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Home My WebLink AboutDrainage ReportSTORMWATER 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 s t 1 Submittal Date: May 8, 2012 nd 2 Submittal Date: August 28, 2012 8126 Castleton Road Indianapolis, Indiana 46250 Phone: 317.849.5832 Fax: 317.841.4281 Web: www.B-L-N.com 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 - 2 - 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 Table The project site contains the soils listed in the following . 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 - 3 - 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 AreaRunoff Coefficient Basin Name Ac.‘C’ 612 8.36 0.75 Total 8.36 0.75 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. - 4 - 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. PR1Watershed MasterplanCalculated CNCN 86.184.9 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: - 5 - 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 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% - 6 - 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. - 7 - 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: 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, 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 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 - 8 - 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 Area,Cumulative Storage Volume, Elevation Ac.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: 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. - 9 - 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 FutureOutlotsStormSewerDesignCriteria 10yearStormRunoff(cfs) StormSewerAreaRunoffPercentPercent Basins(ac)Coeff.ImperviousPervious (RationalMethod) 52%48% 6651.9400.556.85 52%48% 6721.2920.556.28 *Note:Onsitedetentionwillbenecessaryduetostormpipecapacitylimitations WaterQuantity&QualityDesignCriteria AllowableLandUsageforFutureOutlots MasterplanDetentionMasterplan AquaSwirlBMP PondBMP/Pond Analysis Area/Watershed PercentPercentPercentPercentPercentPercent ImperviousPerviousImperviousPerviousImperviousPervious 85%15%85%15% FutureOutlots Masterplan"PR1" 75%25% Watershed - 10 - 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 - 11 - 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 - 12 - APPENDIX A - LOCATION MAP APPENDIX B – FEMA MAPS APPENDIX C – SOILS MAP & INFORMATION Custom Soil Resource Report Soil Map CrA Br Custom Soil Resource Report Soil Map 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) TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations Rainfall Intensity (Inches/Hour) Duration Return Period (Years) 25102550100 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 200-6 Beam, Longest, and Neff, LLC Time of Concentration Calculations 8126 Castleton Road Indianapolis, IN 46250 (317)849-5832 Project:Bennett Tech Road Project #:110042 Location:Carmel, IN Site Flow Condition:Developed Site Flow Calculation:Tc Sheet Flow (Applicable to T only) c Segment ID663670 1. Surface Description Grass: Dense GrassesGrass: Dense Grasses 2. Manning's roughness coeff., n 0.2400.240 3. Flow Length, L (ft) (total L 100 ft) 4540 4. Two-yr 24-hr rainfall, P (in) 2.662.66 2 5. Land Slope, s (ft/ft) 0.0150.020 0.80.50.4 6. T = ((0.007 (nL))/(Ps))(60) (min) 9.277.52 t2 Sheet Flow (Applicable to T only) c Segment ID663670 1. Surface Description SmoothSmooth 2. Manning's roughness coeff., n 0.0110.011 3. Flow Length, L (ft) (total L 100 ft) 55 4. Two-yr 24-hr rainfall, P (in) 2.662.66 2 5. Land Slope, s (ft/ft) 0.0200.020 0.80.50.4 6. T = ((0.007 (nL))/(Ps))(60) (min) 0.120.12 t2 Sheet Flow (Applicable to T only) c Segment ID663670 1. Surface Description Grass: Dense GrassesGrass: Dense Grasses 2. Manning's roughness coeff., n 0.2400.240 3. Flow Length, L (ft) (total L 100 ft) 44 4. Two-yr 24-hr rainfall, P (in) 2.662.66 2 5. Land Slope, s (ft/ft) 0.0200.020 0.80.50.4 6. T = ((0.007 (nL))/(Ps))(60) (min) 1.191.19 t2 Shallow Concentrated Flow Segment ID663670 7. Surface Description PavedPaved 8. Flow Length, L (ft) 5050 9. Watercourse Slope, s (ft/ft) 0.0050.007 10. Average Velocity, V (ft/s) 1.4351.698 11. T = ((L)/(3600V))(60) (min) 0.580.49 t Shallow Concentrated Flow 7. Surface Description PavedPaved 8. Flow Length, L (ft) 9. Watercourse Slope, s (ft/ft) 10. Average Velocity, V (ft/s) 0.0000.000 11. T = ((L)/(3600V))(60) (min) 0.000.00 t Channel Flow Gutter/Roadway FlowGutter/Roadway Flow 8.58.5 12. Allowable Spread (ft) 0.50%0.70% 13. Long. Slope, % 2.00%2.00% 14. Cross-Slope, % 15. Manning's roughness coeff., n 0.0130.013 0.170.17 16. Depth (ft) 1.351.60 17. Q (cfs) 18. V (ft/sec) 1.872.21 19. Flow Length, L (ft) 151193 20. T = ((L)/(3600V))(60) (min) 1.351.45 t 20. Total T (min) 12.5110.78 c Prepared by Nick Schmitt 4/6/2012Page 1 Rational Runoff Coefficient Calculations Beam, Longest and Neff, LLC 8126 Castleton Road Indianapolis, IN 46250 (317) 849-5832 Project: Bennett Tech Road Project #: 110042 Location: Carmel , IN Site Flow Condition:Developed Subcatchment ID:665 Surface RunoffArea CA Type Coefficient (C)(acres) 0.551.9401.07 Future Development -- - -- - -- - -- - -- - -- - -1.9401.07 Totals = Weighted Runoff Coefficient (C):0.55 Site Flow Condition:Developed Subcatchment ID:664 Surface RunoffArea CA Type Coefficient (C)(acres) Pavement0.850.0960.082 