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Home My WebLink AboutDrainage Report170187000 – North End Phase 1 North End Phase 1 – Secondary Plat Construction Plans W. Smokey Row Rd. Carmel, IN 46032 Drainage Report June 20, 2020 Revised: October 2, 2020 Revised: November 25, 2020 Prepared For: Old Town Companies, LLC 1132 S. Rangeline Rd, Suite 100 Carmel, IN 46032 Prepared By: Kimley-Horn and Associates, Inc. Andy Taylor, PE, LEED AP, CFM Kaleb Sondgerath, EI 250 East 96th Street, Suite 580 Indianapolis, IN 46240 Phone: (317) 218-9560 170187000 – North End Phase 1 TABLE OF CONTENTS 1.0. PROJECT SUMMARY 2.0. INTRODUCTION 3.0. EXISTING CONDITIONS 4.0. PROPOSED CONDITIONS Appendix A: Project Site Maps & Previous Permits Appendix B: Existing Drainage Conditions Appendix C: Proposed Basin Conditions Appendix D: Proposed Storm Sewer Design Appendix E: Stormwater Quality Design Appendix F: Channel Calculations 170187000 – North End Phase 1 1.0 Project Summary Project Name: North End Phase 1 – Secondary Plat & Construction Plans Location: W. Smokey Row Rd, Carmel, IN Report Type: Drainage Report Reviewing Agency: City of Carmel Storm Sewer Sizing: Rational Method Basin Runoff Calculations: USDA NRCS TR-55 Stormwater Quality: Underground Isolator Rows / Aqua-Swirl Separators Stormwater Quantity: Underground Detention / Dry Detention Basins Design Standards: City of Carmel Stormwater Technical Manual 2.0. Introduction Kimley-Horn and Associates, Inc. has been retained by Old Town Companies, LLC to provide civil engineering services for the North End Phase 1 Secondary Plat and Construction Plans located on W. Smokey Row Road in Carmel, Indiana. The project consists of the redevelopment of approximately 13.84 acres into a mixed-use subdivision as well as road and utility infrastructure. The majority of the site will drain to the existing creek north of the site, while the remainder of the site will drain to the existing ditch along Smokey Row Road. Water quality will be provided by a combination of Underground Isolator rows as well as mechanical separators. 3.0. Existing Conditions FEMA According to FEMA Flood Insurance Rate Maps 18057C0207G dated November 19, 2014 provided in Appendix A, the site resides within “Zone X” which corresponds to areas determined to be outside of the 0.2% annual chance floodplain. Soil Characteristics Per the United States Geological Survey’s (USGS) Natural Resources Conservation Service (NRCS) Web Soil Survey, the site soil consists of Crosby silt loam (YclA) and Miami silt loam (YmsB2). Refer to Appendix A for the NRCS Web Soil Survey information. Existing Site Features The total existing site consists of approximately 13.57 acres of large residential parcels as well as grassed and wooded areas. The northern portion of the site (5.35 acres) drains via sheet and shallow concentrated flows to an existing channel to the north of the development. The remainder of the site (8.22 acres) drains via sheet and shallow concentrated flows to the south of the site along Smokey Row Rd. Both the north and south basins eventually discharge to Little Cool Creek east of the site and therefore the entire disturbed area was used to determine the allowable release rates. The table below indicates the existing runoff from the site for the 10-, and 100-year storm events using ICPR 4 Stormwater Modeling (Refer to Appendix B for existing drainage calculations). 170187000 – North End Phase 1 10-year 100-year Existing Runoff to North 11.39 cfs 23.71 cfs Existing Runoff to South 18.58 cfs 38.51 cfs Total Existing Runoff 29.97 cfs 61.81 cfs 4.0. Proposed Conditions The proposed site will drain via sheet and shallow concentrated flow to proposed storm sewer on site. The proposed development utilizes reinforced concrete piping to convey the runoff from the site to 6 interconnected detention basins. The proposed storm sewer has been designed in order to meet the intent of the City of Carmel Stormwater Technical Standards Manual (Refer to Appendix D for proposed storm sewer calculations). The storm sewer was designed in order to ensure no adverse impact on adjacent landowners. The majority of the proposed site will discharge to the existing creek north of the development while the remaining portion of the site will discharge to the roadside ditch along Smokey Row Road, both eventually discharging to Little Cool Creek. Per the City of Carmel’s Stormwater Technical Standards, the allowable runoff from the post developed site will be limited to 0.10 cfs/acre for the 10-year storm and 0.30 cfs/acre for the 100-year storm. Due to topographic constraints, it was not possible for the entire proposed site to be collected and discharged to the proposed detention basins. This area (0.88 total acres) were accounted for in the detention calculations but were removed from the allowable release rates determined by the Carmel Stormwater Standards. Therefore, a total of 12.66 acres were used to determine the allowable discharge rates. The Table below summarizes the proposed runoff from the site using the SCS Curve Number method and ICPR4 Stormwater Modeling (Refer to Appendix C for calculations). Proposed Release Rates 10-YEAR 100-YEAR NORTH DISCHARGE 1.17 cfs 3.29 cfs SOUTH DISCHARGE 0.09 cfs 0.48 cfs TOTAL DISCHARGE 1.26 cfs 3.77 cfs ALLOWABLE DISCHARGE 1.27 cfs 3.80 cfs EXISTING DISCHARGE 29.97 cfs 61.81 cfs However, per the Carmel Stormwater Technical Manual, outlet control structures are limited to use no less than a 6-in diameter orifice. Therefore, the ICPR4 Stormwater Model was re-evaluated using 6” orifice. Refer to the table below for the revised release rates (Refer to Appendix C for calculations). Proposed Release Rates (6” min. orifice size) 10-YEAR 100-YEAR NORTH DISCHARGE 1.68 cfs 4.48 cfs SOUTH DISCHARGE 1.10 cfs 1.62 cfs TOTAL DISCHARGE 2.78 cfs 6.10 cfs 170187000 – North End Phase 1 Stormwater Quality Per the City of Carmel’s Stormwater Technical Standards, two Water Quality BMPs are required in series to treat the 1” rainfall event. The first BMP in series are Isolator Rows within the underground detention basins. Isolator rows are thermoplastic chambers wrapped in filter fabric that treat the first flush rainfall event (1-in – 24hr storm). These isolator rows allow for sediment to settle before discharging to the remainder of the underground detention (Please refer to Appendix E for more information and calculations). The second BMP in series are downstream Aqua-Shield Aqua-Swirl XCelerator units that have been sized to allow for the 100-year discharge from the site (Refer to Appendix D for Stormwater Quality Calculations). Smokey Row Road To ensure the existing Smokey Row Road Right-of-way has the capacity to convey the proposed discharge from the site to the south an analysis was done to determine the required culverts and roadside swale to convey the 100-year storm event (Refer to Appendix C for calculations). The proposed development will reduce the discharge to Smokey Row Road by 30.8 cfs. This, in combination of the proposed improvements, will insure no adverse impacts on the adjacent properties. Hunters Knoll Legal Drain An existing channel along the northern portion of the site conveys the Hunters Knoll Legal Drain. To determine the existing channel will have no adverse impacts on the development, an analysis was completed and determined the proposed improvements will not negatively impact the site. Refer to Appendix F for the channel analysis. Conclusions The proposed drainage design for this project has been designed to meet the intent of the City of Carmel’s Stormwater Technical Standards. No adverse impacts are anticipated to affect any adjacent or downstream properties. 170187000 – North End Phase 1 Appendix A: Project Site Maps & Previous Permits Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/13/2020 Page 1 of 444265004426550442660044266504426700442675044268004426500442655044266004426650442670044267504426800573540573590573640573690573740573790573840573890573940573990574040 573540 573590 573640 573690 573740 573790 573840 573890 573940 573990 574040 39° 59' 17'' N 86° 8' 19'' W39° 59' 17'' N86° 7' 57'' W39° 59' 6'' N 86° 8' 19'' W39° 59' 6'' N 86° 7' 57'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 100 200 400 600 Feet 0 35 70 140 210 Meters Map Scale: 1:2,410 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 21, Jun 4, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 1, 2018—Sep 30, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/13/2020 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI UcfA Urban land-Crosby silt loam complex, fine- loamy subsoil, 0 to 2 percent slopes 0.2 1.0% UkbB2 Urban land-Miami silt loam complex, 2 to 6 percent slopes, eroded 0.2 1.3% YbvA Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes B/D 0.0 0.2% YclA Crosby silt loam, fine- loamy subsoil-Urban land complex, 0 to 2 percent slopes C/D 0.1 0.6% YmsB2 Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded C 11.9 74.6% YmsC2 Miami silt loam-Urban land complex, 6 to 12 percent slopes, eroded C 3.6 22.2% YshAH Shoals