is made up oFseveral rvatersheds all lraving their orvn point of drscharge. Since the proposed developrnent discharges into 4 of these rvatershecls, only tlre 4 that are irnpactecl have beer.r analyzed ìn this report the basins are u¿rrnecl EXl. EX3, EX6, and EX7). Basil EXI colrsists of approxirnately 18.72 acres rvith elevations ranging fì'onr 90 I Mean Sea Level (M.S.L.) to 875 fu"I.S.L. ¿rnd Lrtilizes overlancl flow discharging to the north through an existirrg ravine. Basìn EX3 consists of approxìrrrutely 2'/.'16 acres with elevations ranging lionr 896 M.S.L,. to 87tj M.S.L. and Lrti[ìzes overl¿urd florv clischarging to the rvest through an exisling ravine. Basin EX6 consists of approximatety I1.08 acres rvith elevations ranging fiom 896 M.S.t,. to 885 lVl.S.L. and utilizes overland flow discharging to the southeast throLrgh an existing culvert below 106d'Street. B¿rsin EX7 consists ol approximately 6.10 acres rvith elevations rangíng from 897 M.S.L. to 881 M.S.L. and utilizes overland flow discharging to the southrvest into a roadside swale along 106'h Street that f-lows r.vest. The existing peak clischarge rates tbrthe basins rvere calcr-r lated using the SCS hydrograph generation rnethocl rvith the Type II Rainfall Distribution and are as follorvs: BASIN NAME EXI 2 YR EX1 1O YR EXl IOO YR BASIN NAME EX6 2 YR EX6 1O YR EX6 lOO YR DISCHARGE 10.40 cfs 25 85 cfs 49.26 cfs DISCHARGE 5.60 cfs 13.90 cfs 26 47 cfs BASIN NAME EX3 2 YR EX3 1O YR EX3 1OO YR BASIN NAME EX7 2 YR EX7 10 YR EX7 1OO YR DISCHARGE 4E ^C ^(-I J.10 U t5 38 34 cfs 73 04 cfs DISCHARGE 4.80 cfs 1'1 67 cfs 22 20 cfs BHNNE1-| 1'}:ÌCTINOI-OGY P RK PAGÉ, -1 TFIE S;CFINEIDË:Iì C]ORPORATION PROPOSED DRAIIVAGE: The proposed drainage systern f-or the site cousists olone dry detention facility, six retentiou [acilities, reinforced corìcrete pipe (RCP) stonn sewer systenrs, and grass linecl swales. The location of, the various potrds ancl the pipes that conrrect the ponds, rvith the corresponcling nanlcs, are shorvn on the encloseclNoclal Diagram. Pond I (Node: PONDI) discharges through a l2 inch RCP into the existing ravine located at thc northern Iimits olthc sitc. Poncl I has approxitnately 26 20 acres of site r,vatershecl discharging into it(Basin: PRIMSE#3) Poncl 2 (Node: POND2) dischargestlirough a l2 inch RCP ilrto a stonr server systerr that connects to Poncl L Poncl 2 has apploxirnately 11.80 acres of site rvatersheclclischarging into it (Basin: PR2). Pond 3 (Nocle: IvISEPOND2) discharges tltrotrgh a l5 inch RCP into the existing ravi¡re located at the western lirnits of tlre site. Pond 3 ltas approxirrrately 5.88 acres olsite r,vatershed discharging into it (Basin: PR3MSE#2). Poncl4 (Nocle; POND4) disclrarges through a 36 inch RCP into the Pc¡nd 3. Pond 4 (Node: POND4) lras approximately 28.53 acr-es of site watershecldischargirg into it (Basin: PR4). Poncl 5 (Node: MSEPONDI) discharges throLrgh a l5 inch RCP ir-rlo a stor¡n sewer systen that connects to Pond 3. Pond 5 has approxirnately 4.35 acres of site watershed dischargíng into it (Basin: PR5MSE#1). Pond 5 inforrnation and its watershed have been obtained fiom the Drainage Report for Bennett Farrns Apartnrent Flotnes, ancl the Stormrvater r\nalysis Summary for the Reserve at Williarns Glen (previously Bennett Fartrrs Aparttnent Hornes), prepared by Ivlicl-states Engineering, LLC. MSE Job No. ll 1-l t53 and I l1-l 168 respective ly. This pond has been aclcled to this model arrd leport to evaluate its impact on the overall stornrwater lÌìanagemer.ìt system fbr the Bennett Technology Park since it conuects iuto the overall systern. Portions olthe rvatershed information for Pond I and Pond 3 in the previoLrsly nlentioned repoÍs lvere also analyzecl in this rnodel and inclLrded in preparation of this report. Pond 6 (Node: POND6) discharges throLrgh a l5 inch RCP into the existing swale Iocatecl o¡r the soLrth side of, 106'h Street. Pond 6 has appror.imately 12.75 acres of site rvatershed discharging into it (Btrsin: PR6). Pond 7 (Node PONDT) clischarges through a l2 inch RCP into the existing roaclside srvale along the north side of 106'r'street that florvs rvest. Poncl 7 has approximatelyT.02acresolsitervatersheddisclrargingintoit(Basin: PR7). Pond6andPondTarealso counectecl hyclraulìcally with ¿r 24 inch RCP eqLralizer pipe. The proposed peak dischargc rates into thc nodes were calcLrlated Lrsing the SCS hi,drograph gencration mcthocl rvith the Type II Rainf'all Distribution ¿rnd are as tbllows. BASIN NAME PRlMSE#3 2 YR PRlMSE#3 1O YR PRlMSE#3 1OO YR BASIN NAME PR3MSE#2 2 YR PR3MSE#2 1O YR PR3MSE#2 1OO YR BASIN NAME PRsMSE#1 2 YR PRsMSE#I ,10 YR PRsMSE#1 1OO YR BASIN NAME PR7 2 YR PR7 10 YR PR7 1OO YR BENNETT TECHNOLOGY PARK DISCHARGE 33.55 cfs 64 00 cfs '105 52 cfs DISCHARGE '15 62 cfs 25.84 cfs 39.27 cfs DISCHARGE '11 55 cfs 19 '12 cfs 29.06 cfs DISCHARGE 12.26 cfs 21.74 cfs 34 34 cfs PAGE -2 BASIN NAME PR2 2 YR PR2 1O YR PR2 1OO YR BASIN NAME PR4 2 YR PR4 1O YR PR4 lOO YR BASIN NAME PR6 2 YR PR6 1O YR PR6 1OO YR DISCHARGE 20.62 cfs 36 55 cfs 57 73 cfs DISCHARGE 44 03 cfs 77 92 cfs 123.44 cfs DISCHARGE 22 28 cfs 39.49 cfs 62.38 cfs TFIE 3:CHNEI DER CORPORATI ON R E S E RVO I R RO UTTNG S UM IUTA RY : Reservo ir routittg for the 24 hour duratiou 2, I 0 an d i 0 0 year stornr events were pe rfbrrlecl lvith the input data and output results of these routings being located in the ADICPR MODELING: SIMULATION RE,SULTS, 2 YEAR 24 I-IOUR STORM, l0 YE¡\R 24 HOUR STORM, I00 YEAR 24 HOUR STORM ... section of this report. Tlre peak discharge rates from the site into the four outfall locations can be deterrninecl by evaluating the nraximum inflor,v to nodes PONDIDS, lvlSEPD2DS, POND6DS and PONDTDS. The previously mentioned nodes are the discharge locations of the oLrtlet pìpes from pond noc'les POND t, MSEPOND2, POND6 and POND7. The routing results and clischarge rates for each of the poncls are as lollorvs: PONDI 2 Yr Storm l0 Yr Storm 100 Yr Storm Pond Elev. :879.17 Pond Elev. :881.27 Pond Elev. : 882.95 Qour-,it":5.92 cfs < Q out-,¡t.:7.35 cfs < Q out-site: 8.66 cfs < Qo¡owubre: 10.40 cfs Qa¡orvabre: 10.40 cfs Qaro'abre: 25.85 cfs POND2 2 Yr Storm 10 Yr Storm 100 Yr Storm Pond Elev. : 881.21 Pond Elev. : 888.44 Pond Elev.: 889.98 MSEPOND2 2 Yr Stornr l0 Yr Storm 100 Yr Storm Pond Elev. : 881 .22 Pond Elev. : 882.56 Poncl Elev. : 884.1 5 Qou,-rit.:8.29 cfs Q our-sirc: 12.41 cfs Q out-,it.: 16.09 cfs ( Qu'o,"ubt.:15.43 cfs( Qa'o*"br": 15.43 cfi { Qu'o,"obt.:38.34 cfs POND4 2 Yr Storrn 10 Yr Storm 100 Yr Stonn Pond Elev. : 881.96 Pond Elev. : 883.06 Pond Elev. :884.41 MSEPONDI 2 Yr Stornr 10 Yr Stonn 100 Yr Storm Pond Elev. :886.11 Pond Elev. :881.45 Pond Elev. = 888.38 POND6 2 Yr Storrr l0 Yr Storur 100 Yr Storm Pond Elev. :884.94 Pond Elev. : 885.64 Pond Elev. : 886.61 Q ouu.it": 2.78 cfs < Q ou,-,it": 4.53 cfs < Q o,t-.ir.: 6.58 cfs < Qo¡o,nbre:5.60 cfs Qaroo.abre: 5.60 cfs Qaro*u¡bre:13.90 cfs PONDT 2 Yr Storm l0 Yr Storm 100 Yr Storm Pond Elev.:884.89 Pond Elev. :885.64 Pond Elev.: 886.60 Q our-,ite : 2.65 cîs Q out-,ite: 4.10 cfs Q out-r¡,.: 5.54 cfs BENNETT TECHNOLOGY PARK PAGE -3 THE S:'CHNEIDER CORPORATION D E T'E NTT ON FAC I L I TY S UIUI fuIAR Y : Thesitewasdesigneclrvithorreclrydetentionfàcilityandsixretentionfàcilities(Pond l,Pond2, Porrd 3, Potrd 4, Pond 5, Pond 6, and Poncl 7). The dry cletention lacility has been desigrred with sicle slopesof3:landal¡ottonlslopeof2.0%. Theretentionfacilitieshavebeendesignedwithamaxilnun-l side slope above nonnal pool of 3:l and a 3:l sicJe slope to the bottom of the pond below nonnal pool. Tbe anticipated 100 year storm event elevation for the retention facilities, and the mininrum top of bank elevations are as follolvs: Pond 1 Pond 2 Pond 3 Pond 4 Pond 5 Pond 6 Pond 7 100 Year Elev 100 Year Elev 100 Year Elev 100 Year Elev 100 Year Elev 100 Year Elev 100 Year Elev : 882.95: 889.98 :884.15 :884.41 : 888.3 8: 886.61: 886.60 Minimum Top Of Bank Elev.:885.0 lvlinimum Top Of Bank Elev. :892.0 Minimum Top Of Bank Elev. :886.2 Minimum Top Of Bank Elev.:886.5 Minìrnum Top Of Bank Elev. : 890.4 Minimum Top Of Bank Elev. : 888.6 lvlinimr"rm Top Of Bank Elev. = 888.6 S TORfuT S E WE R C OfuIPUTA TI ONS : The storm sewer systerns were designecl so the stornl Iine capacity was greater than or eqr-ral to the t0 year storm flow quantity through the pipe. The rational method r,vas used to compute the flow quantities through the pipes which includes the future clevelopment of the individual lots. Enclosecl is all inlet map sholving the anticipatecl inflow into the storrn sewer system. BENNETTTECHNOLOGY P RK PAGE -4 THE iJCHNEIDER CORPORATION AÐICPR NfODÐLING: NODAL DIAGRAM :H lThe Sc : PROJECT PHASE:DESIGNED BY: . .,..............,..,........ , ,....,.. DATE: DESCRIPTIOI.I:CHECKED BY:DATE: PßI 14 ÊE*å3 hneider Corporation NA iqr BÀ6rñ) Àj ooá' LCu t( (?fPE\ b'7€au\t NA¡rr -------;> r Ft ct c¿pc,i,l ,J I tr3 o¿ foad I €Rz )Pot l0 l PRçl,lsE*l 5)P r2N0 ¿(o"aa .) P<3 t4se ¿ z onrÀ Ll ) floNû b !tÊ392eá f.u\38-r"ortO (P,n"r= -pß,r a PonÅ-t(Q"rt,1. L ) I pprvÛ.TA n- pzÞQ(o5 <- ADICPR IVTODÐLING: EXISTING BASIN Dz\TA & I]ASIN DÐLINÐÄTIO}I Advanced tnterconhected ChanneL & Pond Routirìg (ICPR Ver 2.11) Copyright 1995i Streamtíne Technotogiés, Inc.i 2 YEAR 24 HOIJR DURATION STORM t1l I{ ¡ Ii *******t** BaSin SUfmafy - 2YR24HR **************************t****************** Ii Basin Name: Group Name: Node Name: Hydrograph Type: Uní t Hydrograph: Peaking Factor: Spec Time Inc (min): Comp Time Inc (min): Rainfa[ [ Fi Le: Rainfatt Amount (in): Storm Duration (h¡): Status: Time of Conc. (min): Lag Time (hr): Area (acres ): Vo[ of unit Hyd (in): Curve Number: DCIA (%): Time Max (hrs): Ftor.¿ Max (cfs): Runoff' Votume ( in): Runoff Votume (cf): EX3 EXIST NONE UH EXó EXIST NONE UH EX7 EXIST NONE UH UH484 484 .00 3.07 3 -O7 SCSI I -24 EX1 EXIST NONE UH UH484 184.00 4.53 4 -53 SCSII-24 ?-64 24.00 ONS I TE 34.00 0.00 18.72 1 .00 76.00 0.00 UH484 484 .00 I+ -53 4.53 SCS I I .24 2.64 24.00 ONS I TE 34.00 0.00 ?7.76 1 .00 76.00 0.00 U H48/+ S 2.64 24.00 ONS I TE 23 .00 0.00 6.70 1 .00 7ó .00 0-00 484.00 5 .20 5 .20 CSII-24 2.64 24.00 ONS t TE 39.00 0 .00 11 .08 1 .00 76.00 0 .00 Ilj il I I ! é '4 {a 2 0 0 24 40 78 12.24 15.43 0.78 78505 1¿-16 4 .80 0.78 18954 .3',l .ó0 .78 317 12 5 0 315?940 ItI f.-l l .t¡ 1 ,, ) ¿ J.¡j i ¡ -lt J.t i J ì I \.4 tf I hdvanced Intercônnectù Channe[ & Pond Routins (lcPR'vèr 2.11j Copyright 1995, StreamIine Technotogies, Inc. 10 YEAR 24 HOUR DURATION STORI'I t1l ********** Basin Sunrnary - 10yR24HR *******************************************t s ' 'I i .J I 'I ¡ 1 I '{,at I t ¡ I Ii Basin Name: Group Name: Node Name: Hydrognaph Type: ljnit Hydrograph: Peaking Factor: Spec Time Inc (min): Comp Time Inc (min): RainfaI t Fi te: RainfatI Amount (in): Storm Duration (hr): Status: Time of Conc. (min): Lag Time (hr): Area (acres): Vo[ of unit Hyd (in): curve Number: DCIA (%): fime Max (hrs): Flow Max (cfs): Runoff Votume'(in): Runoff Votume (cf): EX1 EXIST NONE UH EXó EXIST NONE UH 84 00 53 53 24 08 00 TE 00 00 72 00 00 00 UH/+ 484. 4- 4. CSII- 4. a+. ONSI 34- 0. 18. 1. 76. 0. EX3 EXlST NON E UH UH484 484 .00 4.53 4.53 SCSI I -24 4.08 ?4.OO ONSITE 34.00 0.00 ?7 -76 1 .00 76.00 0.00 12.24 38.31 1.80 18101ó EX7 EXIST NONE UH UH484 484.00 5.20 5.20 scsr r -24 4 .08 24.O0 ONS t TE 39. 00 s 8¿r 00 07 07 ?4 08 00 TE 00 00 70 00 00 00 UH4 484. 3. 3- CSII- 4- 24. ONS I 23- 0. 6- 1. 76. 0. 0.00 11.08 1 .00 7ó. 00 0.00 12.311?.24 ?5.85 1 .80 122068 '13 . 90 1 .80 72217 12-11 11.67 1 .80 43702 ì J I 5 dI Ì a '.! i i I I l I rt ìI $ a ìJ ¡ ¿ J J.t I I : ' Advancei lirterconhected Channel & Pond Routing (lcPR Ver 2.11) tìl i copyrigh't 1995, Streamtine Technotogies', lnc. 1OO YEAR 24 HOUR DURATION STORM 1 I I ********** Basin Surmary - 100y24HR ****ff*********r*****r******ri*r*******r**** ,I ), lI! II ,t .t Basin Name: Group Name: Node Name: Hydrograph Type Uni t Hydrograph: Peaking Factor: Spec Iime Jnc (min): comp Tìme Inc (min): Rainfã1.I Fite: RainfatI Amount (in): Storm Duration (hr): Status: Time of Conc. (min): Lag Time (hr): Area (acres): Vo[ of unít Hyd (in): Curve I'lumber: DCIA (%): Time Max (hrs): Ftow Max (cfs): Runoff Votume (in): Runoff Votume (cf): EX1 EXIST NONE u¡Ì EXó EXIST NONE UH EX7 EXIST NONE UH EX3 EXIST NON E UH UH484 UH484 UH484UH484 484. 00 t+.53 4.53 SCSII-2/r ó. 00 24.00 ONSI TE 34.00 0.00 18.72 1 .00 76.00 0.00 484 .00 4.53 4-53 scstl-24 484.00 3 -07 3 -O7 scsf r-24 ó.00 24.00 ONS I TE 23.00 0.00 6.70 1 .00 76 -00 0.00 484.00 5.20 5.20 scsr r -24 6.00 24.00 ONS I TE 39-00 0.00 11 .08 1 .00 76.OO 0.00 6 24 ONSI 34. 0. ¿7. 1. 76. 0. .00 00 TE 00 00 76 00 00 00 ì{ t I It 12.24 49.26 3.37 ??9241 12.21+ 73 -04 3.37 339943 3.37 135629 12 -11 22.?O 3 _37 82068 12.31 26-47 zIr ,¡ II 4 I I ...t 'I Ij I 1I '1 !lI,l'-, ìI Ì T ì ij _í J/...sl+r;i:.-. ..1i:iii.'íti*ylråfFÞ>)#rYlr*.-),1-sl{qi$..11Íìafl.i.iÍ$ì:Y*rîlÏllì!f i:n¡ì:Y:'Nìli$rjt',{]rÉ*iÈ+'!lfiri1Ì*FiÌ\"í ADICPR MOÐELING: PT{OPOSED BASTN DATA & BASIN DELINEATION Advanced Interconnected ChanneL & pond RoutinS ilCpR Ver 2.11)Copyright 1995, StceamL ine Technologíes, lnc. 2 YEAR 2/+ HOUR DURAIION STORM t1l ********** Basín Surmaly - 2YR24HR ********************************************* Sasin Name: Group Name: Node Name: Hydr-ograph Type: PR 1 MSE#3 BASE POND 1 UH UH484 484.00 3.33 12.17 33.55 1.36 129707 PRó EASE PONDó UH PRSMSE#2 BASE MSEPOND 2 UH PR2 BASE POND2 UH PR4 BASE POND4 UH PR5I'1SE#1 BASE MSEPOND 1 UH Unit Hydrograph: Peaki ng Factor: Spec Time lnc (min): Comp Time Inc (min): RainfaL I Fi te: RainfatI Amount (in): Storm Duration (hr): Status: Time of Conc. (min): Lag Time (hr): Area (acres): Vo[ of Unit Hyd (in): Cunve Number: DCIA (%): Time Max (hrs): Ftow Max (cfs): Runoff Vo I ume ( i n) : Runoff Votume (cf): Basin Name: Group Name: Node Name: Hyd|ograph Type: Unit Hydrograph: Peaking Factor: Spec Time Inc (min): Comp Time Inc (min): RaínfaI L Fì [e: RaìnfatI Amount (in): Storm Duration (hr-): Status: Tíme of Conc. (min): Lag Tíme (hr): Area (ac¡es ) : VoL of Unit Hyd (in): Curve Number: DCIA (%): Time Max (h¡s) Ftow Max (cfs) UH484 484.00 2 -67 2 -67 SCSI I -24 2,64 2/+.O0 ONS I TE PR7 BASE POND 7 UH 484 .00 0.80 0 .80 SI I -24 2 -64 21 .00 ONS I TE ó.00 0.00 4.35 1 .00 93.00 0.00 UH484 484.00 0 .80 0 .80 srr-24 2.64 21.00 ONS I TE 6.00 0.00 5 .88 1 .00 93.00 0.00 12.00 15.6? 1.91 40746 12.00 11.55 1.91 30143 12.17 11.0s 1 .65 171326 UHt+84 484.00 3.33 3 -33 cstl-24 2-64 21 -00 ONS I TE 25.00 0.00 28.53 1 .00 90.00 0. 00 UH484 3 -33 scst I -24 2.64 21 -00 ONS I TE 25.O0 0.00 26 -20 1_00 8ó. 10 0.00 SC S SC 20.00 0_00 11.80 1 .00 90.00 0.00 12.09 20 -62 1 -65 708ó0 S UH484 484.00 2.67 ?.67 CSI I -24 2 -64 24 -00 ONSITE 20.00 0.00 1?.75 1 .00 90.00 0.00 UH484 484.00 2 -67 2 -67 SCSI I -21+ 2 -6¿+ 21.O0 ONS I TE 20.00 0.00 7.0? 1 .00 90. 00 0.00 12.09 12.26 09 28 12 22 Advanced Interconnectecj Channe[ & pond Routing ( ICpR Ver Z, I I )Copyright 1995, SrreanrI ine Technologies, Inc. 2 YEAR 24 HOUR DURATION STORI,I t2l ********** Basin surnacy 2YR24HR *******************************f,************* Runoff Votume (Ín) Runoff VoIume (cf)1 "65 76565 1.65 12156 Advanced Interconnected Channe[ & Pond Routing (ICPR Ver 2.11) Copyright 1995, Streamtine TechnoIogìes, Inc. 10 YEAR 24 HOUR OURATION STORM t1l ********** BaSin SUftmafy - 10YR24HR **i***************************************** Basin Name: Group Name: Node Name: Hydr-ognaph Type Unit Hydnogrêph: Peaking Factor: Spec Time Inc (mjn): Comp Time Inc (min): Rainfa[[ Fite: RainfaLt Amount (in): Storm Duration (hr): Status: Tíme of Conc. (min): Lag Time (hr): Area ( acres ): Vot of Unit Hyd (in): curve Number: DC rA (7.) : Time Max (hrs): FLow Max (cfs): Runoff Votume (in) Runoff Votume (cf) Basin Name: croup Name: Node Name: Hydrograph Type Uní t Hydr-ograph: Peaki ng Factor: Spec Time Inc (mÍn): comp Time lnc (min): RainfaI L Fi Le: RainfatL Amount (in): Storm Ducation (hr): Status l Tíme of Conc. (min): Lag Time (hr): Area (acres): Vo[ of Unit Hyd (in): Curve Number: DCIA (%): Time Hax (hrs): FtoH Hax (cfs): UH484 UH481 PR 1 MSE#3 BASE POND 1 UH PR2 BASE POND2 UH PRSMSE#2 EASE MSEPOND2 UH UH484 12.00 25.84 3.?9 70295 PR4 BASE POND4 UH 309773 PR5MSE#'I BASE MSEPOND 1 tJH SCSII-24 4.08 24.00 ONS I TE ó.00 0 .00 4.35 'l -00 93.00 0.00 12.00 19.1? 3.29 5 2001+ UH484 484 .00 3.33 3.33 SCSI I -24 4 .0B ¿4 -00 ONS I TE 25 .00 0.00 ?6.20 1 .00 8ó.10 0.00 UH484 484. 00 ?.67 2.67 SCSI I -21r 4.08 24 .00 ONSITE 20.00 0.00 11.80 1 .00 90.00 0.00 12.O9 3ó.55 2.99 128122 PR7 BASÊ PONDT UH UH484 484 .00 3.33 3.33 SCSII-24 4.08 24. 00 ONSITE 25.00 SCS UH484 484 .00 0 .80 0 .80 484 0 0 0.00 28.53 1 .00 90.00 0.00 12.17 77.9? 2.99 00 80 80 24 08 00 TE 00 00 88 00 00 00 4. 24. ONS I 6. 0. q 1. 93. 0. 1? .17 ó1.00 2.62 249598 PRó BASE PONDó UH 484.00 2.67 2.67 sr I -24 /',08 ?1 .00 ONS I TE 20.00 0.00 7.02 1 .00 90.00 0.00 12.09 ?1 .71 484.00 2.67 2.67 SCSII-24 SC 4.08 21.00 ONSITE 20.00 0.00 12.75 1 .00 90.00 0.00 12.09 39.49 Advanced Interconnected Channel & Pond Routing (ICPR Ver 2'11 ) Copycight'1995, Stceamtine TechnoIogies, Inc. tzl ,IO YEAR 24 HOUR DURATION STORM ****È***** BäSitì Suffmafy - 10YR24HR **l*t*************************************** Runoff VoLume (in) Runoff VoLume (cf)2.99 138437 2.99 76222 Advanced Interconnected Channel & Pond Routíng (ICPR Ver 2-11) Copyright 1995, Streamtine Technotogies, lnc. t1l lOO YEAR 24 HOUR DURATION SIORM ********** Basin Sunmany - .l00y24HR ***************t**************************** Basín Name: Group Name: Node Name: Hydrograph Type Uni t Hydrograph: Peaking Factor: Spec Time Inc (min): Comp Time Inc (min): Rainfa[ [ Fi Ie: Rainfal.I Amount (in): Storm Duration (hr): Status: Tìme of Conc. (min): La9 Time (hr): Ar-ea (acres): Vol of unjt Hyd (in): Curve Number: DCIA (%): Iime Max (hrs): Ftor.¡ Max (cfs): Runoff Votume (ín): Runoff Votume (cf): Basin Name: Group Name: Node Name: Hydcograph Type: Uni t Hydrograph: Peaking Factor: Spec Time lnc (min): Comp Time Inc (min): RainfaLI Fite: RainfatI Amount (in): Storm Duration (hr): Status: Time of Conc. (min): Lag Time (hr): AFea (acres): vol of unit Hyd (jn): Cucve Numben: DCTA (%): Time Hax (hrs): Ftov¿ Max (cfs): PR2 BASE POND2 UH PR4 BASE POND4 UH PR 1 I4SE#3 BASE POND 1 UH UH184 484.00 3.33 3.33 SCSII-24 ó. 00 24.00 ONSIIE 25.00 0.00 26-?0 1 .00 8ó.10 0 .00 PR3MSE#2 EASE MSEPOND2 UH PR5MSE#1 BASE MSEPOND 1 UH UH484 484 .00 2 -67 ?-67 scsr I -24 ó. 00 24.00 ONSITE SCS I I -24 ó. 00 24.00 ONSI TE 25 .00 0 .00 UH484 484.00 0 .80 0 .80 SCSII-2/+ 6. 00 2t+ -00 ONS I TE ó.00 JH481+H484 ¿+ ö¿+.00 .80 .80 -24 .00 .00 ITE .00 .00 .88 .00 .00 0.00 /+.35 1 .00 93.00 0.00 484 .00 3-33 3 -33 28.53 1 .00 90.00 0.00 0 0 SCSI I 6 24 ONS 6 0 5 1 Y5 20.00 0 .00 1]1.80 1 .00 90.00 0.00 20 .00 0.00 7.02 1 .00 90.00 ó. 00 24 -00 ONS I TE 20.00 0.00 12 -75 1 .00 90 .00 0 .00 0.00 12.17 105.52 4.41 4198?2 UH484 l+81+.00 ¿.67 ?-67 scsu-24 1?.09 62.38 12.09 57.73 4.84 207291 PR7 BASE PONDT UH 0.00 12.09 31 .34 UH484 484.00 ?.67 2.67 SCSI I -24 ó.00 24.00 ONS I TE 12.00 39.?7 5.18 110/+71 12-11 123 -44 4 -84 501188 12.00 29.06 5. 18 81726 PR6 BASE POND6 UH Advanced lnterconnected Channe[ & Pond RoutinS (ICPR Ven 2.11) Copyright 1995, Streamline Technotogies, Inc. t.?l 1OO YEAR 24 HOUR DURATION STORI'I ********** Basin Sufrmary - 100y24HR *È****************************t************* Runoff VoLume ( in) Runoff Votume (cf) 1.84 223980 4.8/+ 123321 ,4C249I251)c\AAS/L__.lII\/I -)\UI-1IIIiIIOTO/lAS/N42lit'\TAC '1v99ar?d'wçr'l' L'rvOl'ïnhüdçÞdE'?09 l t'tvgJ'l| 7Vaa¿.N €1h'72,\1¿ þ3o -+bzqbq"tôJI(!t1lt,/63{tj.:T..rxæ'.x.:+js4:.¡'c..r.:{i\ìaf.4:|'.11,.u.x.ï.+'4.¡.'ia.':.ìÈai+ è 3 Advanced Interconnected Channe[ & Pond Routing (ICPR Ver 2.11) t4] Copyright 1995, Streamtine Technotogies, Inc. Bennett Technology Park/Bennett Farms Apts., MSE **i*i**r** Input RepOft: PipeS ***********l**t******* i I ¡ I J Geomet ry: Span( in): Rise(in): l nvelt( ft ) : Manning's N: Top CLip(in): Bottom Ctip(in): UPSTREAM Círcutar 15 15 884 0. 013 0 0 Name: PNDóOUT Group: BASE From Node: PONDó To Node: PoNDóDS DOLJNSTREAI',I Ci rcutar '15 15 883 .5 0.013 0 0 Length(ft):1ó8 Count: 1 Equat i on: FIo]¿: Entrance Loss Coef: Exit Loss Coef: Bend Loss Coef: outLet Cntrl Spec: Intet cntrL Spec: Stabi I izer Option: Average K Both 0.5 0 0 Use dc or t!¡ Use dn NoneI iII upstream FHtlÀ Intet Edge Description: Circutar Concrete: Groove end projecting DoHnstream FH[.JA InIet Edge Description: Circutar Concrete: Groove end projecting POND ó OUTLET PIPE J IJ I ¡ I J l ì 'lJ Rise(in) Invert(ft) Manning's N Top cl.ip(in) Bottom Ctip(ín) Name: PNDTOUT Group: BASE UPSTREAÞI Geometry: ci rcutar Span( in): 12 trom Node: PONDT To Node: PONDTDS DOIJNS'TREAM Circutar t2 12 883 .5 0.013 0 0 Length(ft):77 Count:1 12 884 0.013 Equation: Ftow: Entrance Loss Coef: Exit Loss Coef: Bend Loss Coef: outtet CntrI Spec: Intet CntrI Spec: Stabi t ízer option: Average K Both Use dc ot tw Use dn None 0.5 0 0 0 ô upstream FHl.lA Intet Edge Description: Cincutar Concrete: Groove end projecting Dot¿nstream FHHA Intet Edge Description: Circutar Concrete: Groove end projecting POND 7 OUTLET PIPE 3 3 I I I I ) I a Ij : ADICPR MODELING: SIMULATION RESULTS 2 YEAR 24 HOUR STORM IO TTAR 24 HOUR STORNI lOO YEAR 24 HOUR STORIVI ,Advanced Inter-connected ChannLt & pond Routins ilCpR Ver 2.11)Copyright 1995. Str-eamLine TebhnoIogies, Inc. ,IOO YEAR 24 HOUR DURATION STORM t1l ***t***i** Node Haximum comparisons ******t******f************r**************+f**********r***f********************* e(Time units - hours) Sim Max Time Max Stage Name Conditions (ft)Harning Stage (ft)Max DeI ta Stage ( ft ) Max Surface Area (sf)I'lax T i me Inftow Max Inftow (cfs) þlax Time 0utf I or.r Max Outflor.¿ (cfs ) J4 34 34 5 5 5 2 2 2 25 25 25 **f, Node Name: I'lSEPONDz 1 00Y24HR 13.41 1 0YR24 HR 13 -132YR24HR 13.16 13 _41 13.13 13.46 1ó.09 12.47 8.28 0 .00 0. 00 0.00 12.00 12.00 12.00 ?8.99 19.07 11.t+7 12 -14 1?.12 1¿.03 13.41 13 -13 13.46 16 _09 1?.47 8.28 12 .17 12 -17 1¿.16 14.44 13.63 13.01 14 -4/+ 13.63 13.01 9.11 7 .91+ 6.71 0.00 0.00 0.00 13.5't 13 -35 13.16 12.16 12.17 12.16 12.21 1?. /+2 12.46 12.16 12.16 12-16 55.27 35 . 't8 20.08 12.?0 12.30 12.44 13.11+ 9.77 5 -16 *** Node Name 1 00Y24HR 1 OYR24HR 2YR24HR *** Node Name 100Y2/+HR 1 OYR24HR 2YR24HR *if Node Name 1 00Y24HR 1 OYR24HR zYR24HR *** l.lode Name 1 00Y24HR 1 OYR24HR 2YR24HR *** Node Name 1 00Y24HR MSEPOND 1 1¿.14 12-1? 1?.09 POND 1 14.4t, 13.63 13.01 *** Node Name: l4SEpD2DS 1 00Y24HR 0.00 1 0yR24HR 0.002YR24HR 0.00 Group: BASE878.00 888.00878.00 888.00878.00 888.00 Gr"oup: BASE888.38 891.00887.45 891.00886.77 891.00 Group: BASE 884 . 'l 5 887. 00882.55 887.00881.22 887.00 Group: BASE883.59 885.00 881 .99 885.00880.55 885.00 Group:8ASE876-00 890.00876.00 890.00876.00 890_00 0.0000 0.0000 0 .0000 0 .0495 0.0413 0 -0327 0.0344 0.0292 0.0197 0.0175 0.049ó 0.0498 0.0000 0.0000 0.0000 0. 040 1 0.0327 0.0197 0.0471 0.0421 0.0?94 0.0269 0.0219 0 . 0'135 1?173 -42 10376.75 9197 .07 64495.74 595 0B . 9ó 55370.06 83958 . 5'1 61339.89 39858. 04 33763.14 30391 -76 27728.32 408ó8.21 37203.89 3t+373.28 43706.84 41005.71 39268.10 12-20 12 -39 1?.00 91.t+2 t+9 .11 27.96 0 0 0 9 8 7 00 00 00 24 0l+ .94 ,71 00 00 00 83 84 89 9 7 6 0 0 0 77.74 39.02 19.23 3 2 1 6 6 6 2 2 2 107.89 65.82 34.82 **f, Node Name 100Y24HR 1 OYR24HR 2YR24HR *t* Node Name: pOND2 1 00Y24HR 13.51 1 0YR24HR 13 -352YR24HR 13.16 BASE 889.00 889. 00 889. 00 BASE 885 .00 885.00 885.00 890.00 BASE POND'I 0.00 0.00 0.00 DS POND4 12.49 12-42 12.46 G roup 889.98 888 .44 887.21 Group 884.47 883.0ó 881 -96 883 .00 883.00 883.00 Group 88ó . ó0 122.22 77.42 43.79 5'l . 15 32.56 18.58 <o 53 *** Node Name: p0NDóDS 'l 00Y24HR 0. 00 1 0YR21+HR 0. oo2YR24HR 0 - 00 12.75 12-73 12 -5/+ 890.00 O.02t+9 35114.05 12 -16 PONDó 12.75 12.73 1?.54 POND 7 12.85 Group: BASE 890.00 890.00 Group: BASE 886.61 885. ó/r 884.94 890. 00 890.00 890.00 0.0000 0.0000 0. 0000 5 5 ç 0 0 0 6 4 2 00 00 00 0 0 0 37.9? 1?.85 00 00 00 545 1 ¡ I ¡ 1 jì g II ItI ) I T j - Advanced Interconnected Chânnet & Pond Routins (ICPR Ver 2.11) Copyright 1995, Streamtine Ïechnotogies, lnc- lOO YEAR 24 HOUR DURATION STORM ********** Node Maximum Comparisons tzl *t * ** *** *** **** ** * r** * *** ** r** *** ** *** * *** ****** * ** *** e(Time units - hours)Sim Max Time Max Stage Name Condi t i ons ( ft ) l.ra rni ng Stage ( ft ) l'lax Detta Stage ( ft ) Max Surface Area (sf)Max lìme Inftow Max lnftow (cfs) I'lax T i me outf I ow I'lax 0utf I or.l lcfs) 1 OYR24HR 2YR24HR *** Node Name 1 00Y24HR 1 OYR24 HR 2YR24HR 885 . ó4 884 _89 Group: BASE883-00 890.00883.00 890.00883.00 890.00 12.77 12.91 0.0206 0.01 19 32698.98 30835.42 24.07 12.62 890.00 890. 00 12.17 12 -16 12.77 1?.91 4.10 ?.65 12.85 12.77 12.91 0. 00 0 .00 0 .00 7DPOND S 00 00 00 0 0 0 0.0000 0.0000 0 .0000 93 93 93 54 10 65 5 4 2 00 00 00 0 0 0'r¡ x ,¡ ì It I 4 TI¡ ''! l I ê !I¡ ¡ fI J :] i i ! ¡ ¡ ¡ i I '¡ i .ì rO YEAR STORM SEWEIì DBSI{}N RATIONAL METIIOD TIMÐ OF CONCENTRATIONS ParkBased on TR-S5 T¡me Co JOB #: 1034 001 Benne tt lot Overland FIow Channe¡ Flow oshort grass dense grass o24 0 011 9ÉSS concfele ûÞÍap 003 0 015 0 035 2 yea( 24 hou. EinfeÍ = 2 90 inches min¡muml_c= 5 mìnutes el FlowBasin name S o/" n Tt S % Ttn (rt) S %PorU) Ve S % Length f) aPwt ß Vel Tc (min)606 605 603 602 608 607 617 616 631 630 629 628 626 625 624 633 643 6't 64 646 645 61 1 6'10 50 10.24 11 1 024 .t1 50 50 50 50 50 5U 50 50 50 50 50 50 50 50 50 50 50 0 0 50 1 0.24 50 1 024 50 1 024 50 1 024 11 11 11 11 'l 024 1 024 1 024 1 024 10.24 1 024 1 0.24 1 024 11 11 11 11 11 11 11 11 0 11 11 11 1 024 11 1 024 11 1 024 1 024 1 024 1 0.24 1'l 11 11 11 0 0.24 o24 o24 200 200 200 200 500 500 600 600 600 600 400 400 400 200 200 200 600 600 0 0 0 0 400 400 500 500 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 750 1 P2 P2s P25 P22 3 4 0 2 4 5 5 0 P22 P22 P23 P23 P23 P2 0a( P25 P2 P2 P2 P2 P2 P2 P2 P2 P2 P2 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 5 ¡Þ 5 18 13 l3 16 16 13 13 15 15 15 15 STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD- PROJECT: JOB #: DATE: Bennett Technology 10 Year 1 034 001 3t2t00 CO¡iIPUTED BY: K L SHEET NO : STRUCTURE BASINS COMPOSITE BASINS TRAVEL T¡ME (mÍn) FROM TO BASIN # c A c*A Tc (acres)(min) (ìn/hr) o (cfs) SUfuI (c'A) Tc (mìn) (inlhr) o (cfs) 606 605 604 603 602 605 604 603 602 601 609 608 607 608 bu/ 602 605 610 607 612 6't 1 610 604 603 602 609 608 607 612 611 610 075 075 075 075 000 298 274 o72 062 000 224 206 054 o.47 000 15 15 15 15 5 4 4 4 45 6.98 000 000 000 000 000 000 0.00 000 000 5 5 18 698 698 698 075 836 o ¿t 414 075 075 0.54 052 0 41 039 13 4,88 4_88 10.17 935 246 212 0,00 000 0.00 000 25 98 1.97 190 10 56 11 10 11 57 12.36 15 20 20 21 22 4.55 3 91 391 cöt 371 000 000 080 5 b 13 6.98 ob¡ 488 627 18 414 041 080 13 13 488 488 10 17 41 33 43 45 44 06 45.88 0.00 000 388 25.98 197 388 159 0.1 1 o20 100 u-Þz 063 124 054 273 020 0 t1 ot/ 6.16 ô'16 ô15 617 b tb 0.75 075 057 052 043 039 13 488 488 208 190 0,43 082 '13 13 4,88 488 399 020 034 ÞJZ 631 630 629 623 630 629 623 622 629 623 626 625 624 "'i 633 634 628 626 625 624 632 631 630 Âtô 623 bJJ 634 628 626 625 624 l 075 075 075 075 0.00 1 15 1 10 ?65 000 0,86 083 199 207 000 15 15 to 16 455 455 440 440 6.98 075 680 5, 10 16 4.40 075 413 310 16 440 075 075 0.75 000 1,03 118 117 000 077 t34 088 000 15 .15 15 5 455 4.55 4.55 698 39? 3.75 912 0.00 22.46 13.ô4 3.51 6,07 399 0,00 086 169 368 10 85 16 93 16 16 18 21 455 440 414 381 510 to 440 310 16 410 077 211 2.99 295 '15 tc 15 15 4 4 4 4 55 55 3.92 743 16 19 44 93 64 49 22.46 13 64 3.51 959 13 58 13 58 o20 011 206 229 o.23 o42 o42 011 020 011 186 643 642 o4¿ 641 643 642 075 075 058 o57 o44 043 13 13 488 488 ¿ t¿ 208 o44 086 13 488 488 212 421 020 022 647 646 645 646 645 644 647 646 645 075 075 000 351 299 000 263 224 000 to 16 5 440 440 698 11 59 988 000 ¿o5 488 488 16 19 20 440 402 391 11 59 19 62 19 08 2s2 147 039 I ¡ I¡ J ì I r .i r'ì Il II J "¡ t'J t Advanced Inteiconnected'Channel. & Pond RoutínS (ICPR Ver 2-11) tll Copyright 1995, Streamliine Technotogies, lnc. Bennett lechnotogy ParklBennett Farms Apts., NSE ********** I nput Repof t : N OdeS **t*****t************t*************************** Name G roup Cofiment Iime(hrs) 0 30 MSEPDZDS Base FIow(cfs): 0 BASE Length(ft): 0 POND 3 DOUNSTREAM NODE S tag 878 878 Init Stase(ft) Harn Stage(ft) 878 B88 e(ft) ¡ l ..,| J { I Name: MSEPONDl Base FIoll(cfs): 0 Group: BASE Length(ft): 0 CoÍment: PROPOSED RETENTI0N AREA POND 5 Ini t Stage( ft): 885.52 t.larn Stage( ft ) : 891 stage(fr) 885.52 88ó 887 888 889 Area(âc) 0.16 0.18 0.22 o.26 0 .31 Name: MSEPOND2 Base Ftow(cfs); 0 croup: BASE Length ( ft ) : 0 Coment: ROPOSED RETENTI0N AREA PoND 3 Init Stage(ft): 879.5 [.Jarn Stage(ft):887 I I,. E I ,¡ 'I J :å rÌ ,¡Ì II I.. I ft)age(St Area(ac) 1.14 1 .18 1-54 879 880 885 Name: PONDl Base Ftow(cfs): 0 Group: BASE Length(ft): 0 COTMENt: PROPOSED DETENTION AREA POND A o779 3096 7233 0637 4088 716 07?5 1587 Inít Stage(ft):877 l.Jarn Stage(ft): 885 ft)a9e (St 877 878 879 880 881 882 883 884 885 A rea (ac) 0 0 0 0 1 1 1 2 2 ¡ II a TiI I I .ì ¡I ii Ë ì ! j Ij I j 'T {I "l ilI '.r ¿ ¡ Advanced Interconnected Channe[ & Pond RoutinS (lcPR Ver 2.1'l) t2] copyright 1995, StreamI ine Technotogies, Inc. Bennett Technotogy Park/Bennett Farms Apts., MSE *****t**** Input Repoft: NOdeS ****************f******************************** Name: PONDlDS Base Ftolr(cfs): û Group: BASE Length(ft): 0 Corment: POND 1 DO|JNSTREAH NODE Time(hrs) 0 30 I ni t Stage( ft ) : 87ó tjarn Stage( ft ) : 890 Stag 876 876 e(ft) ) 1i ¡ .. , I :t Name: POND2 Base Ftow(cfs): 0 Group: BASE Length(ft): 0 Corment: PROPOSED RETENTION AREA POND 2 Area(ac) o.57 0.ó1 0.66 0.71 0.76 Init Stage(ft):885.7 lJarn Stage(ft): 889 e( 7 7 7 7 7 t)Stag 885. 88ó. 887. 888. 889. Name: PoND4 Base Flor.¡(cf s): 0 Group: BASE Length(ft): 0 Corment: PROPoSED RETENTI0N AREA POND 4 Init Stage(ft): 880 t,iarn Stage(ft): 885 Stage( f t ) 880 881 882 883 881 885 Area ( ac ) 0.67 0.73 o.79 0 .85 0.91 0.97 .1 .: I I rt Name G roup Coment PONDó ,Base Flor.l(cfs):0 EASE Length(ft): 0 PROPOSED RETENTION AREA POND ó Area ( ac ) 0.84 0.9 0.96 1 .03 'l .09 1 .16 1.22 Init Stage(ft):884 t arn Stage(ft): 890 ft)tage(S 884 885 8Bó 887 888 889 890 .iIj II J I , J i I I a i j-1 't 1 'ì qt i. l Advanced Interconnected Channel & Pond Routing (ICPR Ver 2-11) t3] Copyright '1995, Streamt ine Technotogies, Inc- Bennett TechnoLogy Park/Eennett Farms Apts., I'ISE ********** Input RepOft: NOdeS **************************************f***i*****i Name Group Coíment Ti me( hrs ) 0 30 PONDóOS Base Ftow(cfs): 0 BASE Length(ft):0 POND ó DOIJNSTREAM NODE 883 883 Init Stage(ft): 883 flarn Stage(ft): 890 a9e (t I { Name: PONDT Base FIow(cfs): 0 Group: BASE Length(f!): 0 Corment: PROPoSED RETENTION AREA PoND 7 lnit Stage(ft):884 l/arn Stage( ft ) : 890 Stage(ft) 884 885 88ó 887 888 889 890 Area( ac ) o.66 o.71 0.77 0 .83 0.89 0.95 1 .02 T n I .{ ¡ ¡ r¿ i I ìì ¡ Name: PONDTDS Base FLow(cfs): 0 Group: BASE Length ( ft ) : 0 CoÍment: POND 7 DOI^/NSTREAM NODE Stage( ft ) 883 883 Init Stage(ft) l.Jarn Stage(ft) 883 890 ime( 30 rSh i 1 ADICPR Ù{ODELING: PIPE DATA Adüanced Interconnected Öhanne[ & Pond Routins ( lCpA Ver 2.'1 1 ) t,]] Copyright 1995, Streamtine TechnoIogies, Inc. Bennett Technotogy Park/Bennett Farms Apts., litsE t********* lnput Repofrt: Pipgs r****r**lt*******t************f****t*******t****l Geomet ry: Span( in): Rise( in): Invert(ft): l.lanning's N: Top CLip(in): Bottom Ctip(in): Name:6-TEQUAL Group: BASE UPSTREAI't Ci rcutar 21+ 2l+ 884 0.013 0 0 From Node: PONDó lo Node: PONDT DOI.'NSTREAI'I Ci rcutar 21 24 884 Length(ft): 117 Count: 1 0.013 0 0 Equation: FIow: Entrance Loss Coef: Exit Loss coef: Bend Loss Coef: outlet Cntrl Spec: Intet CntrI Spec: Stabi I izer^ Option: Average K Both 0.5 0 0 Use dc oc tw Use dn None Upstream FHI.JA Inlet Edge Description: Cìrcutar Concrete: Groove end projecting Do!¿nstream FH["lA Intet Edge Description: Cit'cutar Concneter Groove end projecting POND ó IO POND 7 EOUALIZER PIPE 13 J Geomet ry: Span( i n) : Rise(in): Invert(ft): Manning's N: Top cl,ip(in): Bottom ctip(in): Name:, MSEPl0UT Group: BASE UPSTREAM Ci rcuLar 15 15 885.52 0.013 0 0 From Node To Node DOl^,NSTR EAM Ci ncuIar 't5 t) 883 .88 0.013 0 0 l''ISEPONDl Length(f t): 132 MSEPONDz Count: 1 Equation: F Iow: Entrance Loss Coef: Exit Loss coef: Bend Loss Coef: Outtet CntrI Spec: Intet CntrI Spec: StabiLizer Option: Average K Both 0.5 0 0 Use dc or t¡¿ Use dn None Upstream FHUA Inlet Edge Descr-iption: Circutar Concrete: Groove end projecting Dor.Jnstream FHWA Inlet Edge Description: Circular Concrete: Groove end pnojecting POND 5 OUTLET PIPE 13 13 _l 1 I Advanced Interconnected Channei & pond Routing (tCpR Ver 2.11) t2lcopyright 1995, Streaml.ine Technotogies, Inc. Eennett TechnoIogy park/Bennett Farms Apts., MSE ********** Input RePort: Pipes ********** i**È********** 1 { J Geomet ry r Span( in): Rise(ín): Invert(ft): Manningrs N: fop Cl.ip(ín): Bottom cl íp( in): Name: MSEP2OUT Group: BASE UPSTREAM Circutar 15 15 879.5 0.013 0 0 From Node To Node D0UNSTREAI',1 Ci rcu I ar 15 15 879 0. 013 0 0 MSEPOND2 HSEPD2D S Length(ft): 43 Count:1 Equa t i on: F Iow: Entrance Loss Coef:Exit Loss Coef: Bend Loss Coef:outtet CntrI Spec:Intet CntrI Spec: Stabí [ izer Option: Average K Both 0.5 0 0 Use dc or tw Use dn None 3 -.ì j ,¡ ¡ Upstream FHIJA Intet Edge Descríption:Circutar Concrete: Groove end projecting Downstream FHt./A Intet Edge Description:Circutar Concrete: Groove end pro.1'ecting 13 POND 3 OUTLET PIPE i ,i Name: PNDîOUT From Node: PONDI Length(ft): BóGroup3 EASE To Node: PONDIDS Count.: ,l Geometry: Span( ín): Rise(in): Invert(ft): Manning's N: Top cL ip( in): Bottom CtÍp(in): UPSTREAM Ci rcutar 12 12 877 0. 013 0 0 DOI,INSTR EAM Circutar 12 12 876.1 4 Equat íon: FIowl Ent¡ance Loss Coef:Exit Loss Coef: Bend Loss Coef:outlet CntrI Spec:InIet Cntrt Spec:Stabitizer Option: Average K Both 0.5 0 0 Use dc or t!¡ Use dn None ì ¡ '., ì'\ l 0. 013 0 0 Upstream FHUA Intet Edge Description:Circutar Conctete: Groove end w/ headwatt DoHnstream FHIJA Inl.et Edge Descriptîon:Circular Concrete: Groove end projecting POND 1 OUTLET PIPE 2 13 ì i I Advanced Interconnected Channet & Pond Routing (ICPR Ver. 2.11) t3l Copyright 1995, Streamtine Technologies, lnc. Bennett Technotogy Park,/Bennett Farms Apts., MSE ********** Input Repoft: Pipes ****************i**È**it*****i**********r******** '-! 1 Ii ) ìI Geometry: Span( i n) : Rise(in): Invert(ft): Manningrs N: lop CLip(in): Eottom Ctip(in): UPSTREAM Ci ¡cutar 12 12 æ5.7 0.013 0 0 Name: PNDzOUT Group: BASE From Node: P0ND2 To Node: P0ND1 DOt,JNSTREAl'| Ci rcutar 1? 12 885 .02 0.013 0 0 Length(ft): 338 Count: 1 Equation: Average K FIow: Entrance Loss Coef: Exit Loss Coef: Bend Loss Coef: Outtet CntrI Spec: InIet CntrI Spec: Stabilizer Option: Both 0.5 0 0 use dc or tw Use dn None Upstream FHHA Intet Edge Description: CiFcutar Concrete: Groove end projecting Downstream FHTJA Intet Edge Description: CircuIar Concrete: Groove ehd projecting POND 2 OUTLET PIPE 3 13 ,l )Il I Ir Name: PND4ol..iT Groupr BASE Geomet ry ¡ sPan(in): Ri se( in): Invert(ft): I'lanníngrs N: Top ctip(in): Bottom Ctip(in): From Node: P0ND4 To Node: MSEPoND2 DOI.I N STREAM Circutan 36 36 879.' Length(ft) Count Equat i on: FIow: EntFânce Loss Coef: Exit Loss Coef: Bend Loss Coef: outIet CntrI Spec: InLet Cntr-[ Spec: Stabitîzer Option: Average K Both 0.5 0 0 Use dc or tl.¡ Use dn None 39 1 UPSTREAM Ci rcutar 36 36 BBO 0. 013 0 0 0. 013 0 0 3 ì I I, 31i ì I I Upstream Fllt/A tntet Edge Descríptíon: Circular Concrete: Groove end projecting DoHnstream FHIIA Intet Edge Description: Circutar Concrete: Groove end projecting POND 3 / POND 4 EOUALIZER PIPE I{j i J J r!''||'ó444:4;,;r!¡:!.s\d, '' ,-JAÐICPR NIODBLING:NOÐAL DATA PROJECT: JOB #: DATE: Bennett Technology Park 1034.001 312100 STORM- COMPUTED BY: K L SHEET NO : 10 Year STORM SEWER DESIGN CALCULATIONS -PIPE DESIGN- STRUCTURE DES¡GN ô (cfs) L (ft) DIA, (in) SLOPE /o CAP O (cfs) VEL. (frls) RIM ELEV, UP DOWN INVERT ELEV UP DOWN COVER (ft) FROM TO 606 605 604 603 602 605 604 603 602 601 609 608 607 608 607 602 612 605 611 610 610 607 10 17 4'1.33 43.45 44 06 45 BB 000 000 388 25 98 197 3, 88 287 ,18 20 30 36 30 180 33 111 42 190 112 1,45 110 u z.¿ 114 224 e7 12 12 1Ê 020 0.20 0.40 452 27 0 9s 36 .1 0 12 12 100 200 14 57 43 69 49.71 55.82 4t.50 8.24 8.90 10 13 9.40 4.54 160 160 4,1 1 2.04 X 2.O4 X 3.35 3038 764 358 4.56 645 899 00 892 50 892 17 892.17 891.00 892.50 892 17 892 17 891 00 894.39 885 70 897 00 890 50 897 00 890.50 891 00 B9B 00 892 50 891.68 891.68 89'1.68 892 70 893 00 aaa aa 887 10 886.58 884.60 BB7 55 887 10 886 58 884.60 BB4 36 885.70 885 47 885.02 885 47 885 02 884 64 8S2 00 887 33 886 00 885 64 885.64 BB5 26 4.31 238 228 2.53 2.52 10 36 406 350 451 487 617 Õ to 616 615 208 3.99 36 61 12 12 250 ÉÊa 567 846 722 10 77 894.21 894.21 894.21 BB5 70 890 00 889.1 0 BB9 1O BB5 70 304 394 632 63 1 630 629 623 631 630 b^zv 623 622 629 ozó o¿o 625 624 623 633 t)J4 I 628 626 625 624 392 743 16 19 44 93 64.49 22 46 13 64 351 9,59 13 58 '13.58 36 20 370 412 42 12 1B 24 36 Jb 175 062 u.ôz 0.61 105 16 18 5.00 76 15 500 20 36 20 alF 15 21 24 0,50 050 050 0,50 474 832 17 93 68.79 6.04 4.7 1 571 742 9.73 23.63 13.37 14 53 11 84 460 11 27 16 10 16 10 375 4.69 5.12 512 891.55 891.55 892.50 894 70 894.1 0 891.55 892.50 894 70 894 10 880.00 894.70 894 70 894.1 0 894.1 0 887 50 886.52 886 52 887,50 886.52 886.52 887 50 894 10 886 00 885.37 BB5 25 882 95 880,44 885.37 BB5 25 BB2 95 880 44 880.00 888 00 BB4 20 885 00 881 20 882 50 882.40 BB2 22 882 12 882 40 882,22 BB2 12 880 45 438 4.49 502 842 10 33 501 7.68 358 2.16 207 315 643 642 642 641 2.12 421 36 40 12 '1 5 067 065 tô2 5.24 3,74 427 887.90 BB7 90 887 90 BB4 OO 884 50 884 26 BB4 26 BB4 OO 223 222 647 646 645 646 645 644 11.59 19.62 19.08 454 24 264 27 71 27 039 067 067 14 22 25.42 25.42 AF' 639 639 894.00 891.00 891 00 891.00 891.00 BB4 OO 888.00 886.23 884 47 886.23 884.47 BB4 OO 3.77 2.27 4.03 STORMWATERDESIGN NARRATIVEBENNETT PARKMULTI-FAMILY APARTMENTSDEVELOPMENT PLANProject Location:Bennett Parkway & Lennox CourtZionsville, IN 46077Prepared For:REI Investments, Inc.llTll N. Pennsylvania Street, Suite 200Carmel, IN 46032Date:March 17,20llLast Revised July 6,2011/"1'ã/ø8126Castleton Road I Indianapolis,Indiana 46250 . Phone:317.849.5832 I Fax: 317.841.4281\ileb: www.B-L-N.comBLNflr:¿uìì, l,()lìgcst rtncl Ncl'f'., I-.1-.(1.lolrsLrltini¡ E rtr¡uleers ,! L¿:itil Srtt'leISstAtE cPE10707585No.tI*t. TABLE OF CONTENTSTABLE OF CONTENTS...........PROJECT DESCRIPTION........FEMA MAP OVERVIEW ........WATERSHED DESCRIPTIONSOIS OVERVIEWTABLEI_PROJECTSOILSEXISTING CONDITIONS.......................TABLE 2 - MASTERPLAN DESIGN PARAMETERSPROPOSED CONDITIONS................STORM SEWER DESIGN....TABLE3-INLETCAPACITYsToRM WATER QUALITY ............r.!..¡TABLE 4 _ EXISTING POND STAGE-STORAGEOVERFLOW PATH...REFERENCESAPPENDICIES....23IJJJJJ4456678889APPENDIX A - LOCATION MAPAPPENDIXB_FEMAMAPAPPENDIXC_SOILSMAPAPPENDIX D _ EXISTING DRAINAGE BASINS MAPSAPPENDIX E _ PROPOSED DRAINAGE BASINS MAP & OVERFLOW MAPAPPENDIX F _ STORM SEWER DESIGN CALCULATTONSAPPENDIX G -WATER QUALITY ANALYSISAPPENDIX H _MASTERPLAN DRAINAGE REPORTa-L- PROJECT DESCRIPTIONREI Investments, Inc. is proposing to develop an existing vacant lot east of Lennox Courtand south of Bennett Parkway within the Town of Zionsville, Boone County, Indiana.The development will consist of a multi-building apartment complex with associated clubhouse, parking and infrastructure improvements. For reference, the project site is locatedat approximately latitude 39o56'50"1.,1 and longitude 86oI4'33"W.F'EMA MAP OVERVIE\MThe project site is located within the FEMA Community Panel Map # 18001100988dated September 16, 1982. Review of the map indicates the site is located within theFlood Designation'Zone C, Areas of minimal flooding (No Shading)'. The FEMA Mapis included in Appendix B.\ryATERSHED DESCRIPTIONThe project site is located within the 'Eagle Creek-Long Branch/Irishman Run'watershed as provided on the IndianaMap GIS system. The l4-digit Hydrologic UnitCode (HUC) for this watershed is 05120201120080.SOILS OVERVIEWThe project site contains the soils listed in the following Table. The Hydrologic SoilGroup (HSG) for each soil is also provided. The appropriate limits of each soil type aredepicted in the Soils Map provided in Appendix C.TABLE 1-PROJECT SOILSEXISTING CONDITIONSThe site is located within the Bennett Technology Park. The drainage and detention forthe Park has been masterplanned as the development has progressed. This site is locatedwithin a watershed designated to convey runoff from the development into an existingdetention pond on to the northwest of the site. The existing pond was sized to handle thedevelopment of this project as well as other areas within the overall Bennett TechnologyPark. A copy of the original design is included in Appendix H. For reference purposes,the existing topography onsite can be delineated into three separate drainage sheds.BUrban Land - Treaty complexUmyACUrban Land - Crosby complexUfnAHSGSoil Name, DescriptionSoil Symbol-J- El - Sheet drains runoff to the north into a curb inlet along the south side ofBennett Parkway in front of this site.E2 - Sheet drains runoff to the west and into a curb inlet along the east side ofLennox Court just south of Bennett Parkway.E3 - Sheet drains runoff to the southeast.A map of the existing watersheds can be viewed in Appendix D. Only a small area in thesouthwest conìer of the site has offsite areas directing runoff onto the site. The areaconveys runoff onto the site, but it is then conveyed to the west and does not negativelyimpact the site.As provided in the original design, this site is part of watershed'PRl'. PRI has a totalareaof 26.2 Ac., a CN value of 86.1 and an overall Time of Concentration of 25 minutes.PRI was used in the design of the detention system. Conversely, the storm water pipenetwork was designed utilizing separate nomenclature. The subject site is labeled as'605','606' and part of '612' in the storm pipe basin map. The design for these pipesallowed for the following:TABLE 2 _ MASTERPLAN DESIGN PARAMETERS0.7514.08Total0.758.366120.752.986060.752.7460sRunoff Coefficient,C'AreaAc.Basin NameThe sum of these basins equate to greater than the 12 acres associated to this project.This is due to the fact that2 acres from the adjacent eastem land were designed to directrunoff through this same system.To summarize for comparison purposes, this project will need to result in an overallCurve Number of CN:86.1 or less and a Runoff Coefficient of C:0.75 of less. This willensure the project is within the masterplan design parameters.PROPOSED CONDITIONSAs mentioned above, the project is within a masterplanned development. Detention forthe project has been previously designed and constructed in an existing pond to thenorthwest of the site. An existing storm sewer system along the south side of BennettParkway collects some road drainage and has been constructed in anticipation of this-4- project site being developed. As a result it necessary to evaluate the proposedimprovements in order to confirm it is within the overall masterplan design parameters.In order to determine the percent impervious allowable for this project, it is necessary toreverse compute the masterplan design allocation for each basin. Since each basin inquestion had a design Runoff Coefhcient of C:0.75, the following equations are solvedsimultaneously to determine the percent impervious attributed to each land cover type.XÙ/o(C impervious) + Yo/o(C grass) = 0.75Wtd.Cxo/o*Yo/o=L00o/oWhereXYo: Percentage of Impervious CoverYYo: Percentage of Grass CoverC impervious = 0.90C grass :0.30Solving the above simultaneously results in the following:XYo:75oó ImperviousYYo:25% PerviousBased on the proposed improvements, this project site results in the following:This project results in a less intense development use with a lower percentage ofimpervious surfaces. As a result, the masterplan design parameters have been met for thesite.STORM SEWER DESIGNThe storm sewer pipes were designed using the Rational Method for a l0-year stormevent in accordance with the Town of Zionsville Stormwater Technical StandardsManual. The runoff for each inflow to the system was determined using compositeRunoff Coefficients and NRCS TR-55 methodology for Tc using a minimum of 5minutes.A trunk-line storm sewer will be extended along the northern frontage of the site andterminated at a manhole near the northeast corner. This will serve as a connection pointfor the future development to the east of this site.The Rational Method calculations and basins map is included in Appendix F.Xo/o = íSYolmpervious CoverYYo:35%o Grass CoverOverall Wtd. C:0.69-5- Inlet grate capacities for each type of inlet are listed below assuming a maximum depthover the grate of6".TABLE3-INLETCAPACITY5tt2.52.95.8R-43426"2.32.34.5F.