Slightly Pervious Soil (w/ turf)0.200.0360.007 --- --- --- --- --- Totals =-0.1320.089 Weighted Runoff Coefficient (C):0.67 Site Flow Condition:Developed Subcatchment ID:663 Surface RunoffArea CA Type Coefficient (C)(acres) Pavement0.850.0960.082 All Watertight Roof Surfaces0.900.1100.099 Slightly Pervious Soil (w/ turf)0.200.1890.038 --- --- --- --- Totals =-0.3950.218 Weighted Runoff Coefficient (C):0.55 Prepared by Nickolas Schmitt 8/17/2012Page 1 Rational Runoff Coefficient Calculations Beam, Longest and Neff, LLC 8126 Castleton Road Indianapolis, IN 46250 (317) 849-5832 Project:Bennett Tech Road Project #:110042 Location:Carmel , IN Site Flow Condition:Developed Subcatchment ID:672 Surface RunoffArea CA Type Coefficient (C)(acres) Future Development0.551.2920.711 --- --- --- --- --- --- Totals =-1.29200.711 Weighted Runoff Coefficient (C):0.55 Site Flow Condition:Developed Subcatchment ID:671 Surface RunoffArea CA Type Coefficient (C)(acres) Slightly Pervious Soil (w/ turf)0.200.0860.02 Pavement0.850.2200.19 --- --- --- --- --- Totals =-0.3060.20 Weighted Runoff Coefficient (C):0.67 Site Flow Condition:Developed Subcatchment ID:670 Surface RunoffArea CA Type Coefficient (C)(acres) Slightly Pervious Soil (w/ turf)0.200.2800.06 Pavement0.850.1870.16 All Watertight Roof Surfaces0.900.1100.10 --- --- --- --- Totals =-0.5770.31 Weighted Runoff Coefficient (C):0.54 Prepared by Nickolas Schmitt 8/17/2012Page 2 Runoff Curve Number Calculations Beam, Longest and Neff, LLC 8126 Castleton Road Indianapolis, IN 46250 (317) 849-5832 Pre-Developed Conditions LEGEND Project:Bennett Tech Road Project #:110042Input Cells Location:Carmel, IndianaHeadings Drop Down Menu Calc Cells Site Flow Condition:Pre-Developed Subcatchment ID:E1 Curve Number Area Soil NameHydrologic GroupType of AreaCover DescriptionCN*A (CN)(acres) 26 ImperviousB/CUrbanPaved Parking Lots, Roofs, Driveways, Etc. 980.268 84 BrBUrbanOpen Space - Fair Condition (Grass 50% - 75%)691.212 88 CrACUrbanOpen Space - Fair Condition (Grass 50% - 75%)791.118 - - - - - - - - 2.598198 Totals = Weighted Curve Number (CN):76 Site Flow Condition:Pre-Developed Subcatchment ID:E2 Curve Number Area Soil NameHydrologic GroupType of AreaCover DescriptionCN*A (CN)(acres) 11 ImperviousB/CUrbanPaved Parking Lots, Roofs, Driveways, Etc. 980.110 80 BrBUrbanOpen Space - Fair Condition (Grass 50% - 75%)691.159 85 CrACUrbanOpen Space - Fair Condition (Grass 50% - 75%)791.070 - - - - - - - - 2.339175 Totals = Weighted Curve Number (CN):75 Prepared by Nickolas Schmitt 8/17/2012Page 1 Runoff Curve Number Calculations Beam, Longest and Neff, LLC 8126 Castleton Road Indianapolis, IN 46250 (317) 849-5832 Post-Construction Conditions LEGEND Project:Bennett Tech Road Project #:110042Input Cells Location:Carmel, IndianaHeadings Drop Down Menu Calc Cells Site Flow Condition:Developed Subcatchment ID:665 Curve Number Area Soil NameHydrologic GroupType of AreaCover DescriptionCN*A (CN) (acres) 99 ImperviousB/C/DUrbanPaved Parking Lots, Roofs, Driveways, Etc. 981.009 34 BrCUrbanOpen Space - Good Condition (Grass > 75%)740.465 37 CrADUrbanOpen Space - Good Condition (Grass > 75%)800.466 - - - - - - - - 1.940171 Totals = Weighted Curve Number (CN):88 Site Flow Condition:Developed Subcatchment ID:664 Curve Number Area Soil NameHydrologic GroupType of AreaCover DescriptionCN*A (CN) (acres) 9 ImperviousB/C/DUrbanPaved Parking Lots, Roofs, Driveways, Etc. 980.096 1 BrCUrbanOpen Space - Good Condition (Grass > 75%)740.019 1 CrADUrbanOpen Space - Good Condition (Grass > 75%)800.017 - - - - - - - - 0.13212 Totals = Weighted Curve Number (CN):92 Site Flow Condition:Developed Subcatchment ID:663 Curve Number Area Soil NameHydrologic GroupType of AreaCover DescriptionCN*A (CN) (acres) 20 ImperviousB/C/DUrbanPaved Parking Lots, Roofs, Driveways, Etc. 980.206 7 BrCUrbanOpen Space - Good Condition (Grass > 75%)740.098 7 CrADUrbanOpen Space - Good Condition (Grass > 75%)800.091 - - - - - - - - 0.39535 Totals = Weighted Curve Number (CN):88 Site Flow Condition:Developed Subcatchment ID:672 Curve Number Area Soil NameHydrologic GroupType of AreaCover DescriptionCN*A (CN) (acres) 66 ImperviousB/C/DUrbanPaved Parking Lots, Roofs, Driveways, Etc. 980.672 23 BrCUrbanOpen Space - Good Condition (Grass > 75%)740.310 25 CrADUrbanOpen Space - Good Condition (Grass > 75%)800.310 - - - - - - - - 1.292114 Totals = Weighted Curve Number (CN):88 Prepared by Nickolas Schmitt 8/17/2012Page 1 Runoff Curve Number Calculations Beam, Longest and Neff, LLC 8126 Castleton Road Indianapolis, IN 46250 (317) 849-5832 Post-Construction Conditions LEGEND Project:Bennett Tech Road Project #:110042Input Cells Location:Carmel, IndianaHeadings Drop Down Menu Calc Cells Site Flow Condition:Developed Subcatchment ID:671 Curve Number Area Soil NameHydrologic GroupType of AreaCover DescriptionCN*A (CN) (acres) 22 ImperviousB/C/DUrbanPaved Parking Lots, Roofs, Driveways, Etc. 980.220 3 BrCUrbanOpen Space - Good Condition (Grass > 75%)740.045 3 CrADUrbanOpen Space - Good Condition (Grass > 75%)800.041 - - - - - - - - 0.30628 Totals = Weighted Curve Number (CN):92 Site Flow Condition:Developed Subcatchment ID:670 Curve Number Area Soil NameHydrologic GroupType of AreaCover DescriptionCN*A (CN) (acres) 29 ImperviousB/C/DUrbanPaved Parking Lots, Roofs, Driveways, Etc. 