silt loam-Urban land complex, 0 to 2 percent slopes, frequently flooded, brief duration B/D 0.0 0.1% Totals for Area of Interest 16.0 100.0% Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/13/2020 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/13/2020 Page 4 of 4 170187000 – North End Phase 1 Appendix B: Existing Basin Conditions EXISTING CONDITIONSNorth End Carmel. IN 10/1/2020 Project:By:KJS Date:7/17/2020 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description (Table 3-1)Unpaved Manning's roughness coeff., n (Table 3-1)0.24 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.03 Tt = .007 (nL)0.8 hr 0.22 + + = 0.22 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved - - Flow length, L ft 1107 - - Watercourse slope, s ft/ft 0.029 - - Average velocity, V (Figure 3-1) ft/s 2.75 - - Tt =L hr 0.11 + - + - = 0.11 3600 V Watershed or subarea Tc or Tt hr 0.33 min 20.07 Time of Concentration (Tc) or Travel Time (Tt) North End Carmel, Indiana EXISTING BASIN Project:By:KJS Date:10/2/2020 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description (Table 3-1)Unpaved Manning's roughness coeff., n (Table 3-1)0.24 Flow Length, L (L < 300 ft)ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.012 Tt = .007 (nL)0.8 hr 0.32 + + = 0.32 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved - - Flow length, L ft 525 - - Watercourse slope, s ft/ft 0.028 - - Average velocity, V (Figure 3-1) ft/s 2.70 - - Tt =L hr 0.05 + - + - = 0.05 3600 V Watershed or subarea Tc or Tt hr 0.38 min 22.51 Time of Concentration (Tc) or Travel Time (Tt) North End Carmel, Indiana EX. NORTH BASIN PROJECT:BY:DATE:Hydrologic Group%A0.0%B0.0%C97.5%D2.5%Total100.0%Soil Group Weighted Runoff CoefficientC Actual Soil GroupNext Less Impervious Soil GroupUndevelopedWooded Good Cover0.20 70 77Fully DevelopedOpen Space Good Condition (>75% Cover)0.30 74 80Fully DevelopedImpervious Paved0.85 98 98Fully DevelopedImpervious Rooftop0.90 98 98UndevelopedCultivated Land Conservation Treatment0.30 78 81WaterPond or Lake -1.00 100 100Weighted CN Weighted CNWooded - Good CoverOpen Space - Good Condition (>75% Cover)Impervious - Paved Impervious - RooftopCultivated Land - Conservation TreatmentWater - Pond or Lake TotalActual Soil GroupNext Less Impervious Soil GroupEXISTING NORTH BASIN 0.25 4.19 0.91 - - -5.350.39 7883EXISTING SOUTH BASIN 0.38 6.43 1.41 - - -8.220.39 7883NORTH ENDKJS2-Oct-20Site SoilWeighted CCover Type ConditionBasinSoil Group Weighted CNArea (ac) EXISTING INPUTS / OUTPUTS 1 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\170187000 - North End.2020-10-02 - existing\10/2/2020 16:33 Simulation: 100YR - 24HR Scenario:Icpr3 Run Date/Time:10/2/2020 3:37:03 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 0 0 0 1.0000 10.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set:CN Green-Ampt Set: Vertical Layers Set: Impervious Set:CN IMPERVIOUS Roughness Set: Crop Coef Set: EXISTING INPUTS / OUTPUTS 2 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\170187000 - North End.2020-10-02 - existing\10/2/2020 16:33 Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:Scsii-24 Rainfall Amount:6.46 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Check Rainfall Depths Simulation: 10YR - 24HR Scenario:Icpr3 Run Date/Time:10/2/2020 3:37:45 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology EXISTING INPUTS / OUTPUTS 3 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\170187000 - North End.2020-10-02 - existing\10/2/2020 16:33 Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 0 0 0 1.0000 10.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: ICPR3 Curve Number Set:CN Green-Ampt Set: Vertical Layers Set: Impervious Set:CN IMPERVIOUS Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:Scsii-24 Rainfall Amount:3.83 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 1 ft2 Min Node Srf Area (1D): 113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy EXISTING INPUTS / OUTPUTS 4 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\170187000 - North End.2020-10-02 - existing\10/2/2020 16:33 Comment: Check Rainfall Depths Simple Basin: EX. NORTH BASIN Scenario:Icpr3 Node:EX. CREEK Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:22.5100 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.3500 ac Curve Number:83.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Icpr3] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA EX. NORTH BASIN 100YR - 24HR 23.71 12.1333 6.46 4.53 5.3500 83.0 0.00 0.00 EX. NORTH BASIN 10YR - 24HR 11.39 12.1333 3.83 2.14 5.3500 83.0 0.00 0.00 Simple Basin: EX. SOUTH BASIN Scenario:Icpr3 Node:SMOKEY ROW RD Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:20.0700 min Max Allowable Q:0.00 cfs EXISTING INPUTS / OUTPUTS 5 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\170187000 - North End.2020-10-02 - existing\10/2/2020 16:33 Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:8.2200 ac Curve Number:83.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Icpr3] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA EX. SOUTH BASIN 100YR - 24HR 38.51 12.1167 6.46 4.53 8.2200 83.0 0.00 0.00 EX. SOUTH BASIN 10YR - 24HR 18.58 12.1167 3.83 2.14 8.2200 83.0 0.00 0.00 Node: EX. CREEK Scenario:Icpr3 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:1.00 ft Warning Stage:2.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 1.00 0 0 0 9999.0000 1.00 Comment: Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] EX. CREEK 100YR - 24HR 2.00 1.00 0.0000 23.65 0.00 0 EXISTING INPUTS / OUTPUTS 6 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\170187000 - North End.2020-10-02 - existing\10/2/2020 16:33 Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] EX. CREEK 10YR - 24HR 2.00 1.00 0.0000 11.38 0.00 0 Node: SMOKEY ROW RD Scenario:Icpr3 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:1.00 ft Warning Stage:2.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 1.00 0 0 0 99999.0000 1.00 Comment: Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] SMOKEY ROW RD 100YR - 24HR 2.00 1.00 0.0000 38.48 0.00 0 SMOKEY ROW RD 10YR - 24HR 2.00 1.00 0.0000 18.53 0.00 0 170187000 – North End Phase 1 Appendix C: Proposed Basin Conditions PROPOSED CONDITIONSNorth End Carmel. IN 10/1/2020 PROJECT:BY:DATE:Hydrologic Group%A0.0%B0.0%C97.5%D2.5%Total100.0%Soil Group Weighted Runoff CoefficientC Actual Soil GroupNext Less Impervious Soil GroupUndevelopedWooded Good Cover0.20 70 77Fully DevelopedOpen Space Good Condition (>75% Cover)0.30 74 80Fully DevelopedImpervious Paved0.85 98 98Fully DevelopedImpervious Rooftop0.90 98 98UndevelopedCultivated Land Conservation Treatment0.30 78 81WaterPond or Lake -1.00 100 100Weighted CN Weighted CNWooded - Good CoverOpen Space - Good Condition (>75% Cover)Impervious - Paved Impervious - RooftopCultivated Land - Conservation TreatmentWater - Pond or Lake TotalActual Soil GroupNext Less Impervious Soil GroupBASIN 1 - 0.18 0.97 - - -1.150.76 9495BASIN 2 - 0.62 0.72 - - -1.340.60 8790BASIN 3 - 1.00 2.49 - - -3.490.69 9193BASIN 4 - 0.77 2.48 - - -3.250.72 9294BASIN 5 - 0.92 0.82 - - -1.740.56 8588BASIN 6 - 1.28 1.29 - - -2.570.58 8689NORTH ENDKJS2-Oct-20Site SoilWeighted CCover Type ConditionBasinSoil Group Weighted CNArea (ac) Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -75 Number of End Caps - 20 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 822.00 ft Amount of Stone Above Chambers - 24 in Amount of Stone Below Chambers - 9 in Amount of Stone Between Chambers - 9 in Area of system - 5419 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet)(cubic feet) (feet) 78 0.00 0.00 0.00 0.00 180.63 180.63 19216.50 828.50 77 0.00 0.00 0.00 0.00 180.63 180.63 19035.86 828.42 76 0.00 0.00 0.00 0.00 180.63 180.63 18855.23 828.33 75 0.00 0.00 0.00 0.00 180.63 180.63 18674.60 828.25 74 0.00 0.00 0.00 0.00 180.63 180.63 18493.96 828.17 73 0.00 0.00 0.00 0.00 180.63 180.63 18313.33 828.08 72 0.00 0.00 0.00 0.00 180.63 180.63 18132.70 828.00 71 0.00 0.00 0.00 0.00 180.63 180.63 17952.06 827.92 70 0.00 0.00 0.00 0.00 180.63 180.63 17771.43 827.83 69 0.00 0.00 0.00 0.00 180.63 180.63 17590.80 827.75 68 0.00 0.00 0.00 0.00 180.63 180.63 17410.16 827.67 67 0.00 0.00 0.00 0.00 180.63 180.63 17229.53 827.58 66 0.00 0.00 0.00 0.00 180.63 180.63 17048.90 827.50 65 0.00 0.00 0.00 0.00 180.63 180.63 16868.26 827.42 64 0.00 0.00 0.00 0.00 180.63 180.63 16687.63 827.33 63 0.00 0.00 0.00 0.00 180.63 180.63 16507.00 827.25 62 0.00 0.00 0.00 0.00 180.63 180.63 16326.36 827.17 61 0.00 0.00 0.00 0.00 180.63 180.63 16145.73 827.08 60 0.00 0.00 0.00 0.00 180.63 180.63 15965.10 827.00 59 0.00 0.00 0.00 0.00 180.63 180.63 15784.46 826.92 58 0.00 0.00 0.00 0.00 180.63 180.63 15603.83 826.83 57 0.00 0.00 0.00 0.00 180.63 180.63 15423.20 826.75 56 0.00 0.00 0.00 0.00 180.63 180.63 15242.56 826.67 55 0.00 0.00 0.00 0.00 180.63 180.63 15061.93 826.58 54 0.06 0.00 4.36 0.00 178.89 183.25 14881.30 826.50 53 0.19 0.02 14.56 0.48 174.62 189.65 14698.05 826.42 52 0.29 0.04 22.05 0.75 171.51 194.31 14508.39 826.33 51 0.40 0.05 30.27 1.03 168.11 199.42 14314.08 826.25 50 0.69 0.07 51.54 1.35 