-3472None in Sags1.9None in Sags2.4R-3286-8VMax. Depth atSag InletLocationsMax. OverlandFlow to InletGrate, cfsCapacity at 50"/"Clogged in SagLocations. cfsCapacitytcfsNeenahGrateThere are several areas around the perimeter of the site that will direct runoff away fromthe proposed improvements and not into the proposed storm sewer system. These areasare labeled on the Proposed Basins Map in Appendix E with the prefix "OFF-xx". Theseareas follow existing drainage patterns and are comprised entirely of pervious cover. Asa result, the peak runoff rates will be less than in existing conditions and no negativeimpacts on the downstream drainage systems are anticipated.STORM \ryATER QUALITYThis project is within the masterplan Bennett Technology Park drainage system. Theexisting detention pond to the northwest has been sized to handle the detentionrequirements for the site. The pond will serve as the water quality feature for thedevelopment as well. In order to verify the existing pond is capable of performing thewater quality functions, the Town Stormwater Technical Standards Manual has been usedfor a guide in analyzing the system. The following is a description of the analysis.Step I - Determine the contributing Drainage Area to the PondFrom the masterplan stormwater design report, the contributing drainage area toPondl is26.2 Acres and labeled as PRIMSE#3.Step 2 - Determine the %o lmpervious Cover of the contributing Drainage AreaAs described above, the Yo impervious was back-calculated to be 75Yo for theentire contributing watershed.Step 3 - Determine the Water Quality Volume, WQvAs outlined in the Manu al, WQv - '#P is l inch of rainfallRv : 0.05+0.009(%Impervious) or 0.05+0.009(75) : 0.725Where:-6- A is the contributing drainage area or 26.2 AcresTherefore, theWQv - 7"xo'72stc26'2 = l-.58 Ac - ft72Step 4 - Check Pond VolumeIn accordance with the Standards BMP PC-ll2 Design Criteria, the volume ofthe permanent pool of the pond shall be at least 3 times the WQv.Based on actual as built topographic information, the normal pool of the pondhas a surface area of 1.75 Acres.Minimum Pond Volume : 3 x WQv or 3 x 1.58 Ac-ft: 4.74 Ac-ft.Depth of Pond Required : 4.7 4 Ac-ft - I .7 5 Ac : 2.7 feet.The existing pond is approximately 6 feet to 8 feet deep. 6 feet > 2.7 feetStep 5 - Check Time to Empty WQvIn accordance with the Standards BMP PC-ll2 Design Criteria, the pond shallbe able to retain the WQv and allow it to flow out over a minimum of 12 to 48hours.Based on actual as built topographic information, the existing pond has thefollowing stage -storage relationship:TABLE 4 _ EXISTING POND STAGE.STORAGE13.302.2588411.072.28838.912.128826.832.048814.831.968802.911.888791.071.887801.75877.4Cumulative Storage Volume,Ac-ftArea,Ac.ElevationBased on the above, the WQv of 1.58 Ac-ft occurs at elevation:2.9I - L.07897 - 878: 'J..84 Ac - f t/f t-7 - 1.58 - L.07L84 = 0.28 ft0.28ft +878 =878.28Therefore, the WQv is contained within the pond at elevation 878.28. An ICPRmodel was set up with the existing pond stage-storage information and the pondoutfall pipe in order to determine how much time would be required to emptythe WQv from the pond. The ICPR model information is provided in AppendixG. Based on the model, the pond will take more than 72 hours to drain the'WQv. Therefore, this requirement has been met.OVERFLOW PATHIn accordance with the Standards, it was necessary to review the overflow path a majorstorm event would project stormwater runoff through. An Overflow Map has beenincluded in Appendix E showing the location of the overflow route. Water will pond upin areas of sag inlets, but will spill over high points in the parking aisles as dictated by thegrading scheme. Stormwater runoff will pond at depths of 6" or less throughout the sitebefore spilling over into the next sag.SUMMARYREI Investments, Inc. is proposing to develop a vacant part of the Bennett TechnologyPark into a multi-family apartment complex. The project site was included in themasterplan design for drainage of the overall Park. As a result it was necessary to ensurethe proposed improvements met the original design parameters. After comparison, it isevident the proposed improvements are within those parameters and no adverse impactson the surrounding or downstream drainage systems are anticipated.REFERENCESBoone County Soils Map (Web Soil Survey)FEMA Flood Insurance Rate Maps, FEMA WebsiteIndiana Drainage HandbookTown of Zionsville Stormwater Technical Standards ManualIndianapolis Stormwater Design & Construction Specifications ManualICPR Software by StreamnologiesI2J456-8- APPENDICIESAPPENDIX A - LOCATION MAPAPPENDIXB_FEMAMAPAPPENDIXC_SOILSMAPAPPENDIX D - EXISTING DRAINAGE BASINS MAPSAPPENDIX E _ PROPOSED DRAINAGE BASINS MAP & OVERFLOW MAPAPPENDIX F _ STORM SEWER DESIGN CALCULATIONSAPPENDIX G -WATER QUALITY ANALYSISAPPENDIX H _MASTERPLAN DRAINAGE REPORT-9- I:ÀnoIøoNSITESITE VICINITY MAPNOT TO SCALE ulJlu)z9NBBEEEBBoRM19ZONE BZONE A8ZONE Bu,ctccTEETZONE Ct-zlooFzfo(J12TTOllD II{SURAIICE RATE ]IAPCOUNTY OFBOONE,INDIANA(UNINCORPORATED AREAS)CflTITUIIITY,PAìITt I{UTBER180011 0095 BIFFECTIVE llATE:sEPTttBtR t6, 1982Federal Emergency Management .dgencvPAt{Et 95 0F 95TIRftTiltTl0ltt tt00l¡ ltsunlilet pRflGRAilor amendments which may haÉ been made sub€equent to the date on thetìtle block For the latest product informat¡on about National Flood lnsuranceextractedOn-LiFþrtionneoitheThrsmapaboredoænot reflectmapchangescheck the FEMA Flood Map Store atfoodP't oooAPPROXIMATE SCALÊ1000 FEEfo United StatesDepartment ofAgricultureNRCSNaturalResourcesConservationServiceA product of the NationalCooperative Soil Survey,a joint effort of the UnitedStates Department ofAgriculture and otherFederal agencies, Stateagencies including theAgricultu ral ExperimentStations, and localparticipantsGustom Soil ResourceReport forBoone Gounty,IndianaBennett Apartments, ZionsvilleMarch 9,20'11 PrefaceSoil surveys contain information that affects land use planning in survey areas. Theyhighlight soil limitations that affect various land uses and provide information aboutthe properties of the soils in the survey areas. Soil surveys are designed for manydifferent users, including farmers, ranchers, foresters, agronomists, urban planners,community officials, engineers, developers, builders, and home buyers. Also,conservationists, teachers, students, and specialists in recreation, waste disposal,and pollution control can use the surveys to help them understand, protect, or enhancethe environment.Various land use regulations of Federal, State, and local governments may imposespecial restrictions on land use or land treatment. Soil surveys identify soil propertiesthat are used in making various land use or land treatment decisions. The informationis intended to help the land users identify and reduce the effects of soil limitations onvarious land uses. The landowner or user is responsible for identifying and complyingwith existing laws and regulations.Although soil survey information can be used for general farm, local, and wider areaplanning, onsite investigation is needed to supplement this information in some cases.Examples include soil quality assessments (http://soils.usda.gov/sqi/) and certainconservation and engineering applications. For more detailed information, contactyour local USDA Service Center (http://offices.sc.egov.usda.gov/locatorlapp?âgeflcy=¡¡çs) or your NRCS State Soil Scientist (http://soils.usda.gov/contact/state_offices/).Great differences in soil properties can occur within short distances. Some soils areseasonally wet or subject to flooding. Some are too unstable to be used as afoundation for buildings or roads. Clayey orwet soils are poorly suited to use as septictank absorption fields. A high water table makes a soil poorly suited to basements orunderground installations.The National Cooperative Soil Survey is a joint effort of the United States Departmentof Agriculture and other Federal agencies, State agencies including the AgriculturalExperiment Stations, and local agencies. The Natural Resources ConservationService (NRCS) has leadership for the Federal part of the National Cooperative SoilSurvey.lnformation about soils is updated periodically. Updated information is availablethrough the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The SoilData Mart is the data storage site for the official soil survey information.The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programsand activities on the basis of race, color, national origin, age, disability, and whereapplicable, sex, marital status, familial status, parental status, religion, sexualorientation, genetic information, political beliefs, reprisal, or because all or a part of anindividual's income is derived from any public assistance program. (Not all prohibitedbases apply to all programs.) Persons with disabilities who require alternative means2 for communication of program information (Braille, large print, audiotape, etc.) shouldcontact USDA's TARGET Center al(202'¡720-2600 (voice and TDD). To fite acomplaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400lndependenceAvenue, S.W., Washington, D.C.20250-9410 orcall(800) 795-3272(voice) or (202)720-6382 (TDD). USDA is an equal opportunity provider andemployer.3! GontentsPreface.......SoilMap.....SoilMapLegendMap Unit Legend........Map Unit DescriptionsBoone County, lndiana........UfnA-Urban land-Crosby complex, 0 to 2 percent slopes...UmyA-Urban land-Treaty complex, 0 to 1 percent slopes...,2..5..6..7..8..8101011I4 Soil MapThe soil map section includes the soil map for the defined area of interest, a list of soilmap units on the map and extent of each map unit, and cartographic symbolsdisplayed on the map. Also presented are various metadata about data used toproduce the map, and a description of each soil map unit.5 Custom Soil Resource ReportSoilMapo39" 56' 53"39' 56',45'39" 56' 45'I@ıa¡¡ap Sæle: l :1,870 ¡l printed on A size (8 5" x l'1") sheetMeterso 25 50 t00 150Feet0 't00 200 400 600NA@ Custom Soil Resource ReportMAP LEGENDMAP INFORMATIONArea of lnterest (AOl)Area of lnterest (AOl)So¡lsf Soil Map UnitsSpecial Po¡nt Features{g} Blowouttr Borrow PitX Clay Spot+ Closed DepressionX Gravel P¡t¿ Gravelly Spot@ LandfillI Lava Flowr¡¡. Marsh or swampft Mine or Quarryø Miscellaneous WaterO Perennial \ /aterv Rock Outcrop+ Saline Spot:.: Sandy Spot- Severely Eroded Spot0 S¡nkholeþ Sl¡de or SlipF sod¡csPot= Spo¡l Areaô Stony Spot0 Very Stony SpotI Wet Spot.t OtherSpecial L¡ne Featuresi¡} Gurlyæ ShortSteepSlope, r, otherPolitical FeaturesO CitiesWater FeaturesI OceansStreams and CanalsMap Scale: 1 :1 ,870 ¡f pr¡nted on A size (8.5" x 1 1 ") sheet.The soil surveys that comprise your AOI were mapped at 1:12,000Please rely on the bar scale on each map sheet for accurate mapmeasurements.Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL: http://websoilsurvey.nrcs.usda.govCoordinate System: UTM Zone 16N NAD83This product is generated from the USDA-NRCS cert¡f¡ed data as ofthe version date(s) listed below.Soil Survey Area' Boone County, lndianaSurvey Area Data: Vers¡on 1 1 , Aug 31, 2010Transportat¡onææwRailslnterstate H¡ghwaysUS RoutesMejor RoadsLocel RoadsDate(s) aerial images were photographed: 711912003The orthophoto or other base map on wh¡ch the soil lines werecompiled and d¡g¡t¡zed probably differs from the backgroundimagery displayed on these maps. As a result, some minor sh¡fringof map un¡t boundaries may be evident. Custom Soil Resource ReportMap Unit LegendUfnAUmyA, Totals for Area of lnterestUrban land-Crosby complex, 0 to 2percent slopesUrban land-Treaty complex, 0 to '1percent slopes8.167.8o/o12.032 2Vo100.0%Map Unit DescriptionsThe map units delineated on the detailed soil maps in a soil survey represent the soílsor miscellaneous areas in the survey area. The map unit descriptions, along with themaps, can be used to determine the composition and properties of a unit.A map unit delineation on a soil map represents an area dominated by one or moremajor kinds of soil or miscellaneous areas. A map unit is identified and namedaccording to the taxonomic classification of the dominant soils. Within a taxonomicclass there are precisely defined limits forthe properties of the soils. On the landscape,however, the soils are natural phenomena, and they have the characteristic variabilityof all natural phenomena. Thus, the range of some observed properties may extendbeyond the limits defined for a taxonomic class. Areas of soils of a single taxonomicclass rarely, if ever, can be mapped without including areas of other taxonomicclasses. Consequently, every map unit is made up of the soils or miscellaneous areasfor which it is named and some minor components that belong to taxonomic classesother than those of the major soils.Most minor soils have properties similar to those of the dominant soil or soils in themap unit, and thus they do not affect use and management. These are callednoncontrasting, or similar, components. They may or may not be mentioned in aparticular map unit description. Other minor components, however, have propertiesand behavioral characteristics divergent enough to affect use or to require differentmanagement. These are called contrasting, ordissimilar, components. They generallyare in small areas and could not be mapped separately because of the scale used.Some small areas of strongly contrasting soils or miscellaneous areas are identifiedby a special symbol on the maps. lf included in the database for a given area, thecontrasting minor components are identified in the map unit descriptions along withsome characteristics of each. A few areas of minor components may not have beenobserued, and consequently they are not mentioned in the descriptions, especiallywhere the pattern was so complex that it was impractical to make enough observationsto identify all the soils and miscellaneous areas on the landscape.The presence of minor components in a map unit in no way diminishes the usefulnessor accuracy of the data. The objective of mapping is not to delineate pure taxonomicclasses but rather to separate the landscape into landforms or landform segments thathave similar use and management requirements. The delineation of such segmentson the map provides sufficient information for the development of resource plans. lfIPercent of AOIAc¡es in AO!Map Unit NameItap UnltSymbolBoone County, lndiana (lNof f ) Custom Soil Resource Reportintensive use of small areas is planned, however, onsite investigation is needed todefine and locate the soils and miscellaneous areas.An identifying symbol precedes the map unit name in the map unit descriptions. Eachdescription includes general facts about the unit and gives important soil propertiesand qualities.Soils that have profiles that are almost alike make up a soí seres. Except fordifferences in texture of the surface layer, all the soils of a series have major horizonsthat are similar in composition, thickness, and arrangement.Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity,degree of erosion, and other characteristics that affect their use. On the basis of suchdifferences, a soil series is divided into so/ phases. Most of the areas shown on thedetailed soil maps are phases of soil series. The name of a soil phase commonlyindicates a feature that affects use or management. For example, Alpha silt loam, 0to 2 percent slopes, is a phase of the Alpha senes.Some map units are made up of two or more major soils or miscellaneous areas.These map units are complexes, associations, or undifferentiated groups.A complex consists of two or more soils or miscellaneous areas in such an intricatepattern or in such small areas that they cannot be shown separately on the maps. Thepattern and proportion of the soils or miscellaneous areas are somewhat similar in allareas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.An associafion is made up of two or more geographically associated soils ormiscellaneous areas that are shown as one unit on the maps. Because of present oranticipated uses of the map units in the survey area, it was not considered practicalor necessary to map the soils or miscellaneous areas separately. The pattern andrelative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.An undifferentiated group is made up of two or more soils or miscellaneous areas thatcould be mapped individually but are mapped as one unit because similarinterpretations can be made for use and management. The pattern and proportion ofthe soils or miscellaneous areas in a mapped area are not uniform. An area can bemade up of only one of the major soils or miscellaneous areas, or it can be made upof all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.Some surveys include miscellaneous areas. Such areas have little or no soil materialand support little or no vegetation. Rock outcrop is an example.I Custom Soil Resource ReportBoone Gounty, lndianaUfnA-Urban land-Crosby complex, 0 to 2 percent slopesMap Unit SettingElevation:600 to 1,000 feetMean annual precipitation: 36 to 44 inchesMean annual air temperature: 49 to 54 degrees FFrost-free period: 150 to 190 daysMap Unit CompositionUrban land: 50 percentCrosby and similar so/s: 45 percentMinor components: 5 percentDescription of Urban LandSettingLandform: Till plainslnterpretive groupsLand capability (nonirrigated): 8Other vegetative classificafion; Trees/Timber (Woody Vegetation)Description of CrosbySettingLandform: Till plainsLan dform pos itio n (two-d i me n sion al ) : Footslope, summ itLandform position (three-dimensional) : lnterfluveDown-slope shape: ConvexAcross-s/ope sh ape : LinearParent material: Loess over loamy tillProperties and qualitiesS/ope:0to2percentDepth to restrictive feature:20 to 40 inches to dense materialDrainage c/ass: Somewhat poorly drainedCapacity of the most limiting layer to transmit water (Ksat): Low to moderately high(0.01 to 0.20 in/hr)Depth to water table:About 6 to 24 inchesFrequency of flooding: NoneF req uency of pondrng; NoneCalcium carbonate, maximum content: 50 percentAvailable water capacity: Low (about 5.8 inches)lnterpretive groupsLand capabil ity (non irrig ated) : 2wOther vegetative classificafion; Trees/Timber (Woody Vegetation)Typical profile0 to I inches: Silt loamI to 11 inches: Silt loam11 to 14 inches: Silt loam14 to 28 inches: Clay loam28 to 36 rnches.' Loam10 Custom Soil Resource Report36 to 80 inches; LoamMinor ComponentsWilliamstownPercent of map unit: 3 percentLandform: Till plainsLandfo rm pos ition (two-d i m en sion al) : Backslope, shoulderLandform positio n (th ree-d i m en sion al) : Side slopeDown-slope shape: ConvexAcross-s/ope shape : LinearTypic argiaquollsPercent of map unit:2 percentLandform:Swales on till plains, depressions on till plainsLandform position (two-dimensional) : ToeslopeAcross-s/ope sh ape : ConcaveUmyA-Urban land-Treaty complex, 0 to I percent slopesMap Unit SettingElevation:400 to 1,000 feetMean annual precipitation: 36 to 44 inchesMean annual air temperature: 49 to 54 degrees FFrost-free period:150 to 190 daysMap Unit GompositionUrban land: 50 percentTreaty and similar soils: 44 percentMinor components: 6 percentDescription of Urban LandSettingLandform: Till plainslnterpretive groupsLand capability (nonirrigated) : 8Other vegetative classificafion: Trees/Timber (Woody Vegetation)Description of TreatySettingLandform:Depressions on till plains, flats on till plains, swales on till plainsLandform position (two-dimensional): ToeslopeDown-slope shape : ConcaveAcross-s/op e shape : LinearParent material:Loess over loamy tillProperties and qualitiesS/ope;0tol percent11 Custom Soil Resource ReportDepth to restrictive feature: More than 80 inchesDrainage c/ass; Poorly drainedCapacity of the most limiting layerto transmitwater (Ksat); Moderately high (0.20 to0.60 in/hr)Depth to water table: About 0 to 6 inchesFrequency of flooding: NoneFrequency of ponding: FrequentCalciu m carbonate, m axim um conte nt: 40 percentAvailable water capacdy: High (about 10.4 inches)Interpretive groupsLand capability (nonirrigated) : 2wOther vegetative classificafion: Trees/Timber (Woody Vegetation)Typical profile0 to 14 inches: Silty clay loam14 to 36 inches: Silty clay loam36 to S9 rnches: Loam59 to T0 rnches: LoamMinor ComponentsMahalalandPercent of map unit: 2 percentLandform:Depressions on till plains, flats on till plains, swales on till plains, glacialdrainage channelsLandform position (two-dimensional) : ToeslopeDown-slope shape: ConcaveAcross-s/ope sh ape : LinearMahalasvillePercent of map unit: 2 percentLandform: Depressions on till plains, flats on till plains, swales on till plainsLandform position (two-dimensional) : ToeslopeDown-slope shape: ConcaveAcross-s/op e sh ape : LinearCrosbyPercent of map unlf: 1 percentLandform:Till plainsLandform position (two-dimensional) : FootslopeLandform position (th ree-dimension al) : Side slopeDow n-slope shape : ConcaveAcross-s/ope shape : LinearFincastlePercent of map unlt 1 percentLandform: Till plainsLandform position (two-dimensional) : FootslopeLandform position (th ree-dimension al) : Side slopeDow n-slope sh ape : ConcaveAcross-s/op e sh ape : Linear12 3.2884.62 # 883.6544.90 cfs 9.1 fus 890.5782LF 30 in. 1.'l8o/o1194 POND2.8 3.1884.94 884.6736.79 cfs 7.5 fus 890.49 890.5734 LF 30 ¡n. 0.79o/o1206 11943.8 2.7885.05 884.9919.46 cfs 4.0 fvs 89'l .60 890.4927 LF 30 in. 0.22o/o1488 12062.2 3.7886 44 # 885 1052.14cfs 10.6fus 891.39 891 6084 LF 30 in. 1.600/o1215 14881.9 2.1886.93 886.4952.70 cfs 10.7 fus 891.58 891.3927 LF 30 in. 1.630/o't226 1215covER(ft)IIP DOWNINVERTELEV.IIP DOWNRIMELEV.IIP DOWNCAPFULLVEL.ffrls\alcfslLtftìDIAlin\SII-)PBo/"DESIGNalcfs\IIPDÔWNPIPESTRUC-TURf, I.D.STORM SEWER DESIGN CALCULATIONS-PIPE DESIGN-201 0U 00058 - REI Bennst ADb\EnorVl 00058-ST-PIPE-EX rlûlPlDe DæPROJECT:JOB #:DATE:Bennett Tech - Existing Slorm Sewersr000587/5/1 ISTORM:COMPUTED BY:SHEET NO.:10alYear71512011 3:13PM r/ró*ô,i,tIIIII),r-r¡rr[¡¡.i.tJ-]/I,0*at,\\t,\i\\\\\:1..\-\_11.659)'EX'3.3.384cEX_14.304c$E-X=24 25AcLOT 5507,886 S.Fl)1,:IIII.ê_ -_Òt*-o\'uiô'rd@lW. - æ¿.@.tiII\*II@- æþ6IdI\lsl\qtërl¡î0ê'-t---OFF_1a\\0 28Ac-\-/\t>êttlEXISTING BASINS MAP1'= 150'zJmI,Él¡!tfir3ãíE¡ã85í45ÈlC)FìFìa-Sc(r)ıËff=J=-Xde-;ts><ilzEt{3Ëã=-Èa=a=ã-irafrËHFrHãt¡¡ÈB-l1 00058 I ¡ '--l )--: -+- o 0,47 A OFF_NT 0,57 A&eu OFF-S 0.814c 625 4.OAc.t r 4'ote \ L OFF- 0.27 Ac. \c 62 0.05 I I ¡ T62 0.064 '0 I I 1 I , OF I g 0._824.t ,, t I -llt' -!-r-, REqEA¡il[ æEN sPAe (UR8AN CffioEN FTSW**' I rltlllltllll a OFF- 1 o.22Ac. .â ,\z¡ I rf\ /- ê lt .',?l' a , PROPOSED BASINS MAP 1' = 100' Ð ,_,ffi8,,o ,-ffiþT-*,- 0 c. 0.384c.-..rjI1-!Ð' I .-- FÉfoçx zzUJ eu8 HdsSlss ønæ 5,750 sJ 639 0,27 Ac 0 fþ Hr 1 6 1 -,l"#ilT,," 6 1 zJ m (.)j¡ åiz EÉ6 a J Ë ¡ I ã 3d 3 Éfrr 3_H E=ë= ËË Ë z 4 = = H ã a J = == =;+ gl o- S 3(rj ı Ê(rjt cq 1 00058 B-2 89000 It'stz '^srs{aNlfllnglNnúsr¡o Jz¡if;rsst cNldìlÉr*n'1åTtt*tl¡+6 oç¿'ç¡cw #)Ërmr enrcT-9et ?åEB <ûe-3et5 eãEn --eÉ"Às$rln t!r'Àsls4qt-cÑ6lns$lNn ¿!-'^Ðls-ç"r"cüfrne\It( Hguv s)udL1-r!lIII.f+¡ì+I\+*II,001 = ,ldvw l\jaatA) ^)NteatwIqtëtIlo.9.(@ gNûNnd GstvtNrouvc Nvsln)Ðv¿sNl& tNouvlþ3uidIJT,ilIt't'.a:¡oLú9tztfrLç,ú^eo------,1-\r/!-lÉl ]lÈt1--a-----f\-"-/4ç9Êæ-JfrTIEs=**t=4-Tt "*I:231:-*:244-;;=rììr¡ñÐG)l'träC)oñÈo=SIUÚt-zEÀz,oÈþFc)ôHEËdrgE:âd;¡'È8treÍI{àB PROJECT.JOB #:DATE:Zionsville Apts1000s87/6/r IWEIGHTED RUNOFF COEFFICIENTSCOMPUTED BY,AFù:vu ru\ rwucó - Ktst Þsnnet Aprs\Engr\ ruwoð-ù t-rrrtr-Kgv r xrsxlvvergnrgq LWeiohted C= 0.760.31 Ac.15%85%6230.26 Ac,10o/o9Oo/oWeiohted C= 0.796244.00 Ac.16Yo84%Weiqhted C= 0.756250.37 Ac.40Yo60%Weiqhted C= 0.616310.11 Ac.5o/o95%Weiqhted C= 0.826320.05 Ac.0%100% Weiqhted C= 0.856330.12 Ac.15%85%Weiohted C= 0.766340.32 Ac.25Yo75o/oWeiqhted C= 0.706350.07 Ac.5o/o95%Weiqhted C= 0.826360.11 Ac.15%85%Weiohted C= 0.766370.19 Ac.5o/o95%Weiohted C= 0.826380.27 Ac.100%0o/oWeiohted C= 0.256390 11 Ac.5%95o/oWeiohted C= 0.826410.22 Ac.Ihted C= 0.796420.23 Ac.10%90o/oWeighted C= 0.796s10.1 5 Ac.15o/o85%C=0766520.11 Ac.5%95o/oWeighted C= 0.826530.23 Ac.lOo/o9Oo/oWeighted C= 0.796540.24 Ac.10o/o90%Weishted C= 0.796550.26 Ac.10Oo/oOo/oWeiqhted C= 0.256560.38 Ac.60%4Oo/oWeiqhted C= 0.496570.24 Ac.10%90%Weiohted C= 0.79658%o Grassc:0.257o Imperviousc:0.85Weightedc(Ac.)RUNOFF COEFFICIENTS CALCULATIONSTOTALDRAINAGE AREASTRUCTURE I.D.716120'11 10:15 AM PROJECT JOB #: DATE: Zionsville Apts. 100058 7/6/I I WEIGHTED RUNOFF COEFFICIENTS COMPUTED BY,AF ù:vu tu\ tuuucó - KEt Eennel APts\Engr\ tuuucð-ù I -tsttstr-Kev I xrsxlvvergmeo L STRUCTURE I.D.TOTAL DRAINAGE AREA RUNOFF COEFFICIENTS CALCULATIONS (Ac.) 7o Grass C= 0.25 7o Impervious c:0.85 Weighted C 622 0.06 Ac.5%95% Weiqhted C= 0.82 621 0.05 Ac.o%100% Weiqhted C= 0.85 620 O.22 Ac.lOo/o 90% Weiqhted C= 0.79 618 0.58 Ac.55%45o/o Weiohted C= 0.52 617 0.31 Ac.90%10% Weiqhted C= 0.31 616 0.23 Ac.10%90%Weiqhted C= 0.79 615 0.10 Ac.5o/o 95% Weighted C= 0.82 614 0.19 Ac.1Oo/o 9Oo/o Weiqhted C= 0.79 613 0.45 Ac.5o/o 95o/o Weiqhted C= 0.82 612 0.32 Ac.Oo/o lOOo/o Weiqhted C= 0.85 611 0.20 Ac.5o/o 95o/o Weighted C= 0.82 610 0.13 Ac.1SYo 85o/o Weighted C= 0.76 609 O.42 Ac.50%50%Weighted C= 0.55 608 O.24 Ac.10o/o 90o/o Weighted C= 0.79 607 0.214c.15%85% Weiqhted C= 0.76 606 0.30 Ac.5%95o/o Weiqhted C= 0.82 605 0.08 Ac.95 hted C= 0.82 604 0.14 Ac.5%95%Weiqhted C= 0.82 602 0.00 Ac.0o/o 100% Weiohted C= 0.85 71612011 10:15 AM STORM SEWER DESIGN CALCULATIONS-RATIONAL METHOD.PROJECT:JOB #:DATE:Zionsville Apts.1000587/6/t ISTORM:DESIGNED BY:10AFYeqr010\1m058 - REI Bennet Apts\Enqrl[1oms&ST-PIPE-Rev1 xlsxlRatiCOMPOSITE BASINSalcfs)1.161.140.401.161.111.660.701.11SUMlc.A)TcIlmin) linlhr)0.19 5 6.120.1956.12o.o7 5 6.120.1956.120.1856.120.2756.120.11 56.'t20.1856.12BASINSalcfs)1.161.140.401.'t 61.110.550.701.11cAc+A TcI(acres)(min) linlhr)0.79 0.24 Ac. 0.19 5 6.120.49 0.38 Ac. 0.19 5 6.120.25 0.26 Ac. 0.07 5 6.120.79 0.24 Ac. 0.'19 5 6.120.79 0.23 Ac. 0.18 5 6.120.82 0.114c. 0.09 5 6.120.76 0.15 Ac. 0.11 5 6.'120.79 0.23 Ac. 0.18 5 6.12BASIN#658657656655654653652651STRUCTTJREFROMTO658632657 632656 633655634654 65365363565263665163671612011 10:14 Al\^ STORM SEWER DESIGN CALCULATIONS-RATIONAL METIIOD-PROJECT:JOB #:DATE:Zionsville Apß.1000587/6/t ISTORM:DESIGNED BY:IOAFYeqr010V00058 - REI Bennet Aots\EnoÀÍ1oms&ST-PIPE-Rev1 xlsxlRatialcfsl1.061.620.410.951.883.916.848.238.8511.5213.8812.7213.2614.230.300.561.06't.850.59SUMlc*A)Tclmin)Ilinlhrl0.1756.120.2656.120.0756.120.165 6.120.31 56.120.6665.92't.'t6b5.921.44 7 5.731.5475.732.01 75.732.50I5.553.02184.223.22194.123-46194.120.055 6.120.09 5 6.12o.1756.120.3056.120.10 5 6.12BASINSalcß)1.060.550. ',l,0.950.510.351.370.560.260.55't.3812.721.261.440.300.261.061.8s0.59cAlac¡es)c*ATclminlIlinlhrl0.79 0.22 Ac. 0.17 5 6.120.82 0.11 Ac. 0.09 5 6.120.25 0.27 Ac. 0.07 5 6.120.82 0.19 Ac. 0.16 5 6.120.76 0.114c. 0.08 5 6.12O.82 0.07 Ac. 0.06 56.120.70 0.32 Ac. 0.22 5 6.120.76 0.12 Ac. 0.09 5 6.120.85 0.05 Ac. 0.04 5 6.120.82 0.11 Ac. 0.09 5 6.120.61 0.37 Ac. 0.23 5 6.120.75 4.00 Ac. 3.02 18 4.220.79 0.26 Ac. 0.21 5 6120.76 0.31 Ac. 0.24 5 6.120.82 0.06 Ac. 0.05 5 6.'120.85 0.05 Ac. 0.04 5 6.120.79 O.22 Ac. O.17 5 6.120.52 0.58 Ac. 0.30 5 6.120.31 0.3'l Ac. 0.'10 5 6.12BASIN642641639638637636635634633632631625624623622621620618617STRIICTTJREFROM TO642641641631639637638 637637 636636 6356356346U633633632632631631604625 624624 623623 EX 14'196226216216026206046186086176'1471612ï1'1 1O:14 AJl'll STORM SE}VER DESIGN CALCULATIONS-RATIONAL METIIOD-PROJECT:JOB #:DATE:Zionsville Apts.1000s87/6/1 ISTORM:DESIGNED BY:I0AFYear0'10\'100058 - REI Bennet Apts\Engr{'|0005&ST-PIPE-Revl.xlsxlRatiCOMPOSITE BASINSa(cß)1.11'1.613.O25.206.597.537.859.1311.5012.36't3.6814.0428.2033.57SUM(c+A)TcI(min) linlhr)0.1856.120.2656.120.5165.920.8865.921 .157 5.731.3175.731.418 5.551.648 5.552.14I5.382.30o5.382.54I5.382.6195.385.40105.235.4956.12BASINSalcfsl1.110.500.922.261.661.000.601.411.160.981.510.400.700.01cActA TcIlinlhr)lacres)lminl0.79 0.23 Ac. 0.18 5 6.120.82 0.10 Ac. 0.08 5 6.120.79 0.19 Ac. 0.15 5 6.120.82 0.45 Ac. 0.37 5 6.120.85 0.32 Ac. 0.27 5 6.120.82 0.20 Ac. 0.16 5 6.120.76 0.'13 Ac. 0.10 5 6.120.55 Q.42 Ac. 0.23 5 6.120.79 O.24 Ac. 0.1956.120.76 0.21Ac. 0.16 5 6.120.82 0.30 Ac. 0.25 5 6.120.82 0.08 Ac. 0.07 5 6.120.82 0.14 Ac. 0.11 5 6.120.85 0-00 Ac. 0.00 5 6.12BASIN#61661561461361261'1610609608607606605604602STRUCTT]R-EFROMTO61661561s614614613613612612611611610610 609609608608 607607 606606 6056056046046026026017t6t20'11 'to..14 N,[i STORM SEWER DESIGN CALCULATIONS.PIPE DESIGN.PROJECT:JOB #:DATE:Zionsville Apts.1000587/6/I ISTORM:COMPUTED BY:I0AFS:\20'10U00058 - REI Bennet Apts\EnsNl0005SST-PIPE-Revl xlsxìPiDe Des¡qncovER(ft)UP DOWN3.3 3.02.5 2.82.5 3.43.6 3.23.1 3.63.6 3.03.0 3.43.5 2.93.0 2.73.5 3.02.3 2.7INVERTELEV.UP DOWN894.70 894.47894.90 894.67895.00 894.79895.00 894.86895.00 894.87894.87 894.46895.00 894.79895.50 895.36895.00 894.87894.07 893.42895.50 895.28ACTUALVEL(fl/s)RIMELEV.UP DOWN3.1 fVs 899.20 898.602.6 fUs 898.60 898.601.9 fUs 898.65 899.402.6 fUs 899.76 899.202.6 ft,/s 899.30 899.602.8 fUs 899.60 898.602.3ftJs 899.14 899.402.6 fUs 900.20 899.402.5ft/s 899.20 898.763.4 fUs 898.76 897.602.0 fr/s 899.00 899.11CAPa(cfs)FULLVEL.lftls)2.53 cfs 3.2 fUs1.96 cfs 2.5 fUs1.96 cfs 2.5 fUs1.96 cfs 2.5ft/s1.96 cfs 2.5 fUs1.96 cfs 2.5 fUs1.96 cfs 2.5ft|s1.96 cfs 2.5 fVs1.96 cfs 2.5 fUs2.53 cfs 3.2ftJs1.96 cfs 2.5fUsPIPEL(ft)DIA.(in)SLOPEo/o1.16 cfs 46 LF 12in. 0.50%1.14 cfs 77 LF 12in. 0.30%0.40 cfs 71 LF 12in. 0.30%1.16 cfs 46 LF 12in. 0.30%1.11cfs $LF 12in. 0.30%1.66 cfs 135 LF 12in. 0.30%0.70 cfs 71LF 12in. 0.30%1.11 cfs 45 LF 12in. 0.30%1.06 cfs $LF 12in. 0.30%1.62 cfs 131 LF 12in. 0.50%0.41 cfs 72LF 12in. 0.30%DESIGNa(cfs)STRUCTURE I.D.TJP DOWN658 632657 632656 633655 634654 653653 635652 636651636u2 641u163163963771612011 10:14 AM PROJECT:JOB #:DATE:STORM SEWER DESIGN CALCULATIONS.PIPE DESIGN.Zionsville Apts.1000587/6/I ISTORM:COMPUTED BY:10AFS:\2010U00058 - REI Bennet ADts\Enor\f10005&ST-PIPE-Revl.xlsxlP¡oe Des¡oncovER(ft)UP DOWN3.3 3.03.0 3.53.5 2.82.7 3.53.5 3.93.9 3.73.6 2.92.9 3.78.8 6.86.8 6.66.63.4 3.03.0 3.03.6 3.03.1 3.61.6 3.1INVERTELEV.UP DOWN895.30 894.98894.98 894.73894.53 894.33893.93 893.73893.73 893.56893.56 892.93892.73 892.47892.47 892.09888.50 887.10887.10 886.91886.91 886.57891.50 891.40891.40 891.36894.00 893.87893.50 893.32895.00 894.84ACL'UALVEL(ff/s)RIMELEV.T]P DOWN2.7 ftls 899.75 899.113.2 ft/s 899.11 899.403.8 fUs 899.40 898.603.4 fUs 898.60 899.204.1 fUs 899.20 899.404.4llls 899.40 898.604.5 fUs 898.60 897.605.2ft|s 897.60 898.055.2 fUs 899.56 896.145.2 fUs 896.14 895.735.3 fUs 895.73I .8 fUs 896.1 1 895.572.1ftis 895.57 895.502.5 fVs 898.80 898.052.8 fVs 897.79 898.102.1 ftls 897.78 899.10CAP,a(cfs)FULLVEL.lft/s)2.27 cfs 2.9 fVs2.27 cfs 2.9 fUs4.11 cfs 3.3 ft/s7.13 cfs 3.0 ft/s8.73 cfs 3.6 fUs9.16 cfs 3.8 fVs12.47 cfs 4.0 fUs14.40 cfs 4.6 fVs14.40 cÍs 4.6 fUs14.40 cÍs 4.6 fUs14.40 cfs 4.6 fUs1.96 cfs 2.5ft/s1.96 cfs 2.5 fUs1.96 cfs 2.5ftls1.96 cfs 2.5 fUs1.96 cfs 2.5 fUsPIPBL(ft)DIA.(in)SLOPEo/o0.95 cfs 81 LF 12in. 0.40Yo1.88 cfs 62 LF 12in. 0.40o/o3.91 cfs 49 LF 15 in. 0.40%6.84 cfs 98 LF 21in. O.2Oo/o8.23 cfs 57 LF 21in. 0.30%8.85 cfs 192LF 21in. 0.33%1 1.52 cfs 88 LF 24 in. 0.30%13.88 cfs 95 LF 24 in. O.40o/o12.72cfs 351 LF 24in. 0A0%13.26 cfs 49 LF 24in. O.4Oo/o14.23 cfs 86 LF 24 in. 0.4jo/o0.30 cfs 33 LF 12in. 0.30%0.56 cfs 14 LF 12in. 0.30%1.06 cfs 4 LF 12in. 0.30o/o1.85 cfs 61 LF 12in. 0.30%0.59 cfs 54 LF 12in. 0.30%DESIGNa(cfs)STRUCTT]RE I.D.UP DOWN638 637637 636636 635635 634634 633633 632632631631 604625 624624 623623 EX 1419622621621 602620 604618608617 6147161201'1 10:14AM STORM SE\ryER DESIGN CALCULATIONS.PIPE DESIGN.PROJECT.JOB #.DATE.Zionsville Apts1000587/6/1 ISTORM.COMPWED BY.10AFS:\20'1 0\100058 - REI Bennet Apts\EngN1 0005&ST-PIPE-Revl.xlsxlP¡pe Des¡qncovER(ft)UP DOWN3.0 2.73.7 2.92.9 2.62.4 3.63.6 3.43.3 3.93.9 3.53.5 3.73.7 4.O4.0 4.94.9 5.15.1 4.74.5 2.54.1 2.1INVERTELEV.UP DOWN896.40 896.26895.26 895.05894.74 894.40894.30 893.95893.95 893.56893.36 893.12893.12 892.76892.76 892.41892.21 892.00892.00 891.63891.63 891.33891.33 891.12890.72 890.17888.66 887.87ACTUALVEL(ff/s)RIMELEV.UP DOWN2.6 fUs 900.59 900.102.8 fUs 900.10 899.103.2 fUs 899.10 898.403.7 ft/s 898.40 899.204.4 ftls 899.20 898.603.8 fUs 898.60 899.004.1fUs 899.00 898.204.5 fUs 898.20 898.104.5 fUs 898.10 898.204.6 fUs 898.20 898.755.1 fUs 898.75 898.705.2 fUs 898.70 898.056.8 fUs 898.05 895.508.0 fUs 895.50 892.80CAPFULLVEL.(ft/s)a(cfs)1.96 cfs 2.5 fUs1.96 cfs 2.5 fUs3.56 cfs 2.9 fUs5.79 cfs 3.3 fUs6.68 cfs 3.8 fUs7.97 cfs 3.3 fUs8.73 cfs 3.6 fUs9.43 cfs 3.9 fUs12.47 cfs 4.0 fVs12.47 cfs 4.0 fUs13.85 cfs 4.4 ftls14.4O cfs 4.6 fUs29.19 cfs 5.9 fUs34.54 cfs 7.0 fUsPIPEL(ft)DIA.lin)SLOPE%1.11 cfs 45 LF 12in. 0.30%1.61 cfs 71LF 12in. 0.30%3.02 cfs '113 LF 15 in. 0.30%5.20 cfs 118 LF 18 in. 0.30%6.59 cfs 98 LF 18 in. 0.40%7.53 cfs 98 LF 21in. 0.25%7.85 cfs 120 LF 21 in. 0.30%9.13 cfs 101 LF 21in. 0.35%1 1.50 cfs 70 LF 24 in. 0.30%12.36 cfs 123LF 24in. 0.30%13.68 cfs 82 LF 24 in. 0.37o/o14.04 cfs 52 LF 24 in. O.4Oo/o28.20 cfs 110 LF 30 in. 0.50%33.57 cfs 113 LF 30 in. O.7OYoDESIGNa(cfs)STRUCTTJRE I.D.I.JP DOWN616 615615 614614 613613 612612 611611610610 609609 608608 607607 606606 605605 604604 602602 60171612011 10:14 AM The Domain at Bennett FarmsExistingPond WatertAnal-NodesA Stage/AreaV Stage/VolumeT Time/StageM ManholeBasínsO Overl-and F1o$¡U SCS Unit CNS SBUH CNY SCS Unít GAZ SBUH GAl,inksP PipeIü lùeirc channel-D Drop StructureB BridgeR Rating CurveH BreachE Percol-ationF EilterX Exfil- Trench(BLN Job #100058)T: PondlDSì\P: PondloutA: PondlInterconnected Channel and Pond Routing Model (ICPR) A2002 Streamline Technologies, Inc. The Domain at Bennett FarmsExisti-ng Pond trilater Quality Anal-ysisInput Data==== BasinsName:Group: BASEUnit Hydrograph:Rainf al-l Fil-e:Rainfall- Amount (in) :Area(ac):Curve Nurìlcer:DCIA(t):==== NodesName: PondlGroup: BASET]æe: Stage/AreaStage ( ft)Area (ac)0.0000.0000.000.000.00.000.000.00999999. 000Node: Status: OnsiteTl¡pe: SCS Unit Hydroqraph CNPeaking Factor:SÈorm Duration(hrs):lirne of Conc (min) :Time Shift (hrs) :Max Alfowabfe 0(cfs) 3Base El-ov¡ (cf s) : 0.000Init Stage(ft): 878¡{arn Stage(ft): 882Base Ff or^r (cf s) : 0.0002801008't7 .400878.0008?9.000880.000881.000882.000883.000884.0001.75001.80001.88001.96002.04002.12002.20002.2500Name:Group:Tl¡pe:PondlDSBASETime/StageInit Stage (ft) :warn Stage (ft) :8'71 .010878.000Time (hrs)0.00999.00Stage ( ft)911.0108'77 .010==== Pipes(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.Page I of2 The Domain at Bennett FarmsExisting Pond lilater Qual-ity Anal-ysisInput DataName: PondloutGroup: BASEGeometry:Span(in):Rise (in) :Invert (ft) :Manning's N:Top Clip(in):Bot CIip(in):UPSTREAMCircular24 .0024 .00877.4000.0130000.0000.000DOWNSTREAMCircul-ar24 .0024 .00871.O700.0130000.0000.000From Node: PondlTo Node: PondlDSLength(ft):Count:Eriction Equation:SoJ-ution Al-gorithm:Fl-oril:Entrance Loss Coef:Exit Loss Coef:Bend Loss CoefrOutlet Ctrl Spec:Inlet CtrI Spec:Stabil-izer Option:48.001AutomaticMost RestrictiveBoth0.500.000.00Use dc or twUse dcNoneUpstream EHIVA Inl-et Edge Description:Circul-ar Concrete3 Groove end w/ headwaflDownstream FHVùA Inl-et Edge Descriptíon:Circul-ar Concretes Groove end projecting==== Routing simul-a-_ionsName: vÙQv Hydrology Sim: 010yr-24hrFifename: S: \2010\100058 - REI BENNET APTS\ENGR\EXPOND-ICPR\lvOv. 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L0882.10882.10882.10882.101 9430't 9386793381 92967 925't1 9219791811 9]-36'7 909979063'19027'789931 89591 892618894788631 88321880278't'7218144181 1.6786887866r7863s78609785837855978534785117 84817 84647 844L784181 83961831 4183527833178310't8290'7 82'7 018250't823t782127 819318I151 8L51781391 812278104780880.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.00878.878.878.878.878.0.00.00.00.10.10.10.1^,0.20.20.2^tñ)0.30.30.30.30.30.30.40.40.40.40.4^L0.40.50.50.50.50.50.50.5ôq0.60.60.60.60.60.60.60.60.60.60.10.'70.10.1o.'70.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0? ?o3.303.2t? ôq2 .982.912,822.752 .692.622.562 .50) lL, ?o) aa2.28))12.!82.r32.082.04r.991.951.911.871.831.80L .16t,12L ,69r .667.621.591.561.531.501L11 ¿qL.421.391.34r.321.30r.217.25r.23I.2I1.19T413t211100908080106050504030202010000999998919196969595949393929291_919190878.(BLN Job #100058)Interçonnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.Page I oflS The Domain at Bennett FarmsExisting Pond Ílater QuaJ-ity AnalysisflQv Drar^r Dovrn TimeSimulationNodeGroupI rmehrsSurfaceAreart27 80'7 L7805s780397802378008't799211911'7796371 948't193 47't 92071 9067'78937'7 8'7 9178661785371840'7'78287781511803111 9L11719'r 77 6't'77'7 56771 4471133'7'7'7227't't !77't'7 0011 6907'7 6'7 9't7 669116591't64911 639'7 7 6297'7 679'1'7 6107't 600'7'7597't'7582'775'73'775647755511546-115387752977 52r7751377505TotaIInf l-owcfsTotafOutflowcfs7.L1L. 151.13l-.11-1.09r.0'71.051.04r.021.000.990.9't0.960.940.930.910. 900.890.870.860.850.830.820.810.800.'790.780.'l'l0.750 .140.73ñ1t0.710.700.690. 680. 680.6'l0.660.650.640.630.620.620. 610. 600.s90.590. 580 .57TotalVol- fné!TotalVol- OutafStage lvarningStageft 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r-0882.10882.10882.L0882.l-0882.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00000000000000000000000000000000000000000000000000000.70.70.70.70.70.70.70.70.80.80.80.80.80.80.80.80.80.80.80.80.80.80.80.80.90.90.9^o^oño0.90.90.90.90.90.90.90.90.9^oño0.90.90.91.01,01.01.01.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0.00.00.00.00.00.00.00.00.00.00,00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00(BLN .rob #100058)Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, [nc.Page 2 of l8 The Domain at Bennett EarmsExisting Pond lìlater Qual-ity AnalysisWQv Drar4r Doü¡n TimeSimulationNodeGroup'1.'.LmehrsSurfaceAreafE2TotafInffowcfsTotafoutf l-owcfsTotafVol- InafTotalVol- OutafStaqe lùarningStagefr 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65430.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000. 00r.47.47.47.4L.4I.4r.4t.4r.41L1.41I1tr.4r.4\.4L.47.4r.4r.4r.4t.41L!.41.41A7.41A1.41LL.4r.41^L.41-.4L.4L.41_.47.47.4r.4r.4r.4r.41.4r.47.4I.41.4t.40.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.040.040.040.040.040.040.040.040 .040.040.040.040 .040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.040.04L) ^)42.L042.r842.2'l42.3542.4342.5242 .6042.68I) 1142.85Lt o?43 .0243.1043.1843.2'743.3543.4343. 6043. 6843 .1743.8543.9344.0244.L044.t844.2'744.3545.',l'r(BLN Job #100058)Interconnected Charmel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.Page ll oflS The Domai-n at Bennett FarmsExisting Pond Vüater Quality Analysj-s!{Qv Drar¡ Down TímeSimulationNodeGroupBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASETimehrsStageftWarningStageSurfaceAreaft2TotalInffo!¡TotalOutflowTotalVol InafTotal-Vol- OutfrIVQvwQvlÍQvlÍQvwQvIÍQvIÍQvlüQvlûQv¡ùQvwQv!t7QvIfQv¡üQv!'IQv¡tIQvwQv¡fQvüIQv¡tIQvüIQv!f0vw0vIlQvVtQvvÙQvVl0vvüQv!{Qvlil0vi¡l0vVtQvV'¡0vvf0vvqQvVlQvvl0vVl0vVf0vVl0vVüQvVlQvvüQvvlQvVt0vVlQvwQvVlQvI'¡0vVf0vPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondl-PondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondl49 .5249 .6049 .6849.1149.8549 .9345.8545. 9346.0246. 1046. 1846.2146.3546.4346.5246.6046.6846.1746.8546.9341 .024'7 .704't .L84'7 .274'7 .3541.434'7 .5241 .604't .6841 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6525'16524'7 65241 65237 6523'7 6522'7 6522'r 652r'7 652r't 6520't 6520'7 65\9't 6519765187 6518'7 657't0.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000. 000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.0049 .431L1I1t!.41L1.47.4L.4I.41lI.4\.4\.4L.4r.47.47.47.4L.4r.4!.4r.4r.4r.41.4r.4L.4r.4r.47.41.47.41.47.4r.4r.4r.4r.4r.4r.4r.47.4L.47.41.4L.47.47.4r.4r.40.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.004040404040404040404040404040404o40404o4040404040303030303030303030303030303030303030303030303030303(BLN Job +l-00058)Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.Page 12 of l8 The Domain at Bennett FarmsExistíng Pond Water ouality Anal-ysisWQv DraÍr Dohrn 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I0882.10882.10882. t_01 651176s167 65161 657676515765157 65141 651476s13765131 65127 6512765117 65117 6s10765107651076s09765097650876508'7 650'l7 650176s0676506765067650576505'7 65047 650476s0376503765031 65021 650276s0176501765007650076s007 6499't 6499'7 6498'7 64981 64911 6491'7 64971 64961 6496't 64950.000.000. 000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000. 000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.030.030.030.030.030 .030 .030 .030 .030.030 .030.030.030.030.030.030.030.030.030.030.030.030. 030.030 .030 .030 .030.030.030 .030.030.030.030.030.030 .030.030.030.030.030.030.030.030.030.030.030.030.030.030.03(BLN Job #1000s8)Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.Page 13 ofl8 The Dornain at Bennett FarmsExisting Pond Iùater Quality Analysj-sIfQv Drard Down 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6480't6480764197647976479't 64't 8'7 64'7I1 6418164't1't 64't1't 64'11164160.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000. 000.000.000. 000.000. 000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000. 000. 000 .030.030.030.030 .030 .030 .030 .030.030 .030 .030 .030 .030 .030.030.030.030.030.030.030.030.030.030.030.030. 030.030.030. 030.030.030. 