980.297 11 BrCUrbanOpen Space - Good Condition (Grass > 75%)740.146 11 CrADUrbanOpen Space - Good Condition (Grass > 75%)800.134 - - - - - - - - 0.57751 Totals = Weighted Curve Number (CN):88 Prepared by Nickolas Schmitt 8/17/2012Page 2 Beam, Longest and Neff, LLC Storm Network Calculations 8126 Castleton Road Indianapolis, IN 46250 (317) 849-5832 CarmelCover Required for Yards (ft) Design Criteria: Project:Bennett Tech Road1.0 Cover Required Under Pavement (ft) Project #:1100422.5 Location:Carmel, IN Design Storm for Pipe:10-year Design Storm for Inlets:10-year RUNOFF CALCULATIONSSTORM PIPE CAPACITY CALCULATIONSCOVER & STRUCTURE CALCULATIONS Storm DrainageCalc.DesignPipePipeCapacityTravelRim/Back Invert Elevation Sub-basin RunoffLengthSlopePipeManning'sCapacityVelocityVelocityPipe Dia. ThicknessCover I (in/hr) Watershed FromToArea, A C*AAccum.RunoffRunoffDia.CapacityNeededTimeInlet Typeof Curb Cover (ft)Str. Type Calc. T (min) Coeff. C10-yr(ft)(%)TypenCheck(ft/s)Check(in)of Pipe (in)Check UpperLower c T (min) (acres)(cfs)(cfs)(in)(cfs)(cfs)(min)Elev. (ft) c 5.946.346.347.406.34Check4.19Check1.16Box - See DetailCheck 6656641.9400.551.0671.0676.006.00895.10895.00200.49%18RCP0.0130.08Bee-Hive897.97182.5 5.936.856.857.546.85Check4.27Check2.55MH - See DetailCheck 6646630.1320.670.0881.1555.006.08894.90894.75290.51%18RCP0.0130.11Comb. Inlet899.16182.5 4.886.706.858.446.85Check4.78Check2.70MH - See DetailCheck 6636620.3950.550.2171.37312.5112.51894.65894.55160.64%18RCP0.0130.05Comb. Inlet899.16182.5 4.886.696.857.616.85Check4.30Check3.21MH - See DetailCheck 6626610.0000.000.0001.3730.0012.56894.45893.102590.52%18RCP0.0131.00Solid Lid899.47182.5 4.746.516.857.946.85Check4.49Check5.19MH - See DetailCheck 6616600.0000.000.0001.3730.0013.57893.00891.901940.57%18RCP0.0130.72Solid Lid900.00182.5 2.467 Total = 5.944.224.227.074.22Check5.76Check1.76Box - See DetailCheck 6726711.2920.550.7110.7116.006.00894.65894.40211.19%15RCP0.0130.06Bee-Hive897.85152.25 5.935.435.437.735.43Check6.30Check2.66Double Inlet StructureCheck 6716700.3060.670.2050.9165.006.06894.30893.90281.42%15RCP0.0130.07Comb. Inlet898.50152.25 5.126.286.287.956.28Check6.48Check3.16Double Inlet StructureCheck 6706600.5770.540.3121.22710.7810.78893.80893.65101.51%15RCP0.0130.03Comb. Inlet898.50152.25 2.175 Total = 4.6512.0812.0813.0912.08Check7.41Check4.37MH - See DetailCheck 6606730.0000.000.0002.6000.0014.29892.60892.35161.54%18RCP0.0130.04Solid Lid898.68182.5 4.6412.0712.0812.5612.08Check7.11Check4.65MH - See DetailCheck 673Ex. 6250.0000.000.0002.6000.0014.32891.00890.30491.42%18RCP0.0130.12Solid Lid898.71182.5 Existing Pipe Capacity (cfs) = 12.14Ex. Manhole Out Invert = 888.34 Total Area (acres) =4.64 Aqua-Swirl Invert = 891.50 Total Runoff Coefficient =0.56= (C*A Accum) / Total Area = 2.600 /4.64 Prepared by Nick Schmitt 8/17/2012Page 1 InletSpacingandGutterFlowCalculations LineA Carmel Alignment Design Criteria Stations4+90.327+00 AllowableSpread,ft8.5PerLane(IncludesCurbWidthof0.5')*RfNote:CheckINDOTChart3610A(defaultvalue1) LongitudalSlope,SL(ft/ft)0.005 CrossSlope,SX(ft/ft)0.02 Manning'snConcreteGutterAsphaltPavementSmooth0.013 RightSideInlet DrainageRegionalTotal Grate RoadGutterInletEo (Ratio *Rf (front flow Rs (side flow RunoffInlet Tc I (in/hr) SpreadInlet Length Q intercepted, Q bypassed, Inlet ID #Area, A Grate Runoff, Runoff, Q Spread, T VelocityCasting ModelCaptureinlet flow to interceptioninterception Coeff, C(min)10-yrCheck(ft)Qi (cfs)Qb (Q-Qi) (acres)Qr (cfs)(Qr+Qb)(ft)(ft/sec)Width (ft)road flow )efficiency)efficiency) 6630.3950.5312.514.881.021.027.66Check1.73R-3501-TR/TL1.002.170.311.000.230.480.54 PreparedByNickSchmitt1BLN InletSpacingandGutterFlowCalculationsBLN LineA Carmel AlignmentDesign Criteria Stations4+90.327+00 AllowableSpread,ft8.5PerLane(IncludesCurbWidthof0.5')*RfNote:CheckINDOTChart3610A(defaultvalue1) LongitudalSlope,SL(ft/ft)0.005 CrossSlope,SX(ft/ft)0.02 Manning'snConcreteGutterAsphaltPavementSmooth0.013 LeftSideInlet DrainageRegional Grate Total Grate Road*Rf (front flow GutterInletInletEo (Ratio inlet Rs (side flow RunoffInlet Tc I (in/hr) Spread Q intercepted, Q bypassed, Inlet ID #Area, A Runoff, Qr Runoff, Q Spread, T interceptioninterception VelocityCasting ModelCaptureLengthflow to road Coeff, C(min)10-yrCheckQi (cfs)Qb (Q-Qi) (acres)(cfs)(Qr+Qb)(ft)(ft/sec)Width (ft)(ft)efficiency)efficiency) flow ) 6640.1320.665.006.120.530.536.00Check1.47R-3501-TR/TL1.002.170.391.000.280.300.23 PreparedbyNickSchmit4/6/2012 RollCurbStreetSagConditionInletCapacityandSpreadCalculationBLN LineA AlignmentDesign Criteria Carmel Station2+23.42 AllowableSpreadinPavement(ft)8PerLane(ExcludesCurb) TravelLaneRequired(ft)10 CrossSlope,Sx(ft/ft)0.02 RightSide50%Blocked DrainageInlet RunoffInlet Tc I (in/hr) Regional Grate Number of GrateGrateGrate Area GrateWeirOrifice Depth Water Depth Water Depth Inlet ID #Area, A Casting ModelDepth/SumpSpread, T (ft) Coeff, C(min)10-yrRunoff, Q (cfs)InletsArea (ft²)Perimeter (ft)(ft²)Perimeter (ft)Depth (ft)(ft)(ft)(in) (acres)(in) 6700.5770.5210.785.121.53R-3501-N2.003.28.61 1.604.300.230.040.232.727.18 LeftSide50%Blocked DrainageInlet RunoffInlet Tc I (in/hr) Regional Grate Number of GrateGrateGrate Area GrateWeirOrifice Depth Water Depth Water Depth Inlet ID #Area, A Casting ModelDepth/SumpSpread, T (ft) Coeff, C(min)10-yrRunoff, Q (cfs)InletsArea (ft²)Perimeter (ft)(ft²)Perimeter (ft)Depth (ft)(ft)(ft)(in) (acres)(in) 6710.3060.655.006.121.22R-3501-N2.003.28.61 1.604.300.190.020.192.335.56 WidthofPavement(ft) 26.00 SumofSpreads(ft) 12.74 CalculatedTravelLane(ft) 13.26 Check Yes PreparedByNickSchmitt4/6/2012 Hydraflow Plan View Project file: Storm Sewer HGL Calcs.stmNo. Lines: 1008-16-2012 Hydraflow Storm Sewers 2003 Storm Sewer Summary Report Page 1 LineLine IDFlowLineLineInvertInvertLineHGLHGLMinorDns No.ratesizelengthEL DnEL Upslopedownuplossline (cfs)(in)(ft)(ft)(ft)(%)(ft)(ft)(ft)No. 1Str. 673 - 62512.08 18 c49.2890.30891.001.423891.80892.320.13 End 2Str. 660 - 67312.08 18 c16.2892.35892.601.542893.85894.020.76 1 3Str. 661 - 6606.85 18 c193.7891.90893.000.568894.78*895.60*0.11 2 4Str. 662 - 6616.85 18 c258.9893.10894.450.521895.71*896.81*0.18 3 5Str. 663 - 6626.85 18 c15.6894.55894.650.640896.98*897.05*0.18 4 6Str. 664 - 6636.85 18 c29.3894.75894.900.512897.23*897.35*0.04 5 7Str. 665 - 6646.34 18 c20.3895.00895.100.494897.38*897.46*0.20 6 8Str. 670 - 6606.28 15 c10.0893.65893.801.500894.90894.960.07 2 9Str. 671 - 6705.43 15 c28.2893.90894.301.420895.15895.240.07 8 10Str. 672 - 6714.22 15 c21.0894.40894.651.189895.65895.690.23 9 Project File: Storm Sewer HGL Calcs.stmNumber of lines: 10Run 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 Computations Page 1 LineSizeQDownstreamLenUpstreamCheckJLMinor coeffloss InvertHGLDepthAreaVelVelEGLSfInvertHGLDepthAreaVelVelEGLSfAveEnrgy elevelevheadelevelevelevheadelevSfloss (in)(cfs)(ft)(ft)(ft)(sqft)(ft/s)(ft)(ft)(%)(ft)(ft)(ft)(ft)(sqft)(ft/s)(ft)(ft)(%)(%)(ft)(K)(ft) 11812.08890.30891.801.501.776.840.73892.531.32449.2891.00892.321.321.657.320.83893.161.1881.2560.6180.150.13 21812.08892.35893.851.50*1.776.840.73894.581.32416.2892.60894.021.421.736.980.76894.781.1441.2340.2001.000.76 3186.85891.90894.781.501.773.880.23895.010.426194893.00895.601.501.773.880.23895.830.4260.4260.8240.450.11 4186.85893.10895.711.501.773.880.23895.940.426259894.45896.811.501.773.880.23897.040.4260.4261.1020.750.18 5186.85894.55896.981.501.773.880.23897.220.42615.6894.65897.051.501.773.880.23897.280.4260.4260.0670.750.18 6186.85894.75897.231.501.773.880.23897.460.42629.3894.90897.351.501.773.880.23897.580.4260.4260.1250.150.04 7186.34895.00897.381.501.773.590.20897.590.36520.3895.10897.461.501.773.590.20897.660.3650.3650.0741.000.20 8156.28893.65894.901.25*1.235.120.41895.310.94610.0893.80894.961.161.195.280.43895.400.8180.8820.0880.150.07 9155.43893.90895.151.25*1.234.430.30895.450.70728.2894.30895.240.940.985.510.47895.710.8550.7810.2200.150.07 10154.22894.40895.651.25*1.233.440.18895.830.42721.0894.65895.691.041.093.870.23895.920.4160.4220.0891.000.23 Project File: Storm Sewer HGL Calcs.stmNumber of lines: 10Run Date: 08-16-2012 NOTES: * Crown depth assumed., ** Critical depth assumed. Hydraflow Storm Sewers 2003 Storm Sewer Profile Proj. file: Storm Sewer HGL Calcs.stm Elev. (ft) 912.00 907.00 Ln: 3 Ln: 4 902.00 18 (in) Ln: 5Ln: 6 Ln: 1 18 (in) Ln: 2 18 (in)18 (in) Ln: 7 18 (in) 18 (in) 18 (in) 897.00 892.00 887.00 0 50 100 150 200 250 300 350 400 450 500 550 600 Reach (ft) Hydraflow Storm Sewers 2003 Storm Sewer Profile Proj. file: Storm Sewer HGL Calcs.stm Elev. (ft) 907.00 903.00 Ln: 1 Ln: 2 18 (in) 18 (in) Ln: 8Ln: 9 Ln: 10 15 (in)15 (in) 15 (in) 899.00 895.00 891.00 887.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 Reach (ft) Hydraflow Storm Sewers 2003 APPENDIX G –WATER QUALITY ANALYSIS (EXISTING MASTERPLAN DETENTION POND) The Domain at Bennett Farms Existing Pond Water Quality Analysis Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole T:Pond1DS Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA P:Pond1Out Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation A:Pond1 F Filter X Exfil Trench (BLN Job #100058) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. The Domain at Bennett Farms Existing Pond Water Quality Analysis Input 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 Farms Existing Pond Water Quality Analysis Input 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: None Upstream FHWA Inlet Edge Description: Circular Concrete: Groove end w/ headwall Downstream 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 Farms Existing Pond Water Quality Analysis WQv 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 Farms Existing Pond Water Quality Analysis WQv 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 Farms Existing Pond Water Quality Analysis WQv 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 Farms Existing Pond Water Quality Analysis WQv 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 Farms Existing Pond Water Quality Analysis WQv 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 Farms Existing Pond Water Quality Analysis WQv 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 Farms Existing Pond Water Quality Analysis WQv 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 Farms Existing Pond Water Quality Analysis WQv 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 Farms Existing Pond Water Quality Analysis WQv 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 Farms Existing Pond Water Quality Analysis WQv 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 Farms Existing Pond Water Quality Analysis