159.48 212.37 14114.67 826.17 49 1.03 0.09 77.12 1.76 149.08 227.97 13902.30 826.08 48 1.25 0.11 93.71 2.14 142.29 238.15 13674.33 826.00 47 1.42 0.13 106.67 2.53 136.96 246.15 13436.18 825.92 46 1.57 0.14 117.99 2.89 132.28 253.16 13190.03 825.83 45 1.71 0.16 128.04 3.26 128.12 259.41 12936.88 825.75 44 1.83 0.18 137.14 3.63 124.32 265.10 12677.47 825.67 43 1.94 0.20 145.33 4.01 120.90 270.24 12412.37 825.58 42 2.04 0.22 153.06 4.37 117.66 275.09 12142.13 825.50 41 2.13 0.23 160.10 4.70 114.71 279.51 11867.04 825.42 40 2.22 0.25 166.82 5.01 111.90 283.73 11587.53 825.33 39 2.31 0.27 173.01 5.31 109.30 287.63 11303.80 825.25 38 2.38 0.28 178.86 5.60 106.85 291.31 11016.17 825.17 37 2.46 0.29 184.43 5.88 104.51 294.82 10724.87 825.08 36 2.53 0.31 189.61 6.16 102.33 298.10 10430.05 825.00 35 2.59 0.32 194.53 6.42 100.25 301.21 10131.95 824.92 34 2.66 0.33 199.20 6.69 98.28 304.17 9830.74 824.83 33 2.72 0.35 203.63 6.94 96.40 306.98 9526.58 824.75 32 2.77 0.36 207.85 7.20 94.61 309.66 9219.60 824.67 31 2.82 0.37 211.85 7.45 92.92 312.21 8909.94 824.58 30 2.88 0.38 215.66 7.69 91.30 314.64 8597.73 824.50 29 2.92 0.40 219.31 7.92 89.74 316.97 8283.09 824.42 28 2.97 0.41 222.74 8.15 88.28 319.17 7966.11 824.33 27 3.01 0.42 225.93 8.37 86.91 321.22 7646.95 824.25 26 3.05 0.43 228.99 8.59 85.60 323.19 7325.73 824.17 25 3.09 0.44 232.07 8.81 84.28 325.16 7002.54 824.08 24 3.13 0.45 234.79 9.02 83.11 326.92 6677.38 824.00 23 3.17 0.46 237.42 9.22 81.98 328.62 6350.46 823.92 22 3.20 0.47 239.96 9.41 80.88 330.26 6021.84 823.83 21 3.23 0.48 242.33 9.60 79.86 331.79 5691.59 823.75 20 3.26 0.49 244.61 9.78 78.88 333.27 5359.79 823.67 19 3.29 0.50 246.77 9.96 77.94 334.67 5026.53 823.58 18 3.32 0.51 248.85 10.13 77.04 336.02 4691.86 823.50 17 3.34 0.51 250.81 10.29 76.19 337.29 4355.84 823.42 16 3.37 0.52 252.65 10.44 75.40 338.49 4018.54 823.33 15 3.39 0.53 254.44 10.59 74.62 339.65 3680.06 823.25 14 3.41 0.54 256.09 10.73 73.90 340.73 3340.41 823.17 13 3.44 0.54 257.78 10.86 73.18 341.82 2999.68 823.08 StormTech MC-3500 Cumulative Storage Volumes POND 2 4225 sf min. area Include Perimeter Stone in Calculations Click Here for Metric Project: Chamber Model - MC-4500 Units -Imperial Number of Chambers -194 Number of End Caps - 12 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 824.50 ft Amount of Stone Above Chambers - 18 in Amount of Stone Below Chambers - 9 in 6 Area of system - 8351 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet)(cubic feet) (feet) 87 0.00 0.00 0.00 0.00 278.37 278.37 36899.99 831.75 86 0.00 0.00 0.00 0.00 278.37 278.37 36621.62 831.67 85 0.00 0.00 0.00 0.00 278.37 278.37 36343.25 831.58 84 0.00 0.00 0.00 0.00 278.37 278.37 36064.89 831.50 83 0.00 0.00 0.00 0.00 278.37 278.37 35786.52 831.42 82 0.00 0.00 0.00 0.00 278.37 278.37 35508.15 831.33 81 0.00 0.00 0.00 0.00 278.37 278.37 35229.79 831.25 80 0.00 0.00 0.00 0.00 278.37 278.37 34951.42 831.17 79 0.00 0.00 0.00 0.00 278.37 278.37 34673.05 831.08 78 0.00 0.00 0.00 0.00 278.37 278.37 34394.69 831.00 77 0.00 0.00 0.00 0.00 278.37 278.37 34116.32 830.92 76 0.00 0.00 0.00 0.00 278.37 278.37 33837.95 830.83 75 0.00 0.00 0.00 0.00 278.37 278.37 33559.59 830.75 74 0.00 0.00 0.00 0.00 278.37 278.37 33281.22 830.67 73 0.00 0.00 0.00 0.00 278.37 278.37 33002.85 830.58 72 0.00 0.00 0.00 0.00 278.37 278.37 32724.49 830.50 71 0.00 0.00 0.00 0.00 278.37 278.37 32446.12 830.42 70 0.00 0.00 0.00 0.00 278.37 278.37 32167.75 830.33 69 0.04 0.01 7.95 0.16 275.13 283.23 31889.39 830.25 68 0.12 0.03 22.52 0.41 269.19 292.12 31606.16 830.17 67 0.16 0.05 31.96 0.62 265.33 297.91 31314.03 830.08 66 0.21 0.07 40.49 0.79 261.85 303.14 31016.12 830.00 65 0.27 0.08 52.06 1.00 257.14 310.20 30712.98 829.92 64 0.45 0.11 87.84 1.26 242.72 331.83 30402.78 829.83 63 0.67 0.13 129.06 1.59 226.11 356.76 30070.95 829.75 62 0.80 0.16 155.01 1.93 215.59 372.53 29714.20 829.67 61 0.91 0.19 176.18 2.26 206.99 385.43 29341.67 829.58 60 1.00 0.22 194.56 2.62 199.49 396.68 28956.23 829.50 59 1.09 0.25 210.94 2.96 192.80 406.71 28559.56 829.42 58 1.16 0.28 225.72 3.30 186.76 415.78 28152.85 829.33 57 1.23 0.30 239.40 3.62 181.16 424.18 27737.07 829.25 56 1.30 0.33 252.14 3.93 175.94 432.01 27312.89 829.17 55 1.36 0.35 264.04 4.25 171.05 439.34 26880.88 829.08 54 1.42 0.38 275.23 4.60 166.43 446.27 26441.54 829.00 53 1.47 0.41 285.83 4.91 162.07 452.81 25995.27 828.92 52 1.53 0.44 295.88 5.29 157.90 459.07 25542.46 828.83 51 1.57 0.47 305.45 5.63 153.94 465.01 25083.39 828.75 50 1.62 0.50 314.55 5.94 150.17 470.66 24618.38 828.67 49 1.67 0.52 323.25 6.25 146.57 476.06 24147.72 828.58 48 1.71 0.54 331.57 6.53 143.13 481.23 23671.66 828.50 47 1.75 0.57 339.52 6.80 139.84 486.16 23190.43 828.42 46 1.79 0.59 347.12 7.06 136.69 490.88 22704.27 828.33 45 1.83 0.61 354.48 7.32 133.65 495.44 22213.39 828.25 44 1.86 0.63 361.51 7.59 130.73 499.82 21717.95 828.17 43 1.90 0.64 368.27 7.72 127.97 503.96 21218.13 828.08 42 1.93 0.68 374.78 8.13 125.21 508.11 20714.16 828.00 41 1.96 0.70 381.03 8.40 122.59 512.02 20206.05 827.92 40 2.00 0.72 387.05 8.67 120.08 515.80 19694.03 827.83 39 2.03 0.74 392.85 8.92 117.66 519.43 19178.23 827.75 38 2.05 0.76 398.43 9.17 115.32 522.93 18658.80 827.67 37 2.08 0.79 403.81 9.43 113.07 526.31 18135.87 827.58 36 2.11 0.80 408.97 9.63 110.93 529.53 17609.56 827.50 35 2.13 0.82 413.97 9.84 108.84 532.65 17080.03 827.42 34 2.16 0.84 418.78 10.06 106.83 535.67 16547.38 827.33 33 2.18 0.85 423.41 10.22 104.92 538.54 16011.71 827.25 32 2.21 0.86 427.87 10.31 103.09 541.28 15473.16 827.17 31 2.23 0.89 432.16 10.67 101.23 544.07 14931.89 827.08 30 2.25 0.90 436.28 10.85 99.51 546.65 14387.82 827.00 29 2.27 0.92 440.25 11.01 97.86 549.12 13841.17 826.92 28 2.29 0.92 444.06 11.04 96.33 551.43 13292.05 826.83 27 2.31 0.94 447.72 11.32 94.75 553.79 12740.62 826.75 26 2.33 0.96 451.23 11.48 93.28 555.99 12186.83 826.67 25 2.34 0.97 454.60 11.62 91.88 558.10 11630.83 826.58 24 2.36 0.98 457.82 11.78 90.53 560.13 11072.73 826.50 23 2.38 0.97 460.90 11.65 89.34 561.90 10512.61 826.42 22 2.39 1.00 463.85 12.04 88.01 563.90 9950.71 826.33 StormTech MC-4500 Cumulative Storage Volumes POND 3 7500 sf min. area Include Perimeter Stone in Calculations Click Here for Metric Project: Chamber Model - MC-4500 Units -Imperial Number of Chambers -209 Number of End Caps - 12 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 822.00 ft Amount of Stone Above Chambers - 24 in Amount of Stone Below Chambers - 9 in 6 Area of system - 8975 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet)(cubic feet) (feet) 93 0.00 0.00 0.00 0.00 299.17 299.17 41463.15 829.75 92 0.00 0.00 0.00 0.00 299.17 299.17 41163.98 829.67 91 0.00 0.00 0.00 0.00 299.17 299.17 40864.81 829.58 90 0.00 0.00 0.00 0.00 299.17 299.17 40565.65 829.50 89 0.00 0.00 0.00 0.00 299.17 299.17 40266.48 829.42 88 0.00 0.00 0.00 0.00 299.17 299.17 39967.31 829.33 87 0.00 0.00 0.00 0.00 299.17 299.17 39668.15 829.25 86 0.00 0.00 0.00 0.00 299.17 299.17 39368.98 829.17 85 0.00 0.00 0.00 0.00 299.17 299.17 39069.81 829.08 84 0.00 0.00 0.00 0.00 299.17 299.17 38770.65 829.00 83 0.00 0.00 0.00 0.00 299.17 299.17 38471.48 828.92 82 0.00 0.00 0.00 0.00 299.17 299.17 38172.31 828.83 81 0.00 0.00 0.00 0.00 299.17 299.17 37873.15 828.75 80 0.00 0.00 0.00 0.00 299.17 299.17 37573.98 828.67 79 0.00 0.00 0.00 0.00 299.17 299.17 37274.81 828.58 78 0.00 0.00 0.00 0.00 299.17 299.17 36975.65 828.50 77 0.00 0.00 0.00 0.00 299.17 299.17 36676.48 828.42 76 0.00 0.00 0.00 0.00 299.17 299.17 36377.31 828.33 75 0.00 0.00 0.00 0.00 299.17 299.17 36078.15 828.25 74 0.00 0.00 0.00 0.00 299.17 299.17 35778.98 828.17 73 0.00 0.00 0.00 0.00 299.17 299.17 35479.81 828.08 72 0.00 0.00 0.00 0.00 299.17 299.17 35180.65 828.00 71 0.00 0.00 0.00 0.00 299.17 299.17 34881.48 827.92 70 0.00 0.00 0.00 0.00 299.17 299.17 34582.31 827.83 69 0.04 0.01 8.56 0.16 295.68 304.40 34283.15 827.75 68 0.12 0.03 24.26 0.41 289.30 313.97 33978.75 827.67 67 0.16 0.05 34.43 0.62 285.15 320.20 33664.78 827.58 66 0.21 0.07 43.62 0.79 281.40 325.82 33344.58 827.50 65 0.27 0.08 56.08 1.00 276.33 333.42 33018.77 827.42 64 0.45 0.11 94.63 1.26 260.81 356.71 32685.35 827.33 63 0.67 0.13 139.04 1.59 242.92 383.54 32328.65 827.25 62 0.80 0.16 166.99 1.93 231.60 400.52 31945.10 827.17 61 0.91 0.19 189.80 2.26 222.34 414.40 31544.58 827.08 60 1.00 0.22 209.61 2.62 214.27 426.50 31130.18 827.00 59 1.09 0.25 227.25 2.96 207.08 437.30 30703.67 826.92 58 1.16 0.28 243.17 3.30 200.58 447.05 30266.38 826.83 57 1.23 0.30 257.91 3.62 194.55 456.08 29819.33 826.75 56 1.30 0.33 271.63 3.93 188.94 464.50 29363.24 826.67 55 1.36 0.35 284.45 4.25 183.68 472.39 28898.74 826.58 54 1.42 0.38 296.51 4.60 178.72 479.84 28426.35 826.50 53 1.47 0.41 307.93 4.91 174.03 486.87 27946.51 826.42 52 1.53 0.44 318.76 5.29 169.55 493.60 27459.64 826.33 51 1.57 0.47 329.07 5.63 165.29 499.98 26966.05 826.25 50 1.62 0.50 338.87 5.94 161.24 506.05 26466.06 826.17 49 1.67 0.52 348.24 6.25 157.37 511.86 25960.01 826.08 48 1.71 0.54 357.20 6.53 153.67 517.41 25448.15 826.00 47 1.75 0.57 365.77 6.80 150.14 522.71 24930.74 825.92 46 1.79 0.59 373.96 7.06 146.76 