030 .030 .030.030.030 .030 .030 .030.02o.020.020.02o .020.020 .020 .02o .020 .020.02l-.51.51.51.51.51.51.51.5t-.5l-.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.5a.J1.51.5t-.5t-.5f.J1.51.5l-.51.51.51.51.51.51.51.51.51.50.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) @2002 Steamline Technologies, Inc.Page 14ofl8 The Domain at Bennett FarÍ¡.sExisting Pond Water Quality AnalysisIìlQv Drahr Down 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64590.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.020.020.020.020.020.020.020.020.020.020.020.020.020.020.020.020.020.020.02o.020.020 .020 .020.02o.020.020.020.020.020.020.020.020.020.020.020.020.020.020.020.020.020.020.020.020.020.020.020.02o.020.021.51.5l-.51.51.51,.5t-.51.51.51.51.51.51.51.51.51.51.51.51.51.5l-.51.51.51.51.51.5l-.51.5l-.51.5t-.51.51.5f.J1.5t_.5t_.50.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0nn0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.05959595959595959596060606060606060606060606l-6161616L6I6161616l-616l-6262ız6262624310182'7526068'77859302.85.93(\).10.18t'1.35.431'1(BT,N Job #100058)Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.Page l5 oflS The Domain at Bennett FarmsExisting Pond Water Quality AnalysisIÍQv Draw Down TimeSinulationNodeGroupBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASETimehrsStagefrVlarningStageftSurfaceAreaft2TotalInflolrTotal-Outfl-owcfsTotal-Vof InafTotal-Vol OutIVQvIVQvItQvwQv¡tIQvwQvIrIQv!t]0vlil0v¡f0vltiQvIl0vVl0vw0vVl0vVüQvVùQvV'I0vlgQvIìIQvIVQvÌfQv¡{QvvfQvIfQvVlQvVù0vwQvv{Qvvl0vVl0vVl0vWQvVfQvVl0vw0vvl0vvt0vvtQvVüQvvl0vVü0vVùQvw0vVù0vvv0vI{QvVüQvVüQvIùOvPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondl64.2764.3564.4364.5264 .6064 .6864.1164.8564 .9365.0265. 1065.1865.2165. 3565.4365 .5265. 6065. 6865.7765.8s65. 9366.0266. r.066. 1866.2166. 3566.4366 .5266 .60877 .46811.46877.46811.46811.4687't .4681't .468't'7 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AnalysislilQv Drav¡ Dovrn TimeSimul-ationNodeGroup TimehrsSÈagefrlùarningStageSurfaceAreaft-2TotalInf l-ob,cfsTotal-Outf l-owcfsTotal-Vof Ina1.TotalVol OutafftI'IQvI']QvI'IQvItIQvlt]Qvw0vIV0vlilQv¡üQv¡ÍQvIÍQv¡ÍQvIVQvIVQvIVQvIVQv¡fQvIiIQv¡ùQvIrIQvIÍQv¡f0vüIQvlllQv¡rIQv¡fQvIVQvIrIQvwQvIVQvw0vIVQvwQv¡v0vwQvwQvICQvw0vvù0vVl0vI1rQv¡f0v¡f0vIVQv¡f0vIVQv¡VQvIVQvIVQv¡fQv69.7169.8569 .9310 .0270.1070.18't0.2770.3570.4310 .5270.6070.6870.778'17 .871 .811 .811 .87'7 .PondlPondlPondlPondlPondl-PondlPondlPondlPondlPondlPondLPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondl-PondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondl-Pondl-PondlPondl-PondlPondlPondlPondl-Pondl-BASEBASEBASEBASEBASEBASEBASEBASEBÀSEBASEBASEBASEBASEBÀSEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBÀSEBASEBASEBASEBASEBÀSEBASEBASEBASEBASE877.4581't .4587'7 .45811.45811.4587'7 .4587'7 .4581't .4581't .45811.45871.45811.4587't .45811.4587't .45871.4587'7 .45811.458'1'7 .45871.45871.45811.45877.4587'7 .45o11 A e811.45817.4581't .4587't .458'7't .45811.45811.458't7 .458't1 .458't7 .458'77 .458'77 .458'77 .45817.458'77 .45877.45811.45882. 10882. 10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882. r-0882.L0882.10882. 10882.10882.10882.10882.10882.10882.1.0882.10882.10882.10882.10't 6444't 6444'164441 6444'7 6443'7 64437 64431 6442'7 64427 64421 6442't 64417 644r7 64417 64471 64407 64401 6440't 64391 6439'7 64397 6439'7 64387 6438'7 64387 64381 64311 64377 64377 64371 6436'7 64361 64361 64361 64357 64357 64357 6435t 64347 64347 64341 64341 64337 64331 64331 64337 64321 64321 6432'7 64320.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000 .000.000. 000.000.000.000.000.000.000.000.000.000.000.0066 .6866.'7766.8566 .936'7 .02b/.IU67.186'7 .2767.3s67.4361 .5267 .606't.6867 .'7167.856't .9368.0268.1068.1868.2768.3568.4368.5268.6068.6868.1768.8568.9369 .0269. r-069. 1869.2'769.3s69 .4369 .5269 .6069. 681.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.51.5t-.5l_.5l-.51.51.51.51.51.51.51.51.51.51.51.51.51.50.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00202020202020202020202020202020202020202020202020202020202020202020202020202020202020202020202o2o20287181787'l454545¿.\45454545(BLN Job #l-00058)Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.Page l7ofl8 The Domain at Bennett FarnsExisting Pond lilater Quality AnalysisIfQv Dra$¡ Dov¡n TimeSimulationNodeGroupBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASEBASE'L'r-mehrsStageftIilarningStageSurfaceAreafE2Total-Inflol'¡cfsTotaÌOutffowTota.ITotalVof OutafInafVol-ft¡fQvwQv¡ÍQv¡tQvwQv¡vQv!VQvwQvIûQvw0v¡rï0vI{Qv¡{0vIìf0vIV0vPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondlPondl-Pondl-70.8570.937t.027t_.1-07l-. i-87r.2771.35'1r.43'7L.52'77.6011, . 6877.'7771.857l-.93't2.0rg't't .458'77 .4587'r .4587't .45877 .45877.4587't .4587't .458'77 .4587't .4587't .45811 .45811.4587't .45811 .45882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.10882.107 643L7 643L7 643r7 64377 64307 64307 6430764307 6429'7 6429'7 64297 6429't 64281 6428164280.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000000000000000001.51.5t-.51.51.51.51<1.51.51.51.51.51.50.00.00.00.00.00.00.00.00.00.00.00.00.00.00.002020202o202020202020202020202(BLN Job +100058)Interconnected Channel and Pond Routing Model (ICPR) @2002 Streamline Technologies, Inc.Page l8 of l8 RE\¿ISED ÐRAINAGE CALCULATIONS BENNETT TECHNOLOGY PARK tsooNE couNTY, INDIANA **?k13 LOTS ON 105.6 ACREStí *,k DEVELOPER: REI INVESTMENTS IITII NORTH PENNSYLVANIA STREET, SIJITE 2OO CARMEL,INDIANA 16032 (3t7.) s73-6048 ENGINEER: THE SCHNEIDER CORPORATION 12726 HAMILTON CROSSINGS BLVD CARMEL,TN 46032-5422 (317) s74-3797 (317) 574-3799flax Date: March 2,2000 REVISED DRÀIN¿\GE CALC UT,¿\TIONSPI{OJBCT: BBNNETT TÐCHNOLOGY PARK DEVELOPER: REI INVESTN,IENTS ENGINEER: THE SCHNEIÐER CORPORATION SEC JOB NO. : 1034.001 DATE: LARCFI2,2000 FILENAME : J : \ 1 03 4\00 1 \DR¡\trNAG B\ 1 03 4RBVRPT.D O C PROJECT N,IRRATIVE: The proposed project is the development of a 105 acrc inclustlialpark. This project is located partially in Eagle Torvnship in Boone County and partiall¡r in Clay Township in Flarnìlton County, rnore definitivclydcscribcdasbeinglocatednorllieastofthel06'r'streetandtvlichiganRoadintersection.'fhe current zonirrg of the parcel is M-3, B-3, ancl Open Land and the ctrrrent lancl use of the próper1y is agrìcultural farrn groLrncl. The follor,ving calcLrlations analyze the hydraLrlic/hydrologic characteristics ol the site. EXISTING DRAINAGE: The existing condition of tl-re parcel consists olagricultulal làrm grounrl, rvhich utilizes overlancl llow as the prirnary drainage systern.'fhe site is made up of several lvatershecls all having their orvn point of dischalge. Since the proposed developurent discltarges into 4 olthese rvatersheds, only the 4 that are im pactecl have been analyzed in th is reporl the basins are uamed EX I , EX3, EX6, and EX7). Basin EXI consists olapproxirnately 18.72 acres rvith elevations ranging tì'om 90 I Mean Sea Level (M.S.L.) to 875 lv1.S.L. ¿rnd Lrtilizes overlancl flor.v discharging to the north through au existìng ravine. tiasin EX3 consists of approxirntttely2'/.'16 acres with elevations ranging fionr 896 M.S.L. to 87tì M.S.L. and utilizes overland florv dischalging to the rvest throLrglt an existing ravirre. Basin EX6 consists of approximately I 1.08 acres rvith elevatious ranging fiom 896 M.S.L, to 885 lvl.S.L. and Lrtilìzes overlancl florv tlischargìng to the southeast throLrgh an existing culvert below 106'r' Street. Basin EX7 consists of approximately 6.7 0 acres with elevations ranging from 897 M.S.L. to 8 8 I M.S.L. and utilizes overland flow discharging to the southrvest into a roadside swale along 106'h Street that ilows west. The existing peak clischarge rates for tlre basins were calclrlated using the SCS hydrograph gerreration methocl rvitl-r the Type II Rainfall Distribution and are as follorvs: BASIN NAME EXI 2 YR EX1 ,10 YR EX1 1OO YR BASIN NAME EX6 2 YR EX6 1O YR EX6 1OO YR DISCHARGE 10.40 cfs 25.85 cfs 49.26 cfs DISCHARGE 5.60 cfs 13.90 cfs 26 47 cfs BASIN NAME EX3 2 YR EX3 1O YR EX3 ,1OO YR BASIN NAME EX7 2 YR EX7 1O YR EX7 1OO YR DISCHARGE '15 43 cfs 38 34 cfs 73 04 cfs DISCHARGE 4.80 cfs 11 67 cfs 22.20 cfs BENNE]-| 1'I1CFINOI.OGY PARK PAC;F, -1 TFIE S:CFINEIDER CORPORATION PROPOSED DRAINAGE: The ploposed drainage syster-n f'ol the site consists of orre dry detention ficility, six retenrion fàcilities, reinlorced concrete pipe (RCP) storrn sewer systenls, and grass linecl swales. The location of the variotts portds ancl tlre pipes that connect the ponds, rvith the corresponcling nanlcs, are shorvn on thc errcloseclNoclal Diagrarn. Pond I (Node: PONDI) discharges through a l2 inch RCP into the existing ravíne located at the northern limits olthc sitc. Poncl I has approxirnately 26.20 acres of site watershed dischargingintoit(Basin: PRlivlSE#3). Pond2(Node: POND2)clischargesthroLrglial2inchRC|P into a stornl server systetn that conrrects to Pond l. Pond 2 has approxirnately I 1.80 acres of site rvatersheclclischarging into it (Basin: PIì2). Pond 3 (Nocle: i\4SEPOND2) clischarges thlotrgh a l5 inch RCP into the existing ravine located ¿rt the western lirnits of the site. Pond 3 has approxinrately 5.88 acres of site watershed discharging into it (Basin; PR3lvlSE#2). Ponct4 (Node: POND4) clischarges througha36inchRCPintothePond3. Pond¿l(Node: POND4)hasapproxirnately28.53,acresofsite watershed discharging into it (Basin: PR4). Pond 5 (Nocle: N'ÍSEPOND[) clischarges througli a l5 inch RCP into a storm sewer systenr that connects to Pond 3. Pond 5 has approxirnately 4.35 acres of site watersheclclischargingintoil(Basin: PR5lvlSE#l). Pond5inforrnatìonanditswatershedhavebeen obtained tiom the Drainage Reporl lor Bennett Fanns Apartmerrt Hornes. and the Stormrvater Analysis Summary forthe Reserve at Williarns Glen (previously Bennett Farnrs Apartment Hornes), prepared by Mid-States Engirreering. LLC. MSE Job No. 1ll-l 153 and 1ll-1168 respectively. This pond has beerr added to this model atrd report to evaluate its impact on the overall stormwater lìanagement systent lor the Bennelt Technology Park since it connects into the overall systen-ì. Portions of the rvatershed information lor Pond I and Pond 3 in the previoLrsly nrentioned reports were also analyzed in this rlodel and inclr-rded in preparation olthis report. Pond 6 (Node: POND6) discharges through a 1,5 inch RCP into the existing srvale Iocatecl on the soLrth side of, 106'h Street. Pond 6 has appror.imately 12.75 acres o1' site watershed discharging into it (Basin: PR6). Pond 7 (Node PONDT) clischarges through a l2 inch RCP into tlre existins roaclsìde slvale along the north side of 106'r'street that flows lvest. Pond 7 has approxirrately7.02acresofsitervatershecl dischargingintoit(Basin: PR7). Pond6andPond7arealso cotrtrectecl hyclraulically'uvith ¿r 24 inclt RCP equalizer pipe. The proposed peak discharge rates into the uodes w'ere calcLrlated usiug the SCS hydrograplr gcnclation mcthoclrvith the Typc ll Raintàll DistrìbLrtion arrd are as tbllows: BASIN NAME PRlMSE#3 2 YR PRlMSE#3 lOYR PRlMSE#3 1OO YR BASIN NAME PR3MSE#2 2 YR PR3MSE#2 lOYR PR3MSE#2 1OO YR BASJN NAME PRsMSE#1 2 YR PRsMSE#1 1O YR PRsMSE#1 1OO YR BASIN NAME PR7 2 YR PR7 10 YR PR7 1OO YR tsENNETT TECHNOLOGY PARK DISCHARGE 33 55 cfs 64 00 cfs '105 52 cfs DISCHARGE 15 62 cfs 25.84 cfs 39 27 cfs DISCHARGE 11 55 cfs 19.12 cfs 29 06 cfs DISCHARGE 12.26 cfs 21 74 cfs 34 34 cfs PAGE .2 BASIN NAME PRz 2 YR PR2 1O YR PR2 ,1OO YR BASIN NAME PR4 2 YR PR4 1O YR PR4 1OO YR BASIN NAME PR6 2 YR PR6 1O YR PR6 .IOO YR DISCHARGE 20.62 cfs 36 55 cfs 57.73 cfs DISCHARGE 44 03 cfs 77 92 cls 123 44 cfs DISCHARGE 22 28 cfs 39 49 cfs 62 38 cfs TFIE SìCHNEIDER CORPORATI ON R E S E RVO I R RO UTING S UM IUTA RY : Reservoir routing fbr the 24 hot¡r cluration 2, l0 and 100 year storm events were perf-orrnecl r,vìth the input data and output results of these routings being located in the ADICPR MODELING: SIMULATION RESULTS, 2 YEAR 24 HOUR STORM, IO YEAR 24 HOUR STORM, IOO YEAR 24 FIOUR STORM ... section of this report. The peak discharge rates from the site into the four oLrtfall locations can be deterrnined by evalLratíng the nraxirnum inflorv to llodes PONDIDS,IvISEPD2DS, POND6DSandPONDTDS. ThepleviouslymentionednodesarethedischargelocationsoftheoL¡tlet pìpes from pond nodes PONDl, MSEPOND2, POND6 and POND7. The routing results ancl discharge rates For each of the ponds ale as fol lorvs: PONDl 2 Yr Storm l0 Yr Storm 100 Yr Storm Pond Elev.:879.77 Pond Elev. = 881.27 Pond Elev. : 882.95 Qour,it":5.92 cfs < Q out-,¡t.:7.35 cfs < Q out-,it":8.66 cfs < Qa¡owabre: 10.40 cfs Quro,"abre: 10.40 cfs Qalro.uabr.:25.85 cfs POND2 2 Yr Storm 10 Yr Storm 100 Yr Storrn Pond Elev. :881.21 Pond Elev.:888.44 Pond Elev.: 889.98 MSEPOND2 2 Yr Storm l0 Yr Storm 100 Yr Storm Pond Elev. : 881.22 Pond Elev.:882.56 PonclElev.:884.15 Qour-rit.:8.29 cfs Q ou¡,it": 12.41 c|s Q out-site: 16.09 cf-s ( Qatro,u"blc: 15.43 cfs( Qulto*,r,t.: 15.43 ct-s { Q¡'o,",I¡t.: 38.34 cf-s POND4 2 Yr Stonn 10 Yr Storm 100 Yr Storm Pond Elev. : 881.96 Pond Elev. : 883.06 Pond Elev. :884.41 MSEPONDI 2 Yr Stornr 10 Yr Storrn 100 Yr Storm Pond EIev. :886J1 Pond Elev. = 881.45 Pond Elev. = 888.38 POND6 2 Yr Stonn l0 Yr Stonn 100 Yr Storm Pond Elev. :884.94 Pond Elev. : 885.64 Pond Elev.:886.61 Q out-,ir. :2.18 cfs < Q o,,,-rir": 4.53 cfs < Q o,u.i,": 6.58 cfs < Qu'o,uable: 5.60 cfs Qa¡o,v¡bre= 5.60 cfs Qo¡o,vabre: 13.90 cfs PONDT 2 Yr Storm [0 Yr Storm 100 Yr Storm Pond Elev. = 884.89 Pond Elev.:885.64 Pond Elev. :886.60 Qout-site:2.65 cf-s Q out-,ir": 4.10 cfs Q out-ri,. : 5.54 cfs BENNETTTECHNOLOGYPARK PAGE-3 THESiCHNEIDERCORPORATION D E TE NT I O N FAC I L TTY S UiVI fuTA RY : Thesitewasdesignedrvithonedrycletentionfacilityandsixretentioufàcilities(Pond l,Pond2, Poncl 3, Pond 4, Poud 5, Pond 6, and Poncl 7). The dry cleterrtion facility has beerr designed with side slopesof3:lancl aboftonls.lopeof2.0%. Theretentionfacilitieshavebeendesignecl withamaxilnurn side slope above nonnal pool of 3:l and a 3:1 side slope to the bottom of the pond below nonnal pool. The anticipated 100 yearstorm event elevation for the retention facilities, and the minimum top of bank elevations are as follolvs: Pond 1 Pond 2 Pond 3 Pond 4 Pond 5 Pond 6 Pond 7 = 885.0 = 892.0 :886.2 :886.s : 890.4 :888.6 :888.6 100 Year Elev. : 882,95 100 Year Elev. : 889.98 100 Year Elev. : 884. 15 100 Year Elev.: 884.41 100 Year Elev.:888.38 100 Year Elev.:886.61 100 Year Elev. : 886.60 Minimum Top Of Bank Elev lvlínimum Top Of Bank EIev Minimum Top Of Bank Elev Mini¡num Top Of Bank Elev Minìrnum Top Of Bank Elev Minimum Top OFBank Elev lvlinirnum -fop Of Bank Elev S TO R]UT S E IYE R C OfuTP UTATI O NS : The storm sewer systerrs were designed so the storm lirre capacity was greater than or equal to the t0 year storm flow quantity through the pipe. The rational method was used to compute the flow quantities through the pipes which inclt¡des the future cleveloprnent oFthe individual lots. Enclosecl is an inlet rnap showing the anticipatecl inflow into the stonn sewer system. BENNETTTECHNOLOGY PARK PAGE -4 THE SJCHNEIDER CORPORATION AÐICPR N,ÍOÐELING: NODAL DIAGRAM i r I PROJE0T NAME: .........,......, i' - I pRoJEcr pHASE: ..............,j, !d bl DESCRIPTToT'I: iL _C . "": " """ 'i" "" " " "1: ilhe Schneider Corporatiotr NÀ ivl6 [¡ À6uñ) NA,'rr-l-rJ oDÉ L-CAJ I((.'?aPE\ DESIGNED BY: CHECKED BY:DATE: ,,..,,..,,.., ,. ASSUMPTIONS i REFERENCES Pc'|¡c ¡fl5 o j _--------l> l Ft ct e¿ ?oa di) ?oz!,58 PP.+ luls¿+t Poñt I fJ ÞNO Z (,t'na PRI f4ßÐf¿3 o )N\E¿-frÞi¡O / PNo\ lrlsrPa¡oz -æ< (P" n 'tz Pcñctr-l - ?o¡;02: P<3 Mse a z o1"l, I TßA l¡op0 ø b-7rcìùAL (z P"øt L rF( ¿ ) a )(P."^, pprvtTAí pzÞQcO5 ADICPR. IVIOÐÐLINC: EXISTING BASIN DATA & BASIN DBN,INС\TIOI\I Advanced Interconnected ChanneL & Pônd noutiÄg'(ICPR Ver 2.11) Copyright 1995'. StreamI ine Technotogiés, Inc.¡ 2 YEAR 24 HOUR DURATION STORM *******t** Basin suÍmafy - 2YR24HR **** tl l II ¡ I ¡ { lir Basin Name: Group Name: Node Nême: Hyd|ograph Type: Uni t Hydrognaph: Peaking Factor: Spec Time Inc (min): comp Time Inc (mín): Rainfa[ [ Fi Ie: RainfatI Amount (in): Storm Duration (hr): Status: Time of Conc. (min): Lag Time (hr): Area (acres): Vo[ of Unit Hyd (in)? curve Number: DCIA (%): Time Max (hrs): Ftow I'lax (cf s): Runoff. Votume ( ín): Runoff Votume (cf): EX3 EXIST NONE UH EXó EXIST NONE UH EX7 EXIST NONE UH EX1 EXIST NONE UH UH184 184.00 4.53 I+.53 SCSII-24 12.¿4 'l 0 .40 0.78 52940 UH484 2.64 ?4.00 ONS I TE 12.24 15.43 0.78 78505 UH484 76 -00 0 .00 484.00 3.07 3.07 scsrr-24 2.64 24.00 ONS I TE 23.00 0 .00 6.70 1 .00 UH4B/+ 484. 00 5.20 5 .20 SII.24 2-64 24.00 ONSITE 39.00 0.00 11 .08 1 .00 7ó. 00 0.00 484.00 t+ -53 4.53 SCSI I.24 SC 2.64 ?4.00 ONS I TE 34-00 0.00 18-72 1-00 76.00 0.00"J Ij I 34. 00 0.00 27.76 1 .00 76.00 0.00 12.31 5.ó0 0 -78 31317 12.16 4 .80 0.78 18954 ; J I I I I ì t J¡ i I I I J hdvanced Intercônnected Channet & Pond Routins (IcpnlVèr 2.11j Copyright 1995, Streamtine Technotogies, lnc. 10 YEAR 24 HOUR DURATION STORM ********** Basin Sunmafy _ 10YR24HR ********** t1l II I III ¡ J Basin Name: Group Name: Node Name: Hydrograph Type: Uni t Hydrograph: Peaking Factor: Spec Time Inc (min): Comp Time Inc (min): Rainfal' I Fi Ie: RainfatI Amount (in): Storm Duration (hr): Status: Time of conc. (min): La9 Time (hr): Area (acres): Vo[ of Unít Hyd (in): Cu¡ve Numbe¡: DcrA (%): Time Max (hrs): F Iow I'lax (cf s): Runoff Votume'(in): Runoff Votume (cf): 12.24 25.85 1 .80 122068 38.34 1.80 1810'ló 12.31 13 .90 1 .80 722.17 12.11 1',t.67 1 .80 4370¿ EX1 EXI ST NONE UH EX3 EXIST NONE UH EXó EXIST NONE UH EX7 EXIST NON E UH UH484UH484 UUHt 84 H484 I J i $¡ 484.00 484.004.53 5 .204.53 5.20 SCSI I -24 SCSI I.244.08 4.0824.00 ?4.00 ONS I TE ONS I TE34.00 39.000.00 0.00?7.76 1 1 .081.00 1.0076.00 76.000.00 0.00 484.00 4.53 4.53 SCS I I .24 4. 08 24.00 ONS I TE 34.00 0.00 18-72 1 .00 76.00 0.00 484.00 3 -07 3 _07 SCSI I -24 4 .08 24. 00 ONSI ÏE 23 .00 0-00 6.70 1 .00 76.00 0-00 f I ¡ I ì ìi It 1¿.2¿+ \ i ¡ à { t ; .t ¡j t t f - j' Advanced'lhterconhected Channel & Pond Routins (lcPR Ver 2.11) I copyright 1995, Streamtine Technotogies, Inc. lOO YEAR 24 HOUR DURATION STORM ì I ¡ I II "l ,l 't r*r******* Basin suÍmary - 100y24HR *******r*r**************************r*r***** Easin Name: Group Name: Node Name: Hydrograph Type: Unit Hydrograph: Peaking Factor: Spec Iime Inc (min): Cortp Tirne Inc (min): Rainfãt L Fì Le: Rainfatt Amount (in): Storm Duration (hr): S t atus: Time of Conc. (min): Lag Time (hr): Area (acres): Vo[ of unít Hyd (in): Curve Number: DCIA (%): Tíme Max (hrs): Ftor.¿ Max (cfs): Runoff Votume (in): Runoff Votume (cf): EX1 EXIST NONE UH 12.24 49.26 3.37 ??9241 EX3 EXI ST NONE UH UH484 484. 00 4.53 4.53 SCSII-24 ó.00 12.24 73.04 3.37 339943 EXó EXIST NONE UH UH484 184 .00 5.20 5.20 SCS I I .24 EX7 EXIST NONE UH 76.00 0.00 12 -11 22-?O 3.37 820ó8 ó. 00 24.00 ONS I TE 39. 00 0. 00 11.08 'l .00 76.O0 0.00 24.00 ONS I TE 34 .00 0. 00 27.76 1 .00 76.00 0.00 UH484 484.00 4.53 4.53 scsII-24 ó. 00 24.00 ONS I TE 34.00 0.00 18.72 1 .00 76.OO 0.00 H484U t I: I ì I Ij 184.00 3.07 3 -07 scsrr-24 ó.00 24.00 ONS I TE 23.00 0.00 6.70 1 .00 1 I J 1:N 12.31 26.47 3.37 135629 ¡It I I Jì ¡ ? I I ,i ¡ t, ftI -! 1 _i '¡ I..1.?.1 ç t ìt :i _t ti',/@': t.), '.!;':iJç','.ii,\, ADICPR MOÐELING: PROPOSED BASIN DATA & BASIN DELINEATION Advanced Interconnected Channe[ & Pond RoutinS (ICPR Ver 2-11) Copyright 1995, Streamtine Technotogies, lnc. tll 2 YEAR 21+ HOUR DURATIOT¡ SIoRM ********** Basin Surmary - 2yR24HR ********************************************* Basin Name: Group Name: Node Name: Hydrograph Type: Uni t Hydrograph: Peaking Factor: Spec Tíme lnc (min): Comp Time Inc (min): RainfatI Fite: RainfatI Anìount (in): Storm Duration (hr): Status: Time of Conc. (min): Lag líme (hr): Area (acres):' Vo[ of unit Hyd (in): curve Number: DCIA (%): 1íme Max (hrs): Ftow Max (cfs): Runoff Vo I ume ( i n) : Runoff Votume (cf): Basin Name: cnoup Name: Node Name: Hydrograph Type: Uni t Hydrograph : Peakí n9 Factor: spec Time Inc (mín): Comp Time Inc (min): Rainfa[ |' Fí le: RaìnfatL Amount (in): Storm Duration (hr): Status: Time of Conc. (min): Lag Time (hr): Area (acres): Vo[ of Unit Hyd (in): curve Number: Dc!A (%): Time Max (hrs): FLow Max (cfs): PR 1 MSE#3 BASE POND 1 UH UH484 484 .00 3.33 3.33 SCSI I -24 2.64 ?1 .OO ONSITE 25 .00 0.00 26-20 1 .00 8ó. 10 0.00 PRó BASE PONDó UH utl481 484 - 00 2-67 2.67 SCS I I .24 2.64 24.00 ONS I TE 20.00 0 .00 12.75 1 .00 90.00 0.00 PR2 BASE POND2 UH PR3l\ISE#2 BASE t"lsEPOND2 UH UH1+84 PR4 BASE POND4 UH 12.17 41.03 1 .65 171326 PR5MSE#1 BASE MSEPOND 1 UH UH484 484.00 ?.67 2.67 scsr I -24 ?.6r+ 2/+.00 ONSIIE 20.00 0.00 11.80 1 .00 90.00 0.00 11l*81+UH484 484 .00 0.80 0 .80 SCSI I -24 ?-64 21.00 ONS I ÏE ó. 00 0.00 4.35 1 .00 93.00 0.00 484.00 0 .80 0 .80 scstr-24 2.64 ?4.00 ONS I TE ó.00 0.00 5 .88 1 .00 93.00 0.00 484 .00 3.33 3 .33 scsr r -24 2_64 2t, -00 ONSITE 25.00 0-00 28.53 't .00 90 .00 0.00 12.17 33 -55 1 .s6 129707 12.00 15.62 1.91 40746 12.00 11 .55 1 .91 30143 12.09 20.62 1.65 708ó0 PR7 BASE PONDT UH UH48/+ 481.00 2.67 2.67 scsil-24 2.64 24.O0 ONS I TE 09 2a 12 2? 20 .00 0.00 7.02 1 .00 90.00 0.00 12 -09 1? -26 Advanced Interconnected ChanneL & Pond Routín9 (ICPR Ver 2. l1) Copyright 1995, StreamI ine Technotogies. Inc- tzl 2 YEAR 24 HOUR DURATION STORM ********** Basin Sunmany 2yR24HR r********************************t*********** Runoff Volume (in): Runoff Vo I ume ( cf ) : 1"ó5 76565 1 -65 42156 Advanced Interconnected Channet & Pond RoutinS (ICPR Ver 2.11) Copyright 1995, Streamline Technotogies, Inc, t1l 10 YEAR 24 HOUR DURATION STORM ********** Basin Sunmary - ',loyRz/+HR ******************************************** Basin Name: Group Name: Node Name: Hydrograph Type: Uni t Hydrograph: Peaking Factor: Spec Time Inc (min): Comp Time Inc (min): Rainfail. Fi te: RainfatI Amount (in): Storm Duration (hn): Status: Iime of Conc. (min): Lag Time (hr): Area (acres): Vo[ of Unit Hyd (ín): Curve Numbe¡: DCIA (%): Ìime Max (hrs): FloH Max (cfs): Runoff Votume (in): Runoff Votume (cf): Basin Name: Group Name: Node Name: Hydrograph Type Uni t Hydrograph: Peak í ng Factor: Spec Time Inc (min): Comp Time lnc (min): RainfaLI Fite: RainfatI Amount (in): Storm Duration (hr): Status: Tíme of Conc. (min): Lag Time (hr): Area (acres): Vo[ of Unit Hyd (in): Curve Numben: DCIA (%): lime Hax (hrs): Flon Hax (cfs): UH48t+ 484.00 2.67 2 -67 SCS I I .24 u8484 484 .00 2.67 2.67 SCSI I -24 PR 1I'ISE#3 BASE POND 1 UH UH484 24.00 ONS I TE 25 .00 0.00 ?6 -?O 1 .00 8ó.10 0.00 12 .17 64.OO 2.62 2t+9598 PR6 BASE PONDó UH 12.09 39 -/+9 PR2 BASE POND 2 UH UH484 484.00 2.67 2.67 scsrr-24 4.08 24.00 ONSI TE 20.00 0.00 11.80 1 .00 90.00 0.00 PR7 BAS E PONDT UH 12.09 21 .7t, PR3MSE#2 EASE MSEPOND2 UH 25.84 3.29 70295 PR4 BASE POND4 UH ONSITE 25.00 0.00 28.53 1 .00 90.00 0.00 PR5MSE#'I BASE MSEPOND 1 UH UH484UH484 UH484 481+. 00 0 .80 0 .80 SCSI I -24 4.08 24 -00 ONSITE 484.00 3.33 3.33 scsr r -24 4.08 24.00 484.00 0.80 0 .80 scsr r -24 4.08 24.00 ONS I TE ó.00 0.00 5 .88 1 .00 93.00 0.00 181'.00 3.33 3.33 SCSI I -24 4.08 ó .00 0.00 t+.35 1 .00 93 .00 0.00 12.09 3ó.55 2.99 1?8122 12.00 1?.17 77.92 2.99 309773 12.00 19.1? 3.29 5?004 4.08 21 .00 ONS I TE 20.00 0.00 7.02 1 .00 90.00 0.00 4.08 24.00 ONS I TE 20.00 0.00 12.75 1 .00 90-00 0.00 Advanced Interconnected Channe[ & Pond Rouiins (ICPR Ver 2.11 ) Copyright 1995, Streamtíne TechnoLogies, Inc. lzt 1O YEAR 24 HOUR DURATION STORII l********* BaSin SUfffiany - 'l0yR24HR ******************************************** Runoff VoLume (jn): Runoff Vo L ume ( cf ) : 2.99 138437 2.99 76222 Advanced Interconnected Channel & Pond Routins (lcPR Ver 2.11) Copyright 1995, Streamtine TechnoIogies, lnc. 1OO YEAR 24 HOUR DURATION STORH ill *r******** Basin Sufrmary - 100y24HR *******************************t************ Basin Name: Gnoup Names Node Name: Hydrograph Type Unit Hydrograph: Peaking Factor: Spec Time Inc (min): Comp Time Inc (min): Rainfa[ [ Fi te: RaìnfatI Amount (in): Storm Duratíon (hr): Status: Time of Conc. (min): Lag Time (hr): Area (acres): Vol. of Unit Hyd (in): Curve Numbec: DCIA (%): Iime Max (hrs): Ftow Max (cfs): Runoff Volume (in) Runoff Volume (cf) Basín Name: Group Namer Node ñame: Hydcograph Type Unit Hydrograph: Peaking Factor: Spec Time Inc (min): Comp Time Inc (mìn): Rainfa[ [ Fi Ie: Rainfa[ [ Amount (ín): Stonm Duration (hr-): Status: Time of Conc. (min): Lag Time (hr): Area (acres): Vo[ of unit Hyd (in): Curve Number: DCIA (%): Time Max (hrs): FLow Max (cfs): PR 1 MSE#3 BASE POND 1 UH UH481+ 484.00 3.33 3.33 SCSII-24 ó.00 24.00 ONS I TE 25.00 0 .00 26.20 1 .00 8ó.10 0.00 PR2 BASE POND 2 UH UH484 t+84 -0O 2.67 2.67 scst r -24 ó .00 24.00 ONS I TE 20.00 0.00 7.02 1 .00 90 .00 0 .00 PR3I',ISE#2 BASE MSEPOND2 UH PR4 BASE POND4 UH UH484 l+A/+ -OO PR5MSE#1 BASE MSEPOND 1 UH UH48/+ 484 _ 00 2-67 2.67 SCSI I -24 UH484UH4B4 484.00 ONS I ÏE ó.00 0.00 5 .88 1 .00 93.00 0.00 ó.00 24 -00 ONS I TE 20.00 0.00 11 .80 '1 .00 90.00 0.00 0 .80 0 .80 SCSII-24 ó.00 ?/1 .00 00 )7 18 71 12. 39- ). 1 104 3.33 3.33 SCSI I -24 6. 00 24 -00 ONSITE 25.00 0 .00 28.53 1 .00 90 .00 0 .00 484.00 0 .80 0.80 SCSI I -24 ó.00 2/+.0O ONS I TE ó.00 0.00 /+.35 1 .00 93.00 0.00 12 .17 105.52 1+.41 419822 12-11 123 -t+t+ 4 -84 501 188 12.00 29.06 5.1B 81726 PRó BASE POND6 UH PR7 BASE PONDT UH 12 -09 57.73 4.84 207291 UH484 484.00 2.67 2 -67 scstr-24 ó. 00 24_00 ONS I TE 20 .00 0 .00 12-75 1 .00 90.00 0 .00 12.09 ó2 .38 12.09 3t* -34 Advanced Intenconnected Channel & Pond RoutinS (ICPR Ver 2.11 ) Copyrìght 1995, Streamtine IechnoIogies, Inc. Q) 100 YEAR 21+ HOUR DURATION SIORM ***È****** Basin Sunmafy - 100y24HR ******************************************** Runoff Volume ( in): Runoff VoLume (cf):4.84 2?3980 /+.84 123321 aI-1lII!I¡IiI.faraot:/1AS/N42ItnÀ'IAC219"ft r\A(.-,I,4lIIl)I,1 crrAù/,{â' A.-lv___j Aí--_,'!t-l.lIIi,! X:.tr,î¡):)..i:j.x:t,.x1:<l1:9::1:.i!'a('*4C.fi:ð.ï:,.{.t.ü.'&9a"tto9'wçq'Lt^ôd')þ01'4nhädçÞ¿t-'?s hf1vry)'zl rÞadà.)a Eh'72,\a¿ b?t'tLhq¿hrd)rî.01Ehd) AÐICPR IVÍOÐtrLING: NOÐAL DATA Advanced Inteiconnected'Channel. & Pond RoutinS (tCPR Ver 2.11) t1l Copyright 1995, Streamtiine Technotogies, Inc- Bennett Technology Park/Bennett Farms Apts-, l',lSE ********** Input Repoft: NOdeS *********************t*************************** t .,.1 I ¡ r . ,.1 I'..1 J ri ',, ¡ I; t ,l ¡ I,' t,' t Name: MSEPDZDS Ease FIow(cfs): 0 cnoup: BASE Length(ft): 0 Coflmerit: POND 3 DO[./NSTREAM NoDE T ìme(h rs ) Stage( ft )0 87830 878 Init Stage(ft):878 Harn Stage(ft): 888 Name: MSEPONDl Base FLow(cfs): 0 Group: EASE Length(ft): 0 CoÍment: PROPOSED RETENTION AREA POND 5 Ini t Stage( ft): 885.52 tlarn Stage(ft): 891 Stage(ft) 885.52 BBó 887 888 889 Area(êc ) 0.1ó 0.18 0.22 o.26 0.31 Name: MSEPOND2 Base Ftow(cfs): 0 croup: BASE Length(ft): 0 CoÍment: ROPOSED RETENTI0N AREA POND 3 Init Stage(ft) l"/arn Stage(ft) 879 -5 887 Stage( f 879.5 880 885 Area(ac) 1 -14 1 .18 1 -54¡ iI_¡!Init Stage(ft) l,Jarn Stage(ft) 877 885 Namer PONDl Base Ftow(cfs): 0 croup: EASE Length(ft): 0 COIMENt: PROPOSED DETENTION AREA POND A s If¡ ',1 j ¿ f ft)age (Area(ac) 0 o.0779 0.309ó 0.7233 1 -0637 1.4088 1.716 2.0725 2.1587 877 878 879 880 881 882 883 884 885 JI i J I !.i 't Ij ì I -t 'I I l r1 {) ,ì iI rl .d ' .,J ,l 4.é ,i '¿ ,i a 'ì ìI ïli..i Advanced Inte.connected Channel & Pond Routing (tCpR Ver 2.11) t2] Copyright 1995, Streamtine Technotogies, lnc. Bennett Technology Park/Bennett Farms Apts., MSE ********** Input Repolt: NOdeS *****************************t*******t*É********* Name: PONDlDS Base Ftor¿(cfs): 0 croup: BASE Length(ft): 0 Conment: POND 'l DOWNSTREAM NODE Init Stage(ft):876 t./arn Stâge( ft ) : 890 Time(hrs) 0 30 Stage( 876 876 f Name: P0ND2 Base Ftow(cfs): 0 Group: BASE Length(ft): 0 Conment: PROPOSED RETENTION AREA POND 2 Init Stage(ft):885.7 Warn Stage(ft): 889 ac)Area ( 0.57 0.6't o.66 0.71 o.76 Stage( ft ) 885.7 886-7 887.7 888. 7 889 -7 Name: POND4 Base Ftow(cfs):0 Gt'oup: BASE Length(ft):0 COflMENt: PROPOSED RETENTION AREA POND 4 Init Stage(ft): 880 tJann Stage(ft): 885 Stage( f t ) 880 881 882 883 884 885 Area ( ac ) 0.67 0.73 o.79 0 .85 0 .91 0.97 I J N ame G roup Corment PONDó Base Ftow(cfs):0 BASÊ Length(ft): 0 PROPOSED RETENTION AREA POND ó Area(ac) 0.84 0.9 0.9ó 1 .03 1 .09 1 .16 1.2? Init Stage(ft) t./arn Stage(ft) 884 890 ti !t { I.t 1 Stage (f 884 885 88ó 887 888 889 890 't t J Advanced Interconnected Channel & Pond Routins (ICPR Ver 2-11) t3] Copyright 1995, Streamt ine Technotogies, Inc. Bennett lechnology Park/Bennett Farms Apts., MSE ********** Input Report: Nodes **t** ****** * ** * * T I I l Name: PoNDóDS Ease Ftow(cfs): 0 Group: BASE Length(ft): 0 Corment: POND ó DOWNSTREAM NODE 0 Init Stage(ft):883 t.Jarn Stage(ft):890 hrsme ft)age ( 30 883 883 I )Name: PONDT Base Ftow(cfs): 0 Group: EASE Length(ft): 0 CoÍmentr PROPoSED RETENTIoN AREA POND 7 Init Stage(ft):884 t/arn Stage(ft):890 ftStage (Area(ac) o.66 o.71 0.77 0.83 0 .89 0 .95 1.02 ij i I ,l i åI t ]l 'ì ! à¡ 884 885 886 887 888 889 890 ¡lame: PONDTDS Base Ftor¡(cfs): 0 croup: BASE Length(ft): 0 COfiNENt: POND 7 DOIJNSTREAI'I NODE Time(hns) 0 30 Init Stage(ft):883 t",aÊn Stage( f t ): 890 Stage ( 883 883 t ï è I I J ì II-¡ J ., ì I, -! II ¡ -! ADICPR MODELtrNG: PXPE D¡\TA AdVanced InterconnecEed ÔhanneL & Pond Routing ClCpn Ver 2.11) t1l Copyright 1995, Streaml ine TechnoLogies, Inc- Bennett Technotogy Park/Eennett FanÌs Apts., MSE ********** lnput Repoft: PipeS ************l****t***t*************t*****ttr*****t Geomet ry: Span(in): Rise(in): Invert(ft): Manning's N: Top CLíp(in): Bottom Ctip(in): Name:6-TEQUAL Group: BASE UPSTREAM Ci rcutar 2l+ 2l+ 884 From Node: PONDó To Node: PoNDT DOLJN STREAM Círcutar' 24 24 öÕ4 0.013 0 0 Length(ft): 1 17 Count:1 0.013 0 0 Equat i on: Ftow: Entrance Loss Coef: Exit Loss Coef: Eend Loss Coef: outIet CntrI Spec: Intet CntrI Spec: Stabitizer Option: Average K Both 0.5 0 0 Use dc or t!¿ Use dn None Upstream FHIJA InIet Edge Description: Circutar Concrete: Groove end projecting Downstream FHUA Intet Edge Description: CircuIar Concrete: Gnoove end projectìng POND ó TO POND 7 EOUALIZER PIPE 13 3 Name:, MSEPIol.JT Group: BASE Geomet ry: Span(ìn): Rise( in): Invert(ft): Manning's N: Top Ctip(in): Bottom cIip(in): MSEP0NDl Lensth(ft): 132 I4SEPOND2 Count: 1 Equation: Ftow: Entrance Loss Coef: Exit Loss coef: Bend Loss Coef: OutIet CntrI Spec: Inlet CntrI Spec: Stabitizer Option: UPSTREAM Ci ncuLar 15 15 885.52 0.013 0 0 From Node To Node DOIJN S TR EAI'1 Ci rcutar 15 t) 883 .88 0.013 0 0 Average K Both 0.5 0 0 Use dc or tw Use dn None Upstream FHIJA InIet Edge Description: Ci ncutar Concrete: Groove end projectÍng Downstream FHIJA InIet Edge Description: Circutar Concrete: Groove end projecting POND 5 OUTLET PIPE IJ 13 I 1 1 ) I I Advanced Interconnected Channei & pond Routing (tCpR Ver 2.11) t2ICopyright 1995, Streamtine Technotogíes, Inc- Bennett Technotogy Park,/Bennett Farrns Apts., l,lSE '1 j TiI ¡ I Itl :t, q I i ********** Input Report: Pipes **************************************i********** Geomet ry: Span( ín) I Rise(in): Invert(ft): Manningrs N: Top CI ip( in): Bottom ctip(in): Namer MSEP2OUT Group: BASE UPSTREAM Ci rcular 15 15 879.5 0 .013 0 0 From Node: I'ISEPOND2 To Node: MSEPD2DS DOUNS'IREAM Circutar 15 15 879 0 .013 0 0 Length(ft): 43 Count:1 Equa t i on: Ftow: Entrance Loss Coef:Exit Loss coef: Bend Loss Coef: Outtet CntrI Spec:Intet CntrI Spec: Stabi I izer Optíon; Average K Both 0.5 0 0 Use dc or tx Use dn None 1 ¡ I J.l 5 Upstream FHI{A lntet Edge Description:Circutar Concl.ete: Groove end projecting Downst¡eam FHWA Intet Edge Description:Círcular Concrete: Groove end projecting POND 3 OUTLET PIPE 3 13 2 -ì I rr'¡ ì { 't I J I :1 ',!lIj ,¡ ' Geomet ry: Span( in): R i se( în): I nvert( ft ) : Manning's N: Top Cl ip( in): Bottom Ctip(in): UPSTREAM Circutar 12 12 877 0.013 0 0 Name: PNDloUT Group: BASE From Node: PONDl To Node: PONDIDS DOtlNSTREAM Circutar 12 12 876.14 0 .013 0 0 Lensth(ft):8ó Count:1 Equat i on: FIow: Entrance Loss Coef:Exit Loss coef: Bend Loss Coef:outtet Cntrt Spec:Intet CntrI Spec: Stabi [ ízer Optiön: Average K Both 0.5 0 0 Use dc on tH Use dn None Upstream FHI/A Intet Edge Description:CircuIar concrete: Groove end w/ headwalt Downstream FHly'A Inlet Edge Descnìption:Circutar Concrete: Gnoove end projectîng POND 1 OUTLET PIPE 3 Ii ; Advanced Interconnected Channe[ & Pond Routing (ICPR Ver ?-11) 13 Copyright 1995, Streamtine Technotogies, lnc. Bennett Technotogy Park/Bennett Farms Apts., MSE *****È**** Input Report: Pipes ****************r***********************t*r****** Geometry: Span(in): Rise( in): Invert(ft): Manningrs N: Iop CLip( in): Bottom clip(in): UPSTREAM Ci rcutar 12 1? 885.7 0. 013 0 0 Name: PND20UT Group: BASE From Node3 P0ND2 lo Node: POND'l DOIJNSTREAI'I CírcuIar 12 12 885 .02 0.013 0 0 Length(ft): 338 Count: 1 Equa t i on: FIow: Entrance Loss Coef: Ex i t Loss Coef : Bend Loss Coef: outlet CntrI Spec: Intet CntrI Spec: Stabi Lizer Option: Average K Both 0.5 0 0 Use dc or tH Use dn None Upstream FHI,/A Intet Edge Descriptìon: Cincutar Concrete: Groove end projecting Downstream FHt,lA Intet Edge Description: Circutar Concrete: Groove end pr-ojecting POND 2 OUTLET PIPE 3 13 Name: PND4OUT Group: BASE From Node: PoND4 To Node: MSEPOND2 Length(ft): 39 Count: 1 G eome t ry: Span( i n): Rise(in): I nvert( ft ) : Hanningrs N: Top ct ip( in): Bottom Clip(in): UPSTREAM Ci rcutar 36 36 880 0.013 0 0 DOUN ST REAM Circutar 36 36 879.5 0.013 0 0 Equation: Ftow: Entrance Loss Coef: Exit Loss coef: Bend Loss Coef: 0uttet Cntrt Spec: Intet CntnI Spec: Stabitizer Option: Average K Both 0.5 0 0 Use dc or tr.l Use dn None Upstream FH|JA lntet Edge Descríption: Círcular Concrete: Groove end projecting Downstream FH[.JA Inl.et Edge Description; Circutar Concrete: croove end projecting POND 3 ,/ P¡ND 4 EçUALIZER PIPE J 3 Advanced Interconnected Channe[ & Pond Routing (ICPR Ver 2.11) i4] Copyright 1995, Streamtine TechnoIogies, Inc. Bennett Technotogy Park/Bennett Farms Apts., MSE *******t** lnput RepOft: pipeS ******************* Geomet ry: Span( in): Rise(in): Invert(ft): Manning's N: Top cLip(in): Bottom CI ip( in): UPSTREAM Ci rcutar 15 15 884 0. 013 0 0 Name: PNDóOUT Group: BASE From Node: P0ND6 To Node: PONDóDS DOIJNSTREAI'I CincuIar 15 15 883 .5 0.013 0 0 Length(ft): 1ó8 Count: 1 Equat i on: Ftow: Entrance Loss coef: Exi t Loss Coef: Bend Loss Coef: OutIet CntrI Spec3 InIet cntrl Spec: Stabitizer option: Average K Both 0.5 0 0 Use dc or tw Use dn None Upstream FHtA InIet Edge Description: Circutar Concrete: Groove end projecting Downstream FHWA InIet Edge Description: Circutar Concrete: croove end projecting POND ó OUTLET PIPE 3 13 Name: PNDTOUT Group: BASE From Node: PONDT To Node: PoNDTDS DOIJNSTREAM Ci rcutar' 1? 12 883 .5 0.013 0 0 Length(ft): 77 Count: 1 Geomet ry: Span( in): Rise(in): Invert(ft); Manning's N: Top ct ìp( in): Bottom CI ip( in): UPSTREAM Circular 12 12 884 0.013 0 0 Equat i on: Flow: Entrance Loss Coef: Exít Loss Coef: Bend Loss Coef: outIet CntrI Spec: Intet CntrI Spec: Stabi Iizer Option: Average K Eoth 0.5 0 0 use dc or tw Use dn Mone Upstream FHTJA Intet Edge Description: Circutar Concrete: Groove end projecting Do!¡nstream FHTJA Intet Edge Description: Ci rcuIar Conctete: Groove end pr-ojectíng POND 7 OUTLET PIPE 3 J ADICPR MODELING: SIMULATION RESIJLTS 2 ].EAR 24 HOUR STORM- 10 YEAR 24 HOUR STORIVI IOO YEAR 24 HOUR STORNI Advanced InÈercon¡ected ChannL[ & pond RoutinS (ICpR Ver 2.1 I )Copyright 1995, streamt ine TechnoLogies, Inc. lOO YEAR 24 HOUR DURATION STORM t1l *****t**** Node Maximum comparisons *l****t*******************************ú*********************r****************** @(lime units - hours)Sim Max Time Max Stage Name Conditjons (ft)|larn i ng Stage (ft)Max DeI ta Stage (ft)Max Sunface Area (sf)Max Time Max InftowInftow (cfs)Max 0utf low (cfs) Max T 0utf me ow *** Node Name MSEPD 2DS 0.00 0.00 0.00 Group: BASE 878.00 878 .00 878. 00 *** Node Name: MSEPONDI100Y24HR 12_1/,10YR24HR 12.122YR24HR 1?.09 *** Node Name: MSEPONDz 1 00Y24HR 13.41 1 0YR24HR 13 -132YR24HR 13.16 **r Node Name: POND'l100Y24HR 14.4/+ 1 0YR24HR 13.632YR24HR 13.01 *** Node Name 1 00Y24HR I OYR24HR 2YR24HR 1 00Y24HR 1 OYR24HR 2Y R24 HR *** Node Name 1 00Y24HR 1 OYR24HR 2YR24HR *** Node Name 1 00Y2¿+HR 1 OYR24HR 2YR24HR 888. 00 G roup; aoo 70 887./+5 886.77 Group: BASE884.15 887882.55 887881.22 887 Group: BASE883.59 885 .00881.99 885.00880.55 885.00 Group: BASE 87ó.00 876.00 87ó.00 Gnoup:8ASE889.98 889.00888.44 889.00887.21 889.00 Group: BASE 884.47 883.0ó 881 .96 Group: BASE 890.00 890. 00 890. 00 G roup 883.00 883 .00 883.00 BASE Group: BASE 88ó.ó0 890.00 0.0000 0.0000 0 .0000 13.t+1 13.13 13.46 1ó.09 12.47 8.28 0.0495 0.041 3 0.0327 '12.00 12.00 '12.00 28.99 19.O7 11 -47 12-14 12.12 12.03 34 34 9 B 7 .00 .00 .00 0 0 0 13.41 13.13 13.46 20 39 00 0 0 0 00 00 00 7lt 24 04 BASE 888. 00 888.00 891 .00 891 .00 891.00 00 00 00 890.00 890.00 890 .00 885.00 BB5 .00 885.00 12173.t+2 10376 -75 9197.07 0.03t+4 0 -0292 0.0197 0.0175 0.0496 0.0498 0.0401 0.0327 o.0197 0 -0471 0 -0421 0.0294 0.0269 0 -0219 0.013s 6t+/+95.74 59508. 96 55370.06 83958 . 5 1 ó1339.89 39858. 04 33763 .14 30394.76 27728.32 /+0868.?1 37203.89 34373.28 t+3706.8/+ 41005.71 39268.10 12 -17 12 -17 12.16 107.89 ó5 .82 34-82 51.15 32.56 18.58 55.27 35. 18 20.08 2 2 ? 91.12 49.11 27.96 16.09 12.47 8 .28 4 3 3 4l+ 63 0't 00 00 00 9.11 7.91 6.71 POND 1 DS 0.00 0.00 0.00 0.0000 0.0000 0.0000 14 -44 13.63 '13 . 01 9.11 7.91 6.71 12.16 12 .16 12.16 13.51 13.35 13.16 1¿.16 1?.17 12.16 12.21 12.42 12.46 1?.16 1? .16 12-16 12.20 12.30 12.44 ? 2 2 5 0 0 0 0 0 0 5 3 ? I 0o 00 00 83 ö4 89 POND 2 rJ.) I '13 . 35 13 -16 POND4 12.49 12-42 1?.46 *** Node Name: pONDó 100Y24HR 12.7510YR24HR 12.732YR24HR 12.5/. *** Node Name I 00Y24H R 1 OYR24H R 2YR24HR *** Node Name: pONDZ 100Y24HR 12.85 886 885 884 77 -74 39 -02 19.23 122.?2 77.4¿ 43.79 13.14 9 -77 5 -16 61 ô4 94 00 00 00 PONDóDS 0.00 0.00 0.00 0. 0000 0.0000 0.0000 5.25 5 -?5 5.25 890 .00 890 .00 890 .00 12 -75 12.73 12 -54 5B 53 78 6 1+ 2 UU 00 00 0 0 0 0 0 0 0 .0249 35 t 1 /+ . 05 12 -16 37.92 12.85 5 -54 l Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.11) Copyright 1995, Streamtine Technotogies, Inc. fzl 1OO YEAR 24 HOUR DURATION STORM *****È***È Node Maximum Comparísons *r***********r**t****rr*************È***3 I I I z I e(Iime units - hours) Sim Max Time Name Condi tions Max Stage (ft) [,Jarníng Stase (ft)Max Delta Stage (ft)Max Surface Area (sf)Max lime Inftow Max tnftow çcfs) Max Time Outf t ow i*****tÈ**** Max outf t or"r (cfs) 1 OYR24HR 2YR2l+HR 12.77 12.91 0 .020ó 0.01 19 0. 0000 0.0000 0 - 0000 3?698-98 30835.42 12.17 12 -16 12.85 12.77 12.91 24.07 12.62 12.77 12.91 *** Node Name: PONDTDS 1 00Y24HR 0.00 1 0YR24HR 0.002YR24HR 0.00 885 . ó4 884 .89 Group: BASE883.00 890.00883.00 890.00883.00 890.00 00 00 890 890 1.10 ¿.65 0-00 0.00 0 .00 '! 4 J "i 93 93 93 51 10 65 5 4 2 00 00 00 0 0 0 it 'i 1 .! å{ :1 ¡ ¡ þ 1I j b a I Ít :ì :ì ilI i ¡ ¿ ) 10 YEAR STORM SEWER DESIGN RATIONAL METIIOÐ TIMÐ OF CONCENTRATIONS JOB #: 1034.001 Based on TR-55 Time of va¡ues n Overland Flow Channel Flow short grass dense grass pavemènl 0 '15 024 0 011 9ÉSS @nctele iÞ¡ap 003 0 015 0 035 2yeat,24hourêin¡all = 2,gO ¡nches min¡muml c= 5 minutes 1 2 Flow FlowBas¡n name n o n % (min) TILength o/o (rus) Paved/Un Por (r0 TtVel (fus) n ( ír) Length a c 646 645 OUÞ 623 0 642 612 634 604 603 602 609 608 607 61.1 61 617 Þt 632 631 628 626 625 6?4 50 1 0.24 11 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 0 0 50 1 024 50 1 024 50 1 0.24 50 1 024 11 11 11 11 0 1 024 1 024 1 024 1 024 1'l 1'1 11 't1 11 11 11 1.1 1 0,24 1.1 1 024 1l '11 1l 11 0 11 11 11 11 1 O24 11 1 024 1 024 1 0.24 1 024 o24 o24 024 024 024 024 o24 200 200 200 200 500 500 600 600 600 600 400 400 400 200 200 200 600 600 0 0 0 400 400 500 500 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 750 1 P26 P25 P25 P2 3 4 4 2 4 3 P22 P22 P22 P22 P25 P25 0 P2 P2 P2 P2 P2 P2 P2 P2 P2 P2 P2 P2 P2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 18 16 16 5 15 13 13 13 13 15 't5 15 15 15 STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD- ECT:Bennett Technology Park 1034 001 3lztOO 10 JOB #: DATE: COMPUTED BY: K L SHEET NO : S IRUC IURE BASINS COMPOSITE BASINS TRAVEL TIME (min) FROM TO BASIN # c c*A Tc (acres)(min) (in/hr) o (cfs) SUM (c'A) Tc (min) (in/hr) o (cfs) 606 605 604 603 602 603 602 601 609 608 607 608 607 602 605612 611 610 6'10 607 606 ô05 604 603 602 6'12 611 610 075 075 075 0.75 000 298 274 o72 062 000 224 206 054 o.47 0,00 15 15 15 15 5 455 455 455 455 698 0.00 000 000 000 000 000 0.00 0.00 000 q 5 5 698 698 698 075 836 627 18 4.14 075 075 054 052 0.41 039 '13 13 488 488 10 17 935 246 212 000 0,00 0.00 0.00 25 98 197 .1 90 2?4 10 56 1110 I Z.Jb 15 20 20 21 22 455 391 391 381 371 000 000 080 5 b 13 6.98 661 488 627 18 414 041 080 IJ 488 488 10 17 41 33 43 45 44 06 45.88 000 000 388 25.98 1.97 388 '1.59 0.1 1 020 100 0.62 0.63 124 054 273 020 011 617 b tb 616 615 617 616 075 0.75 057 052 0 43 039 13 468 488 2.08 190 043 082 13 13 488 488 208 399 020 o34 632 631 630 629 623 631 ÞJU 629 623 622 629 623 633 634 628 626 625 624 626 625 624 623 632 ÞJt 630 629 623 633 634 628 626 625 624 l 0,75 0.75 075 075 000 115 1 ,10 265 ?76 000 086 083 199 207 0.00 '15 lc to '16 455 455 440 440 6.98 075 680 510 16 4.40 075 413 3 .10 16 4.40 0.75 075 075 000 LUJ 178 117 000 o.77 134 088 000 15 15 5 4.55 4.55 698 392 375 875 912 000 22 46 't3 64 3.51 607 399 000 086 169 368 10 85 16 93 15 16 16 18 21 440 4.40 414 3Il 510 16 440 3.10 to 440 077 299 2.99 15 15 15 15 4s5 455 455 3.92 743 16 19 44 93 64 49 22.46 tJ o4 3.51 959 13 58 13 58 o20 011 206 229 023 o42 042 011 o20 011 186 643 642 642 641 o4ó 642 075 075 058 o57 o44 043 13 13 488 488 2,12 208 044 086 13 13 488 488 212 421 024 022 647 646 645 ô46 645 644 647 646 645 075 075 000 351 299 000 263 224 000 16 16 5 440 440 698 11 59 988 000 263 488 488 16 19 20 440 402 391 1't 59 19.62 19 08 147 039 SÏORM SEWER DESIGN CALCULATIONS -PIPE DESIGN- PROJECT: JOB #: DATE: Bennett Technology Park 1034.001 3l2loo STORM: COMPUTED BY: K L SHEET NO : 10 Year STRUCTURE DESIGN o (cfs) L (ft) DIA. SLOPE (in) % CAP. o (cfs) VEL. (fUs) RIM ELEV. UP DOWN INVERT ELEV. UP DOWN COVER (ft) FROM TO 606 605 604 603 602 605 604 603 602 601 609 608 607 608 607 602 612 605 61'l 6'l 0 610 607 10.17 43.45 44 06 45.88 0.00 0.00 3.88 25.98 1.97 3.88 287 18 20 30 36 30 180 33 111 42 '1 90 1.12 1.45 1.10 0.22 114 224 97 12 12 15 o20 0.20 0.40 492 27 0 95 36 19 12 12 'l 00 200 14 57 43.69 49 71 55.82 47.50 8.24 8.90 10.13 9.40 4.94 160 1.60 4.1 1 2.04 X 2.04 X I aF 3038 764 358 507 4.56 645 899.00 892 50 892.17 892.17 891.00 892.50 892.17 892.17 891.00 894.39 885 70 897.00 890.50 897 00 890.50 891 00 898,00 892.50 891.68 891.68 891.68 892.70 893 00 887 33 887.1 0 886.58 884.60 BB7 55 887 10 886 58 884.60 884.36 885.70 885 47 885 02 885.47 885 02 884.64 892 00 BB7 33 886 00 885 64 885 64 885 26 431 238 ¿.¿ó 2.53 2.52 10.36 4.06 350 4.51 617 616 616 6'15 208 3,99 36 6'l 12 12 250 5.57 567 846 722 10.77 894.21 894.21 894.21 885.70 890 00 889.1 0 889 l0 885 70 304 3.94 632 631 bJU 629 623 631 630 ı¿v 623 622 629 623 6¿f) 625 624 623 oóJ 634 628 626 625 624 392 7.43 1619 44.93 64 49 22.46 13,64 3.51 9.59 13.58 13.58 36 20 412 42 12 1B 24 36 36 1.75 062 u.