WQv 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 Farms Existing Pond Water Quality Analysis WQv 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 Farms Existing Pond Water Quality Analysis WQv 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 Farms Existing Pond Water Quality Analysis WQv 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 Farms Existing Pond Water Quality Analysis WQv 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 Farms Existing Pond Water Quality Analysis WQv 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 Farms Existing Pond Water Quality Analysis WQv 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 Farms Existing Pond Water Quality Analysis WQv 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 Beam, Longest, and Neff, LLC 8126 Castleton Road BMP Treatment Runoff Calculation Summary Indianapolis, IN 46250 (317)849-5832 Project:Bennett Tech Road Project #:110042 Carmel, IN Location: EquationsAbbreviations R = 0.05+0.009*I I = Percent impervious cover V O = 1"*R P = 1 inch of rainfall aV 0.5 CN = [1000/(10+5P+10Q-10*(Q²+1.25Q*P))] Rv = Volumetric runoff coefficient wqaaa WQv = (P*Rv*A)/12A = Area in acres CNwq = Curve number for water quality storm event tc = Time of concentration WQv: Water quality volume treatment Qwq: Peak treatable discharge for flow through BMP's Qwq was calculated using Carmel procedures and methodologies for flow through/mechanical structures. Total AreaImpervious% Impervious PWQvQwq - Water Quality CN t (min) Storm SystemRv wqc (acres)Area (acres)(I)(in)(acre-ft) Runoff (cfs) Road Mainline Sewer4.623.95850.821.000.329814.324.58 From Storm HydroCAD Output Sewer Spreadsheet Prepared by Nick Schmitt 8/17/2012 1S Water Quality Watershed Link Drainage Diagram for BMP Calc - Aqua-Swirl Pond Subcat Reach Prepared by BLN, Printed 8/16/2012 HydroCAD® 8.50 s/n 005203 © 2007 HydroCAD Software Solutions LLC BMP Calc - Aqua-Swirl Type II 24-hr Rainfall=1.00" Printed 8/16/2012 Prepared by BLN HydroCAD® 8.50 s/n 005203 © 2007 HydroCAD Software Solutions LLC Page 3 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)CNDescription *4.62098CNwq - See Spreadsheet for Calc. 4.620Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, Storm Sewer 14.3 Subcatchment 1S: Water Quality Watershed Hydrograph Runoff 5 4.58 cfs Type II 24-hr Rainfall=1.00" 4 Runoff Area=4.620 ac Runoff Volume=0.304 af 3 Runoff Depth=0.79" Tc=14.3 min 2 CN=98 1 0 24681012141618202224262830323436384042444648 Time (hours) Depth of Flow In A Cicular Pipe For A Given Runoff Rate Water Quality Pipe Sizing - depth (in)Set Outlet/Bypass Pipe 9.5" above BMP Pipe Y 9.17 Dia (in) 12 Upper Inv 891.80Structure 660 Invert Lower Inv 891.65Aqua-Swirl Invert Length (ft) 9 Manning, n 0.012HDPE (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 (ft/sec)7.114 V Q (cfs) needed4.58 Water Quality Runoff T = Top Width of Water Level Y= Depth of Water in Pipe D = Diameter of Pipe = Angle(Usedforcalcstodeterminewettedperimeterandarea) Prepared By Nick Schmitt 8/17/2012 ) (DIVERSIONSTRUCTURE APPENDIX I – CURVE NUMBER (CN) CALCULATIONS AND EXHIBITS FOR WATERSHED ‘PR1’ CNCalculationsforMasterplannedDetentionPondWatersheds HydrologicSoilGroups SoilsGroupCNValueCNDescriptionPercentageofArea B61OpenSpaceGoodCondition(>75%grasscover)46.5% C74OpenSpaceGoodCondition(>75%grasscover)53.5% AreaPercentagesofAreaTypesArea*Percentage*CN WatershedDescriptions (acres)ImperviousPerviousBSoilsCSoilsImp.(98)B(61)C(74) ProposedRoadway&Future 4.6285.0%15.0%7.0%8.0%384.8519.6627.44 Outlots TheDomainatBennett 10.35159.0%41.0%19.1%21.9%598.49120.38168.02 FarmsApartments BennettParkwayRightof 66.0% 1.76334.0%15.8%18.2%114.0317.0023.73 Way ExistingDetentionPond& 5.72631.0%69.0%32.1%36.9%173.96112.07156.42 SurroundingAreas PR1WestWatershed(Ex.Apartments)3.7448.0%52.0%24.2%27.8%175.9355.1676.99 Total=26.2Total=1447.26324.27452.60 Comp.CN=84.9=(1379.34+343.93+479.86)/(26.2) DesignedBy:NickSchmitt(8/17/2012) APPENDIX J – MASTERPLAN DRAINAGE REPORT FOR BENNETT TECHNOLOGY PARK APPENDIX K – MASTERPLAN DRAINAGE REPORT FOR THE DOMAIN AT BENNETT FARMS APARTMENTS 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 8126 Castleton Road Indianapolis, Indiana 46250 Phone: 317.849.5832 Fax: 317.841.4281 Web: www.B-L-N.com 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 - 2 - 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 Table The project site contains the soils listed in the following . 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 UfnA Urban Land – Crosby complex C UmyA Urban Land – Treaty complex B 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. - 3 - 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 AreaRunoff Coefficient Basin Name Ac.‘C’ 605 2.74 0.75 606 2.98 0.75 612 8.36 0.75 Total 14.080.75 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 - 4 - 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. 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. - 5 - Inlet grate capacities for each type of inlet are listed below assuming a maximum depth over the grate of 6”. TABLE 3 – INLET CAPACITY Capacity at 50% Max. Overland Max. Depth at NeenahCapacity, Clogged in Sag Flow to Inlet Sag Inlet Grate cfs Locations, cfs Grate, cfs 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, Where: P is 1inch of rainfall Rv = 0.05+0.009(%Impervious) or 0.05+0.009(75) = 0.725 - 6 - A is the contributing drainage area or 26.2 Acres Therefore, the 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 Area,Cumulative Storage Volume, Elevation Ac.