527.78 24408.03 825.83 45 1.83 0.61 381.88 7.32 143.49 532.69 23880.25 825.75 44 1.86 0.63 389.46 7.59 140.35 537.39 23347.56 825.67 43 1.90 0.64 396.75 7.72 137.38 541.85 22810.17 825.58 42 1.93 0.68 403.75 8.13 134.41 546.30 22268.32 825.50 41 1.96 0.70 410.49 8.40 131.61 550.50 21722.02 825.42 40 2.00 0.72 416.98 8.67 128.91 554.56 21171.52 825.33 39 2.03 0.74 423.23 8.92 126.31 558.46 20616.97 825.25 38 2.05 0.76 429.24 9.17 123.80 562.22 20058.51 825.17 37 2.08 0.79 435.03 9.43 121.38 565.84 19496.29 825.08 36 2.11 0.80 440.59 9.63 119.08 569.30 18930.45 825.00 35 2.13 0.82 445.97 9.84 116.84 572.65 18361.15 824.92 34 2.16 0.84 451.16 10.06 114.68 575.90 17788.50 824.83 33 2.18 0.85 456.15 10.22 112.62 578.99 17212.60 824.75 32 2.21 0.86 460.95 10.31 110.66 581.93 16633.61 824.67 31 2.23 0.89 465.58 10.67 108.67 584.92 16051.68 824.58 30 2.25 0.90 470.01 10.85 106.82 587.69 15466.76 824.50 29 2.27 0.92 474.29 11.01 105.05 590.35 14879.08 824.42 28 2.29 0.92 478.40 11.04 103.39 592.83 14288.73 824.33 StormTech MC-4500 Cumulative Storage Volumes POND 4 8048 sf min. area Include Perimeter Stone in Calculations Click Here for Metric Project:POND 5A Chamber Model - MC-4500 Units -Imperial Number of Chambers -46 Number of End Caps -4 Voids in the stone (porosity) - 40 % Base of Stone Elevation -818.60 ft Amount of Stone Above Chambers - 51 in Amount of Stone Below Chambers -18 in 6 Area of system -2105 sf Min. Area - 1817 sf min. area StormTech MC-4500 Cumulative Storage Volumes Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet) 129 0.00 0.00 0.00 0.00 70.17 70.17 12085.99 829.35 128 0.00 0.00 0.00 0.00 70.17 70.17 12015.82 829.27 127 0.00 0.00 0.00 0.00 70.17 70.17 11945.66 829.18 126 0.00 0.00 0.00 0.00 70.17 70.17 11875.49 829.10 125 0.00 0.00 0.00 0.00 70.17 70.17 11805.32 829.02 124 0.00 0.00 0.00 0.00 70.17 70.17 11735.16 828.93 123 0.00 0.00 0.00 0.00 70.17 70.17 11664.99 828.85 122 0.00 0.00 0.00 0.00 70.17 70.17 11594.82 828.77 121 0.00 0.00 0.00 0.00 70.17 70.17 11524.66 828.68 120 0.00 0.00 0.00 0.00 70.17 70.17 11454.49 828.60 119 0.00 0.00 0.00 0.00 70.17 70.17 11384.32 828.52 118 0.00 0.00 0.00 0.00 70.17 70.17 11314.16 828.43 117 0.00 0.00 0.00 0.00 70.17 70.17 11243.99 828.35 116 0.00 0.00 0.00 0.00 70.17 70.17 11173.82 828.27 115 0.00 0.00 0.00 0.00 70.17 70.17 11103.66 828.18 114 0.00 0.00 0.00 0.00 70.17 70.17 11033.49 828.10 113 0.00 0.00 0.00 0.00 70.17 70.17 10963.32 828.02 112 0.00 0.00 0.00 0.00 70.17 70.17 10893.16 827.93 111 0.00 0.00 0.00 0.00 70.17 70.17 10822.99 827.85 110 0.00 0.00 0.00 0.00 70.17 70.17 10752.82 827.77 109 0.00 0.00 0.00 0.00 70.17 70.17 10682.66 827.68 108 0.00 0.00 0.00 0.00 70.17 70.17 10612.49 827.60 107 0.00 0.00 0.00 0.00 70.17 70.17 10542.32 827.52 106 0.00 0.00 0.00 0.00 70.17 70.17 10472.16 827.43 105 0.00 0.00 0.00 0.00 70.17 70.17 10401.99 827.35 104 0.00 0.00 0.00 0.00 70.17 70.17 10331.82 827.27 103 0.00 0.00 0.00 0.00 70.17 70.17 10261.66 827.18 102 0.00 0.00 0.00 0.00 70.17 70.17 10191.49 827.10 101 0.00 0.00 0.00 0.00 70.17 70.17 10121.32 827.02 100 0.00 0.00 0.00 0.00 70.17 70.17 10051.16 826.93 99 0.00 0.00 0.00 0.00 70.17 70.17 9980.99 826.85 98 0.00 0.00 0.00 0.00 70.17 70.17 9910.82 826.77 97 0.00 0.00 0.00 0.00 70.17 70.17 9840.66 826.68 96 0.00 0.00 0.00 0.00 70.17 70.17 9770.49 826.60 95 0.00 0.00 0.00 0.00 70.17 70.17 9700.32 826.52 94 0.00 0.00 0.00 0.00 70.17 70.17 9630.16 826.43 93 0.00 0.00 0.00 0.00 70.17 70.17 9559.99 826.35 92 0.00 0.00 0.00 0.00 70.17 70.17 9489.82 826.27 91 0.00 0.00 0.00 0.00 70.17 70.17 9419.66 826.18 90 0.00 0.00 0.00 0.00 70.17 70.17 9349.49 826.10 89 0.00 0.00 0.00 0.00 70.17 70.17 9279.32 826.02 88 0.00 0.00 0.00 0.00 70.17 70.17 9209.16 825.93 87 0.00 0.00 0.00 0.00 70.17 70.17 9138.99 825.85 86 0.00 0.00 0.00 0.00 70.17 70.17 9068.82 825.77 85 0.00 0.00 0.00 0.00 70.17 70.17 8998.66 825.68 84 0.00 0.00 0.00 0.00 70.17 70.17 8928.49 825.60 83 0.00 0.00 0.00 0.00 70.17 70.17 8858.32 825.52 82 0.00 0.00 0.00 0.00 70.17 70.17 8788.16 825.43 81 0.00 0.00 0.00 0.00 70.17 70.17 8717.99 825.35 80 0.00 0.00 0.00 0.00 70.17 70.17 8647.82 825.27 79 0.00 0.00 0.00 0.00 70.17 70.17 8577.66 825.18 78 0.04 0.01 1.88 0.05 69.39 71.33 8507.49 825.10 77 0.12 0.03 5.34 0.14 67.98 73.45 8436.16 825.02 76 0.16 0.05 7.58 0.21 67.05 74.84 8362.71 824.93 75 0.21 0.07 9.60 0.26 66.22 76.09 8287.87 824.85 74 0.27 0.08 12.34 0.33 65.10 77.77 8211.78 824.77 73 0.45 0.11 20.83 0.42 61.67 82.92 8134.01 824.68 72 0.67 0.13 30.60 0.53 57.71 88.85 8051.10 824.60 71 0.80 0.16 36.75 0.64 55.21 92.61 7962.25 824.52 70 0.91 0.19 41.77 0.75 53.16 95.68 7869.64 824.43 69 1.00 0.22 46.13 0.87 51.36 98.37 7773.96 824.35 68 1.09 0.25 50.02 0.99 49.76 100.77 7675.59 824.27 67 1.16 0.28 53.52 1.10 48.32 102.94 7574.82 824.18 66 1.23 0.30 56.76 1.21 46.98 104.95 7471.88 824.10 65 1.30 0.33 59.79 1.31 45.73 106.82 7366.93 824.02 64 1.36 0.35 62.61 1.42 44.56 108.58 7260.11 823.93 Include Perimeter Stone in Calculations Click Here for Metric Project:POND 5 Chamber Model - MC-4500 Units -Imperial Number of Chambers -144 Number of End Caps -16 Voids in the stone (porosity) - 40 % Base of Stone Elevation -818.20 ft Amount of Stone Above Chambers - 24 in Amount of Stone Below Chambers -9 in 6 Area of system -7267 sf Min. Area - 5807 sf min. area StormTech MC-4500 Cumulative Storage Volumes Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(cubic feet)(feet) 93 0.00 0.00 0.00 0.00 242.23 242.23 32109.49 825.95 92 0.00 0.00 0.00 0.00 242.23 242.23 31867.26 825.87 91 0.00 0.00 0.00 0.00 242.23 242.23 31625.03 825.78 90 0.00 0.00 0.00 0.00 242.23 242.23 31382.79 825.70 89 0.00 0.00 0.00 0.00 242.23 242.23 31140.56 825.62 88 0.00 0.00 0.00 0.00 242.23 242.23 30898.33 825.53 87 0.00 0.00 0.00 0.00 242.23 242.23 30656.09 825.45 86 0.00 0.00 0.00 0.00 242.23 242.23 30413.86 825.37 85 0.00 0.00 0.00 0.00 242.23 242.23 30171.63 825.28 84 0.00 0.00 0.00 0.00 242.23 242.23 29929.39 825.20 83 0.00 0.00 0.00 0.00 242.23 242.23 29687.16 825.12 82 0.00 0.00 0.00 0.00 242.23 242.23 29444.93 825.03 81 0.00 0.00 0.00 0.00 242.23 242.23 29202.69 824.95 80 0.00 0.00 0.00 0.00 242.23 242.23 28960.46 824.87 79 0.00 0.00 0.00 0.00 242.23 242.23 28718.23 824.78 78 0.00 0.00 0.00 0.00 242.23 242.23 28475.99 824.70 77 0.00 0.00 0.00 0.00 242.23 242.23 28233.76 824.62 76 0.00 0.00 0.00 0.00 242.23 242.23 27991.53 824.53 75 0.00 0.00 0.00 0.00 242.23 242.23 27749.29 824.45 74 0.00 0.00 0.00 0.00 242.23 242.23 27507.06 824.37 73 0.00 0.00 0.00 0.00 242.23 242.23 27264.83 824.28 72 0.00 0.00 0.00 0.00 242.23 242.23 27022.59 824.20 71 0.00 0.00 0.00 0.00 242.23 242.23 26780.36 824.12 70 0.00 0.00 0.00 0.00 242.23 242.23 26538.13 824.03 69 0.04 0.01 5.90 0.21 239.79 245.90 26295.89 823.95 68 0.12 0.03 16.72 0.54 235.33 252.59 26050.00 823.87 67 0.16 0.05 23.72 0.83 232.41 256.96 25797.41 823.78 66 0.21 0.07 30.06 1.06 229.79 260.90 25540.44 823.70 65 0.27 0.08 38.64 1.33 226.25 266.22 25279.54 823.62 64 0.45 0.11 65.20 1.69 215.48 282.37 25013.33 823.53 63 0.67 0.13 95.80 2.12 203.07 300.98 24730.96 823.45 62 0.80 0.16 115.06 2.58 195.18 312.81 24429.98 823.37 61 0.91 0.19 130.77 3.02 188.72 322.51 24117.17 823.28 60 1.00 0.22 144.42 3.50 183.07 330.98 23794.66 823.20 59 1.09 0.25 156.58 3.95 178.02 338.55 23463.68 823.12 58 1.16 0.28 167.54 4.40 173.45 345.40 23125.13 823.03 57 1.23 0.30 177.70 4.83 169.22 351.75 22779.73 822.95 56 1.30 0.33 187.15 5.24 165.28 357.67 22427.98 822.87 55 1.36 0.35 195.99 5.67 161.57 363.23 22070.31 822.78 54 1.42 0.38 204.29 6.14 158.06 368.49 21707.08 822.70 53 1.47 0.41 212.16 6.55 154.75 373.46 21338.58 822.62 52 1.53 0.44 219.62 7.05 151.56 378.24 20965.13 822.53 51 1.57 0.47 226.73 7.50 148.54 382.77 20586.89 822.45 50 1.62 0.50 233.48 7.92 145.67 387.08 20204.12 822.37 49 1.67 0.52 239.94 8.33 142.93 391.19 19817.04 822.28 48 1.71 0.54 246.11 8.71 140.30 395.13 19425.85 822.20 47 1.75 0.57 252.01 9.07 137.80 398.88 19030.72 822.12 46 1.79 0.59 257.66 9.42 135.40 402.48 18631.84 822.03 45 1.83 0.61 263.12 9.76 133.08 405.96 18229.36 821.95 44 1.86 0.63 268.34 10.11 130.85 409.30 17823.40 821.87 43 1.90 0.64 273.36 10.29 128.77 412.42 17414.10 821.78 42 1.93 0.68 278.18 10.84 126.62 415.65 17001.68 821.70 41 1.96 0.70 282.83 11.20 124.62 418.65 16586.03 821.62 40 2.00 0.72 287.30 11.56 122.69 421.55 16167.38 821.53 39 2.03 0.74 291.60 11.90 120.83 424.33 15745.84 821.45 38 2.05 0.76 295.75 12.23 119.04 427.02 15321.50 821.37 37 2.08 0.79 299.74 12.57 117.31 429.62 14894.48 821.28 36 2.11 0.80 303.56 12.84 115.67 432.08 14464.87 821.20 35 2.13 0.82 307.27 13.12 114.08 434.47 14032.79 821.12 34 2.16 0.84 310.85 13.42 112.53 436.79 13598.32 821.03 33 2.18 0.85 314.29 13.62 111.07 438.98 13161.53 820.95 32 2.21 0.86 317.60 13.75 109.69 441.04 12722.55 820.87 31 2.23 0.89 320.78 14.23 108.23 443.24 12281.51 820.78 30 2.25 0.90 323.84 14.47 106.91 445.22 11838.27 820.70 29 2.27 0.92 326.79 14.68 105.65 447.11 11393.05 820.62 28 2.29 0.92 329.61 14.72 104.50 448.83 10945.94 820.53 Include Perimeter Stone in Calculations Click Here for Metric Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -165 