ıt 061 105 76 18 5.00 76 20 36 20 335 tc '15 21 24 24 500 050 050 0.50 0.50 4.7 4 8,32 17.93 52 43 68.79 6.04 4.71 571 742 9.73 23.63 1337 14 53 11 84 4.60 11.27 16 10 16.10 3.75 4.69 5.12 512 891.55 891.55 892 50 894.70 894.1 0 891,55 892.50 894.70 894.1 0 880.00 894.70 894,70 894.10 894.10 887.50 886,52 886.52 887.50 886.52 886.52 887 50 894.1 0 886.00 885.37 885 25 BB2,95 880.44 885.37 885 25 BB2 95 880 44 880.00 8BB 00 88420 885,00 881,20 882 50 882 40 882 22 882 12 882.40 882.22 882.12 880.45 438 4.49 502 842 10.33 501 7.68 358 2.16 207 3.15 643 642 642 641 2.12 4.21 36 40 12 15 0.67 0.65 t 41, 5.24 374 427 887.90 887 90 887 90 884.00 884,50 884 26 884 00884 26 aaa 222 647 646 645 646 645 644 1 1.59 19.62 19.08 454 24 264 27 71 27 039 0.67 067 14.22 25.42 25.42 453 639 6.39 894.00 891.00 891.00 891.00 891.00 884 00 888.00 886.23 884,47 886.23 884.47 884.00 3.77 2.27 4.03 APPENDIX G – BENNETT TECH ROAD (REDD ROAD) APPROVED DRAINAGE REPORT 8126 Castleton Road  Indianapolis, Indiana 46250  Phone: 317.849.5832  Fax: 317.841.4281 Web: www.B-L-N.com STORMWATER DESIGN NARRATIVE BENNETT TECHNOLOGY PARK, BLOCK A REDD ROAD Project Location: Bennett Parkway & S.R. 421 Carmel, IN Prepared For: REI Investments, Inc. 11711 N. Pennsylvania Street, Suite 200 Carmel, IN 46032 1st Submittal Date: May 8, 2012 2nd Submittal Date: August 28, 2012 - 2 - TABLE OF CONTENTS TABLE OF CONTENTS ................................................................................................................ 2  PROJECT DESCRIPTION ............................................................................................................. 3  FEMA MAP OVERVIEW .............................................................................................................. 3  WATERSHED DESCRIPTION ..................................................................................................... 3  SOILS OVERVIEW ........................................................................................................................ 3  TABLE 1 – PROJECT SOILS 3  EXISTING CONDITIONS ............................................................................................................. 4  TABLE 2 – MASTERPLAN DESIGN PARAMETERS 4  PROPOSED CONDITIONS ........................................................................................................... 5  STORM SEWER DESIGN ............................................................................................................. 5  STORM WATER QUALITY ......................................................................................................... 7  TABLE 3 – EXISTING POND STAGE-STORAGE 9  FUTURE OUTLOT DESIGN CRITERIA ................................................................................... 10  TABLE 4 – OUTLOT DESIGN CRITERIA 10  SUMMARY .................................................................................................................................. 11  REFERENCES .............................................................................................................................. 11  APPENDICES ............................................................................................................................... 12  APPENDIX A - LOCATION MAP  APPENDIX B – FEMA MAPS  APPENDIX C – SOILS MAP & INFORMATION  APPENDIX D – EXISTING WATERSHED MAP  APPENDIX E – STORM SEWER BASIN MAP AND EMERGENCY OVERFLOW PATH MAP  APPENDIX F – STORM SEWER & INLET DESIGN CALCULATIONS (INCLUDES CN & HGL CALCULATIONS)  APPENDIX G - WATER QUALITY ANALYSIS (EXISTING MASTERPLAN DETENTION POND)  APPENDIX H – WATER QUALITY AQUA-SWIRL CALCULATIONS  APPENDIX I – CURVE NUMBER (CN) CALCULATIONS AND EXHIBITS FOR WATERSHED ‘PR1’  APPENDIX J – MASTERPLAN DRAINAGE REPORT FOR BENNETT TECHNOLOGY PARK  APPENDIX K – MASTERPLAN DRAINAGE REPORT FOR THE DOMAIN AT BENNETT FARMS APARTMENTS  - 3 - PROJECT DESCRIPTION REI Investments, Inc. is proposing to build 700 feet of roadway within an existing vacant lot just west of State Road 421 (Michigan Road) and south of Bennett Parkway within the City of Carmel, Hamilton County, Indiana and the Town of Zionsville, Boone County, Indiana. The roadway will include a storm sewer network master-planned for future development along the east side of the proposed roadway. For reference, the project site is located at approximate latitude 39º56’50”N and longitude 86º14’26”W. FEMA MAP OVERVIEW The project site is located within the FEMA Community Panel Map # 18057C0205F dated February 19, 2003, which indicates the site is located within the Flood Designation ‘Zone X, Areas outside of 500-year floodplain (No Shading)’. The project site is also located within the FEMA Community Panel Map #18011C0353E dated January 18, 2012, which indicates the site is located within the Flood Designation ‘Zone X, Areas outside of the 0.2% annual chance floodplain (No Shading)’. The FEMA Maps are included in Appendix B. WATERSHED DESCRIPTION The project site is located within the ‘Eagle Creek-Long Branch/Irishman Run’ watershed as provided on the IndianaMap GIS system. The 14-digit Hydrologic Unit Code (HUC) for this watershed is 05120201120080. SOILS OVERVIEW The project site contains the soils listed in the following Table. The Hydrologic Soil Group (HSG) for each soil is also provided. The appropriate limits of each soil type are depicted in the Soils Map provided in Appendix C. TABLE 1 – PROJECT SOILS Soil Symbol Soil Name, Description HSG Br Brookston Silty Clay Loam B CrA Crosby Silt Loam C - 4 - EXISTING CONDITIONS The site is located within the Bennett Technology Park. The drainage and detention for the Park has been masterplanned as the development has progressed. This site is located within a watershed designated to convey runoff from the development into an existing detention pond located at the northwest corner of the overall masterplan site. The existing pond was sized to handle the development of this project as well as other areas within the overall Bennett Technology Park. A copy of the original design is included in Appendix J. A site vicinity map, which shows the approximate location of the masterplan detention pond, is presented in Appendix A. For reference purposes, the existing topography onsite can be delineated into two separate drainage watersheds. E1 – Sheet drains runoff to the north into a curb inlet along the south side of Bennett Parkway in front of this site and into a 15 inch pipe that connects into the aforesaid curb inlet. This existing storm sewer does not connect into the masterplan sewer system and detention pond. Therefore, the proposed storm network will not connect into this existing storm sewer for the proposed roadway and outlots. E2 – Sheet drains runoff to the south onto the adjoining property. A map of the existing watersheds can be viewed in Appendix D. The back half of two offsite apartment buildings will drain onto the proposed roadway. This additional runoff will be accounted for in the roadway storm sewer network. These apartments are located within the same masterplan detention basin as the proposed roadway. As provided in the original design, this site is part of watershed ‘PR1’. PR1 has a total area of 26.2 acres, a CN value of 86.1 and an overall Time of Concentration of 25 minutes. PR1 was used in the design of the detention system. Conversely, the storm water pipe network was designed utilizing separate nomenclature. The subject site is labeled as part of Basin ‘612’ in the storm pipe basin map. The design for these pipes allowed for the following: TABLE 2 – MASTERPLAN DESIGN PARAMETERS The proposed roadway and outlots only consist of 4.64 acres of the 8.36 acres of Basin 612. To summarize for comparison purposes, this project will need to result in an overall Curve Number of CN=86.1 or less to meet the detention requirements and a Runoff Coefficient of C=0.75 or less to me the storm sewer requirements. This will ensure the project is within the masterplan design parameters. Basin Name Area Ac. Runoff Coefficient ‘C’ 612 8.36 0.75 Total 8.36 0.75 - 5 - PROPOSED CONDITIONS As mentioned above, the project is within a masterplan development. Detention for the project has been previously designed and constructed in an existing pond to the northwest of the site. As a result it is necessary to evaluate the proposed improvements in order to confirm that this project can be designed within the overall masterplan design parameters. The composite Curve Number (CN) value for watershed ‘PR1’ that corresponds to existing detention pond that this project is draining into was evaluated. The CN value was calculated for PR1 under the current land usage, along with the proposed conditions for this project, which includes the future outlots under fully-developed conditions. The future outlots were analyzed as 85% impervious and 15% pervious under fully-developed conditions for the masterplan design analysis. The table below compares the calculated CN value to the PR1 masterplan CN. PR1 Watershed  Masterplan  CN  Calculated  CN  86.1 84.9  As seen above, the calculated CN is less than the allowable masterplan CN for watershed ‘PR1’. The watershed map, calculations, and design information used to calculate the CN value is presented in Appendix I. STORM SEWER DESIGN The storm sewer pipes and inlets were designed using the Rational Method for a 10-year storm event in accordance with the City of Carmel Stormwater Technical Standards Manual. The runoff for each inflow to the system was determined using composite Runoff Coefficients and NRCS TR-55 methodology for Tc using a minimum of 5 minutes. Inlets located at sag conditions were designed as 50% blocked. Inlets on continuous grade were designed using INDOT equations and procedures, which uses Manning’s Equations. The storm sewer network was not only designed for the proposed roadway, but was designed to handle the oulots adjoining the roadway to the east under developed conditions. The proposed storm sewer network connects into an existing storm sewer that was designed as part of the storm sewer system for the apartment complex located just west of the project (The Domain at Bennett Farms Apartments). The apartment complex storm sewer connects into the masterplan storm network that drains into the detention pond. This existing storm sewer connection was analyzed using Manning’s Equation to determine its capacity. The existing storm sewer was surveyed to obtain constructed inverts and lengths of the storm sewer. The capacity calculations are shown on the next sheet: - 6 - Domain at Bennett Farms Apartments Connection Pipe Design Capacity = 14.40 cfs *Denotes Surveyed (“As-built”) Information After reviewing the masterplan drainage report for Domain at Bennett Farms Apartments, it was determined that the connection pipe for this roadway and future outlots was not constructed per design and the allowable capacity is not sufficient to handle the future outlots under fully-developed conditions. The storm sewer network for this project was designed by back calculating the allowable impervious area for the future outlots that will result in an overall runoff that is less than the existing connection storm pipe’s capacity. The back calculated runoff coefficients for the future outlots under developed conditions is C=0.55. This runoff coefficient equates to 52% impervious area and 48% pervious area. These calculations are shown below: Storm Sewer Basin 665 Area: 1.940 ac. Storm Sewer Basin 672 Area: 1.292 ac. Total Area = 1.940 + 1.292 = 3.232 ac. Impervious C Value = (0.85 + 0.90)/2 = 0.875 Pervious C Value = 0.20 Composite C = (0.875 * Imp. Area) + (0.20 * Perv. Area) = 0.55 3.232 Imp. Area + Perv. Area = 3.232 ac. Solve equations: Impervious Area = 1.676 ac. = 52% Pervious Area = 1.566 ac. = 48% Manning's Equation Type: Circular Pipe Using Inverts *n (RCP) 0.013 *Dia (in) 24 *Length (ft) 352.4 *Upper Invert (ft) 888.34 *Lower Invert (ft) 887.33 Wetted Perimeter (ft) 6.28 Area (ft^2) 3.14 Slope (ft/ft) 0.0029 Capacity, Q (cfs) 12.14 Velocity, V (ft/sec) 3.87 - 7 - By designing the overall project area to only account for 52% impervious area for the future outlots under developed conditions, it allows the proposed storm sewer system to connect into the apartment’s existing storm trunk line. Because of the existing pipe capacity limitations, the future outlots will require onsite detention before draining into the proposed storm sewer network if greater than 52% impervious is constructed within the outlots. The onsite detention required will need to be designed to the extent the future development runoff exceeds the existing pipe capacities for a 10-year design storm. The current design, which involves the proposed roadway, contributing stormwater runoff is well within the existing connection pipe’s capacity limits. These calculations can be seen by examining the Storm Sewer Pipe Design spreadsheet. The detention pond masterplan report calculations show that the masterplan storm network was designed for an overall runoff coefficient of 0.75. This proposed projects overall runoff coefficient is 0.56, which includes the outlots developed with 52% impervious area. This project’s coefficient is less than the masperplan’s coefficient; therefore the design parameters have been met. To see the total project runoff coefficient calculations, see the Storm Sewer Pipe Design spreadsheet. Temporary diversion swales will be constructed to divert all the storm runoff associated with the outlot pads until they are developed into the roadway storm sewer network. The project area is not affected by any FEMA Floodplains and the FEMA Base Flood Elevation will not flood portions of the project via outfalls or storm sewer systems. The storm sewer basin map is included in Appendix E and the storm sewer and inlet calculations are included in Appendix F. The masterplan drainage report for the apartment complex is attached under Appendix J. STORM WATER QUALITY EXISTING DETENTION POND ANALYSIS This project is within the masterplan Bennett Technology Park drainage system. The existing detention pond to the northwest has been sized to handle the detention requirements for the site. The pond will serve as a water quality feature for the development as well. In order to verify the existing pond is capable of performing the water quality functions, the City of Carmel Stormwater Technical Standards Manual has been used for a guide in analyzing the system. The following is a description of the analysis. Step 1 – Determine the contributing Drainage Area to the Pond. From the masterplan stormwater design report, the contributing drainage area to Pond1 is 26.2 Acres and labeled as PR1MSE#3. - 8 - Step 2 – Determine the % Impervious Cover of the contributing Drainage Area The % impervious was back-calculated to be 75% for the entire contributing watershed. See calculations below: ܺ%ሺܥ ݅݉݌݁ݎݒ݅݋ݑݏሻ ൅ ܻ%ሺܥ ݃ݎܽݏݏሻ ൌ 0.75 ܹݐ݀.ܥ ܺ% ൅ ܻ% ൌ 100% Where: X% = Percentage of Impervious Cover Y% = Percentage of Grass Cover C impervious = 0.90 C grass = 0.30 Solving the above simultaneously results in the following: X% = 75% Impervious Y% = 25% Pervious Step 3 – Determine the Water Quality Volume, WQv As outlined in the Manual, ܹܳݒ ൌ ௉ ௫ ோ௩ ௫ ஺ ଵଶ Where: P is 1inch of rainfall Rv = 0.05+0.009(%Impervious) or 0.05+0.009(75) = 0.725 A is the contributing drainage area or 26.2 Acres Therefore, the ܹܳݒ ൌ ଵ" ௫ ଴.଻ଶହ ௫ ଶ଺.ଶ ଵଶ ൌ 1.58 ܣܿ െ ݂ݐ Step 4 – Check Pond Volume In accordance with the Standards BMP Design Criteria, the volume of the permanent pool of the pond shall be at least 3 times the WQv. Based on actual as built topographic information, the normal pool of the pond has a surface area of 1.75 Acres. Minimum Pond Volume = 3 x WQv or 3 x 1.58 Ac-ft = 4.74 Ac-ft. Depth of Pond Required = 4.74 Ac-ft ÷ 1.75 Ac = 2.7 feet. The existing pond is approximately 6 feet to 8 feet deep. 6 feet > 2.7 feet - 9 - Step 5 – Check Time to Empty WQv In accordance with the Standards BMP Design Criteria, the pond shall be able to retain the WQv and allow it to flow out over a minimum of 12 to 48 hours. Based on actual as built topographic information, the existing pond has the following stage -storage relationship: TABLE 3 – EXISTING POND STAGE-STORAGE Elevation Area, Ac. Cumulative Storage Volume, Ac-ft 877.4 1.75 0 878 1.8 1.07 879 1.88 2.91 880 1.96 4.83 881 2.04 6.83 882 2.12 8.91 883 2.2 11.07 884 2.25 13.30 Based on the above, the WQv of 1.58 Ac-ft occurs at elevation: 2.91 െ 1.07 879 െ 878 ൌ 1.84 ܣܿ െ ݂ݐ/݂ݐ 1.58 െ 1.07 1.84 ൌ 0.28 ݂ݐ 0.28 ݂ݐ ൅ 878 ൌ 878.28 Therefore, the WQv is contained within the pond at elevation 878.28. An ICPR model was set up with the existing pond stage-storage information and the pond outfall pipe in order to determine how much time would be required to empty the WQv from the pond. The ICPR model information is provided in Appendix G. Based on the model, the pond will take more than 72 hours to drain the WQv. Therefore, this requirement has been met. - 10 - AQUA-SWIRL CALCULATIONS An Aqua-Swirl was designed as the second water quality treatment unit for this project. The Aqua-Swirl is located just prior to where the proposed storm sewer will connect into the existing apartment complex storm network. All stormwater associated with this project will be treated by the Aqua-Swirl prior to entering the existing storm sewers. The Aqua-Swirl has been designed to handle the outlots under fully developed conditions, which in this analayis is 85% impervious and 15% impervious (The same percentages used to analysis the masterplan detention pond for water quantity for Bennett Technology Park). The Aqua-Swirl was designed as an offline unit, and the size selection for the Aqua-Swirl was chosen from the list of pre-approved Indianapolis Water Quality Units as directed by the City of Carmel Engineer and Stormwater Technical Standards. The design calculations, Aqua-Swirl layout and details, and Hydro-CAD output are presented in Appendix H. FUTURE OUTLOT DESIGN CRITERIA Table 4 below summarizes the design criteria parameters that must be met for the future outlots design to ensure that under fully developed conditions the outlets will conform within the design parameters of the masterplan watershed ‘PR1’, the proposed roadway storm sewer network, and the water quality treatment systems. TABLE 4 – OUTLOT DESIGN CRITERIA Future Outlots Storm Sewer Design Criteria  Storm Sewer  Basins  Area  (ac)  Runoff  Coeff.  Percent  Impervious  Percent  Pervious  10‐year Storm Runoff (cfs)  (Rational Method)  665 1.940 0.55 52% 48% 6.85  672 1.292 0.55 52% 48% 6.28  *Note: Onsite detention will be necessary due to storm pipe capacity limitations  Water Quantity & Quality Design Criteria  Allowable Land Usage for Future Outlots  Analysis    Area/Watershed  Masterplan Detention  Pond Aqua‐Swirl ‐ BMP  Masterplan  BMP/Pond  Percent  Impervious  Percent  Pervious  Percent  Impervious Percent  Pervious Percent  Impervious  Percent  Pervious  Future Outlots 85% 15% 85% 15%  ‐‐‐  ‐‐‐  Masterplan "PR1"  Watershed  ‐‐‐  ‐‐‐  ‐‐‐  ‐‐‐ 75% 25%  - 11 - SUMMARY REI Investments, Inc. is proposing to construct a new roadway as part of the Bennett Technology Park, which includes its own masterplan for drainage and water quality treatment for future developed outlots located along the roadway. The project site was included in the masterplan design for drainage of the overall Park. As a result it was necessary to ensure the proposed improvements and future developed outlots met the original design parameters. After comparison, it is evident the proposed design is within those parameters and no adverse impacts on the surrounding or downstream drainage systems are anticipated. REFERENCES 1. Hamiton County Soils Map (Web Soil Survey) 2. FEMA Flood Insurance Rate Maps, FEMA Website 3. Indiana Drainage Handbook 4. INDOT Design Manual 5. City of Carmel Stormwater Technical Standards Manual 6. Indianapolis Stormwater Design & Construction Specifications Manual 7. ICPR Software by Streamnologies 8. Hydro-CAD by Hydro-CAD Software Solutions, LLC 9. Microsoft Excel - 12 - APPENDICES APPENDIX A - LOCATION MAP  APPENDIX B – FEMA MAPS  APPENDIX C – SOILS MAP & INFORMATION  APPENDIX D – EXISTING WATERSHED MAP  APPENDIX E – STORM SEWER BASIN MAP AND EMERGENCY OVERFLOW PATH MAP  APPENDIX F – STORM SEWER & INLET DESIGN CALCULATIONS (INCLUDES CN & HGL CALCULATIONS)  APPENDIX G - WATER QUALITY ANALYSIS (EXISTING MASTERPLAN DETENTION POND)  APPENDIX H – WATER QUALITY AQUA-SWIRL CALCULATIONS  APPENDIX I – CURVE NUMBER (CN) CALCULATIONS AND EXHIBITS FOR WATERSHED ‘PR1’  APPENDIX J – MASTERPLAN DRAINAGE REPORT FOR BENNETT TECHNOLOGY PARK  APPENDIX K – MASTERPLAN DRAINAGE REPORT FOR THE DOMAIN AT BENNETT FARMS APARTMENTS  APPENDIX A - LOCATION MAP APPENDIX B – FEMA MAPS APPENDIX C – SOILS MAP & INFORMATION Mich igan Rd Bennet P k w y Bennett P k w y £¤421 Br CrA UfnA564840 564840 564870 564870 564900 564900 564930 564930 564960 564960 564990 5649904422090 4422090442212044221204422150442215044221804422180442221044222104422240442224044222704422270442230044223000 80 160 24040 Feet 0 20 40 6010 Meters± 39° 56' 54''86° 14' 20''39° 56' 46''86° 14' 20''39° 56' 46'' 39° 56' 54''86° 14' 28''86° 14' 28''Map Scale: 1:1,160 if printed on A size (8.5" x 11") sheet. Custom Soil Resource Report Soil Map United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Boone County, Indiana, and Hamilton County, Indiana Natural Resources Conservation Service March 23, 2012 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://soils.usda.gov/sqi/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (http://offices.sc.egov.usda.gov/locator/app? agency=nrcs) or your NRCS State Soil Scientist (http://soils.usda.gov/contact/ state_offices/). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The Soil Data Mart is the data storage site for the official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means 2 for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................7 Soil Map................................................................................................................8 Legend..................................................................................................................9 Map Unit Legend................................................................................................10 Map Unit Descriptions........................................................................................10 Boone County, Indiana...................................................................................12 UfnA—Urban land-Crosby complex, 0 to 2 percent slopes.........................12 Hamilton County, Indiana................................................................................14 Br—Brookston silty clay loam......................................................................14 CrA—Crosby silt loam, 0 to 3 percent slopes..............................................14 References............................................................................................................16 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil scientists classified and named the soils in the survey area, they compared the 5 individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil- landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 6 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 7 Mich igan Rd Bennet P k w y Bennett P k w y £¤421 Br CrA UfnA564840 564840 564870 564870 564900 564900 564930 564930 564960 564960 564990 5649904422090 4422090442212044221204422150442215044221804422180442221044222104422240442224044222704422270442230044223000 80 160 24040 Feet 0 20 40 6010 Meters± 39° 56' 54''86° 14' 20''39° 56' 46''86° 14' 20''39° 56' 46'' 39° 56' 54''86° 14' 28''86° 14' 28''Map Scale: 1:1,160 if printed on A size (8.5" x 11") sheet. Custom Soil Resource Report Soil Map MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Units Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Gully Short Steep Slope Other Political Features Cities Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Map Scale: 1:1,160 if printed on A size (8.5" × 11") sheet. The soil surveys that comprise your AOI were mapped at scales ranging from 1:12,000 to 1:15,840. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for accurate map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: UTM Zone 16N NAD83 This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Boone County, Indiana Survey Area Data: Version 13, Dec 9, 2011 Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 12, Dec 10, 2011 Your area of interest (AOI) includes more than one soil survey area. These survey areas may have been mapped at different scales, with a different land use in mind, at different times, or at different levels of detail. This may result in map unit symbols, soil properties, and interpretations that do not completely agree across soil survey area boundaries. Date(s) aerial images were photographed: 7/19/2003 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report Map Unit Legend Boone County, Indiana (IN011) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI UfnA Urban land-Crosby complex, 0 to 2 percent slopes 0.2 3.5% Subtotals for Soil Survey Area 0.2 3.5% Totals for Area of Interest 4.8 100.0% Hamilton County, Indiana (IN057) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Br Brookston silty clay loam 2.4 49.8% CrA Crosby silt loam, 0 to 3 percent slopes 2.2 46.7% Subtotals for Soil Survey Area 4.6 96.5% Totals for Area of Interest 4.8 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially Custom Soil Resource Report 10 where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha- Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 11 Boone County, Indiana UfnA—Urban land-Crosby complex, 0 to 2 percent slopes Map Unit Setting Elevation:600 to 1,000 feet Mean annual precipitation:36 to 44 inches Mean annual air temperature:49 to 54 degrees F Frost-free period:150 to 190 days Map Unit Composition Urban land:50 percent Crosby and similar soils:45 percent Minor components:5 percent Description of Urban Land Setting Landform:Till plains Interpretive groups Land capability (nonirrigated):8 Other vegetative classification:Trees/Timber (Woody Vegetation) Description of Crosby Setting Landform:Till plains Landform position (two-dimensional):Footslope, summit Landform position (three-dimensional):Interfluve Down-slope shape:Convex Across-slope shape:Linear Parent material:Loess over loamy till Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:20 to 40 inches to densic material Drainage class:Somewhat poorly drained Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 6 to 24 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:50 percent Available water capacity:Low (about 5.8 inches) Interpretive groups Land capability (nonirrigated):2w Other vegetative classification:Trees/Timber (Woody Vegetation) Typical profile 0 to 8 inches:Silt loam 8 to 11 inches:Silt loam 11 to 14 inches:Silt loam 14 to 28 inches:Clay loam 28 to 36 inches:Loam Custom Soil Resource Report 12 36 to 80 inches:Loam Minor Components Williamstown Percent of map unit:3 percent Landform:Till plains Landform position (two-dimensional):Backslope, shoulder Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Other vegetative classification:Trees/Timber (Woody Vegetation) Typic argiaquolls Percent of map unit:2 percent Landform:Swales on till plains, depressions on till plains Landform position (two-dimensional):Toeslope Across-slope shape:Concave Other vegetative classification:Mixed/Transitional (Mixed Native Vegetation) Custom Soil Resource Report 13 Hamilton County, Indiana Br—Brookston silty clay loam Map Unit Setting Elevation:720 to 980 feet Mean annual precipitation:36 to 42 inches Mean annual air temperature:49 to 52 degrees F Frost-free period:175 to 185 days Map Unit Composition Brookston and similar soils:100 percent Description of Brookston Setting Landform:Depressions on till plains Landform position (two-dimensional):Footslope Down-slope shape:Concave Across-slope shape:Linear Parent material:Loamy till Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:About 0 to 12 inches Frequency of flooding:None Frequency of ponding:Frequent Calcium carbonate, maximum content:40 percent Available water capacity:High (about 10.0 inches) Interpretive groups Land capability (nonirrigated):2w Other vegetative classification:Mixed/Transitional (Mixed Native Vegetation) Typical profile 0 to 11 inches:Silty clay loam 11 to 58 inches:Clay loam 58 to 70 inches:Loam CrA—Crosby silt loam, 0 to 3 percent slopes Map Unit Setting Elevation:720 to 980 feet Mean annual precipitation:36 to 42 inches Mean annual air temperature:49 to 52 degrees F Frost-free period:175 to 185 days Custom Soil Resource Report 14 Map Unit Composition Crosby and similar soils:90 percent Description of Crosby Setting Landform:Till plains Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Parent material:Loess over loamy till Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:20 to 40 inches to densic material Drainage class:Somewhat poorly drained Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 6 to 24 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:40 percent Available water capacity:Low (about 5.4 inches) Interpretive groups Land capability (nonirrigated):2w Other vegetative classification:Trees/Timber (Woody Vegetation) Typical profile 0 to 11 inches:Silt loam 11 to 27 inches:Clay loam 27 to 32 inches:Loam 32 to 60 inches:Loam Custom Soil Resource Report 15 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://soils.usda.gov/ Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http://soils.usda.gov/ Soil Survey Staff. 2006. Keys to soil taxonomy. 10th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http://soils.usda.gov/ Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://soils.usda.gov/ United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.glti.nrcs.usda.gov/ United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://soils.usda.gov/ United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://soils.usda.gov/ 16 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. Custom Soil Resource Report 17 APPENDIX D – EXISTING WATERSHED MAP APPENDIX E – STORM SEWER BASIN MAP AND EMERGENCY OVERFLOW PATH MAP APPENDIX F – STORM SEWER & INLET DESIGN CALCULATIONS (INCLUDES CN & HGL CALCULATIONS) 200-6 TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations Rainfall Intensity (Inches/Hour) Return Period (Years) Duration 2 5 10 25 50 100 5 Min. 4.63 5.43 6.12 7.17 8.09 9.12 10 Min. 3.95 4.63 5.22 6.12 6.90 7.78 15 Min. 3.44 4.03 4.55 5.33 6.01 6.77 20 Min. 3.04 3.56 4.02 4.71 5.31 5.99 30 Min. 2.46 2.88 3.25 3.81 4.29 4.84 40 Min. 2.05 2.41 2.71 3.18 3.59 4.05 50 Min. 1.76 2.06 2.33 2.73 3.07 3.47 1 Hr. 1.54 1.80 2.03 2.38 2.68 3.03 1.5 Hrs. 1.07 1.23 1.42 1.63 1.91 2.24 2 Hrs. 0.83 0.95 1.11 1.37 1.60 1.87 3 Hrs. 0.59 0.72 0.84 1.04 1.22 1.42 4 Hrs. 0.47 0.58 0.68 0.84 0.99 1.15 5 Hrs. 0.40 0.49 0.58 0.71 0.83 0.97 6 Hrs. 0.35 0.43 0.50 0.62 0.72 0.85 7 Hrs. 0.31 0.38 0.44 0.55 0.64 0.75 8 Hrs. 0.28 0.34 0.40 0.49 0.57 0.67 9 Hrs. 0.25 0.31 0.36 0.45 0.52 0.61 10 Hrs. 0.23 0.28 0.33 0.41 0.48 0.56 12 Hrs. 0.20 0.24 0.29 0.35 0.41 0.48 14 Hrs. 0.17 0.22 0.25 0.31 0.36 0.42 16 Hrs. 0.16 0.19 0.23 0.28 0.32 0.38 18 Hrs. 0.14 0.17 0.20 0.25 0.29 0.34 20 Hrs. 0.13 0.16 0.19 0.23 0.27 0.31 24 Hrs. 0.11 0.14 0.16 0.20 0.23 0.27 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992. (Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-3: Rainfall Depths for Various Return Periods Time of Concentration Calculations Beam, Longest, and Neff, LLC 8126 Castleton Road Indianapolis, IN 46250 (317)849-5832 Project: Project #: Location: Carmel, IN Site Flow Condition: Developed Site Flow Calculation: Tc Sheet Flow (Applicable to Tc only) Segment ID 663 670 Grass: Dense Grasses Grass: Dense Grasses 0.240 0.240 45 40 4. Two-yr 24-hr rainfall, P2 (in)2.66 2.66 0.015 0.020 9.27 7.52 Sheet Flow (Applicable to Tc only) Segment ID 663 670 Smooth Smooth 0.011 0.011 55 4. Two-yr 24-hr rainfall, P2 (in)2.66 2.66 0.020 0.020 0.12 0.12 Sheet Flow (Applicable to Tc only) Segment ID 663 670 Grass: Dense Grasses Grass: Dense Grasses 0.240 0.240 44 4. Two-yr 24-hr rainfall, P2 (in)2.66 2.66 0.020 0.020 1.19 1.19 Shallow Concentrated Flow Segment ID 663 670 Paved Paved 50 50 0.005 0.007 1.435 1.698 0.58 0.49 Shallow Concentrated Flow Paved Paved 0.000 0.000 0.00 0.00 Channel Flow Gutter/Roadway Flow Gutter/Roadway Flow 12. Allowable Spread (ft)8.5 8.5 13. Long. Slope, %0.50% 0.70% 14. Cross-Slope, %2.00% 2.00% 0.013 0.013 16. Depth (ft)0.17 0.17 17. Q (cfs)1.35 1.60 1.87 2.21 151 193 1.35 1.45 12.51 10.78 1. Surface Description 2. Manning's roughness coeff., n 3. Flow Length, L (ft) (total L ≤ 100 ft) 5. Land Slope, s (ft/ft) 6. Tt = ((0.007 (nL)0.8)/(P2 0.5s0.4))(60) (min) 9. Watercourse Slope, s (ft/ft) 1. Surface Description 2. Manning's roughness coeff., n 3. Flow Length, L (ft) (total L ≤ 100 ft) 5. Land Slope, s (ft/ft) 5. Land Slope, s (ft/ft) 7. Surface Description 11. Tt = ((L)/(3600V))(60) (min) 7. Surface Description 8. Flow Length, L (ft) 6. Tt = ((0.007 (nL)0.8)/(P2 0.5s0.4))(60) (min) Bennett Tech Road 110042 19. Flow Length, L (ft) 15. Manning's roughness coeff., n 18. V (ft/sec) 6. Tt = ((0.007 (nL)0.8)/(P2 0.5s0.4))(60) (min) 1. Surface Description 2. Manning's roughness coeff., n 10. Average Velocity, V (ft/s) 3. Flow Length, L (ft) (total L ≤ 100 ft) 20. Tt = ((L)/(3600V))(60) (min) 8. Flow Length, L (ft) 9. Watercourse Slope, s (ft/ft) 10. Average Velocity, V (ft/s) 11. Tt = ((L)/(3600V))(60) (min) 20. Total Tc (min) Prepared by Nick Schmitt 4/6/2012 Page 1 Rational Runoff Coefficient Calculations Beam, Longest and Neff, LLC 8126 Castleton Road Indianapolis, IN 46250 (317) 849-5832 Project: Project #: Location: Site Flow Condition: Developed Subcatchment ID: 665 Runoff Coefficient (C) Area (acres)CA 0.55 1.940 1.07 -- -- -- -- -- -- - 1.940 1.07 Weighted Runoff Coefficient (C): 0.55 Site Flow Condition: Developed Subcatchment ID: 664 Runoff Coefficient (C) Area (acres)CA 0.85 0.096 0.082 0.20 0.036 0.007 -- -- -- -- -- - 0.132 0.089 Weighted Runoff Coefficient (C): 0.67 Site Flow Condition: Developed Subcatchment ID: 663 Runoff Coefficient (C) Area (acres)CA 0.85 0.096 0.082 0.90 0.110 0.099 0.20 0.189 0.038 -- -- -- -- - 0.395 0.218 Weighted Runoff Coefficient (C): 0.55 Totals = - - - - Totals = Totals = Bennett Tech Road 110042 Carmel , IN Future Development Surface Type - - - - - - Slightly Pervious Soil (w/ turf) Surface Type Pavement - - Surface Type Pavement - - All Watertight Roof Surfaces Slightly Pervious Soil (w/ turf) - Prepared by Nickolas Schmitt 8/17/2012 Page 1 Rational Runoff Coefficient Calculations Beam, Longest and Neff, LLC 8126 Castleton Road Indianapolis, IN 46250 (317) 849-5832 Project: Project #: Location: Bennett Tech Road 110042 Carmel , IN Site Flow Condition: Developed Subcatchment ID: 672 Runoff Coefficient (C) Area (acres)CA 0.55 1.292 0.711 -- -- -- -- -- -- - 1.2920 0.711 Weighted Runoff Coefficient (C): 0.55 Site Flow Condition: Developed Subcatchment ID: 671 Runoff Coefficient (C) Area (acres)CA 0.20 0.086 0.02 0.85 0.220 0.19 -- -- -- -- -- - 0.306 0.20 Weighted Runoff Coefficient (C): 0.67 Site Flow Condition: Developed Subcatchment ID: 670 Runoff Coefficient (C) Area (acres)CA 0.20 0.280 0.06 0.85 0.187 0.16 0.90 0.110 0.10 -- -- -- -- - 0.577 0.31 Weighted Runoff Coefficient (C): 0.54 Totals = Totals = Totals = - Surface Type Slightly Pervious Soil (w/ turf) - - - Surface Type Future Development - - - Pavement - - - - Pavement All Watertight Roof Surfaces - Surface Type Slightly Pervious Soil (w/ turf) - - - Prepared by Nickolas Schmitt 8/17/2012 Page 2 Runoff Curve Number Calculations Beam, Longest and Neff, LLC 8126 Castleton Road Indianapolis, IN 46250 (317) 849-5832 Project: Bennett Tech Road Project #:Input Cells Location:Headings Drop Down Menu Calc Cells Site Flow Condition: Pre-Developed Subcatchment ID: E1 Soil Name Hydrologic Group Type of Area Cover Description Curve Number (CN) Area (acres)CN*A Impervious B/C Urban Paved Parking Lots, Roofs, Driveways, Etc. 98 0.268 26 Br B Urban Open Space - Fair Condition (Grass 50% - 75%) 69 1.212 84 CrA C Urban Open Space - Fair Condition (Grass 50% - 75%) 79 1.118 88 -- -- -- -- Totals = 2.598 198 Weighted Curve Number (CN): 76 Site Flow Condition: Pre-Developed Subcatchment ID: E2 Soil Name Hydrologic Group Type of Area Cover Description Curve Number (CN) Area (acres)CN*A Impervious B/C Urban Paved Parking Lots, Roofs, Driveways, Etc. 98 0.110 11 Br B Urban Open Space - Fair Condition (Grass 50% - 75%) 69 1.159 80 CrA C Urban Open Space - Fair Condition (Grass 50% - 75%) 79 1.070 85 -- -- -- -- Totals = 2.339 175 Weighted Curve Number (CN): 75 110042 Carmel, Indiana Pre-Developed Conditions LEGEND Prepared by Nickolas Schmitt 8/17/2012 Page 1 Runoff Curve Number Calculations Beam, Longest and Neff, LLC 8126 Castleton Road Indianapolis, IN 46250 (317) 849-5832 Project: Bennett Tech Road Project #:Input Cells Location:Headings Drop Down Menu Calc Cells Site Flow Condition: Developed Subcatchment ID: 665 Soil Name Hydrologic Group Type of Area Cover Description Curve Number (CN) Area (acres)CN*A Impervious B/C/D Urban Paved Parking Lots, Roofs, Driveways, Etc. 98 1.009 99 Br C Urban Open Space - Good Condition (Grass > 75%) 74 0.465 34 CrA D Urban Open Space - Good Condition (Grass > 75%) 80 0.466 37 -- -- -- -- Totals = 1.940 171 Weighted Curve Number (CN): 88 Site Flow Condition: Developed Subcatchment ID: 664 Soil Name Hydrologic Group Type of Area Cover Description Curve Number (CN) Area (acres)CN*A Impervious B/C/D Urban Paved Parking Lots, Roofs, Driveways, Etc. 98 0.096 9 Br C Urban Open Space - Good Condition (Grass > 75%) 74 0.019 1 CrA D Urban Open Space - Good Condition (Grass > 75%) 80 0.017 1 -- -- -- -- Totals = 0.132 12 Weighted Curve Number (CN): 92 Site Flow Condition: Developed Subcatchment ID: 663 Soil Name Hydrologic Group Type of Area Cover Description Curve Number (CN) Area (acres)CN*A Impervious B/C/D Urban Paved Parking Lots, Roofs, Driveways, Etc. 98 0.206 20 Br C Urban Open Space - Good Condition (Grass > 75%) 74 0.098 7 CrA D Urban Open Space - Good Condition (Grass > 75%) 80 0.091 7 -- -- -- -- Totals = 0.395 35 Weighted Curve Number (CN): 88 Site Flow Condition: Developed Subcatchment ID: 672 Soil Name Hydrologic Group Type of Area Cover Description Curve Number (CN) Area (acres)CN*A Impervious B/C/D Urban Paved Parking Lots, Roofs, Driveways, Etc. 98 0.672 66 Br C Urban Open Space - Good Condition (Grass > 75%) 74 0.310 23 CrA D Urban Open Space - Good Condition (Grass > 75%) 80 0.310 25 -- -- -- -- Totals = 1.292 114 Weighted Curve Number (CN): 88 Post-Construction Conditions LEGEND 110042 Carmel, Indiana Prepared by Nickolas Schmitt 8/17/2012 Page 1 Runoff Curve Number Calculations Beam, Longest and Neff, LLC 8126 Castleton Road Indianapolis, IN 46250 (317) 849-5832 Project: Bennett Tech Road Project #:Input Cells Location:Headings Drop Down Menu Calc Cells Post-Construction Conditions LEGEND 110042 Carmel, Indiana Site Flow Condition: Developed Subcatchment ID: 671 Soil Name Hydrologic Group Type of Area Cover Description Curve Number (CN) Area (acres)CN*A Impervious B/C/D Urban Paved Parking Lots, Roofs, Driveways, Etc. 98 0.220 22 Br C Urban Open Space - Good Condition (Grass > 75%) 74 0.045 3 CrA D Urban Open Space - Good Condition (Grass > 75%) 80 0.041 3 -- -- -- -- Totals = 0.306 28 Weighted Curve Number (CN): 92 Site Flow Condition: Developed Subcatchment ID: 670 Soil Name Hydrologic Group Type of Area Cover Description Curve Number (CN) Area (acres)CN*A Impervious B/C/D Urban Paved Parking Lots, Roofs, Driveways, Etc. 98 0.297 29 Br C Urban Open Space - Good Condition (Grass > 75%) 74 0.146 11 CrA D Urban Open Space - Good Condition (Grass > 75%) 80 0.134 11 -- -- -- -- Totals = 0.577 51 Weighted Curve Number (CN): 88 Prepared by Nickolas Schmitt 8/17/2012 Page 2 Storm Network CalculationsBeam, Longest and Neff, LLC8126 Castleton RoadIndianapolis, IN 46250(317) 849-5832Project: Bennett Tech Road1.0Project #: 1100422.5Location: Carmel, INDesign Storm for Pipe: 10-yearDesign Storm for Inlets: 10-yearUpper Lower665 664 1.940 0.55 1.067 1.067 6.00 6.005.94 6.34 6.34895.10 895.00 20 0.49% 18 RCP 0.0137.40 6.34 Check 4.19 Check0.08 Bee-Hive 897.97 18 2.51.16 Box - See Detail Check664 663 0.132 0.67 0.088 1.155 5.00 6.085.93 6.85 6.85894.90 894.75 29 0.51% 18 RCP 0.0137.54 6.85 Check 4.27 Check0.11 Comb. Inlet 899.16 18 2.52.55 MH - See Detail Check663 662 0.395 0.55 0.217 1.373 12.51 12.514.88 6.70 6.85894.65 894.55 16 0.64% 18 RCP 0.0138.44 6.85 Check 4.78 Check0.05 Comb. Inlet 899.16 18 2.52.70 MH - See Detail Check662 661 0.000 0.00 0.000 1.373 0.00 12.564.88 6.69 6.85894.45 893.10 259 0.52% 18 RCP 0.0137.61 6.85 Check 4.30 Check1.00 Solid Lid 899.47 18 2.53.21 MH - See Detail Check661 660 0.000 0.00 0.000 1.373 0.00 13.574.74 6.51 6.85893.00 891.90 194 0.57% 18 RCP 0.0137.94 6.85 Check 4.49 Check0.72 Solid Lid 900.00 18 2.55.19 MH - See Detail CheckTotal =2.467672 671 1.292 0.55 0.711 0.711 6.00 6.005.94 4.22 4.22894.65 894.40 21 1.19% 15 RCP 0.0137.07 4.22 Check 5.76 Check0.06 Bee-Hive 897.85 15 2.251.76 Box - See Detail Check671 670 0.306 0.67 0.205 0.916 5.00 6.065.93 5.43 5.43894.30 893.90 28 1.42% 15 RCP 0.0137.73 5.43 Check 6.30 Check0.07 Comb. Inlet 898.50 15 2.252.66 Double Inlet Structure Check670 660 0.577 0.54 0.312 1.227 10.78 10.785.12 6.28 6.28893.80 893.65 10 1.51% 15 RCP 0.0137.95 6.28 Check 6.48 Check0.03 Comb. Inlet 898.50 15 2.253.16 Double Inlet Structure CheckTotal =2.175660 673 0.000 0.00 0.000 2.600 0.00 14.294.65 12.08 12.08892.60 892.35 16 1.54% 18 RCP 0.01313.09 12.08 Check 7.41 Check0.04 Solid Lid 898.68 18 2.54.37 MH - See Detail Check673 Ex. 625 0.000 0.00 0.000 2.600 0.00 14.324.64 12.07 12.08891.00 890.30 49 1.42% 18 RCP 0.01312.56 12.08 Check 7.11 Check0.12 Solid Lid 898.71 18 2.54.65 MH - See Detail Check12.14 Ex. Manhole Out Invert = 888.344.64Aqua-Swirl Invert = 891.50Total Runoff Coefficient = 0.56 = (C*A Accum) / Total Area = 2.600 /4.64Cover CheckExisting Pipe Capacity (cfs) = Total Area (acres) =Inlet TypeRim/Back of Curb Elev. (ft)Pipe Dia. (in)Thickness of Pipe (in)Cover (ft) Str. Type Calc.Pipe Capacity (cfs)Capacity Needed (cfs)Capacity CheckVelocity (ft/s)Velocity CheckTravel Time (min)Invert ElevationLength (ft)Slope (%)Pipe Dia. (in)Pipe TypeManning's nAccum.Sub-basin Tc (min) Storm Watershed Tc (min)I (in/hr) 10-yrCalc. Runoff (cfs)Design Runoff (cfs)From ToDrainage Area, A (acres)Runoff Coeff. CC*ADesign Criteria:CarmelCover Required for Yards (ft)Cover Required Under Pavement (ft)RUNOFF CALCULATIONSSTORM PIPE CAPACITY CALCULATIONSCOVER & STRUCTURE CALCULATIONSPrepared by Nick Schmitt 8/17/2012Page 1 Inlet Spacing and Gutter Flow Calculations8.5 Per Lane (Includes Curb Width of 0.5')*Rf Note: Check INDOT Chart 36‐10A (default value 1)0.0050.020.013663 0.395 0.53 12.51 4.88 1.02 1.02 7.66 Check 1.73 R-3501-TR/TL 1.00 2.17 0.31 1.00 0.23 0.48 0.54Inlet Capture Width (ft)Rs (side flow interception efficiency)*Rf (front flow interception efficiency) Q intercepted, Qi (cfs)Q bypassed, Qb (Q-Qi)CarmelAlignmentLine AStations 4+90.32 ‐ 7+00Allowable Spread, ftDesign CriteriaRoad Spread, T (ft)Spread CheckLongitudal Slope, SL (ft/ft)Cross Slope, SX (ft/ft)Manning's n Concrete Gutter‐Asphalt Pavement ‐ SmoothRight Side InletEo (Ratio inlet flow to road flow )Inlet Length (ft)Inlet ID #Gutter Velocity (ft/sec)Total Grate Runoff, Q (Qr+Qb) Drainage Area, A (acres)Runoff Coeff, CCasting ModelInlet Tc (min)I (in/hr) 10-yrRegional Grate Runoff, Qr (cfs)Prepared By Nick Schmitt 1BLN Inlet Spacing and Gutter Flow CalculationsBLN8.5 Per Lane (Includes Curb Width of 0.5')*Rf Note: Check INDOT Chart 36‐10A (default value 1)0.0050.020.013664 0.132 0.66 5.00 6.12 0.53 0.53 6.00 Check 1.47 R-3501-TR/TL 1.00 2.17 0.39 1.00 0.28 0.30 0.23AlignmentLine ADesign CriteriaCarmelStations 4+90.32 ‐ 7+00Allowable Spread, ftLongitudal Slope, SL (ft/ft)Cross Slope, SX (ft/ft)Manning's n Concrete Gutter‐Asphalt Pavement ‐ SmoothLeft Side InletInlet ID #Drainage Area, A (acres)Runoff Coeff, C*Rf (front flow interception efficiency) Inlet Tc (min)I (in/hr) 10-yrRegional Grate Runoff, Qr (cfs)Total Grate Runoff, Q (Qr+Qb) Road Spread, T (ft)Spread CheckRs (side flow interception efficiency)Q intercepted, Qi (cfs)Q bypassed, Qb (Q-Qi)Gutter Velocity (ft/sec)Casting ModelInlet Capture Width (ft)Inlet Length (ft)Eo (Ratio inlet flow to road flow )Prepared by Nick Schmit 4/6/2012 Roll Curb Street Sag Condition Inlet Capacity and Spread CalculationBLN8 Per Lane (Excludes Curb)100.02670 0.577 0.52 10.78 5.12 1.53 R-3501-N 2.00 3.2 8.6 1 1.60 4.30 0.23 0.04 0.23 2.72 7.18671 0.306 0.65 5.00 6.12 1.22 R-3501-N 2.00 3.2 8.6 1 1.60 4.30 0.19 0.02 0.19 2.33 5.5626.0012.7413.26YesWidth of Pavement (ft)Sum of Spreads (ft)Calculated Travel Lane (ft)CheckWeir Depth (ft)Grate Perimeter (ft)Casting ModelNumber of InletsGrate Area (ft²)Grate Perimeter (ft)Inlet Depth/Sump (in)Spread, T (ft)Water Depth (in)Water Depth (in)Water Depth (ft)Spread, T (ft)Left SideInlet Depth/Sump (in)Grate Area (ft²)Grate Perimeter (ft)50% BlockedInlet ID #Drainage Area, A (acres)Runoff Coeff, CInlet Tc (min)Weir Depth (ft)Orifice Depth (ft)Water Depth (ft)I (in/hr) 10-yrRegional Grate Runoff, Q (cfs)Casting ModelNumber of InletsGrate Area (ft²)Grate Perimeter (ft)Orifice Depth (ft)CarmelStation 2+23.42Allowable Spread in Pavement (ft)Cross Slope, Sx (ft/ft)AlignmentLine ADesign CriteriaTravel Lane Required (ft)50% BlockedInlet ID #Drainage Area, A (acres)Runoff Coeff, CInlet Tc (min)I (in/hr) 10-yrRight SideRegional Grate Runoff, Q (cfs)Grate Area (ft²)Prepared By Nick Schmitt 4/6/2012 Hydraflow Plan ViewProject file: Storm Sewer HGL Calcs.stmNo. Lines: 1008-16-2012Hydraflow Storm Sewers 2003 Storm Sewer Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No. 1 Str. 673 - 625 12.08 18 c 49.2 890.30 891.00 1.423 891.80 892.32 0.13 End 2 Str. 660 - 673 12.08 18 c 16.2 892.35 892.60 1.542 893.85 894.02 0.76 1 3 Str. 661 - 660 6.85 18 c 193.7 891.90 893.00 0.568 894.78* 895.60* 0.11 2 4 Str. 662 - 661 6.85 18 c 258.9 893.10 894.45 0.521 895.71* 896.81* 0.18 3 5 Str. 663 - 662 6.85 18 c 15.6 894.55 894.65 0.640 896.98* 897.05* 0.18 4 6 Str. 664 - 663 6.85 18 c 29.3 894.75 894.90 0.512 897.23* 897.35* 0.04 5 7 Str. 665 - 664 6.34 18 c 20.3 895.00 895.10 0.494 897.38* 897.46* 0.20 6 8 Str. 670 - 660 6.28 15 c 10.0 893.65 893.80 1.500 894.90 894.96 0.07 2 9 Str. 671 - 670 5.43 15 c 28.2 893.90 894.30 1.420 895.15 895.24 0.07 8 10 Str. 672 - 671 4.22 15 c 21.0 894.40 894.65 1.189 895.65 895.69 0.23 9 Project File: Storm Sewer HGL Calcs.stm Number of lines: 10 Run Date: 08-16-2012 NOTES: c = circular; e = elliptical; b = box; Return period = 10 Yrs.; * Indicates surcharge condition. Hydraflow Storm Sewers 2003 Hydraulic Grade Line ComputationsPage 1 Line Size Q Downstream Len Upstream Check JL Minorcoeff lossInvert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgyelev elev head elev elev elev head elev Sf loss(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)1 18 12.08 890.30 891.80 1.50 1.77 6.84 0.73 892.53 1.324 49.2 891.00 892.32 1.32 1.65 7.32 0.83 893.16 1.188 1.256 0.618 0.15 0.132 18 12.08 892.35 893.85 1.50* 1.77 6.84 0.73 894.58 1.324 16.2 892.60 894.02 1.42 1.73 6.98 0.76 894.78 1.144 1.234 0.200 1.00 0.763 18 6.85 891.90 894.78 1.50 1.77 3.88 0.23 895.01 0.426 194 893.00 895.60 1.50 1.77 3.88 0.23 895.83 0.426 0.426 0.824 0.45 0.114 18 6.85 893.10 895.71 1.50 1.77 3.88 0.23 895.94 0.426 259 894.45 896.81 1.50 1.77 3.88 0.23 897.04 0.426 0.426 1.102 0.75 0.185 18 6.85 894.55 896.98 1.50 1.77 3.88 0.23 897.22 0.426 15.6 894.65 897.05 1.50 1.77 3.88 0.23 897.28 0.426 0.426 0.067 0.75 0.186 18 6.85 894.75 897.23 1.50 1.77 3.88 0.23 897.46 0.426 29.3 894.90 897.35 1.50 1.77 3.88 0.23 897.58 0.426 0.426 0.125 0.15 0.047 18 6.34 895.00 897.38 1.50 1.77 3.59 0.20 897.59 0.365 20.3 895.10 897.46 1.50 1.77 3.59 0.20 897.66 0.365 0.365 0.074 1.00 0.208 15 6.28 893.65 894.90 1.25* 1.23 5.12 0.41 895.31 0.946 10.0 893.80 894.96 1.16 1.19 5.28 0.43 895.40 0.818 0.882 0.088 0.15 0.079 15 5.43 893.90 895.15 1.25* 1.23 4.43 0.30 895.45 0.707 28.2 894.30 895.24 0.94 0.98 5.51 0.47 895.71 0.855 0.781 0.220 0.15 0.0710 15 4.22 894.40 895.65 1.25* 1.23 3.44 0.18 895.83 0.427 21.0 894.65 895.69 1.04 1.09 3.87 0.23 895.92 0.416 0.422 0.089 1.00 0.23Project File: Storm Sewer HGL Calcs.stmNumber of lines: 10 Run Date: 08-16-2012NOTES: * Crown depth assumed., ** Critical depth assumed.Hydraflow Storm Sewers 2003 0 50 100 150 200 250 300 350 400 450 500 550 600887.00892.00897.00902.00907.00912.00Ln: 118 (in)Ln: 218 (in)Ln: 318 (in)Ln: 418 (in)Ln: 518 (in)Ln: 618 (in)Ln: 718 (in)Reach (ft)Elev. (ft)Proj. file: Storm Sewer HGL Calcs.stmHydraflow Storm Sewers 2003Storm Sewer Profile 0 10 20 30 40 50 60 70 80 90 100 110 120 130887.00891.00895.00899.00903.00907.00Ln: 118 (in)Ln: 218 (in)Ln: 815 (in)Ln: 915 (in)Ln: 1015 (in)Reach (ft)Elev. (ft)Proj. file: Storm Sewer HGL Calcs.stmHydraflow Storm Sewers 2003Storm Sewer Profile APPENDIX G –WATER QUALITY ANALYSIS (EXISTING MASTERPLAN DETENTION POND) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.