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: - 7 - 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: 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) W H 1% Sag Location 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 - 8 - 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 - 9 - 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 - 10 - APPENDIX A - LOCATION MAP APPENDIX B – FEMA MAP APPENDIX C – SOILS MAP 4422280442224044222004422160442212044220804422040 86° 14' 24''86° 14' 24'' 86° 14' 40''86° 14' 40'' 4422280442224044222004422160442212044220804422040 APPENDIX D – EXISTING DRAINAGE BASINS MAPS STORM SEWER DESIGN CALCULATIONS -PIPE DESIGN- PROJECT: Bennett Tech - Existing Storm SewersSTORM:10Year JOB #: 100058COMPUTED BY:af DATE: 7/5/11SHEET NO.: \2010\100058 - REI Bennet Apts\Engr\[100058-ST-PIPE-EX.xlsx]Pipe Des STRUCTURE I.D. DESIGNPIPECAP.FULL QLDIA.SLOPEQVEL.RIM ELEV. INVERT ELEV.COVER (ft) UPDOWN(cfs)(ft)(in)%(cfs)(ft/s)UPDOWNUPDOWNUPDOWN 1226121527 LF30 in.1.63%52.70 cfs10.7 ft/s891.58891.39886.93886.491.92.1 1215148884 LF30 in.1.60%52.14 cfs10.6 ft/s891.39891.60886.44#885.102.23.7 1488120627 LF30 in.0.22%19.46 cfs4.0 ft/s891.60890.49885.05884.993.82.7 1206119434 LF30 in.0.79%36.79 cfs7.5 ft/s890.49890.57884.94884.672.83.1 1194POND82 LF30 in.1.18%44.90 cfs9.1 ft/s890.57884.62#883.653.2 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:100Year JOB #:100058DESIGNED BY:AF DATE: 9/10/11 8 - REI Bennet Apts\Engr\[100058-ST-PIPE-Rev3.xlsx]1 STRUCTUREBASINS COMPOSIOVERFLOW TYPE OFDEPTHFLOW ATPEAK FLOW LOWEST ADJ. FROMTOBASINcAc*ATcIQSUMTcIQINVERTFLOWOF FLOWDEPTHELEVATIONBUILDING FFE #(acres)(min)(in/hr)(cfs)(c*A)(min)(in/hr)(cfs) inches(cfs) 6586326580.790.24 Ac.0.1959.131.730.1959.131.73 899.4Broad Weir1.002.22899.5900.2 6576326570.490.38 Ac.0.1959.131.700.1959.131.70 899.4Broad Weir1.002.22899.5900.2 6566336560.250.26 Ac.0.0759.130.590.0759.130.59 899.3Broad Weir1.002.22899.4900.2 6556346550.790.24 Ac.0.1959.131.730.1959.131.73900.0Broad Weir1.002.22900.1900.7 6546536540.790.23 Ac.0.1859.131.660.1859.131.66 900.4Broad Weir1.002.22900.5901.2 6536356530.820.11 Ac.0.0959.130.820.2759.132.48 899.9Broad Weir1.102.82900.0901.2 6526366520.760.15 Ac.0.1159.131.040.1159.131.04899.9Broad Weir1.002.22900.0900.7 6516366510.790.23 Ac.0.1859.131.660.1859.131.66 900.4Broad Weir1.002.22900.5901.2 9/10/2011 3:05 PM 100 YEAR OVERFLOW ROUTING -PEAK OVERFLOW ELEVATION- PROJECT:Zionsville Apts.STORM:100Year JOB #:100058DESIGNED BY:AF DATE: 9/10/11 8 - REI Bennet Apts\Engr\[100058-ST-PIPE-Rev3.xlsx]1 STRUCTUREBASINS COMPOSIOVERFLOW TYPE OFDEPTHFLOW ATPEAK FLOW LOWEST ADJ. FROMTOBASINcAc*ATcIQSUMTcIQINVERTFLOWOF FLOWDEPTHELEVATIONBUILDING FFE #(acres)(min)(in/hr)(cfs)(c*A)(min)(in/hr)(cfs) inches(cfs) 6426416420.790.22 Ac.0.1759.131.590.1759.131.59899.5Broad Weir1.002.22899.6900.2 6416316410.820.11 Ac.0.0959.130.820.2659.132.41 899.1Broad Weir1.102.82899.2900.2 6396376390.250.27 Ac.0.0759.130.620.0759.130.62 899.9Broad Weir1.002.22900.0901.2 6386376380.820.19 Ac.0.1659.131.420.1659.131.42 899.9Broad Weir1.002.22900.0901.2 6376366370.760.11 Ac.0.0859.130.760.3159.132.80 899.9Broad Weir1.002.22900.0901.2 6366356360.820.07 Ac.0.0659.130.520.6668.835.83 899.5Broad Weir1.506.12899.6901.2 6356346350.700.32 Ac.0.2259.132.051.1668.8310.21 899.5Broad Weir2.0012.57899.7900.7 6346336340.760.12 Ac.0.0959.130.831.4478.5512.28899.5Broad Weir2.0012.57899.7900.7 6336326330.850.05 Ac.0.0459.130.391.5478.5513.20 On Grade 6326316320.820.11 Ac.0.0959.130.822.0178.5517.19898.9Broad Weir2.3017.83899.1900.2 6316046310.610.37 Ac.0.2359.132.062.5088.2820.71 898.4Broad Weir2.5021.96898.6899.8 6256246250.754.00 Ac.3.02186.2918.973.02186.2918.97 Manhole 6246236240.790.26 Ac.0.2159.131.883.22196.1419.78On Grade 623EX 14196230.760.31 Ac.0.2459.132.153.46196.1421.23 On Grade 6226216220.820.06 Ac.0.0559.130.450.0559.130.45 On Grade 6216026210.850.05 Ac.0.0459.130.390.0959.130.84On Grade 6206046200.790.22 Ac.0.1759.131.590.1759.131.59 898.5Broad Weir1.002.22898.6899.8 6186086180.520.58 Ac.0.3059.132.750.3059.132.75 899.3Broad Weir1.102.82899.4900.2 6176146170.310.31 Ac.0.1059.130.880.1059.130.88 899.3Broad Weir1.002.22899.4900.5 9/10/2011 3:05 PM 100 YEAR OVERFLOW ROUTING -PEAK OVERFLOW ELEVATION- PROJECT:Zionsville Apts.STORM:100Year JOB #:100058DESIGNED BY:AF DATE: 9/10/11 8 - REI Bennet Apts\Engr\[100058-ST-PIPE-Rev3.xlsx]1 STRUCTUREBASINS COMPOSIOVERFLOW TYPE OFDEPTHFLOW ATPEAK FLOW LOWEST ADJ. FROMTOBASINcAc*ATcIQSUMTcIQINVERTFLOWOF FLOWDEPTHELEVATIONBUILDING FFE #(acres)(min)(in/hr)(cfs)(c*A)(min)(in/hr)(cfs) inches(cfs) 6166156160.790.23 Ac.0.1859.131.660.1859.131.66900.6Broad Weir1.002.22900.7901.7 6156146150.820.10 Ac.0.0859.130.750.2659.132.41 900.4Broad Weir1.102.82900.5901.7 6146136140.790.19 Ac.0.1559.131.370.5168.834.50 899.4Broad Weir1.405.15899.5900.7 6136126130.820.45 Ac.0.3759.133.370.8868.837.76 899.5Broad Weir1.708.37899.6900.7 6126116120.850.32 Ac.0.2759.132.481.1578.559.84 899.5Broad Weir1.9011.06899.7900.7 6116106110.820.20 Ac.0.1659.131.501.3178.5511.24899.3Broad Weir2.0012.57899.5900.5 