Number of End Caps - 22 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 817.25 ft Amount of Stone Above Chambers - 24 in Amount of Stone Below Chambers - 9 in Amount of Stone Between Chambers - 9 in Area of system - 9595 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet)(cubic feet) (feet) 78 0.00 0.00 0.00 0.00 319.83 319.83 36029.19 823.75 77 0.00 0.00 0.00 0.00 319.83 319.83 35709.36 823.67 76 0.00 0.00 0.00 0.00 319.83 319.83 35389.52 823.58 75 0.00 0.00 0.00 0.00 319.83 319.83 35069.69 823.50 74 0.00 0.00 0.00 0.00 319.83 319.83 34749.86 823.42 73 0.00 0.00 0.00 0.00 319.83 319.83 34430.02 823.33 72 0.00 0.00 0.00 0.00 319.83 319.83 34110.19 823.25 71 0.00 0.00 0.00 0.00 319.83 319.83 33790.36 823.17 70 0.00 0.00 0.00 0.00 319.83 319.83 33470.52 823.08 69 0.00 0.00 0.00 0.00 319.83 319.83 33150.69 823.00 68 0.00 0.00 0.00 0.00 319.83 319.83 32830.86 822.92 67 0.00 0.00 0.00 0.00 319.83 319.83 32511.02 822.83 66 0.00 0.00 0.00 0.00 319.83 319.83 32191.19 822.75 65 0.00 0.00 0.00 0.00 319.83 319.83 31871.36 822.67 64 0.00 0.00 0.00 0.00 319.83 319.83 31551.52 822.58 63 0.00 0.00 0.00 0.00 319.83 319.83 31231.69 822.50 62 0.00 0.00 0.00 0.00 319.83 319.83 30911.86 822.42 61 0.00 0.00 0.00 0.00 319.83 319.83 30592.02 822.33 60 0.00 0.00 0.00 0.00 319.83 319.83 30272.19 822.25 59 0.00 0.00 0.00 0.00 319.83 319.83 29952.36 822.17 58 0.00 0.00 0.00 0.00 319.83 319.83 29632.52 822.08 57 0.00 0.00 0.00 0.00 319.83 319.83 29312.69 822.00 56 0.00 0.00 0.00 0.00 319.83 319.83 28992.86 821.92 55 0.00 0.00 0.00 0.00 319.83 319.83 28673.02 821.83 54 0.06 0.00 9.58 0.00 316.00 325.58 28353.19 821.75 53 0.19 0.02 32.03 0.53 306.81 339.37 28027.61 821.67 52 0.29 0.04 48.50 0.83 300.10 349.43 27688.24 821.58 51 0.40 0.05 66.60 1.13 292.74 360.47 27338.81 821.50 50 0.69 0.07 113.38 1.49 273.88 388.76 26978.34 821.42 49 1.03 0.09 169.67 1.94 251.19 422.80 26589.58 821.33 48 1.25 0.11 206.17 2.36 236.42 444.95 26166.78 821.25 47 1.42 0.13 234.67 2.78 224.85 462.30 25721.83 821.17 46 1.57 0.14 259.57 3.18 214.74 477.48 25259.53 821.08 45 1.71 0.16 281.68 3.58 205.73 490.99 24782.05 821.00 44 1.83 0.18 301.70 4.00 197.55 503.25 24291.06 820.92 43 1.94 0.20 319.73 4.41 190.18 514.32 23787.80 820.83 42 2.04 0.22 336.74 4.80 183.22 524.76 23273.48 820.75 41 2.13 0.23 352.22 5.17 176.88 534.27 22748.73 820.67 40 2.22 0.25 367.00 5.51 170.83 543.34 22214.46 820.58 39 2.31 0.27 380.62 5.84 165.25 551.71 21671.12 820.50 38 2.38 0.28 393.49 6.16 159.97 559.62 21119.41 820.42 37 2.46 0.29 405.75 6.47 154.95 567.16 20559.79 820.33 36 2.53 0.31 417.15 6.77 150.26 574.19 19992.62 820.25 35 2.59 0.32 427.97 7.07 145.82 580.85 19418.44 820.17 34 2.66 0.33 438.25 7.36 141.59 587.20 18837.58 820.08 33 2.72 0.35 447.99 7.63 137.58 593.21 18250.39 820.00 32 2.77 0.36 457.26 7.92 133.76 598.94 17657.18 819.92 31 2.82 0.37 466.07 8.19 130.13 604.39 17058.24 819.83 30 2.88 0.38 474.45 8.45 126.67 609.58 16453.85 819.75 29 2.92 0.40 482.48 8.71 123.36 614.55 15844.27 819.67 28 2.97 0.41 490.03 8.97 120.23 619.23 15229.72 819.58 27 3.01 0.42 497.05 9.21 117.33 623.59 14610.49 819.50 26 3.05 0.43 503.79 9.45 114.54 627.78 13986.89 819.42 25 3.09 0.44 510.56 9.69 111.74 631.98 13359.12 819.33 24 3.13 0.45 516.54 9.92 109.25 635.71 12727.14 819.25 23 3.17 0.46 522.33 10.14 106.84 639.32 12091.43 819.17 22 3.20 0.47 527.91 10.35 104.53 642.79 11452.11 819.08 21 3.23 0.48 533.13 10.56 102.35 646.05 10809.32 819.00 20 3.26 0.49 538.13 10.76 100.28 649.17 10163.27 818.92 19 3.29 0.50 542.89 10.96 98.29 652.14 9514.10 818.83 18 3.32 0.51 547.46 11.14 96.39 655.00 8861.96 818.75 17 3.34 0.51 551.78 11.32 94.59 657.69 8206.96 818.67 16 3.37 0.52 555.82 11.49 92.91 660.22 7549.27 818.58 15 3.39 0.53 559.76 11.65 91.27 662.68 6889.05 818.50 14 3.41 0.54 563.40 11.80 89.75 664.96 6226.37 818.42 13 3.44 0.54 567.11 11.95 88.21 667.27 5561.41 818.33 StormTech MC-3500 Cumulative Storage Volumes POND 6 8885 sf min. area Include Perimeter Stone in Calculations Click Here for Metric PROPOSED INPUTS 1 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 Simulation: 100YR - 24HR Scenario:Icpr3 Run Date/Time:11/18/2020 7:31:03 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec]Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 0 0 0 1.0000 10.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder:ICPR3 Curve Number Set:CN Green-Ampt Set: Vertical Layers Set: Impervious Set:CN IMPERVIOUS Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact:0.5 dec PROPOSED INPUTS 2 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt:Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:Scsii-24 Rainfall Amount:6.46 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D):1 ft2 Min Node Srf Area (1D):113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Check Rainfall Depths Simulation: 10YR - 24HR Scenario:Icpr3 Run Date/Time:11/18/2020 7:32:33 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 30.0000 Hydrology [sec]Surface Hydraulics [sec]Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:60.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 5.0000 0 0 0 1.0000 10.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 360.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:ICPR3 Boundary Stage Set: PROPOSED INPUTS 3 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder:ICPR3 Curve Number Set:CN Green-Ampt Set: Vertical Layers Set: Impervious Set:CN IMPERVIOUS Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact:0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt:Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:Scsii-24 Rainfall Amount:3.83 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D):1 ft2 Min Node Srf Area (1D):113 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Check Rainfall Depths Simple Basin: BASIN 1 Scenario:Icpr3 Node:POND 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.1500 ac Curve Number:95.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin: BASIN 2 Scenario:Icpr3 Node:POND 2 PROPOSED INPUTS 4 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.3400 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin: BASIN 3 Scenario:Icpr3 Node:POND 3 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.4900 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin: BASIN 4 Scenario:Icpr3 Node:POND 4 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.5000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.2500 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 PROPOSED INPUTS 5 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 % Direct:0.00 Rainfall Name: Comment: Simple Basin: BASIN 5 Scenario:Icpr3 Node:POND 5 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.7400 ac Curve Number:88.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin: BASIN 6 Scenario:Icpr3 Node:POND 6 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:8.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:2.5700 ac Curve Number:89.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Node: N. OUTFALL Scenario:Icpr3 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:815.00 ft Warning Stage:816.00 ft Boundary Stage: PROPOSED INPUTS 6 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 Year Month Day Hour Stage [ft] 0 0 0 0.0000 815.00 0 0 0 999999.0000 815.00 Comment: Node: POND 1 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:843.33 ft Warning Stage:845.00 ft Stage [ft]Area [ac]Area [ft2] 843.33 0.0010 44 847.00 0.0200 871 Comment: Node: POND 2 Scenario:Icpr3 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:822.00 ft Warning Stage:831.50 ft Stage [ft]Volume [ac-ft]Volume [ft3] 822.08 0.00 181 822.17 0.01 361 822.25 0.01 542 822.33 0.02 723 822.42 0.02 903 822.50 0.02 1084 822.58 0.03 1264 822.67 0.03 1445 822.75 0.04 1626 822.83 0.05 1971 822.92 0.05 2315 823.00 0.06 2658 823.08 0.07 3000 823.17 0.08 3340 823.25 0.08 3680 823.33 0.09 4019 823.42 0.10 4356 823.50 0.11 4692 823.58 0.12 5027 823.67 0.12 5360 823.75 0.13 5692 823.83 0.14 6022 823.92 0.15 6350 824.00 0.15 6677 PROPOSED INPUTS 7 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 Stage [ft]Volume [ac-ft]Volume [ft3] 824.08 0.16 7003 824.17 0.17 7326 824.25 0.18 7647 824.33 0.18 7966 824.42 0.19 8283 824.50 0.20 8598 824.58 0.20 8910 824.67 0.21 9220 824.75 0.22 9527 824.83 0.23 9831 824.92 0.23 10132 825.00 0.24 10430 825.08 0.25 10725 825.17 0.25 11016 825.25 0.26 11304 825.33 0.27 11588 825.42 0.27 11867 825.50 0.28 12142 825.58 0.28 12412 825.67 0.29 12677 825.75 0.30 12937 825.83 0.30 13190 825.92 0.31 13436 826.00 0.31 13674 826.08 0.32 13902 826.17 0.32 14115 826.25 0.33 14314 826.33 0.33 14508 826.42 0.34 14698 826.50 0.34 14881 826.58 0.35 15062 826.67 0.35 15243 826.75 0.35 15423 826.83 0.36 15604 826.92 0.36 15784 827.00 0.37 15965 827.08 0.37 16146 827.17 0.37 16326 827.25 0.38 16507 827.33 0.38 16688 827.42 0.39 16868 827.50 0.39 17049 827.58 0.40 17230 827.67 0.40 17410 827.75 0.40 17591 827.83 0.41 17771 827.92 0.41 17952 828.00 0.42 18133 828.08 0.42 18313 828.17 0.42 18494 828.25 0.43 18675 828.33 0.43 18855 828.42 0.44 19036 828.49 0.44 