(BLN Job #100058)The Domain at Bennett FarmsExisting Pond Water Quality AnalysisNodesA Stage/AreaV Stage/VolumeT Time/StageM ManholeBasinsO Overland FlowU SCS Unit CNS SBUH CNY SCS Unit GAZ SBUH GALinksP PipeW WeirC ChannelD Drop StructureB BridgeR Rating CurveH BreachE PercolationF FilterX Exfil TrenchT:Pond1DSA:Pond1P:Pond1Out The Domain at Bennett FarmsExisting Pond Water Quality AnalysisInput Data============================================================================================== Basins ======================================================================================================================================================================== Name: Node: Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Peaking Factor: 0.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 0.00 Area(ac): 0.000 Time Shift(hrs): 0.00 Curve Number: 0.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ============================================================================================== Nodes ========================================================================================================================================================================= Name: Pond1 Base Flow(cfs): 0.000 Init Stage(ft): 878.280 Group: BASE Warn Stage(ft): 882.100 Type: Stage/Area Stage(ft) Area(ac)--------------- --------------- 877.400 1.7500 878.000 1.8000 879.000 1.8800 880.000 1.9600 881.000 2.0400 882.000 2.1200 883.000 2.2000 884.000 2.2500------------------------------------------------------------------------------------------ Name: Pond1DS Base Flow(cfs): 0.000 Init Stage(ft): 877.070 Group: BASE Warn Stage(ft): 878.000 Type: Time/Stage Time(hrs) Stage(ft)--------------- --------------- 0.00 877.070 999.00 877.070============================================================================================== Pipes =========================================================================================================================================================================(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 2 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisInput Data Name: Pond1Out From Node: Pond1 Length(ft): 48.00 Group: BASE To Node: Pond1DS Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.50 Rise(in): 24.00 24.00 Exit Loss Coef: 0.00 Invert(ft): 877.400 877.070 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: NoneUpstream FHWA Inlet Edge Description:Circular Concrete: Groove end w/ headwallDownstream FHWA Inlet Edge Description:Circular Concrete: Groove end projecting============================================================================================== Routing Simulations =========================================================================================================================================================== Name: WQv Hydrology Sim: 010yr-24hr Filename: S:\2010\100058 - REI BENNET APTS\ENGR\EXPOND-ICPR\WQv.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 72.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- ---------------72.000 5.000 Group Run --------------- -----BASE Yes (BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 2 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 0.00 878.28 882.10 79430 0.00 3.39 0.0 0.0 WQv Pond1 BASE 0.08 878.27 882.10 79386 0.00 3.30 0.0 0.0 WQv Pond1 BASE 0.18 878.25 882.10 79338 0.00 3.21 0.0 0.0 WQv Pond1 BASE 0.26 878.24 882.10 79296 0.00 3.13 0.0 0.1 WQv Pond1 BASE 0.34 878.23 882.10 79257 0.00 3.05 0.0 0.1 WQv Pond1 BASE 0.42 878.22 882.10 79219 0.00 2.98 0.0 0.1 WQv Pond1 BASE 0.50 878.21 882.10 79181 0.00 2.91 0.0 0.1 WQv Pond1 BASE 0.60 878.20 882.10 79136 0.00 2.82 0.0 0.2 WQv Pond1 BASE 0.68 878.19 882.10 79099 0.00 2.75 0.0 0.2 WQv Pond1 BASE 0.77 878.17 882.10 79063 0.00 2.69 0.0 0.2 WQv Pond1 BASE 0.85 878.16 882.10 79027 0.00 2.62 0.0 0.2 WQv Pond1 BASE 0.93 878.15 882.10 78993 0.00 2.56 0.0 0.2 WQv Pond1 BASE 1.02 878.15 882.10 78959 0.00 2.50 0.0 0.2 WQv Pond1 BASE 1.10 878.14 882.10 78926 0.00 2.44 0.0 0.3 WQv Pond1 BASE 1.18 878.13 882.10 78894 0.00 2.39 0.0 0.3 WQv Pond1 BASE 1.27 878.12 882.10 78863 0.00 2.33 0.0 0.3 WQv Pond1 BASE 1.35 878.11 882.10 78832 0.00 2.28 0.0 0.3 WQv Pond1 BASE 1.43 878.10 882.10 78802 0.00 2.23 0.0 0.3 WQv Pond1 BASE 1.52 878.09 882.10 78772 0.00 2.18 0.0 0.3 WQv Pond1 BASE 1.60 878.08 882.10 78744 0.00 2.13 0.0 0.4 WQv Pond1 BASE 1.68 878.08 882.10 78716 0.00 2.08 0.0 0.4 WQv Pond1 BASE 1.77 878.07 882.10 78688 0.00 2.04 0.0 0.4 WQv Pond1 BASE 1.85 878.06 882.10 78661 0.00 1.99 0.0 0.4 WQv Pond1 BASE 1.93 878.05 882.10 78635 0.00 1.95 0.0 0.4 WQv Pond1 BASE 2.02 878.05 882.10 78609 0.00 1.91 0.0 0.4 WQv Pond1 BASE 2.10 878.04 882.10 78583 0.00 1.87 0.0 0.4 WQv Pond1 BASE 2.18 878.03 882.10 78559 0.00 1.83 0.0 0.5 WQv Pond1 BASE 2.27 878.02 882.10 78534 0.00 1.80 0.0 0.5 WQv Pond1 BASE 2.35 878.02 882.10 78511 0.00 1.76 0.0 0.5 WQv Pond1 BASE 2.43 878.01 882.10 78487 0.00 1.72 0.0 0.5 WQv Pond1 BASE 2.52 878.00 882.10 78464 0.00 1.69 0.0 0.5 WQv Pond1 BASE 2.60 878.00 882.10 78441 0.00 1.66 0.0 0.5 WQv Pond1 BASE 2.68 877.99 882.10 78418 0.00 1.62 0.0 0.5 WQv Pond1 BASE 2.77 877.99 882.10 78396 0.00 1.59 0.0 0.5 WQv Pond1 BASE 2.85 877.98 882.10 78374 0.00 1.56 0.0 0.5 WQv Pond1 BASE 2.93 877.97 882.10 78352 0.00 1.53 0.0 0.6 WQv Pond1 BASE 3.02 877.97 882.10 78331 0.00 1.50 0.0 0.6 WQv Pond1 BASE 3.10 877.96 882.10 78310 0.00 1.47 0.0 0.6 WQv Pond1 BASE 3.18 877.96 882.10 78290 0.00 1.45 0.0 0.6 WQv Pond1 BASE 3.27 877.95 882.10 78270 0.00 1.42 0.0 0.6 WQv Pond1 BASE 3.35 877.95 882.10 78250 0.00 1.39 0.0 0.6 WQv Pond1 BASE 3.43 877.94 882.10 78231 0.00 1.37 0.0 0.6 WQv Pond1 BASE 3.52 877.93 882.10 78212 0.00 1.34 0.0 0.6 WQv Pond1 BASE 3.60 877.93 882.10 78193 0.00 1.32 0.0 0.6 WQv Pond1 BASE 3.68 877.92 882.10 78175 0.00 1.30 0.0 0.6 WQv Pond1 BASE 3.77 877.92 882.10 78157 0.00 1.27 0.0 0.7 WQv Pond1 BASE 3.85 877.91 882.10 78139 0.00 1.25 0.0 0.7 WQv Pond1 BASE 3.93 877.91 882.10 78122 0.00 1.23 0.0 0.7 WQv Pond1 BASE 4.02 877.91 882.10 78104 0.00 1.21 0.0 0.7 WQv Pond1 BASE 4.10 877.90 882.10 78088 0.00 1.19 0.0 0.7(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 4.18 877.90 882.10 78071 0.00 1.17 0.0 0.7 WQv Pond1 BASE 4.27 877.89 882.10 78055 0.00 1.15 0.0 0.7 WQv Pond1 BASE 4.35 877.89 882.10 78039 0.00 1.13 0.0 0.7 WQv Pond1 BASE 4.43 877.88 882.10 78023 0.00 1.11 0.0 0.7 WQv Pond1 BASE 4.52 877.88 882.10 78008 0.00 1.09 0.0 0.7 WQv Pond1 BASE 4.60 877.87 882.10 77992 0.00 1.07 0.0 0.7 WQv Pond1 BASE 4.68 877.87 882.10 77977 0.00 1.05 0.0 0.7 WQv Pond1 BASE 4.77 877.87 882.10 77963 0.00 1.04 0.0 0.7 WQv Pond1 BASE 4.85 877.86 882.10 77948 0.00 1.02 0.0 0.8 WQv Pond1 BASE 4.93 877.86 882.10 77934 0.00 1.00 0.0 0.8 WQv Pond1 BASE 5.02 877.85 882.10 77920 0.00 0.99 0.0 0.8 WQv Pond1 BASE 5.10 877.85 882.10 77906 0.00 0.97 0.0 0.8 WQv Pond1 BASE 5.18 877.85 882.10 77893 0.00 0.96 0.0 0.8 WQv Pond1 BASE 5.27 877.84 882.10 77879 0.00 0.94 0.0 0.8 WQv Pond1 BASE 5.35 877.84 882.10 77866 0.00 0.93 0.0 0.8 WQv Pond1 BASE 5.43 877.84 882.10 77853 0.00 0.91 0.0 0.8 WQv Pond1 BASE 5.52 877.83 882.10 77840 0.00 0.90 0.0 0.8 WQv Pond1 BASE 5.60 877.83 882.10 77828 0.00 0.89 0.0 0.8 WQv Pond1 BASE 5.68 877.83 882.10 77815 0.00 0.87 0.0 0.8 WQv Pond1 BASE 5.77 877.82 882.10 77803 0.00 0.86 0.0 0.8 WQv Pond1 BASE 5.85 877.82 882.10 77791 0.00 0.85 0.0 0.8 WQv Pond1 BASE 5.93 877.82 882.10 77779 0.00 0.83 0.0 0.8 WQv Pond1 BASE 6.02 877.81 882.10 77767 0.00 0.82 0.0 0.8 WQv Pond1 BASE 6.10 877.81 882.10 77756 0.00 0.81 0.0 0.8 WQv Pond1 BASE 6.18 877.81 882.10 77744 0.00 0.80 0.0 0.9 WQv Pond1 BASE 6.27 877.80 882.10 77733 0.00 0.79 0.0 0.9 WQv Pond1 BASE 6.35 877.80 882.10 77722 0.00 0.78 0.0 0.9 WQv Pond1 BASE 6.43 877.80 882.10 77711 0.00 0.77 0.0 0.9 WQv Pond1 BASE 6.52 877.79 882.10 77700 0.00 0.75 0.0 0.9 WQv Pond1 BASE 6.60 877.79 882.10 77690 0.00 0.74 0.0 0.9 WQv Pond1 BASE 6.68 877.79 882.10 77679 0.00 0.73 0.0 0.9 WQv Pond1 BASE 6.77 877.79 882.10 77669 0.00 0.72 0.0 0.9 WQv Pond1 BASE 6.85 877.78 882.10 77659 0.00 0.71 0.0 0.9 WQv Pond1 BASE 6.93 877.78 882.10 77649 0.00 0.70 0.0 0.9 WQv Pond1 BASE 7.02 877.78 882.10 77639 0.00 0.69 0.0 0.9 WQv Pond1 BASE 7.10 877.78 882.10 77629 0.00 0.68 0.0 0.9 WQv Pond1 BASE 7.18 877.77 882.10 77619 0.00 0.68 0.0 0.9 WQv Pond1 BASE 7.27 877.77 882.10 77610 0.00 0.67 0.0 0.9 WQv Pond1 BASE 7.35 877.77 882.10 77600 0.00 0.66 0.0 0.9 WQv Pond1 BASE 7.43 877.77 882.10 77591 0.00 0.65 0.0 0.9 WQv Pond1 BASE 7.52 877.76 882.10 77582 0.00 0.64 0.0 0.9 WQv Pond1 BASE 7.60 877.76 882.10 77573 0.00 0.63 0.0 0.9 WQv Pond1 BASE 7.68 877.76 882.10 77564 0.00 0.62 0.0 0.9 WQv Pond1 BASE 7.77 877.76 882.10 77555 0.00 0.62 0.0 0.9 WQv Pond1 BASE 7.85 877.75 882.10 77546 0.00 0.61 0.0 0.9 WQv Pond1 BASE 7.93 877.75 882.10 77538 0.00 0.60 0.0 1.0 WQv Pond1 BASE 8.02 877.75 882.10 77529 0.00 0.59 0.0 1.0 WQv Pond1 BASE 8.10 877.75 882.10 77521 0.00 0.59 0.0 1.0 WQv Pond1 BASE 8.18 877.74 882.10 77513 0.00 0.58 0.0 1.0 WQv Pond1 BASE 8.27 877.74 882.10 77505 0.00 0.57 0.0 1.0(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 8.35 877.74 882.10 77497 0.00 0.56 0.0 1.0 WQv Pond1 BASE 8.43 877.74 882.10 77489 0.00 0.56 0.0 1.0 WQv Pond1 BASE 8.52 877.73 882.10 77481 0.00 0.55 0.0 1.0 WQv Pond1 BASE 8.60 877.73 882.10 77473 0.00 0.54 0.0 1.0 WQv Pond1 BASE 8.68 877.73 882.10 77465 0.00 0.54 0.0 1.0 WQv Pond1 BASE 8.77 877.73 882.10 77458 0.00 0.53 0.0 1.0 WQv Pond1 BASE 8.85 877.73 882.10 77450 0.00 0.53 0.0 1.0 WQv Pond1 BASE 8.93 877.72 882.10 77443 0.00 0.52 0.0 1.0 WQv Pond1 BASE 9.02 877.72 882.10 77435 0.00 0.51 0.0 1.0 WQv Pond1 BASE 9.10 877.72 882.10 77428 0.00 0.51 0.0 1.0 WQv Pond1 BASE 9.18 877.72 882.10 77421 0.00 0.50 0.0 1.0 WQv Pond1 BASE 9.27 877.72 882.10 77414 0.00 0.49 0.0 1.0 WQv Pond1 BASE 9.35 877.71 882.10 77407 0.00 0.49 0.0 1.0 WQv Pond1 BASE 9.43 877.71 882.10 77400 0.00 0.48 0.0 1.0 WQv Pond1 BASE 9.52 877.71 882.10 77393 0.00 0.48 0.0 1.0 WQv Pond1 BASE 9.60 877.71 882.10 77386 0.00 0.47 0.0 1.0 WQv Pond1 BASE 9.68 877.71 882.10 77379 0.00 0.47 0.0 1.0 WQv Pond1 BASE 9.77 877.71 882.10 77373 0.00 0.46 0.0 1.0 WQv Pond1 BASE 9.85 877.70 882.10 77366 0.00 0.46 0.0 1.0 WQv Pond1 BASE 9.93 877.70 882.10 77360 0.00 0.45 0.0 1.0 WQv Pond1 BASE 10.02 877.70 882.10 77353 0.00 0.45 0.0 1.0 WQv Pond1 BASE 10.10 877.70 882.10 77347 0.00 0.44 0.0 1.0 WQv Pond1 BASE 10.18 877.70 882.10 77341 0.00 0.44 0.0 1.0 WQv Pond1 BASE 10.27 877.70 882.10 77335 0.00 0.43 0.0 1.1 WQv Pond1 BASE 10.35 877.69 882.10 77328 0.00 0.43 0.0 1.1 WQv Pond1 BASE 10.43 877.69 882.10 77322 0.00 0.42 0.0 1.1 WQv Pond1 BASE 10.52 877.69 882.10 77316 0.00 0.42 0.0 1.1 WQv Pond1 BASE 10.60 877.69 882.10 77310 0.00 0.41 0.0 1.1 WQv Pond1 BASE 10.68 877.69 882.10 77305 0.00 0.41 0.0 1.1 WQv Pond1 BASE 10.77 877.69 882.10 77299 0.00 0.41 0.0 1.1 WQv Pond1 BASE 10.85 877.68 882.10 77293 0.00 0.40 0.0 1.1 WQv Pond1 BASE 10.93 877.68 882.10 77287 0.00 0.40 0.0 1.1 WQv Pond1 BASE 11.02 877.68 882.10 77282 0.00 0.39 0.0 1.1 WQv Pond1 BASE 11.10 877.68 882.10 77276 0.00 0.39 0.0 1.1 WQv Pond1 BASE 11.18 877.68 882.10 77271 0.00 0.39 0.0 1.1 WQv Pond1 BASE 11.27 877.68 882.10 77265 0.00 0.38 0.0 1.1 WQv Pond1 BASE 11.35 877.67 882.10 77260 0.00 0.38 0.0 1.1 WQv Pond1 BASE 11.43 877.67 882.10 77254 0.00 0.37 0.0 1.1 WQv Pond1 BASE 11.52 877.67 882.10 77249 0.00 0.37 0.0 1.1 WQv Pond1 BASE 11.60 877.67 882.10 77244 0.00 0.37 0.0 1.1 WQv Pond1 BASE 11.68 877.67 882.10 77238 0.00 0.36 0.0 1.1 WQv Pond1 BASE 11.77 877.67 882.10 77233 0.00 0.36 0.0 1.1 WQv Pond1 BASE 11.85 877.67 882.10 77228 0.00 0.36 0.0 1.1 WQv Pond1 BASE 11.93 877.66 882.10 77223 0.00 0.35 0.0 1.1 WQv Pond1 BASE 12.02 877.66 882.10 77218 0.00 0.35 0.0 1.1 WQv Pond1 BASE 12.10 877.66 882.10 77213 0.00 0.34 0.0 1.1 WQv Pond1 BASE 12.18 877.66 882.10 77208 0.00 0.34 0.0 1.1 WQv Pond1 BASE 12.27 877.66 882.10 77203 0.00 0.34 0.0 1.1 WQv Pond1 BASE 12.35 877.66 882.10 77199 0.00 0.33 0.0 1.1 WQv Pond1 BASE 12.43 877.66 882.10 77194 0.00 0.33 0.0 1.1(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 12.52 877.66 882.10 77189 0.00 0.33 0.0 1.1 WQv Pond1 BASE 12.60 877.65 882.10 77184 0.00 0.33 0.0 1.1 WQv Pond1 BASE 12.68 877.65 882.10 77180 0.00 0.32 0.0 1.1 WQv Pond1 BASE 12.77 877.65 882.10 77175 0.00 0.32 0.0 1.1 WQv Pond1 BASE 12.85 877.65 882.10 77171 0.00 0.32 0.0 1.1 WQv Pond1 BASE 12.93 877.65 882.10 77166 0.00 0.31 0.0 1.1 WQv Pond1 BASE 13.02 877.65 882.10 77162 0.00 0.31 0.0 1.1 WQv Pond1 BASE 13.10 877.65 882.10 77157 0.00 0.31 0.0 1.1 WQv Pond1 BASE 13.18 877.65 882.10 77153 0.00 0.30 0.0 1.1 WQv Pond1 BASE 13.27 877.64 882.10 77149 0.00 0.30 0.0 1.1 WQv Pond1 BASE 13.35 877.64 882.10 77144 0.00 0.30 0.0 1.1 WQv Pond1 BASE 13.43 877.64 882.10 77140 0.00 0.30 0.0 1.1 WQv Pond1 BASE 13.52 877.64 882.10 77136 0.00 0.29 0.0 1.1 WQv Pond1 BASE 13.60 877.64 882.10 77132 0.00 0.29 0.0 1.1 WQv Pond1 BASE 13.68 877.64 882.10 77127 0.00 0.29 0.0 1.2 WQv Pond1 BASE 13.77 877.64 882.10 77123 0.00 0.29 0.0 1.2 WQv Pond1 BASE 13.85 877.64 882.10 77119 0.00 0.28 0.0 1.2 WQv Pond1 BASE 13.93 877.64 882.10 77115 0.00 0.28 0.0 1.2 WQv Pond1 BASE 14.02 877.63 882.10 77111 0.00 0.28 0.0 1.2 WQv Pond1 BASE 14.10 877.63 882.10 77107 0.00 0.28 0.0 1.2 WQv Pond1 BASE 14.18 877.63 882.10 77103 0.00 0.27 0.0 1.2 WQv Pond1 BASE 14.27 877.63 882.10 77099 0.00 0.27 0.0 1.2 WQv Pond1 BASE 14.35 877.63 882.10 77095 0.00 0.27 0.0 1.2 WQv Pond1 BASE 14.43 877.63 882.10 77092 0.00 0.27 0.0 1.2 WQv Pond1 BASE 14.52 877.63 882.10 77088 0.00 0.26 0.0 1.2 WQv Pond1 BASE 14.60 877.63 882.10 77084 0.00 0.26 0.0 1.2 WQv Pond1 BASE 14.68 877.63 882.10 77080 0.00 0.26 0.0 1.2 WQv Pond1 BASE 14.77 877.63 882.10 77077 0.00 0.26 0.0 1.2 WQv Pond1 BASE 14.85 877.62 882.10 77073 0.00 0.26 0.0 1.2 WQv Pond1 BASE 14.93 877.62 882.10 77069 0.00 0.25 0.0 1.2 WQv Pond1 BASE 15.02 877.62 882.10 77066 0.00 0.25 0.0 1.2 WQv Pond1 BASE 15.10 877.62 882.10 77062 0.00 0.25 0.0 1.2 WQv Pond1 BASE 15.18 877.62 882.10 77059 0.00 0.25 0.0 1.2 WQv Pond1 BASE 15.27 877.62 882.10 77055 0.00 0.24 0.0 1.2 WQv Pond1 BASE 15.35 877.62 882.10 77051 0.00 0.24 0.0 1.2 WQv Pond1 BASE 15.43 877.62 882.10 77048 0.00 0.24 0.0 1.2 WQv Pond1 BASE 15.52 877.62 882.10 77045 0.00 0.24 0.0 1.2 WQv Pond1 BASE 15.60 877.62 882.10 77041 0.00 0.24 0.0 1.2 WQv Pond1 BASE 15.68 877.61 882.10 77038 0.00 0.23 0.0 1.2 WQv Pond1 BASE 15.77 877.61 882.10 77034 0.00 0.23 0.0 1.2 WQv Pond1 BASE 15.85 877.61 882.10 77031 0.00 0.23 0.0 1.2 WQv Pond1 BASE 15.93 877.61 882.10 77028 0.00 0.23 0.0 1.2 WQv Pond1 BASE 16.02 877.61 882.10 77024 0.00 0.23 0.0 1.2 WQv Pond1 BASE 16.10 877.61 882.10 77021 0.00 0.23 0.0 1.2 WQv Pond1 BASE 16.18 877.61 882.10 77018 0.00 0.22 0.0 1.2 WQv Pond1 BASE 16.27 877.61 882.10 77015 0.00 0.22 0.0 1.2 WQv Pond1 BASE 16.35 877.61 882.10 77012 0.00 0.22 0.0 1.2 WQv Pond1 BASE 16.43 877.61 882.10 77008 0.00 0.22 0.0 1.2 WQv Pond1 BASE 16.52 877.61 882.10 77005 0.00 0.22 0.0 1.2 WQv Pond1 BASE 16.60 877.60 882.10 77002 0.00 0.21 0.0 1.2(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 16.68 877.60 882.10 76999 0.00 0.21 0.0 1.2 WQv Pond1 BASE 16.77 877.60 882.10 76996 0.00 0.21 0.0 1.2 WQv Pond1 BASE 16.85 877.60 882.10 76993 0.00 0.21 0.0 1.2 WQv Pond1 BASE 16.93 877.60 882.10 76990 0.00 0.21 0.0 1.2 WQv Pond1 BASE 17.02 877.60 882.10 76987 0.00 0.21 0.0 1.2 WQv Pond1 BASE 17.10 877.60 882.10 76984 0.00 0.21 0.0 1.2 WQv Pond1 BASE 17.18 877.60 882.10 76981 0.00 0.20 0.0 1.2 WQv Pond1 BASE 17.27 877.60 882.10 76978 0.00 0.20 0.0 1.2 WQv Pond1 BASE 17.35 877.60 882.10 76975 0.00 0.20 0.0 1.2 WQv Pond1 BASE 17.43 877.60 882.10 76972 0.00 0.20 0.0 1.2 WQv Pond1 BASE 17.52 877.60 882.10 76970 0.00 0.20 0.0 1.2 WQv Pond1 BASE 17.60 877.60 882.10 76967 0.00 0.20 0.0 1.2 WQv Pond1 BASE 17.68 877.59 882.10 76964 0.00 0.20 0.0 1.2 WQv Pond1 BASE 17.77 877.59 882.10 76961 0.00 0.19 0.0 1.2 WQv Pond1 BASE 17.85 877.59 882.10 76958 0.00 0.19 0.0 1.2 WQv Pond1 BASE 17.93 877.59 882.10 76956 0.00 0.19 0.0 1.2 WQv Pond1 BASE 18.02 877.59 882.10 76953 0.00 0.19 0.0 1.2 WQv Pond1 BASE 18.10 877.59 882.10 76950 0.00 0.19 0.0 1.2 WQv Pond1 BASE 18.18 877.59 882.10 76947 0.00 0.19 0.0 1.2 WQv Pond1 BASE 18.27 877.59 882.10 76945 0.00 0.19 0.0 1.2 WQv Pond1 BASE 18.35 877.59 882.10 76942 0.00 0.18 0.0 1.2 WQv Pond1 BASE 18.43 877.59 882.10 76939 0.00 0.18 0.0 1.2 WQv Pond1 BASE 18.52 877.59 882.10 76937 0.00 0.18 0.0 1.2 WQv Pond1 BASE 18.60 877.59 882.10 76934 0.00 0.18 0.0 1.2 WQv Pond1 BASE 18.68 877.59 882.10 76932 0.00 0.18 0.0 1.2 WQv Pond1 BASE 18.77 877.59 882.10 76929 0.00 0.18 0.0 1.2 WQv Pond1 BASE 18.85 877.58 882.10 76927 0.00 0.18 0.0 1.2 WQv Pond1 BASE 18.93 877.58 882.10 76924 0.00 0.17 0.0 1.2 WQv Pond1 BASE 19.02 877.58 882.10 76921 0.00 0.17 0.0 1.2 WQv Pond1 BASE 19.10 877.58 882.10 76919 0.00 0.17 0.0 1.3 WQv Pond1 BASE 19.18 877.58 882.10 76916 0.00 0.17 0.0 1.3 WQv Pond1 BASE 19.27 877.58 882.10 76914 0.00 0.17 0.0 1.3 WQv Pond1 BASE 19.35 877.58 882.10 76912 0.00 0.17 0.0 1.3 WQv Pond1 BASE 19.43 877.58 882.10 76909 0.00 0.17 0.0 1.3 WQv Pond1 BASE 19.52 877.58 882.10 76907 0.00 0.17 0.0 1.3 WQv Pond1 BASE 19.60 877.58 882.10 76904 0.00 0.17 0.0 1.3 WQv Pond1 BASE 19.68 877.58 882.10 76902 0.00 0.16 0.0 1.3 WQv Pond1 BASE 19.77 877.58 882.10 76900 0.00 0.16 0.0 1.3 WQv Pond1 BASE 19.85 877.58 882.10 76897 0.00 0.16 0.0 1.3 WQv Pond1 BASE 19.93 877.58 882.10 76895 0.00 0.16 0.0 1.3 WQv Pond1 BASE 20.02 877.58 882.10 76893 0.00 0.16 0.0 1.3 WQv Pond1 BASE 20.10 877.57 882.10 76890 0.00 0.16 0.0 1.3 WQv Pond1 BASE 20.18 877.57 882.10 76888 0.00 0.16 0.0 1.3 WQv Pond1 BASE 20.27 877.57 882.10 76886 0.00 0.16 0.0 1.3 WQv Pond1 BASE 20.35 877.57 882.10 76883 0.00 0.16 0.0 1.3 WQv Pond1 BASE 20.43 877.57 882.10 76881 0.00 0.15 0.0 1.3 WQv Pond1 BASE 20.52 877.57 882.10 76879 0.00 0.15 0.0 1.3 WQv Pond1 BASE 20.60 877.57 882.10 76877 0.00 0.15 0.0 1.3 WQv Pond1 BASE 20.68 877.57 882.10 76875 0.00 0.15 0.0 1.3 WQv Pond1 BASE 20.77 877.57 882.10 76872 0.00 0.15 0.0 1.3(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 20.85 877.57 882.10 76870 0.00 0.15 0.0 1.3 WQv Pond1 BASE 20.93 877.57 882.10 76868 0.00 0.15 0.0 1.3 WQv Pond1 BASE 21.02 877.57 882.10 76866 0.00 0.15 0.0 1.3 WQv Pond1 BASE 21.10 877.57 882.10 76864 0.00 0.15 0.0 1.3 WQv Pond1 BASE 21.18 877.57 882.10 76862 0.00 0.15 0.0 1.3 WQv Pond1 BASE 21.27 877.57 882.10 76860 0.00 0.14 0.0 1.3 WQv Pond1 BASE 21.35 877.57 882.10 76858 0.00 0.14 0.0 1.3 WQv Pond1 BASE 21.43 877.57 882.10 76855 0.00 0.14 0.0 1.3 WQv Pond1 BASE 21.52 877.56 882.10 76853 0.00 0.14 0.0 1.3 WQv Pond1 BASE 21.60 877.56 882.10 76851 0.00 0.14 0.0 1.3 WQv Pond1 BASE 21.68 877.56 882.10 76849 0.00 0.14 0.0 1.3 WQv Pond1 BASE 21.77 877.56 882.10 76847 0.00 0.14 0.0 1.3 WQv Pond1 BASE 21.85 877.56 882.10 76845 0.00 0.14 0.0 1.3 WQv Pond1 BASE 21.93 877.56 882.10 76843 0.00 0.14 0.0 1.3 WQv Pond1 BASE 22.02 877.56 882.10 76841 0.00 0.14 0.0 1.3 WQv Pond1 BASE 22.10 877.56 882.10 76839 0.00 0.14 0.0 1.3 WQv Pond1 BASE 22.18 877.56 882.10 76837 0.00 0.13 0.0 1.3 WQv Pond1 BASE 22.27 877.56 882.10 76835 0.00 0.13 0.0 1.3 WQv Pond1 BASE 22.35 877.56 882.10 76834 0.00 0.13 0.0 1.3 WQv Pond1 BASE 22.43 877.56 882.10 76832 0.00 0.13 0.0 1.3 WQv Pond1 BASE 22.52 877.56 882.10 76830 0.00 0.13 0.0 1.3 WQv Pond1 BASE 22.60 877.56 882.10 76828 0.00 0.13 0.0 1.3 WQv Pond1 BASE 22.68 877.56 882.10 76826 0.00 0.13 0.0 1.3 WQv Pond1 BASE 22.77 877.56 882.10 76824 0.00 0.13 0.0 1.3 WQv Pond1 BASE 22.85 877.56 882.10 76822 0.00 0.13 0.0 1.3 WQv Pond1 BASE 22.93 877.56 882.10 76820 0.00 0.13 0.0 1.3 WQv Pond1 BASE 23.02 877.56 882.10 76819 0.00 0.13 0.0 1.3 WQv Pond1 BASE 23.10 877.55 882.10 76817 0.00 0.13 0.0 1.3 WQv Pond1 BASE 23.18 877.55 882.10 76815 0.00 0.12 0.0 1.3 WQv Pond1 BASE 23.27 877.55 882.10 76813 0.00 0.12 0.0 1.3 WQv Pond1 BASE 23.35 877.55 882.10 76811 0.00 0.12 0.0 1.3 WQv Pond1 BASE 23.43 877.55 882.10 76810 0.00 0.12 0.0 1.3 WQv Pond1 BASE 23.52 877.55 882.10 76808 0.00 0.12 0.0 1.3 WQv Pond1 BASE 23.60 877.55 882.10 76806 0.00 0.12 0.0 1.3 WQv Pond1 BASE 23.68 877.55 882.10 76804 0.00 0.12 0.0 1.3 WQv Pond1 BASE 23.77 877.55 882.10 76802 0.00 0.12 0.0 1.3 WQv Pond1 BASE 23.85 877.55 882.10 76801 0.00 0.12 0.0 1.3 WQv Pond1 BASE 23.93 877.55 882.10 76799 0.00 0.12 0.0 1.3 WQv Pond1 BASE 24.02 877.55 882.10 76797 0.00 0.12 0.0 1.3 WQv Pond1 BASE 24.10 877.55 882.10 76796 0.00 0.12 0.0 1.3 WQv Pond1 BASE 24.18 877.55 882.10 76794 0.00 0.12 0.0 1.3 WQv Pond1 BASE 24.27 877.55 882.10 76792 0.00 0.12 0.0 1.3 WQv Pond1 BASE 24.35 877.55 882.10 76791 0.00 0.12 0.0 1.3 WQv Pond1 BASE 24.43 877.55 882.10 76789 0.00 0.11 0.0 1.3 WQv Pond1 BASE 24.52 877.55 882.10 76787 0.00 0.11 0.0 1.3 WQv Pond1 BASE 24.60 877.55 882.10 76786 0.00 0.11 0.0 1.3 WQv Pond1 BASE 24.68 877.55 882.10 76784 0.00 0.11 0.0 1.3 WQv Pond1 BASE 24.77 877.55 882.10 76782 0.00 0.11 0.0 1.3 WQv Pond1 BASE 24.85 877.55 882.10 76781 0.00 0.11 0.0 1.3 WQv Pond1 BASE 24.93 877.54 882.10 76779 0.00 0.11 0.0 1.3(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 6 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 25.02 877.54 882.10 76778 0.00 0.11 0.0 1.3 WQv Pond1 BASE 25.10 877.54 882.10 76776 0.00 0.11 0.0 1.3 WQv Pond1 BASE 25.18 877.54 882.10 76774 0.00 0.11 0.0 1.3 WQv Pond1 BASE 25.27 877.54 882.10 76773 0.00 0.11 0.0 1.3 WQv Pond1 BASE 25.35 877.54 882.10 76771 0.00 0.11 0.0 1.3 WQv Pond1 BASE 25.43 877.54 882.10 76770 0.00 0.11 0.0 1.3 WQv Pond1 BASE 25.52 877.54 882.10 76768 0.00 0.11 0.0 1.3 WQv Pond1 BASE 25.60 877.54 882.10 76767 0.00 0.11 0.0 1.3 WQv Pond1 BASE 25.68 877.54 882.10 76765 0.00 0.11 0.0 1.3 WQv Pond1 BASE 25.77 877.54 882.10 76763 0.00 0.11 0.0 1.3 WQv Pond1 BASE 25.85 877.54 882.10 76762 0.00 0.10 0.0 1.3 WQv Pond1 BASE 25.93 877.54 882.10 76760 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.02 877.54 882.10 76759 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.10 877.54 882.10 76757 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.18 877.54 882.10 76756 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.27 877.54 882.10 76755 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.35 877.54 882.10 76753 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.43 877.54 882.10 76752 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.52 877.54 882.10 76750 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.60 877.54 882.10 76749 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.68 877.54 882.10 76747 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.77 877.54 882.10 76746 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.85 877.54 882.10 76744 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.93 877.53 882.10 76743 0.00 0.10 0.0 1.3 WQv Pond1 BASE 27.02 877.53 882.10 76742 0.00 0.10 0.0 1.3 WQv Pond1 BASE 27.10 877.53 882.10 76740 0.00 0.10 0.0 1.3 WQv Pond1 BASE 27.18 877.53 882.10 76739 0.00 0.10 0.0 1.3 WQv Pond1 BASE 27.27 877.53 882.10 76737 0.00 0.10 0.0 1.3 WQv Pond1 BASE 27.35 877.53 882.10 76736 0.00 0.09 0.0 1.3 WQv Pond1 BASE 27.43 877.53 882.10 76735 0.00 0.09 0.0 1.3 WQv Pond1 BASE 27.52 877.53 882.10 76733 0.00 0.09 0.0 1.3 WQv Pond1 BASE 27.60 877.53 882.10 76732 0.00 0.09 0.0 1.3 WQv Pond1 BASE 27.68 877.53 882.10 76731 0.00 0.09 0.0 1.3 WQv Pond1 BASE 27.77 877.53 882.10 76729 0.00 0.09 0.0 1.3 WQv Pond1 BASE 27.85 877.53 882.10 76728 0.00 0.09 0.0 1.3 WQv Pond1 BASE 27.93 877.53 882.10 76727 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.02 877.53 882.10 76725 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.10 877.53 882.10 76724 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.18 877.53 882.10 76723 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.27 877.53 882.10 76721 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.35 877.53 882.10 76720 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.43 877.53 882.10 76719 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.52 877.53 882.10 76717 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.60 877.53 882.10 76716 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.68 877.53 882.10 76715 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.77 877.53 882.10 76714 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.85 877.53 882.10 76712 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.93 877.53 882.10 76711 0.00 0.09 0.0 1.4 WQv Pond1 BASE 29.02 877.53 882.10 76710 0.00 0.09 0.0 1.4 WQv Pond1 BASE 29.10 877.53 882.10 76709 0.00 0.09 0.0 1.4(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 7 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 29.18 877.53 882.10 76707 0.00 0.08 0.0 1.4 WQv Pond1 BASE 29.27 877.52 882.10 76706 0.00 0.08 0.0 1.4 WQv Pond1 BASE 29.35 877.52 882.10 76705 0.00 0.08 0.0 1.4 WQv Pond1 BASE 29.43 877.52 882.10 76704 0.00 0.08 0.0 1.4 WQv Pond1 BASE 29.52 877.52 882.10 76703 0.00 0.08 0.0 1.4 WQv Pond1 BASE 29.60 877.52 882.10 76701 0.00 0.08 0.0 1.4 WQv Pond1 BASE 29.68 877.52 882.10 76700 0.00 0.08 0.0 1.4 WQv Pond1 BASE 29.77 877.52 882.10 76699 0.00 0.08 0.0 1.4 WQv Pond1 BASE 29.85 877.52 882.10 76698 0.00 0.08 0.0 1.4 WQv Pond1 BASE 29.93 877.52 882.10 76697 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.02 877.52 882.10 76695 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.10 877.52 882.10 76694 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.18 877.52 882.10 76693 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.27 877.52 882.10 76692 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.35 877.52 882.10 76691 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.43 877.52 882.10 76690 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.52 877.52 882.10 76688 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.60 877.52 882.10 76687 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.68 877.52 882.10 76686 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.77 877.52 882.10 76685 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.85 877.52 882.10 76684 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.93 877.52 882.10 76683 0.00 0.08 0.0 1.4 WQv Pond1 BASE 31.02 877.52 882.10 76682 0.00 0.08 0.0 1.4 WQv Pond1 BASE 31.10 877.52 882.10 76681 0.00 0.08 0.0 1.4 WQv Pond1 BASE 31.18 877.52 882.10 76680 0.00 0.08 0.0 1.4 WQv Pond1 BASE 31.27 877.52 882.10 76678 0.00 0.08 0.0 1.4 WQv Pond1 BASE 31.35 877.52 882.10 76677 0.00 0.07 0.0 1.4 WQv Pond1 BASE 31.43 877.52 882.10 76676 0.00 0.07 0.0 1.4 WQv Pond1 BASE 31.52 877.52 882.10 76675 0.00 0.07 0.0 1.4 WQv Pond1 BASE 31.60 877.52 882.10 76674 0.00 0.07 0.0 1.4 WQv Pond1 BASE 31.68 877.52 882.10 76673 0.00 0.07 0.0 1.4 WQv Pond1 BASE 31.77 877.52 882.10 76672 0.00 0.07 0.0 1.4 WQv Pond1 BASE 31.85 877.52 882.10 76671 0.00 0.07 0.0 1.4 WQv Pond1 BASE 31.93 877.52 882.10 76670 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.02 877.51 882.10 76669 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.10 877.51 882.10 76668 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.18 877.51 882.10 76667 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.27 877.51 882.10 76666 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.35 877.51 882.10 76665 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.43 877.51 882.10 76664 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.52 877.51 882.10 76663 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.60 877.51 882.10 76662 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.68 877.51 882.10 76661 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.77 877.51 882.10 76660 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.85 877.51 882.10 76659 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.93 877.51 882.10 76658 0.00 0.07 0.0 1.4 WQv Pond1 BASE 33.02 877.51 882.10 76657 0.00 0.07 0.0 1.4 WQv Pond1 BASE 33.10 877.51 882.10 76656 0.00 0.07 0.0 1.4 WQv Pond1 BASE 33.18 877.51 882.10 76655 0.00 0.07 0.0 1.4 WQv Pond1 BASE 33.27 877.51 882.10 76654 0.00 0.07 0.0 1.4(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 8 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 33.35 877.51 882.10 76653 0.00 0.07 0.0 1.4 WQv Pond1 BASE 33.43 877.51 882.10 76652 0.00 0.07 0.0 1.4 WQv Pond1 BASE 33.52 877.51 882.10 76651 0.00 0.07 0.0 1.4 WQv Pond1 BASE 33.60 877.51 882.10 76650 0.00 0.07 0.0 1.4 WQv Pond1 BASE 33.68 877.51 882.10 76649 0.00 0.07 0.0 1.4 WQv Pond1 BASE 33.77 877.51 882.10 76648 0.00 0.07 0.0 1.4 WQv Pond1 BASE 33.85 877.51 882.10 76647 0.00 0.07 0.0 1.4 WQv Pond1 BASE 33.93 877.51 882.10 76646 0.00 0.07 0.0 1.4 WQv Pond1 BASE 34.02 877.51 882.10 76645 0.00 0.06 0.0 1.4 WQv Pond1 BASE 34.10 877.51 882.10 76644 0.00 0.06 0.0 1.4 WQv Pond1 BASE 34.18 877.51 882.10 76643 0.00 0.06 0.0 1.4 WQv Pond1 BASE 34.27 877.51 882.10 76642 0.00 0.06 0.0 1.4 WQv Pond1 BASE 34.35 877.51 882.10 76641 0.00 0.06 0.0 1.4 WQv Pond1 BASE 34.43 877.51 882.10 76640 0.00 0.06 0.0 1.4 WQv Pond1 BASE 34.52 877.51 882.10 76639 0.00 0.06 0.0 1.4 WQv Pond1 BASE 34.60 877.51 882.10 76638 0.00 0.06 0.0 1.4 WQv Pond1 BASE 34.68 877.51 882.10 76638 0.00 0.06 0.0 1.4 WQv Pond1 BASE 34.77 877.51 882.10 76637 0.00 0.06 0.0 1.4 WQv Pond1 BASE 34.85 877.51 882.10 76636 0.00 0.06 0.0 1.4 WQv Pond1 BASE 34.93 877.51 882.10 76635 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.02 877.51 882.10 76634 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.10 877.51 882.10 76633 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.18 877.51 882.10 76632 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.27 877.50 882.10 76631 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.35 877.50 882.10 76630 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.43 877.50 882.10 76630 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.52 877.50 882.10 76629 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.60 877.50 882.10 76628 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.68 877.50 882.10 76627 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.77 877.50 882.10 76626 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.85 877.50 882.10 76625 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.93 877.50 882.10 76624 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.02 877.50 882.10 76623 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.10 877.50 882.10 76623 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.18 877.50 882.10 76622 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.27 877.50 882.10 76621 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.35 877.50 882.10 76620 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.43 877.50 882.10 76619 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.52 877.50 882.10 76618 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.60 877.50 882.10 76618 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.68 877.50 882.10 76617 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.77 877.50 882.10 76616 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.85 877.50 882.10 76615 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.93 877.50 882.10 76614 0.00 0.06 0.0 1.4 WQv Pond1 BASE 37.02 877.50 882.10 76614 0.00 0.06 0.0 1.4 WQv Pond1 BASE 37.10 877.50 882.10 76613 0.00 0.05 0.0 1.4 WQv Pond1 BASE 37.18 877.50 882.10 76612 0.00 0.05 0.0 1.4 WQv Pond1 BASE 37.27 877.50 882.10 76611 0.00 0.05 0.0 1.4 WQv Pond1 BASE 37.35 877.50 882.10 76610 0.00 0.05 0.0 1.4 WQv Pond1 BASE 37.43 877.50 882.10 76610 0.00 0.05 0.0 1.4(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 9 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 37.52 877.50 882.10 76609 0.00 0.05 0.0 1.4 WQv Pond1 BASE 37.60 877.50 882.10 76608 0.00 0.05 0.0 1.4 WQv Pond1 BASE 37.68 877.50 882.10 76607 0.00 0.05 0.0 1.4 WQv Pond1 BASE 37.77 877.50 882.10 76606 0.00 0.05 0.0 1.4 WQv Pond1 BASE 37.85 877.50 882.10 76606 0.00 0.05 0.0 1.4 WQv Pond1 BASE 37.93 877.50 882.10 76605 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.02 877.50 882.10 76604 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.10 877.50 882.10 76603 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.18 877.50 882.10 76603 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.27 877.50 882.10 76602 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.35 877.50 882.10 76601 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.43 877.50 882.10 76600 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.52 877.50 882.10 76600 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.60 877.50 882.10 76599 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.68 877.50 882.10 76598 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.77 877.50 882.10 76597 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.85 877.50 882.10 76597 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.93 877.50 882.10 76596 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.02 877.50 882.10 76595 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.10 877.49 882.10 76594 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.18 877.49 882.10 76594 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.27 877.49 882.10 76593 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.35 877.49 882.10 76592 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.43 877.49 882.10 76591 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.52 877.49 882.10 76591 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.60 877.49 882.10 76590 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.68 877.49 882.10 76589 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.77 877.49 882.10 76588 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.85 877.49 882.10 76588 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.93 877.49 882.10 76587 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.02 877.49 882.10 76586 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.10 877.49 882.10 76586 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.18 877.49 882.10 76585 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.27 877.49 882.10 76584 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.35 877.49 882.10 76584 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.43 877.49 882.10 76583 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.52 877.49 882.10 76582 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.60 877.49 882.10 76581 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.68 877.49 882.10 76581 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.77 877.49 882.10 76580 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.85 877.49 882.10 76579 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.93 877.49 882.10 76579 0.00 0.05 0.0 1.4 WQv Pond1 BASE 41.02 877.49 882.10 76578 0.00 0.05 0.0 1.4 WQv Pond1 BASE 41.10 877.49 882.10 76577 0.00 0.05 0.0 1.4 WQv Pond1 BASE 41.18 877.49 882.10 76577 0.00 0.05 0.0 1.4 WQv Pond1 BASE 41.27 877.49 882.10 76576 0.00 0.05 0.0 1.4 WQv Pond1 BASE 41.35 877.49 882.10 76575 0.00 0.05 0.0 1.4 WQv Pond1 BASE 41.43 877.49 882.10 76575 0.00 0.05 0.0 1.4 WQv Pond1 BASE 41.52 877.49 882.10 76574 0.00 0.05 0.0 1.4 WQv Pond1 BASE 41.60 877.49 882.10 76573 0.00 0.05 0.0 1.4(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 10 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 41.68 877.49 882.10 76573 0.00 0.04 0.0 1.4 WQv Pond1 BASE 41.77 877.49 882.10 76572 0.00 0.04 0.0 1.4 WQv Pond1 BASE 41.85 877.49 882.10 76571 0.00 0.04 0.0 1.4 WQv Pond1 BASE 41.93 877.49 882.10 76571 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.02 877.49 882.10 76570 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.10 877.49 882.10 76569 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.18 877.49 882.10 76569 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.27 877.49 882.10 76568 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.35 877.49 882.10 76568 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.43 877.49 882.10 76567 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.52 877.49 882.10 76566 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.60 877.49 882.10 76566 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.68 877.49 882.10 76565 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.77 877.49 882.10 76564 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.85 877.49 882.10 76564 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.93 877.49 882.10 76563 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.02 877.49 882.10 76562 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.10 877.49 882.10 76562 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.18 877.49 882.10 76561 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.27 877.49 882.10 76561 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.35 877.49 882.10 76560 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.43 877.49 