6106096100.760.13 Ac.0.1059.130.901.4188.2811.71 899.3Broad Weir2.0012.57899.5900.5 6096086090.550.42 Ac.0.2359.132.111.6488.2813.62 898.9Broad Weir2.1014.20899.1900.5 6086076080.790.24 Ac.0.1959.131.732.1498.0317.16 898.7Broad Weir2.3017.83898.9900.5 6076066070.760.21 Ac.0.1659.131.462.3098.0318.44 899.1Broad Weir2.5021.96899.3900.2 6066056060.820.30 Ac.0.2559.132.252.5498.0320.41899.1Broad Weir2.5021.96899.3900.2 6056046050.820.08 Ac.0.0759.130.602.6198.0320.94 On Grade 6046026040.820.14 Ac.0.1159.131.055.40107.8042.06898.6Broad Weir3.3043.96898.9899.8 6026016020.850.00 Ac.0.0059.130.015.4959.1350.12 Manhole 9/10/2011 3:05 PM APPENDIX F – STORM SEWER DESIGN CALCULATIONS WEIGHTED RUNOFF COEFFICIENTS PROJECT: Zionsville Apts. JOB #: 100058COMPUTED BY:AF DATE: 9/10/11 - ---. S:\2010\100058REIBennetApts\Engr\[100058STPIPERev3xlsx]WeightedC TOTAL RUNOFF COEFFICIENTS CALCULATIONS STRUCTURE I.D. DRAINAGE AREA % Grass% ImperviousWeighted (Ac.)C= 0.25C= 0.85C 6580.24 Ac.10%90%Weighted C= 0.79 6570.38 Ac.60%40%Weighted C= 0.49 6560.26 Ac.100%0%Weighted C= 0.25 6550.24 Ac.10%90%Weighted C= 0.79 6540.23 Ac.10%90%Weighted C= 0.79 6530.11 Ac.5%95%Weighted C= 0.82 6520.15 Ac.15%85%Weighted C= 0.76 6510.23 Ac.10%90%Weighted C= 0.79 6420.22 Ac.10%90%Weighted C= 0.79 6410.11 Ac.5%95%Weighted C= 0.82 6390.27 Ac.100%0%Weighted C= 0.25 6380.19 Ac.5%95%Weighted C= 0.82 6370.11 Ac.15%85%Weighted C= 0.76 6360.07 Ac.5%95%Weighted C= 0.82 6350.32 Ac.25%75%Weighted C= 0.70 6340.12 Ac.15%85%Weighted C= 0.76 6330.05 Ac.0%100%Weighted C= 0.85 6320.11 Ac.5%95%Weighted C= 0.82 6310.37 Ac.40%60%Weighted C= 0.61 6254.00 Ac.16%84%Weighted C= 0.75 6240.26 Ac.10%90%Weighted C= 0.79 6230.31 Ac.15%85%Weighted C= 0.76 9/10/2011 3:07 PM WEIGHTED RUNOFF COEFFICIENTS PROJECT: Zionsville Apts. JOB #: 100058COMPUTED BY:AF DATE: 9/10/11 - ---. S:\2010\100058REIBennetApts\Engr\[100058STPIPERev3xlsx]WeightedC TOTAL RUNOFF COEFFICIENTS CALCULATIONS STRUCTURE I.D. DRAINAGE AREA % Grass% ImperviousWeighted (Ac.)C= 0.25C= 0.85C 6220.06 Ac.5%95%Weighted C= 0.82 6210.05 Ac.0%100%Weighted C= 0.85 6200.22 Ac.10%90%Weighted C= 0.79 6180.58 Ac.55%45%Weighted C= 0.52 6170.31 Ac.90%10%Weighted C= 0.31 6160.23 Ac.10%90%Weighted C= 0.79 6150.10 Ac.5%95%Weighted C= 0.82 6140.19 Ac.10%90%Weighted C= 0.79 6130.45 Ac.5%95%Weighted C= 0.82 6120.32 Ac.0%100%Weighted C= 0.85 6110.20 Ac.5%95%Weighted C= 0.82 6100.13 Ac.15%85%Weighted C= 0.76 6090.42 Ac.50%50%Weighted C= 0.55 6080.24 Ac.10%90%Weighted C= 0.79 6070.21 Ac.15%85%Weighted C= 0.76 6060.30 Ac.5%95%Weighted C= 0.82 6050.08 Ac.5%95%Weighted C= 0.82 6040.14 Ac.5%95%Weighted C= 0.82 6020.00 Ac.0%100%Weighted C= 0.85 9/10/2011 3:07 PM STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD - PROJECT: Zionsville Apts.STORM:10Year JOB #: 100058DESIGNED BY:AF DATE: 9/10/11 010\100058 - REI Bennet Apts\Engr\[100058-ST-PIPE-Rev3.xlsx]Rati STRUCTUREBASINS COMPOSITE BASINS FROMTOBASINcAc*ATcIQSUMTcIQ #(acres)(min)(in/hr)(cfs)(c*A)(min)(in/hr)(cfs) 6586326580.790.24 Ac.0.1956.121.160.1956.121.16 6576326570.490.38 Ac.0.1956.121.140.1956.121.14 6566336560.250.26 Ac.0.0756.120.400.0756.120.40 6556346550.790.24 Ac.0.1956.121.160.1956.121.16 6546536540.790.23 Ac.0.1856.121.110.1856.121.11 6536356530.820.11 Ac.0.0956.120.550.2756.121.66 6526366520.760.15 Ac.0.1156.120.700.1156.120.70 6516366510.790.23 Ac.0.1856.121.110.1856.121.11 9/10/2011 3:07 PM STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD - PROJECT: Zionsville Apts.STORM:10Year JOB #: 100058DESIGNED BY:AF DATE: 9/10/11 010\100058 - REI Bennet Apts\Engr\[100058-ST-PIPE-Rev3.xlsx]Rati STRUCTUREBASINS COMPOSITE BASINS FROMTOBASINcAc*ATcIQSUMTcIQ #(acres)(min)(in/hr)(cfs)(c*A)(min)(in/hr)(cfs) 6426416420.790.22 Ac.0.1756.121.060.1756.121.06 6416316410.820.11 Ac.0.0956.120.550.2656.121.62 6396376390.250.27 Ac.0.0756.120.410.0756.120.41 6386376380.820.19 Ac.0.1656.120.950.1656.120.95 6376366370.760.11 Ac.0.0856.120.510.3156.121.88 6366356360.820.07 Ac.0.0656.120.350.6665.923.91 6356346350.700.32 Ac.0.2256.121.371.1665.926.84 6346336340.760.12 Ac.0.0956.120.561.4475.738.23 6336326330.850.05 Ac.0.0456.120.261.5475.738.85 6326316320.820.11 Ac.0.0956.120.552.0175.7311.52 6316046310.610.37 Ac.0.2356.121.382.5085.5513.88 6256246250.754.00 Ac.3.02184.2212.723.02184.2212.72 6246236240.790.26 Ac.0.2156.121.263.22194.1213.26 623EX 14196230.760.31 Ac.0.2456.121.443.46194.1214.23 6226216220.820.06 Ac.0.0556.120.300.0556.120.30 6216026210.850.05 Ac.0.0456.120.260.0956.120.56 6206046200.790.22 Ac.0.1756.121.060.1756.121.06 6186086180.520.58 Ac.0.3056.121.850.3056.121.85 6176146170.310.31 Ac.0.1056.120.590.1056.120.59 9/10/2011 3:07 PM STORM SEWER DESIGN CALCULATIONS -RATIONAL METHOD - PROJECT: Zionsville Apts.STORM:10Year JOB #: 100058DESIGNED BY:AF DATE: 9/10/11 010\100058 - REI Bennet Apts\Engr\[100058-ST-PIPE-Rev3.xlsx]Rati STRUCTUREBASINS COMPOSITE BASINS FROMTOBASINcAc*ATcIQSUMTcIQ #(acres)(min)(in/hr)(cfs)(c*A)(min)(in/hr)(cfs) 6166156160.790.23 Ac.0.1856.121.110.1856.121.11 6156146150.820.10 Ac.0.0856.120.500.2656.121.61 6146136140.790.19 Ac.0.1556.120.920.5165.923.02 6136126130.820.45 Ac.0.3756.122.260.8865.925.20 6126116120.850.32 Ac.0.2756.121.661.1575.736.59 6116106110.820.20 Ac.0.1656.121.001.3175.737.53 6106096100.760.13 Ac.0.1056.120.601.4185.557.85 6096086090.550.42 Ac.0.2356.121.411.6485.559.13 