19216 829.00 0.44 19216 833.50 0.72 31500 PROPOSED INPUTS 8 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 Comment: Node: POND 3 Scenario:Icpr3 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:824.50 ft Warning Stage:832.15 ft Stage [ft]Volume [ac-ft]Volume [ft3] 824.58 0.01 278 824.67 0.01 557 824.75 0.02 835 824.83 0.03 1113 824.92 0.03 1392 825.00 0.04 1670 825.08 0.04 1949 825.17 0.05 2227 825.25 0.06 2505 825.33 0.07 3086 825.42 0.08 3665 825.50 0.10 4243 825.58 0.11 4819 825.67 0.12 5395 825.75 0.14 5969 825.83 0.15 6543 825.92 0.16 7115 826.00 0.18 7685 826.08 0.19 8254 826.17 0.20 8821 826.25 0.22 9387 826.33 0.23 9951 826.42 0.24 10513 826.50 0.25 11073 826.58 0.27 11631 826.67 0.28 12187 826.75 0.29 12741 826.83 0.31 13292 826.92 0.32 13841 827.00 0.33 14388 827.08 0.34 14932 827.17 0.36 15473 827.25 0.37 16012 827.33 0.38 16547 827.42 0.39 17080 827.50 0.40 17610 827.58 0.42 18136 827.67 0.43 18659 827.75 0.44 19178 827.83 0.45 19694 827.92 0.46 20206 828.00 0.48 20714 828.08 0.49 21218 828.17 0.50 21718 PROPOSED INPUTS 9 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 Stage [ft]Volume [ac-ft]Volume [ft3] 828.25 0.51 22213 828.33 0.52 22704 828.42 0.53 23190 828.50 0.54 23672 828.58 0.55 24148 828.67 0.57 24618 828.75 0.58 25083 828.83 0.59 25542 828.92 0.60 25995 829.00 0.61 26442 829.08 0.62 26881 829.17 0.63 27313 829.25 0.64 27737 829.33 0.65 28153 829.42 0.66 28560 829.50 0.66 28956 829.58 0.67 29342 829.67 0.68 29714 829.75 0.69 30071 829.83 0.70 30403 829.92 0.71 30713 830.00 0.71 31016 830.08 0.72 31314 830.17 0.73 31606 830.25 0.73 31889 830.33 0.74 32168 830.42 0.74 32446 830.50 0.75 32724 830.58 0.76 33003 830.67 0.76 33281 830.75 0.77 33560 830.83 0.78 33838 830.92 0.78 34116 831.00 0.79 34395 831.08 0.80 34673 831.17 0.80 34951 831.25 0.81 35230 831.33 0.82 35508 831.42 0.82 35787 831.50 0.83 36065 831.58 0.83 36343 831.67 0.84 36622 831.75 0.85 36900 Comment: Node: POND 4 Scenario:Icpr3 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:822.00 ft Warning Stage:830.75 ft PROPOSED INPUTS 10 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 Stage [ft]Volume [ac-ft]Volume [ft3] 822.08 0.01 299 822.17 0.01 598 822.25 0.02 898 822.33 0.03 1197 822.42 0.03 1496 822.50 0.04 1795 822.58 0.05 2094 822.67 0.05 2393 822.75 0.06 2693 822.83 0.08 3317 822.92 0.09 3939 823.00 0.10 4560 823.08 0.12 5180 823.17 0.13 5799 823.25 0.15 6417 823.33 0.16 7033 823.42 0.18 7648 823.50 0.19 8261 823.58 0.20 8872 823.67 0.22 9482 823.75 0.23 10090 823.83 0.25 10697 823.92 0.26 11301 824.00 0.27 11903 824.08 0.29 12503 824.17 0.30 13101 824.25 0.31 13696 824.33 0.33 14289 824.42 0.34 14879 824.50 0.36 15467 824.58 0.37 16052 824.67 0.38 16634 824.75 0.40 17213 824.83 0.41 17788 824.92 0.42 18361 825.00 0.43 18930 825.08 0.45 19496 825.17 0.46 20059 825.25 0.47 20617 825.33 0.49 21172 825.42 0.50 21722 825.50 0.51 22268 825.58 0.52 22810 825.67 0.54 23348 825.75 0.55 23880 825.83 0.56 24408 825.92 0.57 24931 826.00 0.58 25448 826.08 0.60 25960 826.17 0.61 26466 826.25 0.62 26966 826.33 0.63 27460 826.42 0.64 27947 826.50 0.65 28426 826.58 0.66 28899 826.67 0.67 29363 PROPOSED INPUTS 11 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 Stage [ft]Volume [ac-ft]Volume [ft3] 826.75 0.68 29819 826.83 0.69 30266 826.92 0.70 30704 827.00 0.71 31130 827.08 0.72 31545 827.17 0.73 31945 827.25 0.74 32329 827.33 0.75 32685 827.42 0.76 33019 827.50 0.77 33345 827.58 0.77 33665 827.67 0.78 33979 827.75 0.79 34283 827.83 0.79 34582 827.92 0.80 34881 828.00 0.81 35181 828.08 0.81 35480 828.17 0.82 35779 828.25 0.83 36078 828.33 0.84 36377 828.42 0.84 36676 828.50 0.85 36976 828.58 0.86 37275 828.67 0.86 37574 828.75 0.87 37873 828.83 0.88 38172 828.92 0.88 38471 829.00 0.89 38771 829.08 0.90 39070 829.17 0.90 39369 829.25 0.91 39668 829.33 0.92 39967 829.42 0.92 40266 829.50 0.93 40566 829.58 0.94 40865 829.67 0.94 41164 829.75 0.95 41463 Comment: Node: POND 5 Scenario:Icpr3 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:818.20 ft Warning Stage:828.95 ft Stage [ft]Volume [ac-ft]Volume [ft3] 818.28 0.01 242 818.37 0.01 484 818.45 0.02 727 818.53 0.02 969 818.62 0.03 1211 818.70 0.03 1453 PROPOSED INPUTS 12 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 Stage [ft]Volume [ac-ft]Volume [ft3] 818.78 0.04 1696 818.87 0.04 1938 818.95 0.05 2180 819.03 0.06 2651 819.12 0.07 3121 819.20 0.08 3590 819.28 0.09 4059 819.37 0.10 4526 819.45 0.11 4993 819.53 0.13 5458 819.62 0.14 5923 819.70 0.15 6386 819.78 0.16 6848 819.87 0.17 7309 819.95 0.18 7769 820.03 0.19 8228 820.12 0.20 8685 820.20 0.21 9140 820.28 0.22 9594 820.37 0.23 10046 820.45 0.24 10497 820.53 0.25 10946 820.62 0.26 11393 820.70 0.27 11838 820.78 0.28 12282 820.87 0.29 12723 820.95 0.30 13162 821.03 0.31 13598 821.12 0.32 14033 821.20 0.33 14465 821.28 0.34 14894 821.37 0.35 15322 821.45 0.36 15746 821.53 0.37 16167 821.62 0.38 16586 821.70 0.39 17002 821.78 0.40 17414 821.87 0.41 17823 821.95 0.42 18229 822.03 0.43 18632 822.12 0.44 19031 822.20 0.45 19426 822.28 0.45 19817 822.37 0.46 20204 822.45 0.47 20587 822.53 0.48 20965 822.62 0.49 21339 822.70 0.50 21707 822.78 0.51 22070 822.87 0.51 22428 822.95 0.52 22780 823.03 0.53 23125 823.12 0.54 23464 823.20 0.55 23795 823.28 0.55 24117 823.37 0.56 24430 PROPOSED INPUTS 13 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 Stage [ft]Volume [ac-ft]Volume [ft3] 823.45 0.57 24731 823.53 0.57 25013 823.62 0.58 25280 823.70 0.59 25540 823.78 0.59 25797 823.87 0.60 26050 823.95 0.60 26296 824.03 0.61 26538 824.12 0.61 26780 824.20 0.62 27023 824.28 0.63 27265 824.37 0.63 27507 824.45 0.64 27749 824.53 0.64 27992 824.62 0.65 28234 824.70 0.65 28476 824.78 0.66 28718 824.87 0.66 28960 824.95 0.67 29203 825.03 0.68 29445 825.12 0.68 29687 825.20 0.69 29929 825.28 0.69 30172 825.37 0.70 30414 825.45 0.70 30656 825.53 0.71 30898 825.62 0.71 31141 825.70 0.72 31383 825.78 0.73 31625 825.87 0.73 31867 825.95 0.74 32109 826.45 0.74 32109 830.95 1.15 49969 Comment: Node: POND 5A Scenario:Icpr3 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:818.60 ft Warning Stage:830.00 ft Stage [ft]Volume [ac-ft]Volume [ft3] 818.68 0.00 70 818.77 0.00 140 818.85 0.00 210 818.93 0.01 281 819.02 0.01 351 819.10 0.01 421 819.18 0.01 491 819.27 0.01 561 819.35 0.01 631 819.43 0.02 702 PROPOSED INPUTS 14 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 Stage [ft]Volume [ac-ft]Volume [ft3] 819.52 0.02 772 819.60 0.02 842 819.68 0.02 912 819.77 0.02 982 819.85 0.02 1052 819.93 0.03 1123 820.02 0.03 1193 820.10 0.03 1263 820.18 0.03 1406 820.27 0.04 1548 820.35 0.04 1690 820.43 0.04 1831 820.52 0.05 1973 820.60 0.05 2114 820.68 0.05 2255 820.77 0.05 2395 820.85 0.06 2535 820.93 0.06 2675 821.02 0.06 2814 821.10 0.07 2953 821.18 0.07 3092 821.27 0.07 3230 821.35 0.08 3368 821.43 0.08 3505 821.52 0.08 3642 821.60 0.09 3778 821.68 0.09 3913 821.77 0.09 4048 821.85 0.10 4183 821.93 0.10 4316 822.02 0.10 4450 822.10 0.11 4582 822.18 0.11 4714 822.27 0.11 4845 822.35 0.11 4975 822.43 0.12 5105 822.52 0.12 5233 822.60 0.12 5361 822.68 0.13 5488 822.77 0.13 5614 822.85 0.13 5739 822.93 0.13 5863 823.02 0.14 5986 823.10 0.14 6108 823.18 0.14 6229 823.27 0.15 6349 823.35 0.15 6468 823.43 0.15 6585 823.52 0.15 6701 823.60 0.16 6816 823.68 0.16 6929 823.77 0.16 7041 823.85 0.16 7152 823.93 0.17 7260 824.02 0.17 7367 824.10 0.17 7472 PROPOSED INPUTS 15 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 Stage [ft]Volume [ac-ft]Volume [ft3] 824.18 0.17 7575 824.27 0.18 7676 824.35 0.18 7774 824.43 0.18 7870 824.52 0.18 7962 824.60 0.18 8051 824.68 0.19 8134 824.77 0.19 8212 824.85 0.19 8288 824.93 0.19 8363 825.02 0.19 8436 825.10 0.20 8507 825.18 0.20 8578 825.27 0.20 8648 825.35 0.20 8718 825.43 0.20 8788 825.52 0.20 8858 825.60 0.20 8928 825.68 0.21 8999 825.77 0.21 9069 825.85 0.21 9139 825.93 0.21 9209 826.02 0.21 9279 826.10 0.21 9349 826.18 0.22 9420 826.27 0.22 9490 826.35 0.22 9560 826.43 0.22 9630 826.52 0.22 9700 826.60 0.22 9770 826.68 0.23 9841 826.77 0.23 9911 826.85 0.23 9981 826.93 0.23 10051 827.02 0.23 10121 827.10 0.23 10191 827.18 0.24 10262 827.27 0.24 10332 827.35 0.24 10402 827.43 0.24 10472 827.52 0.24 10542 827.60 0.24 10612 827.68 0.25 10683 827.77 0.25 10753 827.85 0.25 10823 827.93 0.25 10893 828.02 0.25 10963 828.10 0.25 11033 828.18 0.25 11104 828.27 0.26 11174 828.35 0.26 11244 828.43 0.26 11314 828.52 0.26 11384 828.60 0.26 11454 828.68 0.26 11525 828.77 0.27 11595 PROPOSED INPUTS 16 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 Stage [ft]Volume [ac-ft]Volume [ft3] 828.85 0.27 11665 828.93 0.27 11735 829.02 0.27 11805 829.10 0.27 11875 829.18 0.27 11946 829.27 0.28 12016 829.35 0.28 12086 Comment: Node: POND 6 Scenario:Icpr3 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:817.25 ft Warning Stage:824.00 ft Stage [ft]Volume [ac-ft]Volume [ft3] 817.33 0.01 320 817.42 0.01 640 817.50 0.02 959 817.58 0.03 1279 817.67 0.04 1599 817.75 0.04 1919 817.83 0.05 2239 817.92 0.06 2559 818.00 0.07 2878 818.08 0.08 3553 818.17 0.10 4225 818.25 0.11 4894 818.33 0.13 5561 818.42 0.14 6226 818.50 0.16 6889 818.58 0.17 