882.10 76559 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.52 877.49 882.10 76559 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.60 877.49 882.10 76558 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.68 877.49 882.10 76558 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.77 877.48 882.10 76557 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.85 877.48 882.10 76556 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.93 877.48 882.10 76556 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.02 877.48 882.10 76555 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.10 877.48 882.10 76555 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.18 877.48 882.10 76554 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.27 877.48 882.10 76553 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.35 877.48 882.10 76553 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.43 877.48 882.10 76552 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.52 877.48 882.10 76552 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.60 877.48 882.10 76551 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.68 877.48 882.10 76550 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.77 877.48 882.10 76550 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.85 877.48 882.10 76549 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.93 877.48 882.10 76549 0.00 0.04 0.0 1.4 WQv Pond1 BASE 45.02 877.48 882.10 76548 0.00 0.04 0.0 1.4 WQv Pond1 BASE 45.10 877.48 882.10 76548 0.00 0.04 0.0 1.4 WQv Pond1 BASE 45.18 877.48 882.10 76547 0.00 0.04 0.0 1.4 WQv Pond1 BASE 45.27 877.48 882.10 76546 0.00 0.04 0.0 1.4 WQv Pond1 BASE 45.35 877.48 882.10 76546 0.00 0.04 0.0 1.4 WQv Pond1 BASE 45.43 877.48 882.10 76545 0.00 0.04 0.0 1.4 WQv Pond1 BASE 45.52 877.48 882.10 76545 0.00 0.04 0.0 1.4 WQv Pond1 BASE 45.60 877.48 882.10 76544 0.00 0.04 0.0 1.4 WQv Pond1 BASE 45.68 877.48 882.10 76544 0.00 0.04 0.0 1.4 WQv Pond1 BASE 45.77 877.48 882.10 76543 0.00 0.04 0.0 1.4(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 11 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 45.85 877.48 882.10 76543 0.00 0.04 0.0 1.4 WQv Pond1 BASE 45.93 877.48 882.10 76542 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.02 877.48 882.10 76541 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.10 877.48 882.10 76541 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.18 877.48 882.10 76540 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.27 877.48 882.10 76540 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.35 877.48 882.10 76539 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.43 877.48 882.10 76539 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.52 877.48 882.10 76538 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.60 877.48 882.10 76538 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.68 877.48 882.10 76537 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.77 877.48 882.10 76537 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.85 877.48 882.10 76536 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.93 877.48 882.10 76535 0.00 0.04 0.0 1.4 WQv Pond1 BASE 47.02 877.48 882.10 76535 0.00 0.04 0.0 1.4 WQv Pond1 BASE 47.10 877.48 882.10 76534 0.00 0.04 0.0 1.4 WQv Pond1 BASE 47.18 877.48 882.10 76534 0.00 0.04 0.0 1.4 WQv Pond1 BASE 47.27 877.48 882.10 76533 0.00 0.04 0.0 1.4 WQv Pond1 BASE 47.35 877.48 882.10 76533 0.00 0.04 0.0 1.4 WQv Pond1 BASE 47.43 877.48 882.10 76532 0.00 0.04 0.0 1.4 WQv Pond1 BASE 47.52 877.48 882.10 76532 0.00 0.04 0.0 1.4 WQv Pond1 BASE 47.60 877.48 882.10 76531 0.00 0.04 0.0 1.4 WQv Pond1 BASE 47.68 877.48 882.10 76531 0.00 0.04 0.0 1.4 WQv Pond1 BASE 47.77 877.48 882.10 76530 0.00 0.04 0.0 1.4 WQv Pond1 BASE 47.85 877.48 882.10 76530 0.00 0.03 0.0 1.4 WQv Pond1 BASE 47.93 877.48 882.10 76529 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.02 877.48 882.10 76529 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.10 877.48 882.10 76528 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.18 877.48 882.10 76528 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.27 877.48 882.10 76527 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.35 877.48 882.10 76527 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.43 877.48 882.10 76526 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.52 877.48 882.10 76526 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.60 877.48 882.10 76525 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.68 877.48 882.10 76525 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.77 877.48 882.10 76524 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.85 877.48 882.10 76524 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.93 877.48 882.10 76523 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.02 877.48 882.10 76523 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.10 877.48 882.10 76522 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.18 877.48 882.10 76522 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.27 877.48 882.10 76521 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.35 877.48 882.10 76521 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.43 877.48 882.10 76520 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.52 877.47 882.10 76520 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.60 877.47 882.10 76519 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.68 877.47 882.10 76519 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.77 877.47 882.10 76518 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.85 877.47 882.10 76518 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.93 877.47 882.10 76517 0.00 0.03 0.0 1.4(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 12 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 50.02 877.47 882.10 76517 0.00 0.03 0.0 1.4 WQv Pond1 BASE 50.10 877.47 882.10 76516 0.00 0.03 0.0 1.4 WQv Pond1 BASE 50.18 877.47 882.10 76516 0.00 0.03 0.0 1.4 WQv Pond1 BASE 50.27 877.47 882.10 76516 0.00 0.03 0.0 1.4 WQv Pond1 BASE 50.35 877.47 882.10 76515 0.00 0.03 0.0 1.4 WQv Pond1 BASE 50.43 877.47 882.10 76515 0.00 0.03 0.0 1.4 WQv Pond1 BASE 50.52 877.47 882.10 76514 0.00 0.03 0.0 1.4 WQv Pond1 BASE 50.60 877.47 882.10 76514 0.00 0.03 0.0 1.4 WQv Pond1 BASE 50.68 877.47 882.10 76513 0.00 0.03 0.0 1.4 WQv Pond1 BASE 50.77 877.47 882.10 76513 0.00 0.03 0.0 1.4 WQv Pond1 BASE 50.85 877.47 882.10 76512 0.00 0.03 0.0 1.4 WQv Pond1 BASE 50.93 877.47 882.10 76512 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.02 877.47 882.10 76511 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.10 877.47 882.10 76511 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.18 877.47 882.10 76510 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.27 877.47 882.10 76510 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.35 877.47 882.10 76510 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.43 877.47 882.10 76509 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.52 877.47 882.10 76509 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.60 877.47 882.10 76508 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.68 877.47 882.10 76508 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.77 877.47 882.10 76507 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.85 877.47 882.10 76507 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.93 877.47 882.10 76506 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.02 877.47 882.10 76506 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.10 877.47 882.10 76506 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.18 877.47 882.10 76505 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.27 877.47 882.10 76505 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.35 877.47 882.10 76504 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.43 877.47 882.10 76504 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.52 877.47 882.10 76503 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.60 877.47 882.10 76503 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.68 877.47 882.10 76503 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.77 877.47 882.10 76502 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.85 877.47 882.10 76502 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.93 877.47 882.10 76501 0.00 0.03 0.0 1.4 WQv Pond1 BASE 53.02 877.47 882.10 76501 0.00 0.03 0.0 1.4 WQv Pond1 BASE 53.10 877.47 882.10 76500 0.00 0.03 0.0 1.4 WQv Pond1 BASE 53.18 877.47 882.10 76500 0.00 0.03 0.0 1.4 WQv Pond1 BASE 53.27 877.47 882.10 76500 0.00 0.03 0.0 1.4 WQv Pond1 BASE 53.35 877.47 882.10 76499 0.00 0.03 0.0 1.5 WQv Pond1 BASE 53.43 877.47 882.10 76499 0.00 0.03 0.0 1.5 WQv Pond1 BASE 53.52 877.47 882.10 76498 0.00 0.03 0.0 1.5 WQv Pond1 BASE 53.60 877.47 882.10 76498 0.00 0.03 0.0 1.5 WQv Pond1 BASE 53.68 877.47 882.10 76497 0.00 0.03 0.0 1.5 WQv Pond1 BASE 53.77 877.47 882.10 76497 0.00 0.03 0.0 1.5 WQv Pond1 BASE 53.85 877.47 882.10 76497 0.00 0.03 0.0 1.5 WQv Pond1 BASE 53.93 877.47 882.10 76496 0.00 0.03 0.0 1.5 WQv Pond1 BASE 54.02 877.47 882.10 76496 0.00 0.03 0.0 1.5 WQv Pond1 BASE 54.10 877.47 882.10 76495 0.00 0.03 0.0 1.5(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 13 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 54.18 877.47 882.10 76495 0.00 0.03 0.0 1.5 WQv Pond1 BASE 54.27 877.47 882.10 76495 0.00 0.03 0.0 1.5 WQv Pond1 BASE 54.35 877.47 882.10 76494 0.00 0.03 0.0 1.5 WQv Pond1 BASE 54.43 877.47 882.10 76494 0.00 0.03 0.0 1.5 WQv Pond1 BASE 54.52 877.47 882.10 76493 0.00 0.03 0.0 1.5 WQv Pond1 BASE 54.60 877.47 882.10 76493 0.00 0.03 0.0 1.5 WQv Pond1 BASE 54.68 877.47 882.10 76493 0.00 0.03 0.0 1.5 WQv Pond1 BASE 54.77 877.47 882.10 76492 0.00 0.03 0.0 1.5 WQv Pond1 BASE 54.85 877.47 882.10 76492 0.00 0.03 0.0 1.5 WQv Pond1 BASE 54.93 877.47 882.10 76491 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.02 877.47 882.10 76491 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.10 877.47 882.10 76491 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.18 877.47 882.10 76490 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.27 877.47 882.10 76490 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.35 877.47 882.10 76489 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.43 877.47 882.10 76489 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.52 877.47 882.10 76489 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.60 877.47 882.10 76488 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.68 877.47 882.10 76488 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.77 877.47 882.10 76487 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.85 877.47 882.10 76487 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.93 877.47 882.10 76487 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.02 877.47 882.10 76486 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.10 877.47 882.10 76486 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.18 877.47 882.10 76485 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.27 877.47 882.10 76485 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.35 877.47 882.10 76485 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.43 877.47 882.10 76484 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.52 877.47 882.10 76484 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.60 877.47 882.10 76484 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.68 877.47 882.10 76483 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.77 877.47 882.10 76483 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.85 877.46 882.10 76482 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.93 877.46 882.10 76482 0.00 0.03 0.0 1.5 WQv Pond1 BASE 57.02 877.46 882.10 76482 0.00 0.03 0.0 1.5 WQv Pond1 BASE 57.10 877.46 882.10 76481 0.00 0.03 0.0 1.5 WQv Pond1 BASE 57.18 877.46 882.10 76481 0.00 0.03 0.0 1.5 WQv Pond1 BASE 57.27 877.46 882.10 76481 0.00 0.03 0.0 1.5 WQv Pond1 BASE 57.35 877.46 882.10 76480 0.00 0.03 0.0 1.5 WQv Pond1 BASE 57.43 877.46 882.10 76480 0.00 0.02 0.0 1.5 WQv Pond1 BASE 57.52 877.46 882.10 76479 0.00 0.02 0.0 1.5 WQv Pond1 BASE 57.60 877.46 882.10 76479 0.00 0.02 0.0 1.5 WQv Pond1 BASE 57.68 877.46 882.10 76479 0.00 0.02 0.0 1.5 WQv Pond1 BASE 57.77 877.46 882.10 76478 0.00 0.02 0.0 1.5 WQv Pond1 BASE 57.85 877.46 882.10 76478 0.00 0.02 0.0 1.5 WQv Pond1 BASE 57.93 877.46 882.10 76478 0.00 0.02 0.0 1.5 WQv Pond1 BASE 58.02 877.46 882.10 76477 0.00 0.02 0.0 1.5 WQv Pond1 BASE 58.10 877.46 882.10 76477 0.00 0.02 0.0 1.5 WQv Pond1 BASE 58.18 877.46 882.10 76477 0.00 0.02 0.0 1.5 WQv Pond1 BASE 58.27 877.46 882.10 76476 0.00 0.02 0.0 1.5(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 14 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 58.35 877.46 882.10 76476 0.00 0.02 0.0 1.5 WQv Pond1 BASE 58.43 877.46 882.10 76476 0.00 0.02 0.0 1.5 WQv Pond1 BASE 58.52 877.46 882.10 76475 0.00 0.02 0.0 1.5 WQv Pond1 BASE 58.60 877.46 882.10 76475 0.00 0.02 0.0 1.5 WQv Pond1 BASE 58.68 877.46 882.10 76474 0.00 0.02 0.0 1.5 WQv Pond1 BASE 58.77 877.46 882.10 76474 0.00 0.02 0.0 1.5 WQv Pond1 BASE 58.85 877.46 882.10 76474 0.00 0.02 0.0 1.5 WQv Pond1 BASE 58.93 877.46 882.10 76473 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.02 877.46 882.10 76473 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.10 877.46 882.10 76473 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.18 877.46 882.10 76472 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.27 877.46 882.10 76472 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.35 877.46 882.10 76472 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.43 877.46 882.10 76471 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.52 877.46 882.10 76471 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.60 877.46 882.10 76471 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.68 877.46 882.10 76470 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.77 877.46 882.10 76470 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.85 877.46 882.10 76470 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.93 877.46 882.10 76469 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.02 877.46 882.10 76469 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.10 877.46 882.10 76469 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.18 877.46 882.10 76468 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.27 877.46 882.10 76468 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.35 877.46 882.10 76468 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.43 877.46 882.10 76467 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.52 877.46 882.10 76467 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.60 877.46 882.10 76467 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.68 877.46 882.10 76466 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.77 877.46 882.10 76466 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.85 877.46 882.10 76466 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.93 877.46 882.10 76465 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.02 877.46 882.10 76465 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.10 877.46 882.10 76465 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.18 877.46 882.10 76464 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.27 877.46 882.10 76464 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.35 877.46 882.10 76464 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.43 877.46 882.10 76463 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.52 877.46 882.10 76463 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.60 877.46 882.10 76463 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.68 877.46 882.10 76462 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.77 877.46 882.10 76462 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.85 877.46 882.10 76462 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.93 877.46 882.10 76461 0.00 0.02 0.0 1.5 WQv Pond1 BASE 62.02 877.46 882.10 76461 0.00 0.02 0.0 1.5 WQv Pond1 BASE 62.10 877.46 882.10 76461 0.00 0.02 0.0 1.5 WQv Pond1 BASE 62.18 877.46 882.10 76460 0.00 0.02 0.0 1.5 WQv Pond1 BASE 62.27 877.46 882.10 76460 0.00 0.02 0.0 1.5 WQv Pond1 BASE 62.35 877.46 882.10 76460 0.00 0.02 0.0 1.5 WQv Pond1 BASE 62.43 877.46 882.10 76459 0.00 0.02 0.0 1.5(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 15 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 62.52 877.46 882.10 76459 0.00 0.02 0.0 1.5 WQv Pond1 BASE 62.60 877.46 882.10 76459 0.00 0.02 0.0 1.5 WQv Pond1 BASE 62.68 877.46 882.10 76459 0.00 0.02 0.0 1.5 WQv Pond1 BASE 62.77 877.46 882.10 76458 0.00 0.02 0.0 1.5 WQv Pond1 BASE 62.85 877.46 882.10 76458 0.00 0.02 0.0 1.5 WQv Pond1 BASE 62.93 877.46 882.10 76458 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.02 877.46 882.10 76457 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.10 877.46 882.10 76457 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.18 877.46 882.10 76457 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.27 877.46 882.10 76456 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.35 877.46 882.10 76456 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.43 877.46 882.10 76456 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.52 877.46 882.10 76455 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.60 877.46 882.10 76455 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.68 877.46 882.10 76455 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.77 877.46 882.10 76454 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.85 877.46 882.10 76454 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.93 877.46 882.10 76454 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.02 877.46 882.10 76454 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.10 877.46 882.10 76453 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.18 877.46 882.10 76453 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.27 877.46 882.10 76453 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.35 877.46 882.10 76452 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.43 877.46 882.10 76452 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.52 877.46 882.10 76452 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.60 877.46 882.10 76452 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.68 877.46 882.10 76451 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.77 877.46 882.10 76451 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.85 877.46 882.10 76451 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.93 877.46 882.10 76450 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.02 877.46 882.10 76450 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.10 877.46 882.10 76450 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.18 877.46 882.10 76449 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.27 877.46 882.10 76449 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.35 877.46 882.10 76449 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.43 877.46 882.10 76449 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.52 877.46 882.10 76448 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.60 877.46 882.10 76448 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.68 877.46 882.10 76448 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.77 877.46 882.10 76447 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.85 877.46 882.10 76447 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.93 877.46 882.10 76447 0.00 0.02 0.0 1.5 WQv Pond1 BASE 66.02 877.46 882.10 76447 0.00 0.02 0.0 1.5 WQv Pond1 BASE 66.10 877.46 882.10 76446 0.00 0.02 0.0 1.5 WQv Pond1 BASE 66.18 877.46 882.10 76446 0.00 0.02 0.0 1.5 WQv Pond1 BASE 66.27 877.46 882.10 76446 0.00 0.02 0.0 1.5 WQv Pond1 BASE 66.35 877.46 882.10 76445 0.00 0.02 0.0 1.5 WQv Pond1 BASE 66.43 877.46 882.10 76445 0.00 0.02 0.0 1.5 WQv Pond1 BASE 66.52 877.45 882.10 76445 0.00 0.02 0.0 1.5 WQv Pond1 BASE 66.60 877.45 882.10 76445 0.00 0.02 0.0 1.5(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 16 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 66.68 877.45 882.10 76444 0.00 0.02 0.0 1.5 WQv Pond1 BASE 66.77 877.45 882.10 76444 0.00 0.02 0.0 1.5 WQv Pond1 BASE 66.85 877.45 882.10 76444 0.00 0.02 0.0 1.5 WQv Pond1 BASE 66.93 877.45 882.10 76444 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.02 877.45 882.10 76443 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.10 877.45 882.10 76443 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.18 877.45 882.10 76443 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.27 877.45 882.10 76442 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.35 877.45 882.10 76442 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.43 877.45 882.10 76442 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.52 877.45 882.10 76442 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.60 877.45 882.10 76441 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.68 877.45 882.10 76441 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.77 877.45 882.10 76441 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.85 877.45 882.10 76441 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.93 877.45 882.10 76440 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.02 877.45 882.10 76440 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.10 877.45 882.10 76440 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.18 877.45 882.10 76439 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.27 877.45 882.10 76439 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.35 877.45 882.10 76439 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.43 877.45 882.10 76439 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.52 877.45 882.10 76438 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.60 877.45 882.10 76438 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.68 877.45 882.10 76438 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.77 877.45 882.10 76438 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.85 877.45 882.10 76437 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.93 877.45 882.10 76437 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.02 877.45 882.10 76437 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.10 877.45 882.10 76437 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.18 877.45 882.10 76436 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.27 877.45 882.10 76436 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.35 877.45 882.10 76436 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.43 877.45 882.10 76436 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.52 877.45 882.10 76435 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.60 877.45 882.10 76435 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.68 877.45 882.10 76435 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.77 877.45 882.10 76435 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.85 877.45 882.10 76434 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.93 877.45 882.10 76434 0.00 0.02 0.0 1.5 WQv Pond1 BASE 70.02 877.45 882.10 76434 0.00 0.02 0.0 1.5 WQv Pond1 BASE 70.10 877.45 882.10 76434 0.00 0.02 0.0 1.5 WQv Pond1 BASE 70.18 877.45 882.10 76433 0.00 0.02 0.0 1.5 WQv Pond1 BASE 70.27 877.45 882.10 76433 0.00 0.02 0.0 1.5 WQv Pond1 BASE 70.35 877.45 882.10 76433 0.00 0.02 0.0 1.5 WQv Pond1 BASE 70.43 877.45 882.10 76433 0.00 0.02 0.0 1.5 WQv Pond1 BASE 70.52 877.45 882.10 76432 0.00 0.02 0.0 1.5 WQv Pond1 BASE 70.60 877.45 882.10 76432 0.00 0.02 0.0 1.5 WQv Pond1 BASE 70.68 877.45 882.10 76432 0.00 0.02 0.0 1.5 WQv Pond1 BASE 70.77 877.45 882.10 76432 0.00 0.02 0.0 1.5(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 17 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 70.85 877.45 882.10 76431 0.00 0.02 0.0 1.5 WQv Pond1 BASE 70.93 877.45 882.10 76431 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.02 877.45 882.10 76431 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.10 877.45 882.10 76431 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.18 877.45 882.10 76430 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.27 877.45 882.10 76430 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.35 877.45 882.10 76430 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.43 877.45 882.10 76430 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.52 877.45 882.10 76429 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.60 877.45 882.10 76429 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.68 877.45 882.10 76429 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.77 877.45 882.10 76429 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.85 877.45 882.10 76428 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.93 877.45 882.10 76428 0.00 0.02 0.0 1.5 WQv Pond1 BASE 72.01 877.45 882.10 76428 0.00 0.02 0.0 1.5(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 18 of 18 APPENDIX H –WATER QUALITY AQUA-SWIRL CALCULATIONS BMP Treatment Runoff Calculation SummaryBeam, Longest, and Neff, LLC8126 Castleton RoadIndianapolis, IN 46250(317)849-5832Project:Project #:Location:RV = 0.05+0.009*II = Percent impervious coverOa = 1"*RVP = 1 inch of rainfallCNwq = [1000/(10+5P+10Qa-10*(Qa²+1.25Qa*P)0.5)]Rv = Volumetric runoff coefficientWQv = (P*Rv*A)/12 A = Area in acresCNwq = Curve number for water quality storm eventtc = Time of concentrationWQv: Water quality volume treatmentQwq: Peak treatable discharge for flow through BMP's Qwq was calculated using Carmel procedures and methodologies for flow through/mechanical structures. Storm SystemTotal Area (acres)Impervious Area (acres)% Impervious (I)Rv P (in)WQv (acre-ft)CNwqtc (min)Qwq - Water Quality Runoff (cfs)Road Mainline Sewer 4.62 3.95 85 0.82 1.00 0.32 98 14.32 4.58HydroCAD OutputEquationsAbbreviationsFrom Storm Sewer SpreadsheetBennett Tech Road110042Carmel, INPrepared by Nick Schmitt 8/17/2012 1S Water Quality Watershed Drainage Diagram for BMP Calc - Aqua-Swirl Prepared by BLN, Printed 8/16/2012 HydroCAD® 8.50 s/n 005203 © 2007 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr Rainfall=1.00"BMP Calc - Aqua-Swirl Printed 8/16/2012Prepared by BLN Page 3HydroCAD® 8.50 s/n 005203 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: Water Quality Watershed Runoff = 4.58 cfs @ 12.06 hrs, Volume= 0.304 af, Depth= 0.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.05-48.00 hrs, dt= 0.05 hrs Type II 24-hr Rainfall=1.00" Area (ac) CN Description * 4.620 98 CNwq - See Spreadsheet for Calc. 4.620 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 14.3 Direct Entry, Storm Sewer Subcatchment 1S: Water Quality Watershed Runoff Hydrograph Time (hours) 48464442403836343230282624222018161412108642Flow (cfs)5 4 3 2 1 0 Type II 24-hr Rainfall=1.00" Runoff Area=4.620 ac Runoff Volume=0.304 af Runoff Depth=0.79" Tc=14.3 min CN=98 4.58 cfs Depth of Flow In A Cicular Pipe For A Given Runoff Rate Water Quality Pipe Sizing Y - depth (in)9.17 Set Outlet/Bypass Pipe 9.5" above BMP Pipe Dia (in)12 Upper Inv 891.80 Structure 660 Invert Lower Inv 891.65 Aqua-Swirl Invert Length (ft)9 Manning, n 0.012 HDPE (Smooth Wall) Slope (%)1.61% T (in)10.19 Angle (pi)4.25 Angle (deg)243.79 Area (ft^2)0.64 Perimeter (ft)2.13 Q (cfs) 4.58 V (ft/sec) 7.114 Q (cfs) needed 4.58 Water Quality Runoff T = Top Width of Water Level Y= Depth of Water in Pipe D = Diameter of Pipe Θ = Angle (Used for calcs to determine wetted perimeter and area) Prepared By Nick Schmitt 8/17/2012 APPENDIX I – CURVE NUMBER (CN) CALCULATIONS AND EXHIBITS FOR WATERSHED ‘PR1’ CN Calculations for Masterplanned Detention Pond WatershedsSoils Group CN ValueB61C74Impervious Pervious B Soils C Soils Imp. (98) B (61) C (74)26.2 1447.26 324.27 452.60Comp. CN =84.9= (1379.34 + 343.93 + 479.86)/(26.2)Total =Total=Area * Percentage * CN175.93 55.16 76.993.74120.3817.00112.0727.44168.0223.73156.4224.2% 27.8%Percentage of AreaHydrologic Soil GroupsCN Description19.1% 21.9%10.3517.0% 8.0%Open Space ‐ Good Condition (>75% grass cover)Open Space ‐ Good Condition (>75% grass cover)46.5%53.5%Watershed DescriptionsArea (acres)Percentages of Area Types4.62173.9615.8% 18.2%32.1% 36.9%1.7635.726384.85 19.6634.0%598.49114.0331.0% 69.0%PR1 ‐ East WatershedPR1 ‐West Watershed (Ex. Apartments) 48.0% 52.0%Proposed Roadway & Future OutlotsThe Domain at Bennett Farms ApartmentsBennett Parkway Right‐of‐WayExisting Detention Pond & Surrounding Areas85.0% 15.0%59.0% 41.0%66.0%Designed By: Nick Schmitt (8/17/2012) APPENDIX J – MASTERPLAN DRAINAGE REPORT FOR BENNETT TECHNOLOGY PARK APPENDIX K – MASTERPLAN DRAINAGE REPORT FOR THE DOMAIN AT BENNETT FARMS APARTMENTS 8126 Castleton Road ƒ Indianapolis, Indiana 46250 ƒ Phone: 317.849.5832 ƒ Fax: 317.841.4281 Web: www.B-L-N.com STORMWATER DESIGN NARRATIVE BENNETT PARK MULTI-FAMILY APARTMENTS DEVELOPMENT PLAN Project Location: Bennett Parkway & Lennox Court Zionsville, IN 46077 Prepared For: REI Investments, Inc. 11711 N. Pennsylvania Street, Suite 200 Carmel, IN 46032 Date: March 17, 2011 Last Revised September 20, 2011 - 2 - TABLE OF CONTENTS TABLE OF CONTENTS .................................................................................................... 2  PROJECT DESCRIPTION ................................................................................................. 3  FEMA MAP OVERVIEW ................................................................................................. 3  WATERSHED DESCRIPTION ......................................................................................... 3  SOILS OVERVIEW ........................................................................................................... 3  TABLE 1 – PROJECT SOILS 3  EXISTING CONDITIONS ................................................................................................. 3  TABLE 2 – MASTERPLAN DESIGN PARAMETERS 4  PROPOSED CONDITIONS ............................................................................................... 4  STORM SEWER DESIGN................................................................................................. 5  TABLE 3 – INLET CAPACITY 6  STORM WATER QUALITY ............................................................................................. 6  TABLE 4 – EXISTING POND STAGE-STORAGE 7  OVERFLOW PATH ........................................................................................................... 8  SUMMARY ........................................................................................................................ 9  REFERENCES ................................................................................................................... 9  APPENDICIES ................................................................................................................. 10  APPENDIX A - LOCATION MAP  APPENDIX B – FEMA MAP  APPENDIX C – SOILS MAP  APPENDIX D – EXISTING DRAINAGE BASINS MAPS  APPENDIX E – PROPOSED DRAINAGE BASINS MAP & OVERFLOW MAP  APPENDIX F – STORM SEWER DESIGN CALCULATIONS  APPENDIX G –WATER QUALITY ANALYSIS  APPENDIX H –MASTERPLAN DRAINAGE REPORT  - 3 - PROJECT DESCRIPTION REI Investments, Inc. is proposing to develop an existing vacant lot east of Lennox Court and south of Bennett Parkway within the Town of Zionsville, Boone County, Indiana. The development will consist of a multi-building apartment complex with associated club house, parking and infrastructure improvements. For reference, the project site is located at approximately latitude 39º56’50”N and longitude 86º14’33”W. FEMA MAP OVERVIEW The project site is located within the FEMA Community Panel Map # 1800110098B dated September 16, 1982. Review of the map indicates the site is located within the Flood Designation ‘Zone C, Areas of minimal flooding (No Shading)’. The FEMA Map is included in Appendix B. WATERSHED DESCRIPTION The project site is located within the ‘Eagle Creek-Long Branch/Irishman Run’ watershed as provided on the IndianaMap GIS system. The 14-digit Hydrologic Unit Code (HUC) for this watershed is 05120201120080. SOILS OVERVIEW The project site contains the soils listed in the following Table. The Hydrologic Soil Group (HSG) for each soil is also provided. The appropriate limits of each soil type are depicted in the Soils Map provided in Appendix C. TABLE 1 – PROJECT SOILS EXISTING CONDITIONS The site is located within the Bennett Technology Park. The drainage and detention for the Park has been masterplanned as the development has progressed. This site is located within a watershed designated to convey runoff from the development into an existing detention pond on to the northwest of the site. The existing pond was sized to handle the development of this project as well as other areas within the overall Bennett Technology Park. A copy of the original design is included in Appendix H. For reference purposes, the existing topography onsite can be delineated into three separate drainage sheds. Soil Symbol Soil Name, Description HSG UfnA Urban Land – Crosby complex C UmyA Urban Land – Treaty complex B - 4 - E1 – Sheet drains runoff to the north into a curb inlet along the south side of Bennett Parkway in front of this site. E2 – Sheet drains runoff to the west and into a curb inlet along the east side of Lennox Court just south of Bennett Parkway. E3 – Sheet drains runoff to the southeast. A map of the existing watersheds can be viewed in Appendix D. Only a small area in the southwest corner of the site has offsite areas directing runoff onto the site. The area conveys runoff onto the site, but it is then conveyed to the west and does not negatively impact the site. As provided in the original design, this site is part of watershed ‘PR1’. PR1 has a total area of 26.2 Ac., a CN value of 86.1 and an overall Time of Concentration of 25 minutes. PR1 was used in the design of the detention system. Conversely, the storm water pipe network was designed utilizing separate nomenclature. The subject site is labeled as ‘605’, ‘606’ and part of ‘612’ in the storm pipe basin map. The design for these pipes allowed for the following: TABLE 2 – MASTERPLAN DESIGN PARAMETERS The sum of these basins equate to greater than the 12 acres associated to this project. This is due to the fact that 2 acres from the adjacent eastern land were designed to direct runoff through this same system. To summarize for comparison purposes, this project will need to result in an overall Curve Number of CN=86.1 or less and a Runoff Coefficient of C=0.75 of less. This will ensure the project is within the masterplan design parameters. PROPOSED CONDITIONS As mentioned above, the project is within a masterplanned development. Detention for the project has been previously designed and constructed in an existing pond to the northwest of the site. An existing storm sewer system along the south side of Bennett Parkway collects some road drainage and has been constructed in anticipation of this Basin Name Area Ac. Runoff Coefficient ‘C’ 605 2.74 0.75 606 2.98 0.75 612 8.36 0.75 Total 14.08 0.75 - 5 - project site being developed. As a result it necessary to evaluate the proposed improvements in order to confirm it is within the overall masterplan design parameters. In order to determine the percent impervious allowable for this project, it is necessary to reverse compute the masterplan design allocation for each basin. Since each basin in question had a design Runoff Coefficient of C=0.75, the following equations are solved simultaneously to determine the percent impervious attributed to each land cover type. ܺ%ሺܥ ݅݉݌݁ݎݒ݅݋ݑݏሻ ൅ ܻ%ሺܥ ݃ݎܽݏݏሻ ൌ 0.75 ܹݐ݀.ܥ ܺ% ൅ ܻ% ൌ 100% Where: X% = Percentage of Impervious Cover Y% = Percentage of Grass Cover C impervious = 0.90 C grass = 0.30 Solving the above simultaneously results in the following: X% = 75% Impervious Y% = 25% Pervious Based on the proposed improvements, this project site results in the following: X% = 65% Impervious Cover Y% = 35% Grass Cover Overall Wtd. C = 0.69 This project results in a less intense development use with a lower percentage of impervious surfaces. As a result, the masterplan design parameters have been met for the site. STORM SEWER DESIGN The storm sewer pipes were designed using the Rational Method for a 10-year storm event in accordance with the Town of Zionsville Stormwater Technical Standards Manual. The runoff for each inflow to the system was determined using composite Runoff Coefficients and NRCS TR-55 methodology for Tc using a minimum of 5 minutes. A trunk-line storm sewer will be extended along the northern frontage of the site and terminated at a manhole near the northeast corner. This will serve as a connection point for the future development to the east of this site. The Rational Method calculations and basins map is included in Appendix F. - 6 - Inlet grate capacities for each type of inlet are listed below assuming a maximum depth over the grate of 6”. TABLE 3 – INLET CAPACITY Neenah Grate Capacity, cfs Capacity at 50% Clogged in Sag Locations, cfs Max. Overland Flow to Inlet Grate, cfs Max. Depth at Sag Inlet Locations R-3286-8V 2.4 None in Sags 1.9 None in Sags R-3472 4.5 2.3 2.3 6” R-4342 5.8 2.9 2.5 5” There are several areas around the perimeter of the site that will direct runoff away from the proposed improvements and not into the proposed storm sewer system. These areas are labeled on the Proposed Basins Map in Appendix E with the prefix “OFF-xx”. These areas follow existing drainage patterns and are comprised entirely of pervious cover. As a result, the peak runoff rates will be less than in existing conditions and no negative impacts on the downstream drainage systems are anticipated. STORM WATER QUALITY This project is within the masterplan Bennett Technology Park drainage system. The existing detention pond to the northwest has been sized to handle the detention requirements for the site. The pond will serve as the water quality feature for the development as well. In order to verify the existing pond is capable of performing the water quality functions, the Town Stormwater Technical Standards Manual has been used for a guide in analyzing the system. The following is a description of the analysis. Step 1 – Determine the contributing Drainage Area to the Pond. From the masterplan stormwater design report, the contributing drainage area to Pond1 is 26.2 Acres and labeled as PR1MSE#3. Step 2 – Determine the % Impervious Cover of the contributing Drainage Area As described above, the % impervious was back-calculated to be 75% for the entire contributing watershed. Step 3 – Determine the Water Quality Volume, WQv As outlined in the Manual, ܹܳݒ ൌ ௉ ௫ ோ௩ ௫ ஺ ଵଶ Where: P is 1inch of rainfall Rv = 0.05+0.009(%Impervious) or 0.05+0.009(75) = 0.725 - 7 - A is the contributing drainage area or 26.2 Acres Therefore, the ܹܳݒ ൌ ଵ" ௫ ଴.଻ଶହ ௫ ଶ଺.ଶ ଵଶ ൌ 1.58 ܣܿ െ ݂ݐ Step 4 – Check Pond Volume In accordance with the Standards BMP PC-112 Design Criteria, the volume of the permanent pool of the pond shall be at least 3 times the WQv. Based on actual as built topographic information, the normal pool of the pond has a surface area of 1.75 Acres. Minimum Pond Volume = 3 x WQv or 3 x 1.58 Ac-ft = 4.74 Ac-ft. Depth of Pond Required = 4.74 Ac-ft ÷ 1.75 Ac = 2.7 feet. The existing pond is approximately 6 feet to 8 feet deep. 6 feet > 2.7 feet Step 5 – Check Time to Empty WQv In accordance with the Standards BMP PC-112 Design Criteria, the pond shall be able to retain the WQv and allow it to flow out over a minimum of 12 to 48 hours. Based on actual as built topographic information, the existing pond has the following stage -storage relationship: TABLE 4 – EXISTING POND STAGE-STORAGE Elevation Area, Ac. Cumulative Storage Volume, Ac-ft 877.4 1.75 0 878 1.8 1.07 879 1.88 2.91 880 1.96 4.83 881 2.04 6.83 882 2.12 8.91 883 2.2 11.07 884 2.25 13.30 Based on the above, the WQv of 1.58 Ac-ft occurs at elevation: 2.91 െ 1.07 897 െ 878 ൌ 1.84 ܣܿ െ ݂ݐ/݂ݐ - 8 - 1.58 െ 1.07 1.84 ൌ 0.28 ݂ݐ 0.28 ݂ݐ ൅ 878 ൌ 878.28 Therefore, the WQv is contained within the pond at elevation 878.28. An ICPR model was set up with the existing pond stage-storage information and the pond outfall pipe in order to determine how much time would be required to empty the WQv from the pond. The ICPR model information is provided in Appendix G. Based on the model, the pond will take more than 72 hours to drain the WQv. Therefore, this requirement has been met. In addition to the pond, the project will incorporate two (2) sumped manholes with Snouts over the outflow pipe. This will help provide additional onsite stormwater quality treatment. See the project Operations & Maintenance Manual for more details on the Snouts. OVERFLOW PATH In accordance with the Standards, it was necessary to review the overflow path a major storm event would project stormwater runoff through. An Overflow Map has been included in Appendix E showing the location of the overflow route. Water will pond up in areas of sag inlets, but will spill over high points in the parking aisles as dictated by the grading scheme. Stormwater runoff will pond at depths of 6” or less throughout the site before spilling over into the next sag. The peak overflow elevation at each sag inlet location was determined using the Weir Equation as follows: ࡽ ൌ ૜.૛ ሺ࡭ሻሺࡴሻ૚/૛ Where: Q=flow, cfs A=cross sectional area of flow, ft H=depth of flow over weir, ft Since most of these areas will actually spill over the high point in the drive aisle, the weir equation inputs were calculated as: Q=100 year Peak Flow as determined by Rational Method. Peak flows were calculated by adding upstream flows to downstream sags as they are routed. A=2*(1/2*H*W) The area is shown above hatched in orange. This area represents the depth of flow over the sag low point within the drives since this is where most overflow routes take place. The drives have a typical 1% cross slope towards the center as shown. Therefore, for any W H Sag Location 1% - 9 - given depth of flow (H), there is a corresponding width (2*W) and the area of flow can be calculated. Although this could be considered a V-notch Weir, the 1% cross slope provides such a small angle, a Rectangular Weir analysis is more appropriate. See Appendix E for the calculations. SUMMARY REI Investments, Inc. is proposing to develop a vacant part of the Bennett Technology Park into a multi-family apartment complex. The project site was included in the masterplan design for drainage of the overall Park. As a result it was necessary to ensure the proposed improvements met the original design parameters. After comparison, it is evident the proposed improvements are within those parameters and no adverse impacts on the surrounding or downstream drainage systems are anticipated. REFERENCES 1. Boone County Soils Map (Web Soil Survey) 2. FEMA Flood Insurance Rate Maps, FEMA Website 3. Indiana Drainage Handbook 4. Town of Zionsville Stormwater Technical Standards Manual 5. Indianapolis Stormwater Design & Construction Specifications Manual 6. ICPR Software by Streamnologies - 10 - APPENDICIES APPENDIX A - LOCATION MAP  APPENDIX B – FEMA MAP  APPENDIX C – SOILS MAP  APPENDIX D – EXISTING DRAINAGE BASINS MAPS  APPENDIX E – PROPOSED DRAINAGE BASINS MAP & OVERFLOW MAP  APPENDIX F – STORM SEWER DESIGN CALCULATIONS  APPENDIX G –WATER QUALITY ANALYSIS  APPENDIX H –MASTERPLAN DRAINAGE REPORT  APPENDIX A - LOCATION MAP APPENDIX B – FEMA MAP APPENDIX C – SOILS MAP United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Boone County, Indiana Bennett Apartments, Zionsville Natural Resources Conservation Service March 9, 2011 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://soils.usda.gov/sqi/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (http://offices.sc.egov.usda.gov/locator/app? agency=nrcs) or your NRCS State Soil Scientist (http://soils.usda.gov/contact/ state_offices/). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The Soil Data Mart is the data storage site for the official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means 2 for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 Soil Map..................................................................................................................5 Soil Map................................................................................................................6 Legend..................................................................................................................7 Map Unit Legend..................................................................................................8 Map Unit Descriptions..........................................................................................8 Boone County, Indiana...................................................................................10 UfnA—Urban land-Crosby complex, 0 to 2 percent slopes.........................10 UmyA—Urban land-Treaty complex, 0 to 1 percent slopes........................11 4 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 5 B e n n e tt P k w y Lennox CtUfnA UmyA UmyA UmyA UmyA 564560 564560 564600 564600 564640 564640 564680 564680 564720 564720 564760 564760 564800 564800 564840 564840 564880 5648804422040 44220404422080442208044221204422120442216044221604422200442220044222404422240442228044222800 200 400 600100 Feet 0 50 100 15025 Meters 39° 56' 53''86° 14' 24''39° 56' 45''86° 14' 24''39° 56' 45'' 39° 56' 53''86° 14' 40''86° 14' 40''Map Scale: 1:1,870 if printed on A size (8.5" x 11") sheet. Custom Soil Resource Report Soil Map MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Units Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Gully Short Steep Slope Other Political Features Cities Water Features Oceans Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Map Scale: 1:1,870 if printed on A size (8.5" × 11") sheet. The soil surveys that comprise your AOI were mapped at 1:12,000. Please rely on the bar scale on each map sheet for accurate map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: UTM Zone 16N NAD83 This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Boone County, Indiana Survey Area Data: Version 11, Aug 31, 2010 Date(s) aerial images were photographed: 7/19/2003 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report Map Unit Legend Boone County, Indiana (IN011) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI UfnA Urban land-Crosby complex, 0 to 2 percent slopes 8.1 67.8% UmyA Urban land-Treaty complex, 0 to 1 percent slopes 3.9 32.2% Totals for Area of Interest 12.0 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If Custom Soil Resource Report 8 intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha- Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 9 Boone County, Indiana UfnA—Urban land-Crosby complex, 0 to 2 percent slopes Map Unit Setting Elevation:600 to 1,000 feet Mean annual precipitation:36 to 44 inches Mean annual air temperature:49 to 54 degrees F Frost-free period:150 to 190 days Map Unit Composition Urban land:50 percent Crosby and similar soils:45 percent Minor components:5 percent Description of Urban Land Setting Landform:Till plains Interpretive groups Land capability (nonirrigated):8 Other vegetative classification:Trees/Timber (Woody Vegetation) Description of Crosby Setting Landform:Till plains Landform position (two-dimensional):Footslope, summit Landform position (three-dimensional):Interfluve Down-slope shape:Convex Across-slope shape:Linear Parent material:Loess over loamy till Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:20 to 40 inches to dense material Drainage class:Somewhat poorly drained Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 6 to 24 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:50 percent Available water capacity:Low (about 5.8 inches) Interpretive groups Land capability (nonirrigated):2w Other vegetative classification:Trees/Timber (Woody Vegetation) Typical profile 0 to 8 inches:Silt loam 8 to 11 inches:Silt loam 11 to 14 inches:Silt loam 14 to 28 inches:Clay loam 28 to 36 inches:Loam Custom Soil Resource Report 10 36 to 80 inches:Loam Minor Components Williamstown Percent of map unit:3 percent Landform:Till plains Landform position (two-dimensional):Backslope, shoulder Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Typic argiaquolls Percent of map unit:2 percent Landform:Swales on till plains, depressions on till plains Landform position (two-dimensional):Toeslope Across-slope shape:Concave UmyA—Urban land-Treaty complex, 0 to 1 percent slopes Map Unit Setting Elevation:400 to 1,000 feet Mean annual precipitation:36 to 44 inches Mean annual air temperature:49 to 54 degrees F Frost-free period:150 to 190 days Map Unit Composition Urban land:50 percent Treaty and similar soils:44 percent Minor components:6 percent Description of Urban Land Setting Landform:Till plains Interpretive groups Land capability (nonirrigated):8 Other vegetative classification:Trees/Timber (Woody Vegetation) Description of Treaty Setting Landform:Depressions on till plains, flats on till plains, swales on till plains Landform position (two-dimensional):Toeslope Down-slope shape:Concave Across-slope shape:Linear Parent material:Loess over loamy till Properties and qualities Slope:0 to 1 percent Custom Soil Resource Report 11 Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding:None Frequency of ponding:Frequent Calcium carbonate, maximum content:40 percent Available water capacity:High (about 10.4 inches) Interpretive groups Land capability (nonirrigated):2w Other vegetative classification:Trees/Timber (Woody Vegetation) Typical profile 0 to 14 inches:Silty clay loam 14 to 36 inches:Silty clay loam 36 to 59 inches:Loam 59 to 70 inches:Loam Minor Components Mahalaland Percent of map unit:2 percent Landform:Depressions on till plains, flats on till plains, swales on till plains, glacial drainage channels Landform position (two-dimensional):Toeslope Down-slope shape:Concave Across-slope shape:Linear Mahalasville Percent of map unit:2 percent Landform:Depressions on till plains, flats on till plains, swales on till plains Landform position (two-dimensional):Toeslope Down-slope shape:Concave Across-slope shape:Linear Crosby Percent of map unit:1 percent Landform:Till plains Landform position (two-dimensional):Footslope Landform position (three-dimensional):Side slope Down-slope shape:Concave Across-slope shape:Linear Fincastle Percent of map unit:1 percent Landform:Till plains Landform position (two-dimensional):Footslope Landform position (three-dimensional):Side slope Down-slope shape:Concave Across-slope shape:Linear Custom Soil Resource Report 12 APPENDIX D – EXISTING DRAINAGE BASINS MAPS STORM SEWER DESIGN CALCULATIONS -PIPE DESIGN- PROJECT: Bennett Tech - Existing Storm Sewers STORM: 10 Year JOB #: 100058 COMPUTED BY: af DATE: 7/5/11 SHEET NO.: DESIGN CAP. FULL Q L DIA. SLOPE Q VEL. INVERT ELEV. UP DOWN (cfs) (ft) (in) % (cfs) (ft/s) UP DOWN UP DOWN UP DOWN 1226 1215 27 LF 30 in. 1.63% 52.70 cfs 10.7 ft/s 891.58 891.39 886.93 886.49 1.9 2.1 1215 1488 84 LF 30 in. 1.60% 52.14 cfs 10.6 ft/s 891.39 891.60 886.44 # 885.10 2.2 3.7 1488 1206 27 LF 30 in. 0.22% 19.46 cfs 4.0 ft/s 891.60 890.49 885.05 884.99 3.8 2.7 1206 1194 34 LF 30 in. 0.79% 36.79 cfs 7.5 ft/s 890.49 890.57 884.94 884.67 2.8 3.1 1194 POND 82 LF 30 in. 1.18% 44.90 cfs 9.1 ft/s 890.57 884.62 # 883.65 3.2 \2010\100058 - REI Bennet Apts\Engr\[100058-ST-PIPE-EX.xlsx]Pipe Des RIM ELEV. STRUCTURE I.D. COVER (ft) PIPE 7/5/2011 3:13 PM APPENDIX E – PROPOSED DRAINAGE BASINS MAP & OVERFLOW MAP 100 YEAR OVERFLOW ROUTING-PEAK OVERFLOW ELEVATION-PROJECT: Zionsville Apts.STORM:100YearJOB #: 100058DESIGNED BY:AFDATE: 9/10/11 COMPOSIOVERFLOW TYPE OF DEPTH FLOW AT PEAK FLOW LOWEST ADJ.FROM TO BASIN c A c*A Tc I Q SUM Tc I QINVERT FLOW OF FLOW DEPTH ELEVATION BUILDING FFE# (acres) (min) (in/hr) (cfs) (c*A) (min) (in/hr) (cfs)inches (cfs)658 632 658 0.79 0.24 Ac. 0.19 5 9.13 1.73 0.19 5 9.13 1.73899.4 Broad Weir 1.00 2.22 899.5 900.2657 632 657 0.49 0.38 Ac. 0.19 5 9.13 1.70 0.19 5 9.13 1.70899.4 Broad Weir 1.00 2.22 899.5 900.2656 633 656 0.25 0.26 Ac. 0.07 5 9.13 0.59 0.07 5 9.13 0.59899.3 Broad Weir 1.00 2.22 899.4 900.2655 634 655 0.79 0.24 Ac. 0.19 5 9.13 1.73 0.19 5 9.13 1.73900.0 Broad Weir 1.00 2.22 900.1 900.7654 653 654 0.79 0.23 Ac. 0.18 5 9.13 1.66 0.18 5 9.13 1.66900.4 Broad Weir 1.00 2.22 900.5 901.2653 635 653 0.82 0.11 Ac. 0.09 5 9.13 0.82 0.27 5 9.13 2.48899.9 Broad Weir 1.10 2.82 900.0 901.2652 636 652 0.76 0.15 Ac. 0.11 5 9.13 1.04 0.11 5 9.13 1.04899.9 Broad Weir 1.00 2.22 900.0 900.7651 636 651 0.79 0.23 Ac. 0.18 5 9.13 1.66 0.18 5 9.13 1.66900.4 Broad Weir 1.00 2.22 900.5 901.28 - REI Bennet Apts\Engr\[100058-ST-PIPE-Rev3.xlsx]1STRUCTURE BASINS 9/10/2011 3:05 PM 100 YEAR OVERFLOW ROUTING-PEAK OVERFLOW ELEVATION-PROJECT: Zionsville Apts.STORM:100YearJOB #: 100058DESIGNED BY:AFDATE: 9/10/11 COMPOSIOVERFLOW TYPE OF DEPTH FLOW AT PEAK FLOW LOWEST ADJ.FROM TO BASIN c A c*A Tc I Q SUM Tc I QINVERT FLOW OF FLOW DEPTH ELEVATION BUILDING FFE# (acres) (min) (in/hr) (cfs) (c*A) (min) (in/hr) (cfs)inches (cfs)8 - REI Bennet Apts\Engr\[100058-ST-PIPE-Rev3.xlsx]1STRUCTURE BASINS642 641 642 0.79 0.22 Ac. 0.17 5 9.13 1.59 0.17 5 9.13 1.59899.5 Broad Weir 1.00 2.22 899.6 900.2641 631 641 0.82 0.11 Ac. 0.09 5 9.13 0.82 0.26 5 9.13 2.41899.1 Broad Weir 1.10 2.82 899.2 900.2639 637 639 0.25 0.27 Ac. 0.07 5 9.13 0.62 0.07 5 9.13 0.62899.9 Broad Weir 1.00 2.22 900.0 901.2638 637 638 0.82 0.19 Ac. 0.16 5 9.13 1.42 0.16 5 9.13 1.42899.9 Broad Weir 1.00 2.22 900.0 901.2637 636 637 0.76 0.11 Ac. 0.08 5 9.13 0.76 0.31 5 9.13 2.80899.9 Broad Weir 1.00 2.22 900.0 901.2636 635 636 0.82 0.07 Ac. 0.06 5 9.13 0.52 0.66 6 8.83 5.83899.5 Broad Weir 1.50 6.12 899.6 901.2635 634 635 0.70 0.32 Ac. 0.22 5 9.13 2.05 1.16 6 8.83 10.21899.5 Broad Weir 2.00 12.57 899.7 900.7634 633 634 0.76 0.12 Ac. 0.09 5 9.13 0.83 1.44 7 8.55 12.28899.5 Broad Weir 2.00 12.57 899.7 900.7633 632 633 0.85 0.05 Ac. 0.04 5 9.13 0.39 1.54 7 8.55 13.20On Grade632 631 632 0.82 0.11 Ac. 0.09 5 9.13 0.82 2.01 7 8.55 17.19898.9 Broad Weir 2.30 17.83 899.1 900.2631 604 631 0.61 0.37 Ac. 0.23 5 9.13 2.06 2.50 8 8.28 20.71898.4 Broad Weir 2.50 21.96 898.6 899.8625 624 625 0.75 4.00 Ac. 3.02 18 6.29 18.97 3.02 18 6.29 18.97Manhole624 623 624 0.79 0.26 Ac. 0.21 5 9.13 1.88 3.22 19 6.14 19.78On Grade623 EX 1419 623 0.76 0.31 Ac. 0.24 5 9.13 2.15 3.46 19 6.14 21.23On Grade622 621 622 0.82 0.06 Ac. 0.05 5 9.13 0.45 0.05 5 9.13 0.45On Grade621 602 621 0.85 0.05 Ac. 0.04 5 9.13 0.39 0.09 5 9.13 0.84On Grade620 604 620 0.79 0.22 Ac. 0.17 5 9.13 1.59 0.17 5 9.13 1.59898.5 Broad Weir 1.00 2.22 898.6 899.8618 608 618 0.52 0.58 Ac. 0.30 5 9.13 2.75 0.30 5 9.13 2.75899.3 Broad Weir 1.10 2.82 899.4 900.2617 614 617 0.31 0.31 Ac. 0.10 5 9.13 0.88 0.10 5 9.13 0.88899.3 Broad Weir 1.00 2.22 899.4 900.5 9/10/2011 3:05 PM 100 YEAR OVERFLOW ROUTING-PEAK OVERFLOW ELEVATION-PROJECT: Zionsville Apts.STORM:100YearJOB #: 100058DESIGNED BY:AFDATE: 9/10/11 COMPOSIOVERFLOW TYPE OF DEPTH FLOW AT PEAK FLOW LOWEST ADJ.FROM TO BASIN c A c*A Tc I Q SUM Tc I QINVERT FLOW OF FLOW DEPTH ELEVATION BUILDING FFE# (acres) (min) (in/hr) (cfs) (c*A) (min) (in/hr) (cfs)inches (cfs)8 - REI Bennet Apts\Engr\[100058-ST-PIPE-Rev3.xlsx]1STRUCTURE BASINS616 615 616 0.79 0.23 Ac. 0.18 5 9.13 1.66 0.18 5 9.13 1.66900.6 Broad Weir 1.00 2.22 900.7 901.7615 614 615 0.82 0.10 Ac. 0.08 5 9.13 0.75 0.26 5 9.13 2.41900.4 Broad Weir 1.10 2.82 900.5 901.7614 613 614 0.79 0.19 Ac. 0.15 5 9.13 1.37 0.51 6 8.83 4.50899.4 Broad Weir 1.40 5.15 899.5 900.7613 612 613 0.82 0.45 Ac. 0.37 5 9.13 3.37 0.88 6 8.83 7.76899.5 Broad Weir 1.70 8.37 899.6 900.7612 611 612 0.85 0.32 Ac. 0.27 5 9.13 2.48 1.15 7 8.55 9.84899.5 Broad Weir 1.90 11.06 899.7 900.7611 610 611 0.82 0.20 Ac. 0.16 5 9.13 1.50 1.31 7 8.55 11.24899.3 Broad Weir 2.00 12.57 899.5 900.5610 609 610 0.76 0.13 Ac. 0.10 5 9.13 0.90 1.41 8 8.28 11.71899.3 Broad Weir 2.00 12.57 899.5 900.5609 608 609 0.55 0.42 Ac. 0.23 5 9.13 2.11 1.64 8 8.28 13.62898.9 Broad Weir 2.10 14.20 899.1 900.5608 607 608 0.79 0.24 Ac. 0.19 5 9.13 1.73 2.14 9 8.03 17.16898.7 Broad Weir 2.30 17.83 898.9 900.5607 606 607 0.76 0.21 Ac. 0.16 5 9.13 1.46 2.30 9 8.03 18.44899.1 Broad Weir 2.50 21.96 899.3 900.2606 605 606 0.82 0.30 Ac. 0.25 5 9.13 2.25 2.54 9 8.03 20.41899.1 Broad Weir 2.50 21.96 899.3 900.2605 604 605 0.82 0.08 Ac. 0.07 5 9.13 0.60 2.61 9 8.03 20.94On Grade604 602 604 0.82 0.14 Ac. 0.11 5 9.13 1.05 5.40 10 7.80 42.06898.6 Broad Weir 3.30 43.96 898.9 899.8602 601 602 0.85 0.00 Ac. 0.00 5 9.13 0.01 5.49 5 9.13 50.12Manhole 9/10/2011 3:05 PM APPENDIX F – STORM SEWER DESIGN CALCULATIONS WEIGHTED RUNOFF COEFFICIENTS PROJECT: Zionsville Apts. JOB #: 100058 COMPUTED BY: AF DATE: 9/10/11 S:\2010\100058 - REI Bennet Apts\Engr\[100058-ST-PIPE-Rev3.xlsx]Weighted C STRUCTURE I.D.TOTAL DRAINAGE AREA % Grass % Impervious Weighted (Ac.) C= 0.25 C= 0.85 C 658 0.24 Ac. 10% 90% Weighted C= 0.79 657 0.38 Ac. 60% 40% Weighted C= 0.49 656 0.26 Ac. 100% 0% Weighted C= 0.25 655 0.24 Ac. 10% 90% Weighted C= 0.79 654 0.23 Ac. 10% 90% Weighted C= 0.79 653 0.11 Ac. 5% 95% Weighted C= 0.82 652 0.15 Ac. 15% 85% Weighted C= 0.76 651 0.23 Ac. 10% 90% Weighted C= 0.79 642 0.22 Ac. 10% 90% Weighted C= 0.79 641 0.11 Ac. 5% 95% Weighted C= 0.82 639 0.27 Ac. 100% 0% Weighted C= 0.25 638 0.19 Ac. 5% 95% Weighted C= 0.82 637 0.11 Ac. 15% 85% Weighted C= 0.76 636 0.07 Ac. 5% 95% Weighted C= 0.82 635 0.32 Ac. 25% 75% Weighted C= 0.70 634 0.12 Ac. 15% 85% Weighted C= 0.76 633 0.05 Ac. 0% 100% Weighted C= 0.85 632 0.11 Ac. 5% 95% Weighted C= 0.82 631 0.37 Ac. 40% 60% Weighted C= 0.61 625 4.00 Ac. 16% 84% Weighted C= 0.75 624 0.26 Ac. 10% 90% Weighted C= 0.79 623 0.31 Ac. 15% 85% Weighted C= 0.76 RUNOFF COEFFICIENTS CALCULATIONS 9/10/2011 3:07 PM WEIGHTED RUNOFF COEFFICIENTS PROJECT: Zionsville Apts. JOB #: 100058 COMPUTED BY: AF DATE: 9/10/11 S:\2010\100058 - REI Bennet Apts\Engr\[100058-ST-PIPE-Rev3.xlsx]Weighted C STRUCTURE I.D.TOTAL DRAINAGE AREA % Grass % Impervious Weighted (Ac.) C= 0.25 C= 0.85 C RUNOFF COEFFICIENTS CALCULATIONS 622 0.06 Ac. 5% 95% Weighted C= 0.82 621 0.05 Ac. 0% 100% Weighted C= 0.85 620 0.22 Ac. 10% 90% Weighted C= 0.79 618 0.58 Ac. 55% 45% Weighted C= 0.52 617 0.31 Ac. 90% 10% Weighted C= 0.31 616 0.23 Ac. 10% 90% Weighted C= 0.79 615 0.10 Ac. 5% 95% Weighted C= 0.82 614 0.19 Ac. 10% 90% Weighted C= 0.79 613 0.45 Ac. 5% 95% Weighted C= 0.82 612 0.32 Ac. 0% 100% Weighted C= 0.85 611 0.20 Ac. 5% 95% Weighted C= 0.82 610 0.13 Ac. 15% 85% Weighted C= 0.76 609 0.42 Ac. 50% 50% Weighted C= 0.55 608 0.24 Ac. 10% 90% Weighted C= 0.79 607 0.21 Ac. 15% 85% Weighted C= 0.76 606 0.30 Ac. 5% 95% Weighted C= 0.82 605 0.08 Ac. 5% 95% Weighted C= 0.82 604 0.14 Ac. 5% 95% Weighted C= 0.82 602 0.00 Ac. 0% 100% Weighted C= 0.85 9/10/2011 3:07 PM STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD-PROJECT: Zionsville Apts. STORM: 10 YearJOB #: 100058 DESIGNED BY: AFDATE: 9/10/11 COMPOSITE BASINSFROM TO BASIN c A c*A Tc I Q SUM Tc I Q# (acres) (min) (in/hr) (cfs) (c*A) (min) (in/hr) (cfs)658 632 658 0.79 0.24 Ac. 0.19 5 6.12 1.16 0.19 5 6.12 1.16657 632 657 0.49 0.38 Ac. 0.19 5 6.12 1.14 0.19 5 6.12 1.14656 633 656 0.25 0.26 Ac. 0.07 5 6.12 0.40 0.07 5 6.12 0.40655 634 655 0.79 0.24 Ac. 0.19 5 6.12 1.16 0.19 5 6.12 1.16654 653 654 0.79 0.23 Ac. 0.18 5 6.12 1.11 0.18 5 6.12 1.11653 635 653 0.82 0.11 Ac. 0.09 5 6.12 0.55 0.27 5 6.12 1.66652 636 652 0.76 0.15 Ac. 0.11 5 6.12 0.70 0.11 5 6.12 0.70651 636 651 0.79 0.23 Ac. 0.18 5 6.12 1.11 0.18 5 6.12 1.11STRUCTURE BASINS010\100058 - REI Bennet Apts\Engr\[100058-ST-PIPE-Rev3.xlsx]Rati 9/10/2011 3:07 PM STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD-PROJECT: Zionsville Apts. STORM: 10 YearJOB #: 100058 DESIGNED BY: AFDATE: 9/10/11 COMPOSITE BASINSFROM TO BASIN c A c*A Tc I Q SUM Tc I Q# (acres) (min) (in/hr) (cfs) (c*A) (min) (in/hr) (cfs)STRUCTURE BASINS010\100058 - REI Bennet Apts\Engr\[100058-ST-PIPE-Rev3.xlsx]Rati642 641 642 0.79 0.22 Ac. 0.17 5 6.12 1.06 0.17 5 6.12 1.06641 631 641 0.82 0.11 Ac. 0.09 5 6.12 0.55 0.26 5 6.12 1.62639 637 639 0.25 0.27 Ac. 0.07 5 6.12 0.41 0.07 5 6.12 0.41638 637 638 0.82 0.19 Ac. 0.16 5 6.12 0.95 0.16 5 6.12 0.95637 636 637 0.76 0.11 Ac. 0.08 5 6.12 0.51 0.31 5 6.12 1.88636 635 636 0.82 0.07 Ac. 0.06 5 6.12 0.35 0.66 6 5.92 3.91635 634 635 0.70 0.32 Ac. 0.22 5 6.12 1.37 1.16 6 5.92 6.84634 633 634 0.76 0.12 Ac. 0.09 5 6.12 0.56 1.44 7 5.73 8.23633 632 633 0.85 0.05 Ac. 0.04 5 6.12 0.26 1.54 7 5.73 8.85632 631 632 0.82 0.11 Ac. 0.09 5 6.12 0.55 2.01 7 5.73 11.52631 604 631 0.61 0.37 Ac. 0.23 5 6.12 1.38 2.50 8 5.55 13.88625 624 625 0.75 4.00 Ac. 3.02 18 4.22 12.72 3.02 18 4.22 12.72624 623 624 0.79 0.26 Ac. 0.21 5 6.12 1.26 3.22 19 4.12 13.26623 EX 1419 623 0.76 0.31 Ac. 0.24 5 6.12 1.44 3.46 19 4.12 14.23622 621 622 0.82 0.06 Ac. 0.05 5 6.12 0.30 0.05 5 6.12 0.30621 602 621 0.85 0.05 Ac. 0.04 5 6.12 0.26 0.09 5 6.12 0.56620 604 620 0.79 0.22 Ac. 0.17 5 6.12 1.06 0.17 5 6.12 1.06618 608 618 0.52 0.58 Ac. 0.30 5 6.12 1.85 0.30 5 6.12 1.85617 614 617 0.31 0.31 Ac. 0.10 5 6.12 0.59 0.10 5 6.12 0.59 9/10/2011 3:07 PM STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD-PROJECT: Zionsville Apts. STORM: 10 YearJOB #: 100058 DESIGNED BY: AFDATE: 9/10/11 COMPOSITE BASINSFROM TO BASIN c A c*A Tc I Q SUM Tc I Q# (acres) (min) (in/hr) (cfs) (c*A) (min) (in/hr) (cfs)STRUCTURE BASINS010\100058 - REI Bennet Apts\Engr\[100058-ST-PIPE-Rev3.xlsx]Rati616 615 616 0.79 0.23 Ac. 0.18 5 6.12 1.11 0.18 5 6.12 1.11615 614 615 0.82 0.10 Ac. 0.08 5 6.12 0.50 0.26 5 6.12 1.61614 613 614 0.79 0.19 Ac. 0.15 5 6.12 0.92 0.51 6 5.92 3.02613 612 613 0.82 0.45 Ac. 0.37 5 6.12 2.26 0.88 6 5.92 5.20612 611 612 0.85 0.32 Ac. 0.27 5 6.12 1.66 1.15 7 5.73 6.59611 610 611 0.82 0.20 Ac. 0.16 5 6.12 1.00 1.31 7 5.73 7.53610 609 610 0.76 0.13 Ac. 0.10 5 6.12 0.60 1.41 8 5.55 7.85609 608 609 0.55 0.42 Ac. 0.23 5 6.12 1.41 1.64 8 5.55 9.13608 607 608 0.79 0.24 Ac. 0.19 5 6.12 1.16 2.14 9 5.38 11.50607 606 607 0.76 0.21 Ac. 0.16 5 6.12 0.98 2.30 9 5.38 12.36606 605 606 0.82 0.30 Ac. 0.25 5 6.12 1.51 2.54 9 5.38 13.68605 604 605 0.82 0.08 Ac. 0.07 5 6.12 0.40 2.61 9 5.38 14.04604 602 604 0.82 0.14 Ac. 0.11 5 6.12 0.70 5.40 10 5.23 28.20602 601 602 0.85 0.00 Ac. 0.00 5 6.12 0.01 5.49 5 6.12 33.57 9/10/2011 3:07 PM STORM SEWER DESIGN CALCULATIONS-PIPE DESIGN-PROJECT: Zionsville Apts. STORM: 10JOB #: 100058 COMPUTED BY: AFDATE: 9/10/11DESIGN CAP. FULL ACTUALQ L DIA. SLOPE Q VEL. VELUP DOWN (cfs) (ft) (in) % (cfs) (ft/s) (ft/s) UP DOWN UP DOWN UP DOWN658 632 1.16 cfs 45 LF 12 in. 0.50% 2.53 cfs 3.2 ft/s 3.1 ft/s 899.20 898.60 894.70 894.48 3.3 3.0657 632 1.14 cfs 78 LF 12 in. 0.30% 1.96 cfs 2.5 ft/s 2.6 ft/s 898.60 898.60 894.90 894.67 2.5 2.8656 633 0.40 cfs 72 LF 12 in. 0.30% 1.96 cfs 2.5 ft/s 1.9 ft/s 898.65 899.40 895.00 894.78 2.5 3.4655 634 1.16 cfs 45 LF 12 in. 0.30% 1.96 cfs 2.5 ft/s 2.6 ft/s 899.76 899.20 895.00 894.87 3.6 3.2654 653 1.11 cfs 45 LF 12 in. 0.30% 1.96 cfs 2.5 ft/s 2.6 ft/s 899.30 899.60 895.00 894.86 3.1 3.6653 635 1.66 cfs 136 LF 12 in. 0.30% 1.96 cfs 2.5 ft/s 2.8 ft/s 899.60 898.60 894.86 894.45 3.6 3.0652 636 0.70 cfs 73 LF 12 in. 0.30% 1.96 cfs 2.5 ft/s 2.3 ft/s 899.15 899.40 895.00 894.78 3.0 3.4651 636 1.11 cfs 43 LF 12 in. 0.30% 1.96 cfs 2.5 ft/s 2.6 ft/s 900.20 899.40 895.50 895.37 3.5 2.9642 641 1.06 cfs 44 LF 12 in. 0.30% 1.96 cfs 2.5 ft/s 2.5 ft/s 899.20 898.76 895.00 894.87 3.0 2.7641 631 1.62 cfs 132 LF 12 in. 0.50% 2.53 cfs 3.2 ft/s 3.4 ft/s 898.76 897.60 894.07 893.41 3.5 3.0639 637 0.41 cfs 69 LF 12 in. 0.30% 1.96 cfs 2.5 ft/s 2.0 ft/s 899.00 899.10 895.50 895.29 2.3 2.6S:\2010\100058 - REI Bennet Apts\Engr\[100058-ST-PIPE-Rev3.xlsx]Pipe DesignRIM ELEV.STRUCTURE I.D.COVER (ft)PIPE INVERT ELEV.9/10/2011 3:07 PM STORM SEWER DESIGN CALCULATIONS-PIPE DESIGN-PROJECT: Zionsville Apts. STORM: 10JOB #: 100058 COMPUTED BY: AFDATE: 9/10/11DESIGN CAP. FULL ACTUALQ L DIA. SLOPE Q VEL. VELUP DOWN (cfs) (ft) (in) % (cfs) (ft/s) (ft/s) UP DOWN UP DOWN UP DOWNS:\2010\100058 - REI Bennet Apts\Engr\[100058-ST-PIPE-Rev3.xlsx]Pipe DesignRIM ELEV.STRUCTURE I.D.COVER (ft)PIPE INVERT ELEV.638 637 0.95 cfs 81 LF 12 in. 0.40% 2.27 cfs 2.9 ft/s 2.7 ft/s 899.75 899.10 895.30 894.98 3.3 3.0637 636 1.88 cfs 61 LF 12 in. 0.40% 2.27 cfs 2.9 ft/s 3.2 ft/s 899.10 899.40 894.98 894.74 3.0 3.5636 635 3.91 cfs 51 LF 15 in. 0.40% 4.11 cfs 3.3 ft/s 3.8 ft/s 899.40 898.60 894.54 894.33 3.4 2.8635 634 6.84 cfs 99 LF 21 in. 0.20% 7.13 cfs 3.0 ft/s 3.4 ft/s 898.60 899.20 893.93 893.73 2.7 3.5634 633 8.23 cfs 57 LF 21 in. 0.30% 8.73 cfs 3.6 ft/s 4.1 ft/s 899.20 899.40 893.73 893.56 3.5 3.9633 632 8.85 cfs 192 LF 21 in. 0.33% 9.16 cfs 3.8 ft/s 4.4 ft/s 899.40 898.60 893.56 892.93 3.9 3.7632 631 11.52 cfs 88 LF 24 in. 0.30% 12.47 cfs 4.0 ft/s 4.5 ft/s 898.60 897.60 892.73 892.47 3.6 2.9631 604 13.88 cfs 95 LF 24 in. 0.40% 14.40 cfs 4.6 ft/s 5.2 ft/s 897.60 898.08 892.47 892.09 2.9 3.8625 624 12.72 cfs 349 LF 24 in. 0.40% 14.40 cfs 4.6 ft/s 5.2 ft/s 899.56 896.29 888.52 887.12 8.8 6.9624 623 13.26 cfs 52 LF 24 in. 0.40% 14.40 cfs 4.6 ft/s 5.2 ft/s 896.29 895.63 887.12 886.91 6.9 6.5623 EX 1419 14.23 cfs 85 LF 24 in. 0.40% 14.40 cfs 4.6 ft/s 5.3 ft/s 895.63 886.91 886.57 6.5622 621 0.30 cfs 46 LF 12 in. 0.30% 1.96 cfs 2.5 ft/s 1.8 ft/s 896.44 895.44 891.40 891.26 3.9 3.0621 602 0.56 cfs 8 LF 12 in. 0.30% 1.96 cfs 2.5 ft/s 2.1 ft/s 895.44 895.98 891.26 891.24 3.0 3.6620 604 1.06 cfs 44 LF 12 in. 0.30% 1.96 cfs 2.5 ft/s 2.5 ft/s 898.80 898.08 894.00 893.87 3.6 3.0618 608 1.85 cfs 61 LF 12 in. 0.30% 1.96 cfs 2.5 ft/s 2.8 ft/s 897.79 898.10 893.50 893.32 3.1 3.6617 614 0.59 cfs 55 LF 12 in. 0.30% 1.96 cfs 2.5 ft/s 2.1 ft/s 897.78 899.10 895.00 894.83 1.6 3.19/10/2011 3:07 PM STORM SEWER DESIGN CALCULATIONS-PIPE DESIGN-PROJECT: Zionsville Apts. STORM: 10JOB #: 100058 COMPUTED BY: AFDATE: 9/10/11DESIGN CAP. FULL ACTUALQ L DIA. SLOPE Q VEL. VELUP DOWN (cfs) (ft) (in) % (cfs) (ft/s) (ft/s) UP DOWN UP DOWN UP DOWNS:\2010\100058 - REI Bennet Apts\Engr\[100058-ST-PIPE-Rev3.xlsx]Pipe DesignRIM ELEV.STRUCTURE I.D.COVER (ft)PIPE INVERT ELEV.616 615 1.11 cfs 42 LF 12 in. 0.30% 1.96 cfs 2.5 ft/s 2.6 ft/s 900.59 900.10 896.40 896.27 3.0 2.7615 614 1.61 cfs 74 LF 12 in. 0.30% 1.96 cfs 2.5 ft/s 2.8 ft/s 900.10 899.10 895.27 895.05 3.7 2.9614 613 3.02 cfs 114 LF 15 in. 0.30% 3.56 cfs 2.9 ft/s 3.2 ft/s 899.10 898.40 894.73 894.39 3.0 2.6613 612 5.20 cfs 119 LF 18 in. 0.30% 5.79 cfs 3.3 ft/s 3.7 ft/s 898.40 899.20 894.29 893.93 2.4 3.6612 611 6.59 cfs 98 LF 18 in. 0.40% 6.68 cfs 3.8 ft/s 4.4 ft/s 899.20 898.60 893.93 893.54 3.6 3.4611 610 7.53 cfs 98 LF 21 in. 0.25% 7.97 cfs 3.3 ft/s 3.8 ft/s 898.60 899.00 893.34 893.10 3.3 3.9610 609 7.85 cfs 120 LF 21 in. 0.30% 8.73 cfs 3.6 ft/s 4.1 ft/s 899.00 898.20 893.10 892.74 3.9 3.5609 608 9.13 cfs 101 LF 21 in. 0.35% 9.43 cfs 3.9 ft/s 4.5 ft/s 898.20 898.10 892.74 892.39 3.5 3.8608 607 11.50 cfs 71 LF 24 in. 0.30% 12.47 cfs 4.0 ft/s 4.5 ft/s 898.10 898.20 892.19 891.98 3.7 4.0607 606 12.36 cfs 123 LF 24 in. 0.30% 12.47 cfs 4.0 ft/s 4.6 ft/s 898.20 898.75 891.98 891.61 4.0 4.9606 605 13.68 cfs 82 LF 24 in. 0.37% 13.85 cfs 4.4 ft/s 5.1 ft/s 898.75 898.70 891.61 891.31 4.9 5.2605 604 14.04 cfs 52 LF 24 in. 0.40% 14.40 cfs 4.6 ft/s 5.2 ft/s 898.70 898.08 891.31 891.10 5.2 4.7604 602 28.20 cfs 111 LF 30 in. 0.50% 29.19 cfs 5.9 ft/s 6.8 ft/s 898.08 895.98 890.70 890.15 4.6 3.0602 601 33.57 cfs 111 LF 30 in. 0.70% 34.54 cfs 7.0 ft/s 8.0 ft/s 895.98 892.80 888.54 887.76 4.7 2.29/10/2011 3:07 PM NEENAH STANDARD INLET GRATE CAPACITIESGrate # Grate TypeOpen Area, sfPerimeter, ft.Head, ft Capacity, cfs Weir Transitional OrificeR-3286-8V V 0.7 4.4 0.50 2.40 2.40 5.20R-4342 BEEHIVE 2.0 6.0 0.50 5.90 6.90 5.90 7.10R-3472 A,C 1.3 7.3 0.50 4.50 4.50 8.60Capacity, cfsS:\2010\100058 - REI Bennet Apts\Engr\Inlet Grate Capacities.xlsx APPENDIX G –WATER QUALITY ANALYSIS Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.(BLN Job #100058)The Domain at Bennett FarmsExisting Pond Water Quality AnalysisNodesA Stage/AreaV Stage/VolumeT Time/StageM ManholeBasinsO Overland FlowU SCS Unit CNS SBUH CNY SCS Unit GAZ SBUH GALinksP PipeW WeirC ChannelD Drop StructureB BridgeR Rating CurveH BreachE PercolationF FilterX Exfil TrenchT:Pond1DSA:Pond1P:Pond1Out The Domain at Bennett FarmsExisting Pond Water Quality AnalysisInput Data============================================================================================== Basins ======================================================================================================================================================================== Name: Node: Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Peaking Factor: 0.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 0.00 Area(ac): 0.000 Time Shift(hrs): 0.00 Curve Number: 0.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ============================================================================================== Nodes ========================================================================================================================================================================= Name: Pond1 Base Flow(cfs): 0.000 Init Stage(ft): 878.280 Group: BASE Warn Stage(ft): 882.100 Type: Stage/Area Stage(ft) Area(ac)--------------- --------------- 877.400 1.7500 878.000 1.8000 879.000 1.8800 880.000 1.9600 881.000 2.0400 882.000 2.1200 883.000 2.2000 884.000 2.2500------------------------------------------------------------------------------------------ Name: Pond1DS Base Flow(cfs): 0.000 Init Stage(ft): 877.070 Group: BASE Warn Stage(ft): 878.000 Type: Time/Stage Time(hrs) Stage(ft)--------------- --------------- 0.00 877.070 999.00 877.070============================================================================================== Pipes =========================================================================================================================================================================(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 2 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisInput Data Name: Pond1Out From Node: Pond1 Length(ft): 48.00 Group: BASE To Node: Pond1DS Count: 1 Friction Equation: Automatic UPSTREAM DOWNSTREAM Solution Algorithm: Most Restrictive Geometry: Circular Circular Flow: Both Span(in): 24.00 24.00 Entrance Loss Coef: 0.50 Rise(in): 24.00 24.00 Exit Loss Coef: 0.00 Invert(ft): 877.400 877.070 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Stabilizer Option: NoneUpstream FHWA Inlet Edge Description:Circular Concrete: Groove end w/ headwallDownstream FHWA Inlet Edge Description:Circular Concrete: Groove end projecting============================================================================================== Routing Simulations =========================================================================================================================================================== Name: WQv Hydrology Sim: 010yr-24hr Filename: S:\2010\100058 - REI BENNET APTS\ENGR\EXPOND-ICPR\WQv.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 72.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- ---------------72.000 5.000 Group Run --------------- -----BASE Yes (BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 2 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 0.00 878.28 882.10 79430 0.00 3.39 0.0 0.0 WQv Pond1 BASE 0.08 878.27 882.10 79386 0.00 3.30 0.0 0.0 WQv Pond1 BASE 0.18 878.25 882.10 79338 0.00 3.21 0.0 0.0 WQv Pond1 BASE 0.26 878.24 882.10 79296 0.00 3.13 0.0 0.1 WQv Pond1 BASE 0.34 878.23 882.10 79257 0.00 3.05 0.0 0.1 WQv Pond1 BASE 0.42 878.22 882.10 79219 0.00 2.98 0.0 0.1 WQv Pond1 BASE 0.50 878.21 882.10 79181 0.00 2.91 0.0 0.1 WQv Pond1 BASE 0.60 878.20 882.10 79136 0.00 2.82 0.0 0.2 WQv Pond1 BASE 0.68 878.19 882.10 79099 0.00 2.75 0.0 0.2 WQv Pond1 BASE 0.77 878.17 882.10 79063 0.00 2.69 0.0 0.2 WQv Pond1 BASE 0.85 878.16 882.10 79027 0.00 2.62 0.0 0.2 WQv Pond1 BASE 0.93 878.15 882.10 78993 0.00 2.56 0.0 0.2 WQv Pond1 BASE 1.02 878.15 882.10 78959 0.00 2.50 0.0 0.2 WQv Pond1 BASE 1.10 878.14 882.10 78926 0.00 2.44 0.0 0.3 WQv Pond1 BASE 1.18 878.13 882.10 78894 0.00 2.39 0.0 0.3 WQv Pond1 BASE 1.27 878.12 882.10 78863 0.00 2.33 0.0 0.3 WQv Pond1 BASE 1.35 878.11 882.10 78832 0.00 2.28 0.0 0.3 WQv Pond1 BASE 1.43 878.10 882.10 78802 0.00 2.23 0.0 0.3 WQv Pond1 BASE 1.52 878.09 882.10 78772 0.00 2.18 0.0 0.3 WQv Pond1 BASE 1.60 878.08 882.10 78744 0.00 2.13 0.0 0.4 WQv Pond1 BASE 1.68 878.08 882.10 78716 0.00 2.08 0.0 0.4 WQv Pond1 BASE 1.77 878.07 882.10 78688 0.00 2.04 0.0 0.4 WQv Pond1 BASE 1.85 878.06 882.10 78661 0.00 1.99 0.0 0.4 WQv Pond1 BASE 1.93 878.05 882.10 78635 0.00 1.95 0.0 0.4 WQv Pond1 BASE 2.02 878.05 882.10 78609 0.00 1.91 0.0 0.4 WQv Pond1 BASE 2.10 878.04 882.10 78583 0.00 1.87 0.0 0.4 WQv Pond1 BASE 2.18 878.03 882.10 78559 0.00 1.83 0.0 0.5 WQv Pond1 BASE 2.27 878.02 882.10 78534 0.00 1.80 0.0 0.5 WQv Pond1 BASE 2.35 878.02 882.10 78511 0.00 1.76 0.0 0.5 WQv Pond1 BASE 2.43 878.01 882.10 78487 0.00 1.72 0.0 0.5 WQv Pond1 BASE 2.52 878.00 882.10 78464 0.00 1.69 0.0 0.5 WQv Pond1 BASE 2.60 878.00 882.10 78441 0.00 1.66 0.0 0.5 WQv Pond1 BASE 2.68 877.99 882.10 78418 0.00 1.62 0.0 0.5 WQv Pond1 BASE 2.77 877.99 882.10 78396 0.00 1.59 0.0 0.5 WQv Pond1 BASE 2.85 877.98 882.10 78374 0.00 1.56 0.0 0.5 WQv Pond1 BASE 2.93 877.97 882.10 78352 0.00 1.53 0.0 0.6 WQv Pond1 BASE 3.02 877.97 882.10 78331 0.00 1.50 0.0 0.6 WQv Pond1 BASE 3.10 877.96 882.10 78310 0.00 1.47 0.0 0.6 WQv Pond1 BASE 3.18 877.96 882.10 78290 0.00 1.45 0.0 0.6 WQv Pond1 BASE 3.27 877.95 882.10 78270 0.00 1.42 0.0 0.6 WQv Pond1 BASE 3.35 877.95 882.10 78250 0.00 1.39 0.0 0.6 WQv Pond1 BASE 3.43 877.94 882.10 78231 0.00 1.37 0.0 0.6 WQv Pond1 BASE 3.52 877.93 882.10 78212 0.00 1.34 0.0 0.6 WQv Pond1 BASE 3.60 877.93 882.10 78193 0.00 1.32 0.0 0.6 WQv Pond1 BASE 3.68 877.92 882.10 78175 0.00 1.30 0.0 0.6 WQv Pond1 BASE 3.77 877.92 882.10 78157 0.00 1.27 0.0 0.7 WQv Pond1 BASE 3.85 877.91 882.10 78139 0.00 1.25 0.0 0.7 WQv Pond1 BASE 3.93 877.91 882.10 78122 0.00 1.23 0.0 0.7 WQv Pond1 BASE 4.02 877.91 882.10 78104 0.00 1.21 0.0 0.7 WQv Pond1 BASE 4.10 877.90 882.10 78088 0.00 1.19 0.0 0.7(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 4.18 877.90 882.10 78071 0.00 1.17 0.0 0.7 WQv Pond1 BASE 4.27 877.89 882.10 78055 0.00 1.15 0.0 0.7 WQv Pond1 BASE 4.35 877.89 882.10 78039 0.00 1.13 0.0 0.7 WQv Pond1 BASE 4.43 877.88 882.10 78023 0.00 1.11 0.0 0.7 WQv Pond1 BASE 4.52 877.88 882.10 78008 0.00 1.09 0.0 0.7 WQv Pond1 BASE 4.60 877.87 882.10 77992 0.00 1.07 0.0 0.7 WQv Pond1 BASE 4.68 877.87 882.10 77977 0.00 1.05 0.0 0.7 WQv Pond1 BASE 4.77 877.87 882.10 77963 0.00 1.04 0.0 0.7 WQv Pond1 BASE 4.85 877.86 882.10 77948 0.00 1.02 0.0 0.8 WQv Pond1 BASE 4.93 877.86 882.10 77934 0.00 1.00 0.0 0.8 WQv Pond1 BASE 5.02 877.85 882.10 77920 0.00 0.99 0.0 0.8 WQv Pond1 BASE 5.10 877.85 882.10 77906 0.00 0.97 0.0 0.8 WQv Pond1 BASE 5.18 877.85 882.10 77893 0.00 0.96 0.0 0.8 WQv Pond1 BASE 5.27 877.84 882.10 77879 0.00 0.94 0.0 0.8 WQv Pond1 BASE 5.35 877.84 882.10 77866 0.00 0.93 0.0 0.8 WQv Pond1 BASE 5.43 877.84 882.10 77853 0.00 0.91 0.0 0.8 WQv Pond1 BASE 5.52 877.83 882.10 77840 0.00 0.90 0.0 0.8 WQv Pond1 BASE 5.60 877.83 882.10 77828 0.00 0.89 0.0 0.8 WQv Pond1 BASE 5.68 877.83 882.10 77815 0.00 0.87 0.0 0.8 WQv Pond1 BASE 5.77 877.82 882.10 77803 0.00 0.86 0.0 0.8 WQv Pond1 BASE 5.85 877.82 882.10 77791 0.00 0.85 0.0 0.8 WQv Pond1 BASE 5.93 877.82 882.10 77779 0.00 0.83 0.0 0.8 WQv Pond1 BASE 6.02 877.81 882.10 77767 0.00 0.82 0.0 0.8 WQv Pond1 BASE 6.10 877.81 882.10 77756 0.00 0.81 0.0 0.8 WQv Pond1 BASE 6.18 877.81 882.10 77744 0.00 0.80 0.0 0.9 WQv Pond1 BASE 6.27 877.80 882.10 77733 0.00 0.79 0.0 0.9 WQv Pond1 BASE 6.35 877.80 882.10 77722 0.00 0.78 0.0 0.9 WQv Pond1 BASE 6.43 877.80 882.10 77711 0.00 0.77 0.0 0.9 WQv Pond1 BASE 6.52 877.79 882.10 77700 0.00 0.75 0.0 0.9 WQv Pond1 BASE 6.60 877.79 882.10 77690 0.00 0.74 0.0 0.9 WQv Pond1 BASE 6.68 877.79 882.10 77679 0.00 0.73 0.0 0.9 WQv Pond1 BASE 6.77 877.79 882.10 77669 0.00 0.72 0.0 0.9 WQv Pond1 BASE 6.85 877.78 882.10 77659 0.00 0.71 0.0 0.9 WQv Pond1 BASE 6.93 877.78 882.10 77649 0.00 0.70 0.0 0.9 WQv Pond1 BASE 7.02 877.78 882.10 77639 0.00 0.69 0.0 0.9 WQv Pond1 BASE 7.10 877.78 882.10 77629 0.00 0.68 0.0 0.9 WQv Pond1 BASE 7.18 877.77 882.10 77619 0.00 0.68 0.0 0.9 WQv Pond1 BASE 7.27 877.77 882.10 77610 0.00 0.67 0.0 0.9 WQv Pond1 BASE 7.35 877.77 882.10 77600 0.00 0.66 0.0 0.9 WQv Pond1 BASE 7.43 877.77 882.10 77591 0.00 0.65 0.0 0.9 WQv Pond1 BASE 7.52 877.76 882.10 77582 0.00 0.64 0.0 0.9 WQv Pond1 BASE 7.60 877.76 882.10 77573 0.00 0.63 0.0 0.9 WQv Pond1 BASE 7.68 877.76 882.10 77564 0.00 0.62 0.0 0.9 WQv Pond1 BASE 7.77 877.76 882.10 77555 0.00 0.62 0.0 0.9 WQv Pond1 BASE 7.85 877.75 882.10 77546 0.00 0.61 0.0 0.9 WQv Pond1 BASE 7.93 877.75 882.10 77538 0.00 0.60 0.0 1.0 WQv Pond1 BASE 8.02 877.75 882.10 77529 0.00 0.59 0.0 1.0 WQv Pond1 BASE 8.10 877.75 882.10 77521 0.00 0.59 0.0 1.0 WQv Pond1 BASE 8.18 877.74 882.10 77513 0.00 0.58 0.0 1.0 WQv Pond1 BASE 8.27 877.74 882.10 77505 0.00 0.57 0.0 1.0(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 8.35 877.74 882.10 77497 0.00 0.56 0.0 1.0 WQv Pond1 BASE 8.43 877.74 882.10 77489 0.00 0.56 0.0 1.0 WQv Pond1 BASE 8.52 877.73 882.10 77481 0.00 0.55 0.0 1.0 WQv Pond1 BASE 8.60 877.73 882.10 77473 0.00 0.54 0.0 1.0 WQv Pond1 BASE 8.68 877.73 882.10 77465 0.00 0.54 0.0 1.0 WQv Pond1 BASE 8.77 877.73 882.10 77458 0.00 0.53 0.0 1.0 WQv Pond1 BASE 8.85 877.73 882.10 77450 0.00 0.53 0.0 1.0 WQv Pond1 BASE 8.93 877.72 882.10 77443 0.00 0.52 0.0 1.0 WQv Pond1 BASE 9.02 877.72 882.10 77435 0.00 0.51 0.0 1.0 WQv Pond1 BASE 9.10 877.72 882.10 77428 0.00 0.51 0.0 1.0 WQv Pond1 BASE 9.18 877.72 882.10 77421 0.00 0.50 0.0 1.0 WQv Pond1 BASE 9.27 877.72 882.10 77414 0.00 0.49 0.0 1.0 WQv Pond1 BASE 9.35 877.71 882.10 77407 0.00 0.49 0.0 1.0 WQv Pond1 BASE 9.43 877.71 882.10 77400 0.00 0.48 0.0 1.0 WQv Pond1 BASE 9.52 877.71 882.10 77393 0.00 0.48 0.0 1.0 WQv Pond1 BASE 9.60 877.71 882.10 77386 0.00 0.47 0.0 1.0 WQv Pond1 BASE 9.68 877.71 882.10 77379 0.00 0.47 0.0 1.0 WQv Pond1 BASE 9.77 877.71 882.10 77373 0.00 0.46 0.0 1.0 WQv Pond1 BASE 9.85 877.70 882.10 77366 0.00 0.46 0.0 1.0 WQv Pond1 BASE 9.93 877.70 882.10 77360 0.00 0.45 0.0 1.0 WQv Pond1 BASE 10.02 877.70 882.10 77353 0.00 0.45 0.0 1.0 WQv Pond1 BASE 10.10 877.70 882.10 77347 0.00 0.44 0.0 1.0 WQv Pond1 BASE 10.18 877.70 882.10 77341 0.00 0.44 0.0 1.0 WQv Pond1 BASE 10.27 877.70 882.10 77335 0.00 0.43 0.0 1.1 WQv Pond1 BASE 10.35 877.69 882.10 77328 0.00 0.43 0.0 1.1 WQv Pond1 BASE 10.43 877.69 882.10 77322 0.00 0.42 0.0 1.1 WQv Pond1 BASE 10.52 877.69 882.10 77316 0.00 0.42 0.0 1.1 WQv Pond1 BASE 10.60 877.69 882.10 77310 0.00 0.41 0.0 1.1 WQv Pond1 BASE 10.68 877.69 882.10 77305 0.00 0.41 0.0 1.1 WQv Pond1 BASE 10.77 877.69 882.10 77299 0.00 0.41 0.0 1.1 WQv Pond1 BASE 10.85 877.68 882.10 77293 0.00 0.40 0.0 1.1 WQv Pond1 BASE 10.93 877.68 882.10 77287 0.00 0.40 0.0 1.1 WQv Pond1 BASE 11.02 877.68 882.10 77282 0.00 0.39 0.0 1.1 WQv Pond1 BASE 11.10 877.68 882.10 77276 0.00 0.39 0.0 1.1 WQv Pond1 BASE 11.18 877.68 882.10 77271 0.00 0.39 0.0 1.1 WQv Pond1 BASE 11.27 877.68 882.10 77265 0.00 0.38 0.0 1.1 WQv Pond1 BASE 11.35 877.67 882.10 77260 0.00 0.38 0.0 1.1 WQv Pond1 BASE 11.43 877.67 882.10 77254 0.00 0.37 0.0 1.1 WQv Pond1 BASE 11.52 877.67 882.10 77249 0.00 0.37 0.0 1.1 WQv Pond1 BASE 11.60 877.67 882.10 77244 0.00 0.37 0.0 1.1 WQv Pond1 BASE 11.68 877.67 882.10 77238 0.00 0.36 0.0 1.1 WQv Pond1 BASE 11.77 877.67 882.10 77233 0.00 0.36 0.0 1.1 WQv Pond1 BASE 11.85 877.67 882.10 77228 0.00 0.36 0.0 1.1 WQv Pond1 BASE 11.93 877.66 882.10 77223 0.00 0.35 0.0 1.1 WQv Pond1 BASE 12.02 877.66 882.10 77218 0.00 0.35 0.0 1.1 WQv Pond1 BASE 12.10 877.66 882.10 77213 0.00 0.34 0.0 1.1 WQv Pond1 BASE 12.18 877.66 882.10 77208 0.00 0.34 0.0 1.1 WQv Pond1 BASE 12.27 877.66 882.10 77203 0.00 0.34 0.0 1.1 WQv Pond1 BASE 12.35 877.66 882.10 77199 0.00 0.33 0.0 1.1 WQv Pond1 BASE 12.43 877.66 882.10 77194 0.00 0.33 0.0 1.1(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 12.52 877.66 882.10 77189 0.00 0.33 0.0 1.1 WQv Pond1 BASE 12.60 877.65 882.10 77184 0.00 0.33 0.0 1.1 WQv Pond1 BASE 12.68 877.65 882.10 77180 0.00 0.32 0.0 1.1 WQv Pond1 BASE 12.77 877.65 882.10 77175 0.00 0.32 0.0 1.1 WQv Pond1 BASE 12.85 877.65 882.10 77171 0.00 0.32 0.0 1.1 WQv Pond1 BASE 12.93 877.65 882.10 77166 0.00 0.31 0.0 1.1 WQv Pond1 BASE 13.02 877.65 882.10 77162 0.00 0.31 0.0 1.1 WQv Pond1 BASE 13.10 877.65 882.10 77157 0.00 0.31 0.0 1.1 WQv Pond1 BASE 13.18 877.65 882.10 77153 0.00 0.30 0.0 1.1 WQv Pond1 BASE 13.27 877.64 882.10 77149 0.00 0.30 0.0 1.1 WQv Pond1 BASE 13.35 877.64 882.10 77144 0.00 0.30 0.0 1.1 WQv Pond1 BASE 13.43 877.64 882.10 77140 0.00 0.30 0.0 1.1 WQv Pond1 BASE 13.52 877.64 882.10 77136 0.00 0.29 0.0 1.1 WQv Pond1 BASE 13.60 877.64 882.10 77132 0.00 0.29 0.0 1.1 WQv Pond1 BASE 13.68 877.64 882.10 77127 0.00 0.29 0.0 1.2 WQv Pond1 BASE 13.77 877.64 882.10 77123 0.00 0.29 0.0 1.2 WQv Pond1 BASE 13.85 877.64 882.10 77119 0.00 0.28 0.0 1.2 WQv Pond1 BASE 13.93 877.64 882.10 77115 0.00 0.28 0.0 1.2 WQv Pond1 BASE 14.02 877.63 882.10 77111 0.00 0.28 0.0 1.2 WQv Pond1 BASE 14.10 877.63 882.10 77107 0.00 0.28 0.0 1.2 WQv Pond1 BASE 14.18 877.63 882.10 77103 0.00 0.27 0.0 1.2 WQv Pond1 BASE 14.27 877.63 882.10 77099 0.00 0.27 0.0 1.2 WQv Pond1 BASE 14.35 877.63 882.10 77095 0.00 0.27 0.0 1.2 WQv Pond1 BASE 14.43 877.63 882.10 77092 0.00 0.27 0.0 1.2 WQv Pond1 BASE 14.52 877.63 882.10 77088 0.00 0.26 0.0 1.2 WQv Pond1 BASE 14.60 877.63 882.10 77084 0.00 0.26 0.0 1.2 WQv Pond1 BASE 14.68 877.63 882.10 77080 0.00 0.26 0.0 1.2 WQv Pond1 BASE 14.77 877.63 882.10 77077 0.00 0.26 0.0 1.2 WQv Pond1 BASE 14.85 877.62 882.10 77073 0.00 0.26 0.0 1.2 WQv Pond1 BASE 14.93 877.62 882.10 77069 0.00 0.25 0.0 1.2 WQv Pond1 BASE 15.02 877.62 882.10 77066 0.00 0.25 0.0 1.2 WQv Pond1 BASE 15.10 877.62 882.10 77062 0.00 0.25 0.0 1.2 WQv Pond1 BASE 15.18 877.62 882.10 77059 0.00 0.25 0.0 1.2 WQv Pond1 BASE 15.27 877.62 882.10 77055 0.00 0.24 0.0 1.2 WQv Pond1 BASE 15.35 877.62 882.10 77051 0.00 0.24 0.0 1.2 WQv Pond1 BASE 15.43 877.62 882.10 77048 0.00 0.24 0.0 1.2 WQv Pond1 BASE 15.52 877.62 882.10 77045 0.00 0.24 0.0 1.2 WQv Pond1 BASE 15.60 877.62 882.10 77041 0.00 0.24 0.0 1.2 WQv Pond1 BASE 15.68 877.61 882.10 77038 0.00 0.23 0.0 1.2 WQv Pond1 BASE 15.77 877.61 882.10 77034 0.00 0.23 0.0 1.2 WQv Pond1 BASE 15.85 877.61 882.10 77031 0.00 0.23 0.0 1.2 WQv Pond1 BASE 15.93 877.61 882.10 77028 0.00 0.23 0.0 1.2 WQv Pond1 BASE 16.02 877.61 882.10 77024 0.00 0.23 0.0 1.2 WQv Pond1 BASE 16.10 877.61 882.10 77021 0.00 0.23 0.0 1.2 WQv Pond1 BASE 16.18 877.61 882.10 77018 0.00 0.22 0.0 1.2 WQv Pond1 BASE 16.27 877.61 882.10 77015 0.00 0.22 0.0 1.2 WQv Pond1 BASE 16.35 877.61 882.10 77012 0.00 0.22 0.0 1.2 WQv Pond1 BASE 16.43 877.61 882.10 77008 0.00 0.22 0.0 1.2 WQv Pond1 BASE 16.52 877.61 882.10 77005 0.00 0.22 0.0 1.2 WQv Pond1 BASE 16.60 877.60 882.10 77002 0.00 0.21 0.0 1.2(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 16.68 877.60 882.10 76999 0.00 0.21 0.0 1.2 WQv Pond1 BASE 16.77 877.60 882.10 76996 0.00 0.21 0.0 1.2 WQv Pond1 BASE 16.85 877.60 882.10 76993 0.00 0.21 0.0 1.2 WQv Pond1 BASE 16.93 877.60 882.10 76990 0.00 0.21 0.0 1.2 WQv Pond1 BASE 17.02 877.60 882.10 76987 0.00 0.21 0.0 1.2 WQv Pond1 BASE 17.10 877.60 882.10 76984 0.00 0.21 0.0 1.2 WQv Pond1 BASE 17.18 877.60 882.10 76981 0.00 0.20 0.0 1.2 WQv Pond1 BASE 17.27 877.60 882.10 76978 0.00 0.20 0.0 1.2 WQv Pond1 BASE 17.35 877.60 882.10 76975 0.00 0.20 0.0 1.2 WQv Pond1 BASE 17.43 877.60 882.10 76972 0.00 0.20 0.0 1.2 WQv Pond1 BASE 17.52 877.60 882.10 76970 0.00 0.20 0.0 1.2 WQv Pond1 BASE 17.60 877.60 882.10 76967 0.00 0.20 0.0 1.2 WQv Pond1 BASE 17.68 877.59 882.10 76964 0.00 0.20 0.0 1.2 WQv Pond1 BASE 17.77 877.59 882.10 76961 0.00 0.19 0.0 1.2 WQv Pond1 BASE 17.85 877.59 882.10 76958 0.00 0.19 0.0 1.2 WQv Pond1 BASE 17.93 877.59 882.10 76956 0.00 0.19 0.0 1.2 WQv Pond1 BASE 18.02 877.59 882.10 76953 0.00 0.19 0.0 1.2 WQv Pond1 BASE 18.10 877.59 882.10 76950 0.00 0.19 0.0 1.2 WQv Pond1 BASE 18.18 877.59 882.10 76947 0.00 0.19 0.0 1.2 WQv Pond1 BASE 18.27 877.59 882.10 76945 0.00 0.19 0.0 1.2 WQv Pond1 BASE 18.35 877.59 882.10 76942 0.00 0.18 0.0 1.2 WQv Pond1 BASE 18.43 877.59 882.10 76939 0.00 0.18 0.0 1.2 WQv Pond1 BASE 18.52 877.59 882.10 76937 0.00 0.18 0.0 1.2 WQv Pond1 BASE 18.60 877.59 882.10 76934 0.00 0.18 0.0 1.2 WQv Pond1 BASE 18.68 877.59 882.10 76932 0.00 0.18 0.0 1.2 WQv Pond1 BASE 18.77 877.59 882.10 76929 0.00 0.18 0.0 1.2 WQv Pond1 BASE 18.85 877.58 882.10 76927 0.00 0.18 0.0 1.2 WQv Pond1 BASE 18.93 877.58 882.10 76924 0.00 0.17 0.0 1.2 WQv Pond1 BASE 19.02 877.58 882.10 76921 0.00 0.17 0.0 1.2 WQv Pond1 BASE 19.10 877.58 882.10 76919 0.00 0.17 0.0 1.3 WQv Pond1 BASE 19.18 877.58 882.10 76916 0.00 0.17 0.0 1.3 WQv Pond1 BASE 19.27 877.58 882.10 76914 0.00 0.17 0.0 1.3 WQv Pond1 BASE 19.35 877.58 882.10 76912 0.00 0.17 0.0 1.3 WQv Pond1 BASE 19.43 877.58 882.10 76909 0.00 0.17 0.0 1.3 WQv Pond1 BASE 19.52 877.58 882.10 76907 0.00 0.17 0.0 1.3 WQv Pond1 BASE 19.60 877.58 882.10 76904 0.00 0.17 0.0 1.3 WQv Pond1 BASE 19.68 877.58 882.10 76902 0.00 0.16 0.0 1.3 WQv Pond1 BASE 19.77 877.58 882.10 76900 0.00 0.16 0.0 1.3 WQv Pond1 BASE 19.85 877.58 882.10 76897 0.00 0.16 0.0 1.3 WQv Pond1 BASE 19.93 877.58 882.10 76895 0.00 0.16 0.0 1.3 WQv Pond1 BASE 20.02 877.58 882.10 76893 0.00 0.16 0.0 1.3 WQv Pond1 BASE 20.10 877.57 882.10 76890 0.00 0.16 0.0 1.3 WQv Pond1 BASE 20.18 877.57 882.10 76888 0.00 0.16 0.0 1.3 WQv Pond1 BASE 20.27 877.57 882.10 76886 0.00 0.16 0.0 1.3 WQv Pond1 BASE 20.35 877.57 882.10 76883 0.00 0.16 0.0 1.3 WQv Pond1 BASE 20.43 877.57 882.10 76881 0.00 0.15 0.0 1.3 WQv Pond1 BASE 20.52 877.57 882.10 76879 0.00 0.15 0.0 1.3 WQv Pond1 BASE 20.60 877.57 882.10 76877 0.00 0.15 0.0 1.3 WQv Pond1 BASE 20.68 877.57 882.10 76875 0.00 0.15 0.0 1.3 WQv Pond1 BASE 20.77 877.57 882.10 76872 0.00 0.15 0.0 1.3(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 20.85 877.57 882.10 76870 0.00 0.15 0.0 1.3 WQv Pond1 BASE 20.93 877.57 882.10 76868 0.00 0.15 0.0 1.3 WQv Pond1 BASE 21.02 877.57 882.10 76866 0.00 0.15 0.0 1.3 WQv Pond1 BASE 21.10 877.57 882.10 76864 0.00 0.15 0.0 1.3 WQv