6086076080.790.24 Ac.0.1956.121.162.1495.3811.50 6076066070.760.21 Ac.0.1656.120.982.3095.3812.36 6066056060.820.30 Ac.0.2556.121.512.5495.3813.68 6056046050.820.08 Ac.0.0756.120.402.6195.3814.04 6046026040.820.14 Ac.0.1156.120.705.40105.2328.20 6026016020.850.00 Ac.0.0056.120.015.4956.1233.57 9/10/2011 3:07 PM STORM SEWER DESIGN CALCULATIONS -PIPE DESIGN- PROJECT: Zionsville Apts.STORM:10 JOB #: 100058COMPUTED BY:AF DATE: 9/10/11 S:\2010\100058 - REI Bennet Apts\Engr\[100058-ST-PIPE-Rev3.xlsx]Pipe Design STRUCTURE I.D. DESIGNPIPECAP.FULLACTUAL RIM ELEV. INVERT ELEV.COVER (ft) QLDIA.SLOPEQVEL.VEL UPDOWN(cfs)(ft)(in)%(cfs)(ft/s)(ft/s)UPDOWNUPDOWNUPDOWN 6586321.16 cfs45 LF12 in.0.50%2.53 cfs3.2 ft/s3.1 ft/s899.20898.60894.70894.483.33.0 6576321.14 cfs78 LF12 in.0.30%1.96 cfs2.5 ft/s2.6 ft/s898.60898.60894.90894.672.52.8 6566330.40 cfs72 LF12 in.0.30%1.96 cfs2.5 ft/s1.9 ft/s898.65899.40895.00894.782.53.4 6556341.16 cfs45 LF12 in.0.30%1.96 cfs2.5 ft/s2.6 ft/s899.76899.20895.00894.873.63.2 6546531.11 cfs45 LF12 in.0.30%1.96 cfs2.5 ft/s2.6 ft/s899.30899.60895.00894.863.13.6 6536351.66 cfs136 LF12 in.0.30%1.96 cfs2.5 ft/s2.8 ft/s899.60898.60894.86894.453.63.0 6526360.70 cfs73 LF12 in.0.30%1.96 cfs2.5 ft/s2.3 ft/s899.15899.40895.00894.783.03.4 6516361.11 cfs43 LF12 in.0.30%1.96 cfs2.5 ft/s2.6 ft/s900.20899.40895.50895.373.52.9 6426411.06 cfs44 LF12 in.0.30%1.96 cfs2.5 ft/s2.5 ft/s899.20898.76895.00894.873.02.7 6416311.62 cfs132 LF12 in.0.50%2.53 cfs3.2 ft/s3.4 ft/s898.76897.60894.07893.413.53.0 6396370.41 cfs69 LF12 in.0.30%1.96 cfs2.5 ft/s2.0 ft/s899.00899.10895.50895.292.32.6 9/10/2011 3:07 PM STORM SEWER DESIGN CALCULATIONS -PIPE DESIGN- PROJECT: Zionsville Apts.STORM:10 JOB #: 100058COMPUTED BY:AF DATE: 9/10/11 S:\2010\100058 - REI Bennet Apts\Engr\[100058-ST-PIPE-Rev3.xlsx]Pipe Design STRUCTURE I.D. DESIGNPIPECAP.FULLACTUAL RIM ELEV. INVERT ELEV.COVER (ft) QLDIA.SLOPEQVEL.VEL UPDOWN(cfs)(ft)(in)%(cfs)(ft/s)(ft/s)UPDOWNUPDOWNUPDOWN 6386370.95 cfs81 LF12 in.0.40%2.27 cfs2.9 ft/s2.7 ft/s899.75899.10895.30894.983.33.0 6376361.88 cfs61 LF12 in.0.40%2.27 cfs2.9 ft/s3.2 ft/s899.10899.40894.98894.743.03.5 6366353.91 cfs51 LF15 in.0.40%4.11 cfs3.3 ft/s3.8 ft/s899.40898.60894.54894.333.42.8 6356346.84 cfs99 LF21 in.0.20%7.13 cfs3.0 ft/s3.4 ft/s898.60899.20893.93893.732.73.5 6346338.23 cfs57 LF21 in.0.30%8.73 cfs3.6 ft/s4.1 ft/s899.20899.40893.73893.563.53.9 6336328.85 cfs192 LF21 in.0.33%9.16 cfs3.8 ft/s4.4 ft/s899.40898.60893.56892.933.93.7 63263111.52 cfs88 LF24 in.0.30%12.47 cfs4.0 ft/s4.5 ft/s898.60897.60892.73892.473.62.9 63160413.88 cfs95 LF24 in.0.40%14.40 cfs4.6 ft/s5.2 ft/s897.60898.08892.47892.092.93.8 62562412.72 cfs349 LF24 in.0.40%14.40 cfs4.6 ft/s5.2 ft/s899.56896.29888.52887.128.86.9 62462313.26 cfs52 LF24 in.0.40%14.40 cfs4.6 ft/s5.2 ft/s896.29895.63887.12886.916.96.5 623EX 141914.23 cfs85 LF24 in.0.40%14.40 cfs4.6 ft/s5.3 ft/s895.63886.91886.576.5 6226210.30 cfs46 LF12 in.0.30%1.96 cfs2.5 ft/s1.8 ft/s896.44895.44891.40891.263.93.0 6216020.56 cfs8 LF12 in.0.30%1.96 cfs2.5 ft/s2.1 ft/s895.44895.98891.26891.243.03.6 6206041.06 cfs44 LF12 in.0.30%1.96 cfs2.5 ft/s2.5 ft/s898.80898.08894.00893.873.63.0 6186081.85 cfs61 LF12 in.0.30%1.96 cfs2.5 ft/s2.8 ft/s897.79898.10893.50893.323.13.6 6176140.59 cfs55 LF12 in.0.30%1.96 cfs2.5 ft/s2.1 ft/s897.78899.10895.00894.831.63.1 9/10/2011 3:07 PM STORM SEWER DESIGN CALCULATIONS -PIPE DESIGN- PROJECT: Zionsville Apts.STORM:10 JOB #: 100058COMPUTED BY:AF DATE: 9/10/11 S:\2010\100058 - REI Bennet Apts\Engr\[100058-ST-PIPE-Rev3.xlsx]Pipe Design STRUCTURE I.D. DESIGNPIPECAP.FULLACTUAL RIM ELEV. INVERT ELEV.COVER (ft) QLDIA.SLOPEQVEL.VEL UPDOWN(cfs)(ft)(in)%(cfs)(ft/s)(ft/s)UPDOWNUPDOWNUPDOWN 6166151.11 cfs42 LF12 in.0.30%1.96 cfs2.5 ft/s2.6 ft/s900.59900.10896.40896.273.02.7 6156141.61 cfs74 LF12 in.0.30%1.96 cfs2.5 ft/s2.8 ft/s900.10899.10895.27895.053.72.9 6146133.02 cfs114 LF15 in.0.30%3.56 cfs2.9 ft/s3.2 ft/s899.10898.40894.73894.393.02.6 6136125.20 cfs119 LF18 in.0.30%5.79 cfs3.3 ft/s3.7 ft/s898.40899.20894.29893.932.43.6 6126116.59 cfs98 LF18 in.0.40%6.68 cfs3.8 ft/s4.4 ft/s899.20898.60893.93893.543.63.4 6116107.53 cfs98 LF21 in.0.25%7.97 cfs3.3 ft/s3.8 ft/s898.60899.00893.34893.103.33.9 6106097.85 cfs120 LF21 in.0.30%8.73 cfs3.6 ft/s4.1 ft/s899.00898.20893.10892.743.93.5 6096089.13 cfs101 LF21 in.0.35%9.43 cfs3.9 ft/s4.5 ft/s898.20898.10892.74892.393.53.8 60860711.50 cfs71 LF24 in.0.30%12.47 cfs4.0 ft/s4.5 ft/s898.10898.20892.19891.983.74.0 60760612.36 cfs123 LF24 in.0.30%12.47 cfs4.0 ft/s4.6 ft/s898.20898.75891.98891.614.04.9 60660513.68 cfs82 LF24 in.0.37%13.85 cfs4.4 ft/s5.1 ft/s898.75898.70891.61891.314.95.2 60560414.04 cfs52 LF24 in.0.40%14.40 cfs4.6 ft/s5.2 ft/s898.70898.08891.31891.105.24.7 60460228.20 cfs111 LF30 in.0.50%29.19 cfs5.9 ft/s6.8 ft/s898.08895.98890.70890.154.63.0 60260133.57 cfs111 LF30 in.0.70%34.54 cfs7.0 ft/s8.0 ft/s895.98892.80888.54887.764.72.2 9/10/2011 3:07 PM NEENAH STANDARD INLET GRATE CAPACITIES Capacity, cfs OpenPerimeter, Grate #Grate TypeHead, ftCapacity, cfsWeirTransitionalOrifice Area, sfft. R-3286-8VV0.74.40.502.402.40 5.20 R-4342BEEHIVE2.06.00.505.906.905.907.10 R-3472A,C1.37.30.504.504.50 8.60 S:\2010\100058 - REI Bennet Apts\Engr\Inlet Grate Capacities.xlsx APPENDIX G –WATER QUALITY ANALYSIS APPENDIX H –MASTERPLAN DRAINAGE REPORT