7549 818.67 0.19 8207 818.75 0.20 8862 818.83 0.22 9514 818.92 0.23 10163 819.00 0.25 10809 819.08 0.26 11452 819.17 0.28 12091 819.25 0.29 12727 819.33 0.31 13359 819.42 0.32 13987 819.50 0.34 14610 819.58 0.35 15230 819.67 0.36 15844 819.75 0.38 16454 819.83 0.39 17058 819.92 0.41 17657 820.00 0.42 18250 820.08 0.43 18838 820.17 0.45 19418 820.25 0.46 19993 PROPOSED INPUTS 17 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 Stage [ft]Volume [ac-ft]Volume [ft3] 820.33 0.47 20560 820.42 0.48 21119 820.50 0.50 21671 820.58 0.51 22214 820.67 0.52 22749 820.75 0.53 23273 820.83 0.55 23788 820.92 0.56 24291 821.00 0.57 24782 821.08 0.58 25260 821.17 0.59 25722 821.25 0.60 26167 821.33 0.61 26590 821.42 0.62 26978 821.50 0.63 27339 821.58 0.64 27688 821.67 0.64 28028 821.75 0.65 28353 821.83 0.66 28673 821.92 0.67 28993 822.00 0.67 29313 822.08 0.68 29633 822.17 0.69 29952 822.25 0.69 30272 822.33 0.70 30592 822.42 0.71 30912 822.50 0.72 31232 822.58 0.72 31552 822.67 0.73 31871 822.75 0.74 32191 822.83 0.75 32511 822.92 0.75 32831 823.00 0.76 33151 823.08 0.77 33471 823.17 0.78 33790 823.25 0.78 34110 823.33 0.79 34430 823.42 0.80 34750 823.50 0.81 35070 823.58 0.81 35390 823.67 0.82 35709 823.75 0.83 36029 Comment: Node: S. OUTFALL Scenario:Icpr3 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:815.00 ft Warning Stage:816.00 ft Boundary Stage: PROPOSED INPUTS 18 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 Year Month Day Hour Stage [ft] 0 0 0 0.0000 815.00 0 0 0 9999.0000 815.00 Comment: Drop Structure Link: 2-4 OCS Scenario:Icpr3 From Node:POND 2 To Node:POND 4 Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:10.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:822.00 ft Invert:822.00 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:822.00 ft Control Elevation:822.00 ft Max Depth:0.08 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:827.30 ft Control Elevation:827.30 ft Max Depth:0.17 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: PROPOSED INPUTS 19 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 Weir Comment: Drop Structure Comment: Drop Structure Link: 3-4 OCS Scenario:Icpr3 From Node:POND 3 To Node:POND 4 Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:92.00 ft FHWA Code:0 Entr Loss Coef:0.50 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:824.50 ft Invert:822.00 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:824.50 ft Control Elevation:824.50 ft Max Depth:0.25 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:826.76 ft Control Elevation:826.76 ft Max Depth:0.67 ft Max Width:1.00 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: PROPOSED INPUTS 20 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 Drop Structure Comment: Drop Structure Link: 4-5 OCS Scenario:Icpr3 From Node:POND 4 To Node:POND 5A Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:25.04 ft FHWA Code:0 Entr Loss Coef:0.50 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:822.00 ft Invert:818.20 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:822.00 ft Control Elevation:822.00 ft Max Depth:0.50 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:827.60 ft Control Elevation:827.60 ft Max Depth:1.25 ft Max Width:1.50 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: PROPOSED INPUTS 21 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 Drop Structure Link: 5-OUT OCS Scenario:Icpr3 From Node:POND 5 To Node:N. OUTFALL Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:240.00 ft FHWA Code:0 Entr Loss Coef:0.50 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:818.20 ft Invert:817.63 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:818.20 ft Control Elevation:818.20 ft Max Depth:0.36 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:823.84 ft Control Elevation:823.84 ft Max Depth:0.31 ft Max Width:0.50 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Drop Structure Link: 6-OUT OCS Scenario:Icpr3 Upstream Pipe Downstream Pipe Invert:817.25 ft Invert:816.64 ft PROPOSED INPUTS 22 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 From Node:POND 6 To Node:S. OUTFALL Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:205.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:817.25 ft Control Elevation:817.25 ft Max Depth:0.12 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:823.25 ft Control Elevation:823.25 ft Max Depth:0.25 ft Max Width:0.50 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Pipe Link: PIPE 1-4 Scenario:Icpr3 From Node:POND 1 To Node:POND 4 Upstream Downstream Invert:843.33 ft Invert:822.00 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular PROPOSED INPUTS 23 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:48 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:810.00 ft FHWA Code:0 Entr Loss Coef:0.50 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: PIPE 5A-5 Scenario:Icpr3 From Node:POND 5A To Node:POND 5 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:20.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:818.60 ft Invert:818.20 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: PROPOSED OUTPUTS 1 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:49 Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] N. OUTFALL 100YR - 24HR 816.00 815.00 0.0000 3.29 0.00 0 N. OUTFALL 10YR - 24HR 816.00 815.00 0.0000 1.17 0.00 0 Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] POND 1 100YR - 24HR 845.00 844.51 0.0010 8.50 9.72 771 POND 1 10YR - 24HR 845.00 844.44 0.0010 4.92 4.88 769 Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] POND 2 100YR - 24HR 831.50 830.27 0.0010 9.64 0.20 4279 POND 2 10YR - 24HR 831.50 826.01 0.0010 5.24 0.04 4279 Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] POND 3 100YR - 24HR 832.15 831.44 0.0010 25.17 4.73 7217 POND 3 10YR - 24HR 832.15 827.79 0.0010 14.27 2.99 7217 Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] POND 4 100YR - 24HR 830.75 830.05 0.0010 36.51 14.82 8214 POND 4 10YR - 24HR 830.75 827.15 0.0010 20.14 2.06 8213 Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] POND 5 100YR - 24HR 828.95 829.34 0.0010 17.40 3.29 5879 POND 5 10YR - 24HR 828.95 823.94 0.0010 6.39 1.17 5878 Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] POND 5A 100YR - 24HR 830.00 829.35 -0.0010 14.60 10.13 1780 POND 5A 10YR - 24HR 830.00 823.94 0.0010 2.02 2.29 1780 PROPOSED OUTPUTS 2 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL\11/24/2020 16:49 Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] POND 6 100YR - 24HR 824.00 823.71 0.0010 17.32 0.48 8354 POND 6 10YR - 24HR 824.00 820.36 0.0010 9.34 0.09 8354 Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] S. OUTFALL 100YR - 24HR 816.00 815.00 0.0000 0.48 0.00 0 S. OUTFALL 10YR - 24HR 816.00 815.00 0.0000 0.09 0.00 0 PROPOSED INPUTS (6" MIN)1 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:32 Simple Basin: BASIN 1 Scenario:Icpr3 Node:POND 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.1500 ac Curve Number:95.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin: BASIN 2 Scenario:Icpr3 Node:POND 2 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.3400 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin: BASIN 3 Scenario:Icpr3 Node:POND 3 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.4900 ac PROPOSED INPUTS (6" MIN)2 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:32 Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin: BASIN 4 Scenario:Icpr3 Node:POND 4 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.5000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.2500 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin: BASIN 5 Scenario:Icpr3 Node:POND 5 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.7400 ac Curve Number:88.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin: BASIN 6 Scenario:Icpr3 Node:POND 6 Hydrograph Method:NRCS Unit Hydrograph PROPOSED INPUTS (6" MIN)3 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:32 Infiltration Method:Curve Number Time of Concentration:8.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:2.5700 ac Curve Number:89.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Node: N. OUTFALL Scenario:Icpr3 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:815.00 ft Warning Stage:816.