Pond1 BASE 21.18 877.57 882.10 76862 0.00 0.15 0.0 1.3 WQv Pond1 BASE 21.27 877.57 882.10 76860 0.00 0.14 0.0 1.3 WQv Pond1 BASE 21.35 877.57 882.10 76858 0.00 0.14 0.0 1.3 WQv Pond1 BASE 21.43 877.57 882.10 76855 0.00 0.14 0.0 1.3 WQv Pond1 BASE 21.52 877.56 882.10 76853 0.00 0.14 0.0 1.3 WQv Pond1 BASE 21.60 877.56 882.10 76851 0.00 0.14 0.0 1.3 WQv Pond1 BASE 21.68 877.56 882.10 76849 0.00 0.14 0.0 1.3 WQv Pond1 BASE 21.77 877.56 882.10 76847 0.00 0.14 0.0 1.3 WQv Pond1 BASE 21.85 877.56 882.10 76845 0.00 0.14 0.0 1.3 WQv Pond1 BASE 21.93 877.56 882.10 76843 0.00 0.14 0.0 1.3 WQv Pond1 BASE 22.02 877.56 882.10 76841 0.00 0.14 0.0 1.3 WQv Pond1 BASE 22.10 877.56 882.10 76839 0.00 0.14 0.0 1.3 WQv Pond1 BASE 22.18 877.56 882.10 76837 0.00 0.13 0.0 1.3 WQv Pond1 BASE 22.27 877.56 882.10 76835 0.00 0.13 0.0 1.3 WQv Pond1 BASE 22.35 877.56 882.10 76834 0.00 0.13 0.0 1.3 WQv Pond1 BASE 22.43 877.56 882.10 76832 0.00 0.13 0.0 1.3 WQv Pond1 BASE 22.52 877.56 882.10 76830 0.00 0.13 0.0 1.3 WQv Pond1 BASE 22.60 877.56 882.10 76828 0.00 0.13 0.0 1.3 WQv Pond1 BASE 22.68 877.56 882.10 76826 0.00 0.13 0.0 1.3 WQv Pond1 BASE 22.77 877.56 882.10 76824 0.00 0.13 0.0 1.3 WQv Pond1 BASE 22.85 877.56 882.10 76822 0.00 0.13 0.0 1.3 WQv Pond1 BASE 22.93 877.56 882.10 76820 0.00 0.13 0.0 1.3 WQv Pond1 BASE 23.02 877.56 882.10 76819 0.00 0.13 0.0 1.3 WQv Pond1 BASE 23.10 877.55 882.10 76817 0.00 0.13 0.0 1.3 WQv Pond1 BASE 23.18 877.55 882.10 76815 0.00 0.12 0.0 1.3 WQv Pond1 BASE 23.27 877.55 882.10 76813 0.00 0.12 0.0 1.3 WQv Pond1 BASE 23.35 877.55 882.10 76811 0.00 0.12 0.0 1.3 WQv Pond1 BASE 23.43 877.55 882.10 76810 0.00 0.12 0.0 1.3 WQv Pond1 BASE 23.52 877.55 882.10 76808 0.00 0.12 0.0 1.3 WQv Pond1 BASE 23.60 877.55 882.10 76806 0.00 0.12 0.0 1.3 WQv Pond1 BASE 23.68 877.55 882.10 76804 0.00 0.12 0.0 1.3 WQv Pond1 BASE 23.77 877.55 882.10 76802 0.00 0.12 0.0 1.3 WQv Pond1 BASE 23.85 877.55 882.10 76801 0.00 0.12 0.0 1.3 WQv Pond1 BASE 23.93 877.55 882.10 76799 0.00 0.12 0.0 1.3 WQv Pond1 BASE 24.02 877.55 882.10 76797 0.00 0.12 0.0 1.3 WQv Pond1 BASE 24.10 877.55 882.10 76796 0.00 0.12 0.0 1.3 WQv Pond1 BASE 24.18 877.55 882.10 76794 0.00 0.12 0.0 1.3 WQv Pond1 BASE 24.27 877.55 882.10 76792 0.00 0.12 0.0 1.3 WQv Pond1 BASE 24.35 877.55 882.10 76791 0.00 0.12 0.0 1.3 WQv Pond1 BASE 24.43 877.55 882.10 76789 0.00 0.11 0.0 1.3 WQv Pond1 BASE 24.52 877.55 882.10 76787 0.00 0.11 0.0 1.3 WQv Pond1 BASE 24.60 877.55 882.10 76786 0.00 0.11 0.0 1.3 WQv Pond1 BASE 24.68 877.55 882.10 76784 0.00 0.11 0.0 1.3 WQv Pond1 BASE 24.77 877.55 882.10 76782 0.00 0.11 0.0 1.3 WQv Pond1 BASE 24.85 877.55 882.10 76781 0.00 0.11 0.0 1.3 WQv Pond1 BASE 24.93 877.54 882.10 76779 0.00 0.11 0.0 1.3(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 6 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 25.02 877.54 882.10 76778 0.00 0.11 0.0 1.3 WQv Pond1 BASE 25.10 877.54 882.10 76776 0.00 0.11 0.0 1.3 WQv Pond1 BASE 25.18 877.54 882.10 76774 0.00 0.11 0.0 1.3 WQv Pond1 BASE 25.27 877.54 882.10 76773 0.00 0.11 0.0 1.3 WQv Pond1 BASE 25.35 877.54 882.10 76771 0.00 0.11 0.0 1.3 WQv Pond1 BASE 25.43 877.54 882.10 76770 0.00 0.11 0.0 1.3 WQv Pond1 BASE 25.52 877.54 882.10 76768 0.00 0.11 0.0 1.3 WQv Pond1 BASE 25.60 877.54 882.10 76767 0.00 0.11 0.0 1.3 WQv Pond1 BASE 25.68 877.54 882.10 76765 0.00 0.11 0.0 1.3 WQv Pond1 BASE 25.77 877.54 882.10 76763 0.00 0.11 0.0 1.3 WQv Pond1 BASE 25.85 877.54 882.10 76762 0.00 0.10 0.0 1.3 WQv Pond1 BASE 25.93 877.54 882.10 76760 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.02 877.54 882.10 76759 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.10 877.54 882.10 76757 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.18 877.54 882.10 76756 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.27 877.54 882.10 76755 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.35 877.54 882.10 76753 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.43 877.54 882.10 76752 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.52 877.54 882.10 76750 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.60 877.54 882.10 76749 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.68 877.54 882.10 76747 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.77 877.54 882.10 76746 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.85 877.54 882.10 76744 0.00 0.10 0.0 1.3 WQv Pond1 BASE 26.93 877.53 882.10 76743 0.00 0.10 0.0 1.3 WQv Pond1 BASE 27.02 877.53 882.10 76742 0.00 0.10 0.0 1.3 WQv Pond1 BASE 27.10 877.53 882.10 76740 0.00 0.10 0.0 1.3 WQv Pond1 BASE 27.18 877.53 882.10 76739 0.00 0.10 0.0 1.3 WQv Pond1 BASE 27.27 877.53 882.10 76737 0.00 0.10 0.0 1.3 WQv Pond1 BASE 27.35 877.53 882.10 76736 0.00 0.09 0.0 1.3 WQv Pond1 BASE 27.43 877.53 882.10 76735 0.00 0.09 0.0 1.3 WQv Pond1 BASE 27.52 877.53 882.10 76733 0.00 0.09 0.0 1.3 WQv Pond1 BASE 27.60 877.53 882.10 76732 0.00 0.09 0.0 1.3 WQv Pond1 BASE 27.68 877.53 882.10 76731 0.00 0.09 0.0 1.3 WQv Pond1 BASE 27.77 877.53 882.10 76729 0.00 0.09 0.0 1.3 WQv Pond1 BASE 27.85 877.53 882.10 76728 0.00 0.09 0.0 1.3 WQv Pond1 BASE 27.93 877.53 882.10 76727 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.02 877.53 882.10 76725 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.10 877.53 882.10 76724 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.18 877.53 882.10 76723 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.27 877.53 882.10 76721 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.35 877.53 882.10 76720 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.43 877.53 882.10 76719 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.52 877.53 882.10 76717 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.60 877.53 882.10 76716 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.68 877.53 882.10 76715 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.77 877.53 882.10 76714 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.85 877.53 882.10 76712 0.00 0.09 0.0 1.3 WQv Pond1 BASE 28.93 877.53 882.10 76711 0.00 0.09 0.0 1.4 WQv Pond1 BASE 29.02 877.53 882.10 76710 0.00 0.09 0.0 1.4 WQv Pond1 BASE 29.10 877.53 882.10 76709 0.00 0.09 0.0 1.4(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 7 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 29.18 877.53 882.10 76707 0.00 0.08 0.0 1.4 WQv Pond1 BASE 29.27 877.52 882.10 76706 0.00 0.08 0.0 1.4 WQv Pond1 BASE 29.35 877.52 882.10 76705 0.00 0.08 0.0 1.4 WQv Pond1 BASE 29.43 877.52 882.10 76704 0.00 0.08 0.0 1.4 WQv Pond1 BASE 29.52 877.52 882.10 76703 0.00 0.08 0.0 1.4 WQv Pond1 BASE 29.60 877.52 882.10 76701 0.00 0.08 0.0 1.4 WQv Pond1 BASE 29.68 877.52 882.10 76700 0.00 0.08 0.0 1.4 WQv Pond1 BASE 29.77 877.52 882.10 76699 0.00 0.08 0.0 1.4 WQv Pond1 BASE 29.85 877.52 882.10 76698 0.00 0.08 0.0 1.4 WQv Pond1 BASE 29.93 877.52 882.10 76697 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.02 877.52 882.10 76695 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.10 877.52 882.10 76694 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.18 877.52 882.10 76693 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.27 877.52 882.10 76692 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.35 877.52 882.10 76691 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.43 877.52 882.10 76690 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.52 877.52 882.10 76688 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.60 877.52 882.10 76687 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.68 877.52 882.10 76686 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.77 877.52 882.10 76685 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.85 877.52 882.10 76684 0.00 0.08 0.0 1.4 WQv Pond1 BASE 30.93 877.52 882.10 76683 0.00 0.08 0.0 1.4 WQv Pond1 BASE 31.02 877.52 882.10 76682 0.00 0.08 0.0 1.4 WQv Pond1 BASE 31.10 877.52 882.10 76681 0.00 0.08 0.0 1.4 WQv Pond1 BASE 31.18 877.52 882.10 76680 0.00 0.08 0.0 1.4 WQv Pond1 BASE 31.27 877.52 882.10 76678 0.00 0.08 0.0 1.4 WQv Pond1 BASE 31.35 877.52 882.10 76677 0.00 0.07 0.0 1.4 WQv Pond1 BASE 31.43 877.52 882.10 76676 0.00 0.07 0.0 1.4 WQv Pond1 BASE 31.52 877.52 882.10 76675 0.00 0.07 0.0 1.4 WQv Pond1 BASE 31.60 877.52 882.10 76674 0.00 0.07 0.0 1.4 WQv Pond1 BASE 31.68 877.52 882.10 76673 0.00 0.07 0.0 1.4 WQv Pond1 BASE 31.77 877.52 882.10 76672 0.00 0.07 0.0 1.4 WQv Pond1 BASE 31.85 877.52 882.10 76671 0.00 0.07 0.0 1.4 WQv Pond1 BASE 31.93 877.52 882.10 76670 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.02 877.51 882.10 76669 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.10 877.51 882.10 76668 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.18 877.51 882.10 76667 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.27 877.51 882.10 76666 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.35 877.51 882.10 76665 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.43 877.51 882.10 76664 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.52 877.51 882.10 76663 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.60 877.51 882.10 76662 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.68 877.51 882.10 76661 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.77 877.51 882.10 76660 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.85 877.51 882.10 76659 0.00 0.07 0.0 1.4 WQv Pond1 BASE 32.93 877.51 882.10 76658 0.00 0.07 0.0 1.4 WQv Pond1 BASE 33.02 877.51 882.10 76657 0.00 0.07 0.0 1.4 WQv Pond1 BASE 33.10 877.51 882.10 76656 0.00 0.07 0.0 1.4 WQv Pond1 BASE 33.18 877.51 882.10 76655 0.00 0.07 0.0 1.4 WQv Pond1 BASE 33.27 877.51 882.10 76654 0.00 0.07 0.0 1.4(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 8 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 33.35 877.51 882.10 76653 0.00 0.07 0.0 1.4 WQv Pond1 BASE 33.43 877.51 882.10 76652 0.00 0.07 0.0 1.4 WQv Pond1 BASE 33.52 877.51 882.10 76651 0.00 0.07 0.0 1.4 WQv Pond1 BASE 33.60 877.51 882.10 76650 0.00 0.07 0.0 1.4 WQv Pond1 BASE 33.68 877.51 882.10 76649 0.00 0.07 0.0 1.4 WQv Pond1 BASE 33.77 877.51 882.10 76648 0.00 0.07 0.0 1.4 WQv Pond1 BASE 33.85 877.51 882.10 76647 0.00 0.07 0.0 1.4 WQv Pond1 BASE 33.93 877.51 882.10 76646 0.00 0.07 0.0 1.4 WQv Pond1 BASE 34.02 877.51 882.10 76645 0.00 0.06 0.0 1.4 WQv Pond1 BASE 34.10 877.51 882.10 76644 0.00 0.06 0.0 1.4 WQv Pond1 BASE 34.18 877.51 882.10 76643 0.00 0.06 0.0 1.4 WQv Pond1 BASE 34.27 877.51 882.10 76642 0.00 0.06 0.0 1.4 WQv Pond1 BASE 34.35 877.51 882.10 76641 0.00 0.06 0.0 1.4 WQv Pond1 BASE 34.43 877.51 882.10 76640 0.00 0.06 0.0 1.4 WQv Pond1 BASE 34.52 877.51 882.10 76639 0.00 0.06 0.0 1.4 WQv Pond1 BASE 34.60 877.51 882.10 76638 0.00 0.06 0.0 1.4 WQv Pond1 BASE 34.68 877.51 882.10 76638 0.00 0.06 0.0 1.4 WQv Pond1 BASE 34.77 877.51 882.10 76637 0.00 0.06 0.0 1.4 WQv Pond1 BASE 34.85 877.51 882.10 76636 0.00 0.06 0.0 1.4 WQv Pond1 BASE 34.93 877.51 882.10 76635 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.02 877.51 882.10 76634 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.10 877.51 882.10 76633 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.18 877.51 882.10 76632 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.27 877.50 882.10 76631 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.35 877.50 882.10 76630 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.43 877.50 882.10 76630 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.52 877.50 882.10 76629 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.60 877.50 882.10 76628 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.68 877.50 882.10 76627 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.77 877.50 882.10 76626 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.85 877.50 882.10 76625 0.00 0.06 0.0 1.4 WQv Pond1 BASE 35.93 877.50 882.10 76624 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.02 877.50 882.10 76623 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.10 877.50 882.10 76623 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.18 877.50 882.10 76622 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.27 877.50 882.10 76621 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.35 877.50 882.10 76620 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.43 877.50 882.10 76619 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.52 877.50 882.10 76618 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.60 877.50 882.10 76618 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.68 877.50 882.10 76617 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.77 877.50 882.10 76616 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.85 877.50 882.10 76615 0.00 0.06 0.0 1.4 WQv Pond1 BASE 36.93 877.50 882.10 76614 0.00 0.06 0.0 1.4 WQv Pond1 BASE 37.02 877.50 882.10 76614 0.00 0.06 0.0 1.4 WQv Pond1 BASE 37.10 877.50 882.10 76613 0.00 0.05 0.0 1.4 WQv Pond1 BASE 37.18 877.50 882.10 76612 0.00 0.05 0.0 1.4 WQv Pond1 BASE 37.27 877.50 882.10 76611 0.00 0.05 0.0 1.4 WQv Pond1 BASE 37.35 877.50 882.10 76610 0.00 0.05 0.0 1.4 WQv Pond1 BASE 37.43 877.50 882.10 76610 0.00 0.05 0.0 1.4(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 9 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 37.52 877.50 882.10 76609 0.00 0.05 0.0 1.4 WQv Pond1 BASE 37.60 877.50 882.10 76608 0.00 0.05 0.0 1.4 WQv Pond1 BASE 37.68 877.50 882.10 76607 0.00 0.05 0.0 1.4 WQv Pond1 BASE 37.77 877.50 882.10 76606 0.00 0.05 0.0 1.4 WQv Pond1 BASE 37.85 877.50 882.10 76606 0.00 0.05 0.0 1.4 WQv Pond1 BASE 37.93 877.50 882.10 76605 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.02 877.50 882.10 76604 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.10 877.50 882.10 76603 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.18 877.50 882.10 76603 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.27 877.50 882.10 76602 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.35 877.50 882.10 76601 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.43 877.50 882.10 76600 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.52 877.50 882.10 76600 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.60 877.50 882.10 76599 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.68 877.50 882.10 76598 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.77 877.50 882.10 76597 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.85 877.50 882.10 76597 0.00 0.05 0.0 1.4 WQv Pond1 BASE 38.93 877.50 882.10 76596 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.02 877.50 882.10 76595 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.10 877.49 882.10 76594 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.18 877.49 882.10 76594 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.27 877.49 882.10 76593 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.35 877.49 882.10 76592 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.43 877.49 882.10 76591 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.52 877.49 882.10 76591 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.60 877.49 882.10 76590 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.68 877.49 882.10 76589 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.77 877.49 882.10 76588 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.85 877.49 882.10 76588 0.00 0.05 0.0 1.4 WQv Pond1 BASE 39.93 877.49 882.10 76587 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.02 877.49 882.10 76586 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.10 877.49 882.10 76586 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.18 877.49 882.10 76585 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.27 877.49 882.10 76584 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.35 877.49 882.10 76584 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.43 877.49 882.10 76583 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.52 877.49 882.10 76582 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.60 877.49 882.10 76581 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.68 877.49 882.10 76581 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.77 877.49 882.10 76580 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.85 877.49 882.10 76579 0.00 0.05 0.0 1.4 WQv Pond1 BASE 40.93 877.49 882.10 76579 0.00 0.05 0.0 1.4 WQv Pond1 BASE 41.02 877.49 882.10 76578 0.00 0.05 0.0 1.4 WQv Pond1 BASE 41.10 877.49 882.10 76577 0.00 0.05 0.0 1.4 WQv Pond1 BASE 41.18 877.49 882.10 76577 0.00 0.05 0.0 1.4 WQv Pond1 BASE 41.27 877.49 882.10 76576 0.00 0.05 0.0 1.4 WQv Pond1 BASE 41.35 877.49 882.10 76575 0.00 0.05 0.0 1.4 WQv Pond1 BASE 41.43 877.49 882.10 76575 0.00 0.05 0.0 1.4 WQv Pond1 BASE 41.52 877.49 882.10 76574 0.00 0.05 0.0 1.4 WQv Pond1 BASE 41.60 877.49 882.10 76573 0.00 0.05 0.0 1.4(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 10 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 41.68 877.49 882.10 76573 0.00 0.04 0.0 1.4 WQv Pond1 BASE 41.77 877.49 882.10 76572 0.00 0.04 0.0 1.4 WQv Pond1 BASE 41.85 877.49 882.10 76571 0.00 0.04 0.0 1.4 WQv Pond1 BASE 41.93 877.49 882.10 76571 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.02 877.49 882.10 76570 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.10 877.49 882.10 76569 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.18 877.49 882.10 76569 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.27 877.49 882.10 76568 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.35 877.49 882.10 76568 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.43 877.49 882.10 76567 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.52 877.49 882.10 76566 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.60 877.49 882.10 76566 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.68 877.49 882.10 76565 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.77 877.49 882.10 76564 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.85 877.49 882.10 76564 0.00 0.04 0.0 1.4 WQv Pond1 BASE 42.93 877.49 882.10 76563 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.02 877.49 882.10 76562 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.10 877.49 882.10 76562 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.18 877.49 882.10 76561 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.27 877.49 882.10 76561 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.35 877.49 882.10 76560 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.43 877.49 882.10 76559 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.52 877.49 882.10 76559 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.60 877.49 882.10 76558 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.68 877.49 882.10 76558 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.77 877.48 882.10 76557 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.85 877.48 882.10 76556 0.00 0.04 0.0 1.4 WQv Pond1 BASE 43.93 877.48 882.10 76556 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.02 877.48 882.10 76555 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.10 877.48 882.10 76555 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.18 877.48 882.10 76554 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.27 877.48 882.10 76553 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.35 877.48 882.10 76553 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.43 877.48 882.10 76552 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.52 877.48 882.10 76552 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.60 877.48 882.10 76551 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.68 877.48 882.10 76550 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.77 877.48 882.10 76550 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.85 877.48 882.10 76549 0.00 0.04 0.0 1.4 WQv Pond1 BASE 44.93 877.48 882.10 76549 0.00 0.04 0.0 1.4 WQv Pond1 BASE 45.02 877.48 882.10 76548 0.00 0.04 0.0 1.4 WQv Pond1 BASE 45.10 877.48 882.10 76548 0.00 0.04 0.0 1.4 WQv Pond1 BASE 45.18 877.48 882.10 76547 0.00 0.04 0.0 1.4 WQv Pond1 BASE 45.27 877.48 882.10 76546 0.00 0.04 0.0 1.4 WQv Pond1 BASE 45.35 877.48 882.10 76546 0.00 0.04 0.0 1.4 WQv Pond1 BASE 45.43 877.48 882.10 76545 0.00 0.04 0.0 1.4 WQv Pond1 BASE 45.52 877.48 882.10 76545 0.00 0.04 0.0 1.4 WQv Pond1 BASE 45.60 877.48 882.10 76544 0.00 0.04 0.0 1.4 WQv Pond1 BASE 45.68 877.48 882.10 76544 0.00 0.04 0.0 1.4 WQv Pond1 BASE 45.77 877.48 882.10 76543 0.00 0.04 0.0 1.4(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 11 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 45.85 877.48 882.10 76543 0.00 0.04 0.0 1.4 WQv Pond1 BASE 45.93 877.48 882.10 76542 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.02 877.48 882.10 76541 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.10 877.48 882.10 76541 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.18 877.48 882.10 76540 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.27 877.48 882.10 76540 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.35 877.48 882.10 76539 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.43 877.48 882.10 76539 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.52 877.48 882.10 76538 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.60 877.48 882.10 76538 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.68 877.48 882.10 76537 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.77 877.48 882.10 76537 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.85 877.48 882.10 76536 0.00 0.04 0.0 1.4 WQv Pond1 BASE 46.93 877.48 882.10 76535 0.00 0.04 0.0 1.4 WQv Pond1 BASE 47.02 877.48 882.10 76535 0.00 0.04 0.0 1.4 WQv Pond1 BASE 47.10 877.48 882.10 76534 0.00 0.04 0.0 1.4 WQv Pond1 BASE 47.18 877.48 882.10 76534 0.00 0.04 0.0 1.4 WQv Pond1 BASE 47.27 877.48 882.10 76533 0.00 0.04 0.0 1.4 WQv Pond1 BASE 47.35 877.48 882.10 76533 0.00 0.04 0.0 1.4 WQv Pond1 BASE 47.43 877.48 882.10 76532 0.00 0.04 0.0 1.4 WQv Pond1 BASE 47.52 877.48 882.10 76532 0.00 0.04 0.0 1.4 WQv Pond1 BASE 47.60 877.48 882.10 76531 0.00 0.04 0.0 1.4 WQv Pond1 BASE 47.68 877.48 882.10 76531 0.00 0.04 0.0 1.4 WQv Pond1 BASE 47.77 877.48 882.10 76530 0.00 0.04 0.0 1.4 WQv Pond1 BASE 47.85 877.48 882.10 76530 0.00 0.03 0.0 1.4 WQv Pond1 BASE 47.93 877.48 882.10 76529 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.02 877.48 882.10 76529 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.10 877.48 882.10 76528 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.18 877.48 882.10 76528 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.27 877.48 882.10 76527 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.35 877.48 882.10 76527 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.43 877.48 882.10 76526 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.52 877.48 882.10 76526 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.60 877.48 882.10 76525 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.68 877.48 882.10 76525 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.77 877.48 882.10 76524 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.85 877.48 882.10 76524 0.00 0.03 0.0 1.4 WQv Pond1 BASE 48.93 877.48 882.10 76523 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.02 877.48 882.10 76523 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.10 877.48 882.10 76522 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.18 877.48 882.10 76522 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.27 877.48 882.10 76521 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.35 877.48 882.10 76521 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.43 877.48 882.10 76520 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.52 877.47 882.10 76520 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.60 877.47 882.10 76519 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.68 877.47 882.10 76519 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.77 877.47 882.10 76518 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.85 877.47 882.10 76518 0.00 0.03 0.0 1.4 WQv Pond1 BASE 49.93 877.47 882.10 76517 0.00 0.03 0.0 1.4(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 12 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 50.02 877.47 882.10 76517 0.00 0.03 0.0 1.4 WQv Pond1 BASE 50.10 877.47 882.10 76516 0.00 0.03 0.0 1.4 WQv Pond1 BASE 50.18 877.47 882.10 76516 0.00 0.03 0.0 1.4 WQv Pond1 BASE 50.27 877.47 882.10 76516 0.00 0.03 0.0 1.4 WQv Pond1 BASE 50.35 877.47 882.10 76515 0.00 0.03 0.0 1.4 WQv Pond1 BASE 50.43 877.47 882.10 76515 0.00 0.03 0.0 1.4 WQv Pond1 BASE 50.52 877.47 882.10 76514 0.00 0.03 0.0 1.4 WQv Pond1 BASE 50.60 877.47 882.10 76514 0.00 0.03 0.0 1.4 WQv Pond1 BASE 50.68 877.47 882.10 76513 0.00 0.03 0.0 1.4 WQv Pond1 BASE 50.77 877.47 882.10 76513 0.00 0.03 0.0 1.4 WQv Pond1 BASE 50.85 877.47 882.10 76512 0.00 0.03 0.0 1.4 WQv Pond1 BASE 50.93 877.47 882.10 76512 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.02 877.47 882.10 76511 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.10 877.47 882.10 76511 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.18 877.47 882.10 76510 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.27 877.47 882.10 76510 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.35 877.47 882.10 76510 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.43 877.47 882.10 76509 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.52 877.47 882.10 76509 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.60 877.47 882.10 76508 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.68 877.47 882.10 76508 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.77 877.47 882.10 76507 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.85 877.47 882.10 76507 0.00 0.03 0.0 1.4 WQv Pond1 BASE 51.93 877.47 882.10 76506 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.02 877.47 882.10 76506 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.10 877.47 882.10 76506 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.18 877.47 882.10 76505 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.27 877.47 882.10 76505 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.35 877.47 882.10 76504 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.43 877.47 882.10 76504 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.52 877.47 882.10 76503 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.60 877.47 882.10 76503 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.68 877.47 882.10 76503 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.77 877.47 882.10 76502 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.85 877.47 882.10 76502 0.00 0.03 0.0 1.4 WQv Pond1 BASE 52.93 877.47 882.10 76501 0.00 0.03 0.0 1.4 WQv Pond1 BASE 53.02 877.47 882.10 76501 0.00 0.03 0.0 1.4 WQv Pond1 BASE 53.10 877.47 882.10 76500 0.00 0.03 0.0 1.4 WQv Pond1 BASE 53.18 877.47 882.10 76500 0.00 0.03 0.0 1.4 WQv Pond1 BASE 53.27 877.47 882.10 76500 0.00 0.03 0.0 1.4 WQv Pond1 BASE 53.35 877.47 882.10 76499 0.00 0.03 0.0 1.5 WQv Pond1 BASE 53.43 877.47 882.10 76499 0.00 0.03 0.0 1.5 WQv Pond1 BASE 53.52 877.47 882.10 76498 0.00 0.03 0.0 1.5 WQv Pond1 BASE 53.60 877.47 882.10 76498 0.00 0.03 0.0 1.5 WQv Pond1 BASE 53.68 877.47 882.10 76497 0.00 0.03 0.0 1.5 WQv Pond1 BASE 53.77 877.47 882.10 76497 0.00 0.03 0.0 1.5 WQv Pond1 BASE 53.85 877.47 882.10 76497 0.00 0.03 0.0 1.5 WQv Pond1 BASE 53.93 877.47 882.10 76496 0.00 0.03 0.0 1.5 WQv Pond1 BASE 54.02 877.47 882.10 76496 0.00 0.03 0.0 1.5 WQv Pond1 BASE 54.10 877.47 882.10 76495 0.00 0.03 0.0 1.5(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 13 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 54.18 877.47 882.10 76495 0.00 0.03 0.0 1.5 WQv Pond1 BASE 54.27 877.47 882.10 76495 0.00 0.03 0.0 1.5 WQv Pond1 BASE 54.35 877.47 882.10 76494 0.00 0.03 0.0 1.5 WQv Pond1 BASE 54.43 877.47 882.10 76494 0.00 0.03 0.0 1.5 WQv Pond1 BASE 54.52 877.47 882.10 76493 0.00 0.03 0.0 1.5 WQv Pond1 BASE 54.60 877.47 882.10 76493 0.00 0.03 0.0 1.5 WQv Pond1 BASE 54.68 877.47 882.10 76493 0.00 0.03 0.0 1.5 WQv Pond1 BASE 54.77 877.47 882.10 76492 0.00 0.03 0.0 1.5 WQv Pond1 BASE 54.85 877.47 882.10 76492 0.00 0.03 0.0 1.5 WQv Pond1 BASE 54.93 877.47 882.10 76491 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.02 877.47 882.10 76491 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.10 877.47 882.10 76491 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.18 877.47 882.10 76490 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.27 877.47 882.10 76490 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.35 877.47 882.10 76489 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.43 877.47 882.10 76489 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.52 877.47 882.10 76489 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.60 877.47 882.10 76488 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.68 877.47 882.10 76488 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.77 877.47 882.10 76487 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.85 877.47 882.10 76487 0.00 0.03 0.0 1.5 WQv Pond1 BASE 55.93 877.47 882.10 76487 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.02 877.47 882.10 76486 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.10 877.47 882.10 76486 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.18 877.47 882.10 76485 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.27 877.47 882.10 76485 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.35 877.47 882.10 76485 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.43 877.47 882.10 76484 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.52 877.47 882.10 76484 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.60 877.47 882.10 76484 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.68 877.47 882.10 76483 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.77 877.47 882.10 76483 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.85 877.46 882.10 76482 0.00 0.03 0.0 1.5 WQv Pond1 BASE 56.93 877.46 882.10 76482 0.00 0.03 0.0 1.5 WQv Pond1 BASE 57.02 877.46 882.10 76482 0.00 0.03 0.0 1.5 WQv Pond1 BASE 57.10 877.46 882.10 76481 0.00 0.03 0.0 1.5 WQv Pond1 BASE 57.18 877.46 882.10 76481 0.00 0.03 0.0 1.5 WQv Pond1 BASE 57.27 877.46 882.10 76481 0.00 0.03 0.0 1.5 WQv Pond1 BASE 57.35 877.46 882.10 76480 0.00 0.03 0.0 1.5 WQv Pond1 BASE 57.43 877.46 882.10 76480 0.00 0.02 0.0 1.5 WQv Pond1 BASE 57.52 877.46 882.10 76479 0.00 0.02 0.0 1.5 WQv Pond1 BASE 57.60 877.46 882.10 76479 0.00 0.02 0.0 1.5 WQv Pond1 BASE 57.68 877.46 882.10 76479 0.00 0.02 0.0 1.5 WQv Pond1 BASE 57.77 877.46 882.10 76478 0.00 0.02 0.0 1.5 WQv Pond1 BASE 57.85 877.46 882.10 76478 0.00 0.02 0.0 1.5 WQv Pond1 BASE 57.93 877.46 882.10 76478 0.00 0.02 0.0 1.5 WQv Pond1 BASE 58.02 877.46 882.10 76477 0.00 0.02 0.0 1.5 WQv Pond1 BASE 58.10 877.46 882.10 76477 0.00 0.02 0.0 1.5 WQv Pond1 BASE 58.18 877.46 882.10 76477 0.00 0.02 0.0 1.5 WQv Pond1 BASE 58.27 877.46 882.10 76476 0.00 0.02 0.0 1.5(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 14 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 58.35 877.46 882.10 76476 0.00 0.02 0.0 1.5 WQv Pond1 BASE 58.43 877.46 882.10 76476 0.00 0.02 0.0 1.5 WQv Pond1 BASE 58.52 877.46 882.10 76475 0.00 0.02 0.0 1.5 WQv Pond1 BASE 58.60 877.46 882.10 76475 0.00 0.02 0.0 1.5 WQv Pond1 BASE 58.68 877.46 882.10 76474 0.00 0.02 0.0 1.5 WQv Pond1 BASE 58.77 877.46 882.10 76474 0.00 0.02 0.0 1.5 WQv Pond1 BASE 58.85 877.46 882.10 76474 0.00 0.02 0.0 1.5 WQv Pond1 BASE 58.93 877.46 882.10 76473 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.02 877.46 882.10 76473 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.10 877.46 882.10 76473 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.18 877.46 882.10 76472 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.27 877.46 882.10 76472 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.35 877.46 882.10 76472 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.43 877.46 882.10 76471 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.52 877.46 882.10 76471 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.60 877.46 882.10 76471 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.68 877.46 882.10 76470 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.77 877.46 882.10 76470 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.85 877.46 882.10 76470 0.00 0.02 0.0 1.5 WQv Pond1 BASE 59.93 877.46 882.10 76469 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.02 877.46 882.10 76469 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.10 877.46 882.10 76469 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.18 877.46 882.10 76468 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.27 877.46 882.10 76468 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.35 877.46 882.10 76468 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.43 877.46 882.10 76467 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.52 877.46 882.10 76467 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.60 877.46 882.10 76467 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.68 877.46 882.10 76466 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.77 877.46 882.10 76466 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.85 877.46 882.10 76466 0.00 0.02 0.0 1.5 WQv Pond1 BASE 60.93 877.46 882.10 76465 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.02 877.46 882.10 76465 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.10 877.46 882.10 76465 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.18 877.46 882.10 76464 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.27 877.46 882.10 76464 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.35 877.46 882.10 76464 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.43 877.46 882.10 76463 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.52 877.46 882.10 76463 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.60 877.46 882.10 76463 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.68 877.46 882.10 76462 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.77 877.46 882.10 76462 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.85 877.46 882.10 76462 0.00 0.02 0.0 1.5 WQv Pond1 BASE 61.93 877.46 882.10 76461 0.00 0.02 0.0 1.5 WQv Pond1 BASE 62.02 877.46 882.10 76461 0.00 0.02 0.0 1.5 WQv Pond1 BASE 62.10 877.46 882.10 76461 0.00 0.02 0.0 1.5 WQv Pond1 BASE 62.18 877.46 882.10 76460 0.00 0.02 0.0 1.5 WQv Pond1 BASE 62.27 877.46 882.10 76460 0.00 0.02 0.0 1.5 WQv Pond1 BASE 62.35 877.46 882.10 76460 0.00 0.02 0.0 1.5 WQv Pond1 BASE 62.43 877.46 882.10 76459 0.00 0.02 0.0 1.5(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 15 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 62.52 877.46 882.10 76459 0.00 0.02 0.0 1.5 WQv Pond1 BASE 62.60 877.46 882.10 76459 0.00 0.02 0.0 1.5 WQv Pond1 BASE 62.68 877.46 882.10 76459 0.00 0.02 0.0 1.5 WQv Pond1 BASE 62.77 877.46 882.10 76458 0.00 0.02 0.0 1.5 WQv Pond1 BASE 62.85 877.46 882.10 76458 0.00 0.02 0.0 1.5 WQv Pond1 BASE 62.93 877.46 882.10 76458 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.02 877.46 882.10 76457 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.10 877.46 882.10 76457 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.18 877.46 882.10 76457 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.27 877.46 882.10 76456 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.35 877.46 882.10 76456 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.43 877.46 882.10 76456 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.52 877.46 882.10 76455 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.60 877.46 882.10 76455 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.68 877.46 882.10 76455 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.77 877.46 882.10 76454 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.85 877.46 882.10 76454 0.00 0.02 0.0 1.5 WQv Pond1 BASE 63.93 877.46 882.10 76454 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.02 877.46 882.10 76454 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.10 877.46 882.10 76453 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.18 877.46 882.10 76453 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.27 877.46 882.10 76453 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.35 877.46 882.10 76452 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.43 877.46 882.10 76452 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.52 877.46 882.10 76452 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.60 877.46 882.10 76452 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.68 877.46 882.10 76451 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.77 877.46 882.10 76451 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.85 877.46 882.10 76451 0.00 0.02 0.0 1.5 WQv Pond1 BASE 64.93 877.46 882.10 76450 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.02 877.46 882.10 76450 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.10 877.46 882.10 76450 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.18 877.46 882.10 76449 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.27 877.46 882.10 76449 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.35 877.46 882.10 76449 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.43 877.46 882.10 76449 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.52 877.46 882.10 76448 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.60 877.46 882.10 76448 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.68 877.46 882.10 76448 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.77 877.46 882.10 76447 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.85 877.46 882.10 76447 0.00 0.02 0.0 1.5 WQv Pond1 BASE 65.93 877.46 882.10 76447 0.00 0.02 0.0 1.5 WQv Pond1 BASE 66.02 877.46 882.10 76447 0.00 0.02 0.0 1.5 WQv Pond1 BASE 66.10 877.46 882.10 76446 0.00 0.02 0.0 1.5 WQv Pond1 BASE 66.18 877.46 882.10 76446 0.00 0.02 0.0 1.5 WQv Pond1 BASE 66.27 877.46 882.10 76446 0.00 0.02 0.0 1.5 WQv Pond1 BASE 66.35 877.46 882.10 76445 0.00 0.02 0.0 1.5 WQv Pond1 BASE 66.43 877.46 882.10 76445 0.00 0.02 0.0 1.5 WQv Pond1 BASE 66.52 877.45 882.10 76445 0.00 0.02 0.0 1.5 WQv Pond1 BASE 66.60 877.45 882.10 76445 0.00 0.02 0.0 1.5(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 16 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 66.68 877.45 882.10 76444 0.00 0.02 0.0 1.5 WQv Pond1 BASE 66.77 877.45 882.10 76444 0.00 0.02 0.0 1.5 WQv Pond1 BASE 66.85 877.45 882.10 76444 0.00 0.02 0.0 1.5 WQv Pond1 BASE 66.93 877.45 882.10 76444 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.02 877.45 882.10 76443 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.10 877.45 882.10 76443 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.18 877.45 882.10 76443 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.27 877.45 882.10 76442 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.35 877.45 882.10 76442 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.43 877.45 882.10 76442 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.52 877.45 882.10 76442 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.60 877.45 882.10 76441 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.68 877.45 882.10 76441 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.77 877.45 882.10 76441 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.85 877.45 882.10 76441 0.00 0.02 0.0 1.5 WQv Pond1 BASE 67.93 877.45 882.10 76440 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.02 877.45 882.10 76440 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.10 877.45 882.10 76440 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.18 877.45 882.10 76439 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.27 877.45 882.10 76439 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.35 877.45 882.10 76439 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.43 877.45 882.10 76439 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.52 877.45 882.10 76438 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.60 877.45 882.10 76438 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.68 877.45 882.10 76438 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.77 877.45 882.10 76438 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.85 877.45 882.10 76437 0.00 0.02 0.0 1.5 WQv Pond1 BASE 68.93 877.45 882.10 76437 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.02 877.45 882.10 76437 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.10 877.45 882.10 76437 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.18 877.45 882.10 76436 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.27 877.45 882.10 76436 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.35 877.45 882.10 76436 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.43 877.45 882.10 76436 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.52 877.45 882.10 76435 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.60 877.45 882.10 76435 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.68 877.45 882.10 76435 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.77 877.45 882.10 76435 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.85 877.45 882.10 76434 0.00 0.02 0.0 1.5 WQv Pond1 BASE 69.93 877.45 882.10 76434 0.00 0.02 0.0 1.5 WQv Pond1 BASE 70.02 877.45 882.10 76434 0.00 0.02 0.0 1.5 WQv Pond1 BASE 70.10 877.45 882.10 76434 0.00 0.02 0.0 1.5 WQv Pond1 BASE 70.18 877.45 882.10 76433 0.00 0.02 0.0 1.5 WQv Pond1 BASE 70.27 877.45 882.10 76433 0.00 0.02 0.0 1.5 WQv Pond1 BASE 70.35 877.45 882.10 76433 0.00 0.02 0.0 1.5 WQv Pond1 BASE 70.43 877.45 882.10 76433 0.00 0.02 0.0 1.5 WQv Pond1 BASE 70.52 877.45 882.10 76432 0.00 0.02 0.0 1.5 WQv Pond1 BASE 70.60 877.45 882.10 76432 0.00 0.02 0.0 1.5 WQv Pond1 BASE 70.68 877.45 882.10 76432 0.00 0.02 0.0 1.5 WQv Pond1 BASE 70.77 877.45 882.10 76432 0.00 0.02 0.0 1.5(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 17 of 18 The Domain at Bennett FarmsExisting Pond Water Quality AnalysisWQv Draw Down Time Simulation Node Group Time Stage Warning Surface Total Total Total Total Stage Area Inflow Outflow Vol In Vol Out hrs ft ft ft2 cfs cfs af af WQv Pond1 BASE 70.85 877.45 882.10 76431 0.00 0.02 0.0 1.5 WQv Pond1 BASE 70.93 877.45 882.10 76431 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.02 877.45 882.10 76431 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.10 877.45 882.10 76431 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.18 877.45 882.10 76430 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.27 877.45 882.10 76430 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.35 877.45 882.10 76430 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.43 877.45 882.10 76430 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.52 877.45 882.10 76429 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.60 877.45 882.10 76429 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.68 877.45 882.10 76429 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.77 877.45 882.10 76429 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.85 877.45 882.10 76428 0.00 0.02 0.0 1.5 WQv Pond1 BASE 71.93 877.45 882.10 76428 0.00 0.02 0.0 1.5 WQv Pond1 BASE 72.01 877.45 882.10 76428 0.00 0.02 0.0 1.5(BLN Job #100058)Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 18 of 18 APPENDIX H –MASTERPLAN DRAINAGE REPORT