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 815.00 0 0 0 999999.0000 815.00 Comment: Node: POND 1 Scenario:Icpr3 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:843.33 ft Warning Stage:845.00 ft Stage [ft]Area [ac]Area [ft2] 843.33 0.0010 44 847.00 0.0200 871 Comment: Node: POND 2 Scenario:Icpr3 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:822.00 ft Warning Stage:831.50 ft PROPOSED INPUTS (6" MIN)4 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:32 Stage [ft]Volume [ac-ft]Volume [ft3] 822.08 0.00 181 822.17 0.01 361 822.25 0.01 542 822.33 0.02 723 822.42 0.02 903 822.50 0.02 1084 822.58 0.03 1264 822.67 0.03 1445 822.75 0.04 1626 822.83 0.05 1971 822.92 0.05 2315 823.00 0.06 2658 823.08 0.07 3000 823.17 0.08 3340 823.25 0.08 3680 823.33 0.09 4019 823.42 0.10 4356 823.50 0.11 4692 823.58 0.12 5027 823.67 0.12 5360 823.75 0.13 5692 823.83 0.14 6022 823.92 0.15 6350 824.00 0.15 6677 824.08 0.16 7003 824.17 0.17 7326 824.25 0.18 7647 824.33 0.18 7966 824.42 0.19 8283 824.50 0.20 8598 824.58 0.20 8910 824.67 0.21 9220 824.75 0.22 9527 824.83 0.23 9831 824.92 0.23 10132 825.00 0.24 10430 825.08 0.25 10725 825.17 0.25 11016 825.25 0.26 11304 825.33 0.27 11588 825.42 0.27 11867 825.50 0.28 12142 825.58 0.28 12412 825.67 0.29 12677 825.75 0.30 12937 825.83 0.30 13190 825.92 0.31 13436 826.00 0.31 13674 826.08 0.32 13902 826.17 0.32 14115 826.25 0.33 14314 826.33 0.33 14508 826.42 0.34 14698 826.50 0.34 14881 826.58 0.35 15062 826.67 0.35 15243 PROPOSED INPUTS (6" MIN)5 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:32 Stage [ft]Volume [ac-ft]Volume [ft3] 826.75 0.35 15423 826.83 0.36 15604 826.92 0.36 15784 827.00 0.37 15965 827.08 0.37 16146 827.17 0.37 16326 827.25 0.38 16507 827.33 0.38 16688 827.42 0.39 16868 827.50 0.39 17049 827.58 0.40 17230 827.67 0.40 17410 827.75 0.40 17591 827.83 0.41 17771 827.92 0.41 17952 828.00 0.42 18133 828.08 0.42 18313 828.17 0.42 18494 828.25 0.43 18675 828.33 0.43 18855 828.42 0.44 19036 828.49 0.44 19216 829.00 0.44 19216 833.50 0.72 31500 Comment: Node: POND 3 Scenario:Icpr3 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:824.50 ft Warning Stage:832.15 ft Stage [ft]Volume [ac-ft]Volume [ft3] 824.58 0.01 278 824.67 0.01 557 824.75 0.02 835 824.83 0.03 1113 824.92 0.03 1392 825.00 0.04 1670 825.08 0.04 1949 825.17 0.05 2227 825.25 0.06 2505 825.33 0.07 3086 825.42 0.08 3665 825.50 0.10 4243 825.58 0.11 4819 825.67 0.12 5395 825.75 0.14 5969 825.83 0.15 6543 825.92 0.16 7115 826.00 0.18 7685 826.08 0.19 8254 PROPOSED INPUTS (6" MIN)6 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:32 Stage [ft]Volume [ac-ft]Volume [ft3] 826.17 0.20 8821 826.25 0.22 9387 826.33 0.23 9951 826.42 0.24 10513 826.50 0.25 11073 826.58 0.27 11631 826.67 0.28 12187 826.75 0.29 12741 826.83 0.31 13292 826.92 0.32 13841 827.00 0.33 14388 827.08 0.34 14932 827.17 0.36 15473 827.25 0.37 16012 827.33 0.38 16547 827.42 0.39 17080 827.50 0.40 17610 827.58 0.42 18136 827.67 0.43 18659 827.75 0.44 19178 827.83 0.45 19694 827.92 0.46 20206 828.00 0.48 20714 828.08 0.49 21218 828.17 0.50 21718 828.25 0.51 22213 828.33 0.52 22704 828.42 0.53 23190 828.50 0.54 23672 828.58 0.55 24148 828.67 0.57 24618 828.75 0.58 25083 828.83 0.59 25542 828.92 0.60 25995 829.00 0.61 26442 829.08 0.62 26881 829.17 0.63 27313 829.25 0.64 27737 829.33 0.65 28153 829.42 0.66 28560 829.50 0.66 28956 829.58 0.67 29342 829.67 0.68 29714 829.75 0.69 30071 829.83 0.70 30403 829.92 0.71 30713 830.00 0.71 31016 830.08 0.72 31314 830.17 0.73 31606 830.25 0.73 31889 830.33 0.74 32168 830.42 0.74 32446 830.50 0.75 32724 830.58 0.76 33003 830.67 0.76 33281 830.75 0.77 33560 PROPOSED INPUTS (6" MIN)7 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:32 Stage [ft]Volume [ac-ft]Volume [ft3] 830.83 0.78 33838 830.92 0.78 34116 831.00 0.79 34395 831.08 0.80 34673 831.17 0.80 34951 831.25 0.81 35230 831.33 0.82 35508 831.42 0.82 35787 831.50 0.83 36065 831.58 0.83 36343 831.67 0.84 36622 831.75 0.85 36900 Comment: Node: POND 4 Scenario:Icpr3 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:822.00 ft Warning Stage:830.75 ft Stage [ft]Volume [ac-ft]Volume [ft3] 822.08 0.01 299 822.17 0.01 598 822.25 0.02 898 822.33 0.03 1197 822.42 0.03 1496 822.50 0.04 1795 822.58 0.05 2094 822.67 0.05 2393 822.75 0.06 2693 822.83 0.08 3317 822.92 0.09 3939 823.00 0.10 4560 823.08 0.12 5180 823.17 0.13 5799 823.25 0.15 6417 823.33 0.16 7033 823.42 0.18 7648 823.50 0.19 8261 823.58 0.20 8872 823.67 0.22 9482 823.75 0.23 10090 823.83 0.25 10697 823.92 0.26 11301 824.00 0.27 11903 824.08 0.29 12503 824.17 0.30 13101 824.25 0.31 13696 824.33 0.33 14289 824.42 0.34 14879 824.50 0.36 15467 824.58 0.37 16052 PROPOSED INPUTS (6" MIN)8 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:32 Stage [ft]Volume [ac-ft]Volume [ft3] 824.67 0.38 16634 824.75 0.40 17213 824.83 0.41 17788 824.92 0.42 18361 825.00 0.43 18930 825.08 0.45 19496 825.17 0.46 20059 825.25 0.47 20617 825.33 0.49 21172 825.42 0.50 21722 825.50 0.51 22268 825.58 0.52 22810 825.67 0.54 23348 825.75 0.55 23880 825.83 0.56 24408 825.92 0.57 24931 826.00 0.58 25448 826.08 0.60 25960 826.17 0.61 26466 826.25 0.62 26966 826.33 0.63 27460 826.42 0.64 27947 826.50 0.65 28426 826.58 0.66 28899 826.67 0.67 29363 826.75 0.68 29819 826.83 0.69 30266 826.92 0.70 30704 827.00 0.71 31130 827.08 0.72 31545 827.17 0.73 31945 827.25 0.74 32329 827.33 0.75 32685 827.42 0.76 33019 827.50 0.77 33345 827.58 0.77 33665 827.67 0.78 33979 827.75 0.79 34283 827.83 0.79 34582 827.92 0.80 34881 828.00 0.81 35181 828.08 0.81 35480 828.17 0.82 35779 828.25 0.83 36078 828.33 0.84 36377 828.42 0.84 36676 828.50 0.85 36976 828.58 0.86 37275 828.67 0.86 37574 828.75 0.87 37873 828.83 0.88 38172 828.92 0.88 38471 829.00 0.89 38771 829.08 0.90 39070 829.17 0.90 39369 829.25 0.91 39668 PROPOSED INPUTS (6" MIN)9 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:32 Stage [ft]Volume [ac-ft]Volume [ft3] 829.33 0.92 39967 829.42 0.92 40266 829.50 0.93 40566 829.58 0.94 40865 829.67 0.94 41164 829.75 0.95 41463 Comment: Node: POND 5 Scenario:Icpr3 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:818.20 ft Warning Stage:828.95 ft Stage [ft]Volume [ac-ft]Volume [ft3] 818.28 0.01 242 818.37 0.01 484 818.45 0.02 727 818.53 0.02 969 818.62 0.03 1211 818.70 0.03 1453 818.78 0.04 1696 818.87 0.04 1938 818.95 0.05 2180 819.03 0.06 2651 819.12 0.07 3121 819.20 0.08 3590 819.28 0.09 4059 819.37 0.10 4526 819.45 0.11 4993 819.53 0.13 5458 819.62 0.14 5923 819.70 0.15 6386 819.78 0.16 6848 819.87 0.17 7309 819.95 0.18 7769 820.03 0.19 8228 820.12 0.20 8685 820.20 0.21 9140 820.28 0.22 9594 820.37 0.23 10046 820.45 0.24 10497 820.53 0.25 10946 820.62 0.26 11393 820.70 0.27 11838 820.78 0.28 12282 820.87 0.29 12723 820.95 0.30 13162 821.03 0.31 13598 821.12 0.32 14033 821.20 0.33 14465 821.28 0.34 14894 PROPOSED INPUTS (6" MIN)10 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:32 Stage [ft]Volume [ac-ft]Volume [ft3] 821.37 0.35 15322 821.45 0.36 15746 821.53 0.37 16167 821.62 0.38 16586 821.70 0.39 17002 821.78 0.40 17414 821.87 0.41 17823 821.95 0.42 18229 822.03 0.43 18632 822.12 0.44 19031 822.20 0.45 19426 822.28 0.45 19817 822.37 0.46 20204 822.45 0.47 20587 822.53 0.48 20965 822.62 0.49 21339 822.70 0.50 21707 822.78 0.51 22070 822.87 0.51 22428 822.95 0.52 22780 823.03 0.53 23125 823.12 0.54 23464 823.20 0.55 23795 823.28 0.55 24117 823.37 0.56 24430 823.45 0.57 24731 823.53 0.57 25013 823.62 0.58 25280 823.70 0.59 25540 823.78 0.59 25797 823.87 0.60 26050 823.95 0.60 26296 824.03 0.61 26538 824.12 0.61 26780 824.20 0.62 27023 824.28 0.63 27265 824.37 0.63 27507 824.45 0.64 27749 824.53 0.64 27992 824.62 0.65 28234 824.70 0.65 28476 824.78 0.66 28718 824.87 0.66 28960 824.95 0.67 29203 825.03 0.68 29445 825.12 0.68 29687 825.20 0.69 29929 825.28 0.69 30172 825.37 0.70 30414 825.45 0.70 30656 825.53 0.71 30898 825.62 0.71 31141 825.70 0.72 31383 825.78 0.73 31625 825.87 0.73 31867 825.95 0.74 32109 PROPOSED INPUTS (6" MIN)11 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:32 Stage [ft]Volume [ac-ft]Volume [ft3] 826.45 0.74 32109 830.95 1.15 49969 Comment: Node: POND 5A Scenario:Icpr3 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:818.60 ft Warning Stage:830.00 ft Stage [ft]Volume [ac-ft]Volume [ft3] 818.68 0.00 70 818.77 0.00 140 818.85 0.00 210 818.93 0.01 281 819.02 0.01 351 819.10 0.01 421 819.18 0.01 491 819.27 0.01 561 819.35 0.01 631 819.43 0.02 702 819.52 0.02 772 819.60 0.02 842 819.68 0.02 912 819.77 0.02 982 819.85 0.02 1052 819.93 0.03 1123 820.02 0.03 1193 820.10 0.03 1263 820.18 0.03 1406 820.27 0.04 1548 820.35 0.04 1690 820.43 0.04 1831 820.52 0.05 1973 820.60 0.05 2114 820.68 0.05 2255 820.77 0.05 2395 820.85 0.06 2535 820.93 0.06 2675 821.02 0.06 2814 821.10 0.07 2953 821.18 0.07 3092 821.27 0.07 3230 821.35 0.08 3368 821.43 0.08 3505 821.52 0.08 3642 821.60 0.09 3778 821.68 0.09 3913 821.77 0.09 4048 821.85 0.10 4183 821.93 0.10 4316 822.02 0.10 4450 PROPOSED INPUTS (6" MIN)12 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:32 Stage [ft]Volume [ac-ft]Volume [ft3] 822.10 0.11 4582 822.18 0.11 4714 822.27 0.11 4845 822.35 0.11 4975 822.43 0.12 5105 822.52 0.12 5233 822.60 0.12 5361 822.68 0.13 5488 822.77 0.13 5614 822.85 0.13 5739 822.93 0.13 5863 823.02 0.14 5986 823.10 0.14 6108 823.18 0.14 6229 823.27 0.15 6349 823.35 0.15 6468 823.43 0.15 6585 823.52 0.15 6701 823.60 0.16 6816 823.68 0.16 6929 823.77 0.16 7041 823.85 0.16 7152 823.93 0.17 7260 824.02 0.17 7367 824.10 0.17 7472 824.18 0.17 7575 824.27 0.18 7676 824.35 0.18 7774 824.43 0.18 7870 824.52 0.18 7962 824.60 0.18 8051 824.68 0.19 8134 824.77 0.19 8212 824.85 0.19 8288 824.93 0.19 8363 825.02 0.19 8436 825.10 0.20 8507 825.18 0.20 8578 825.27 0.20 8648 825.35 0.20 8718 825.43 0.20 8788 825.52 0.20 8858 825.60 0.20 8928 825.68 0.21 8999 825.77 0.21 9069 825.85 0.21 9139 825.93 0.21 9209 826.02 0.21 9279 826.10 0.21 9349 826.18 0.22 9420 826.27 0.22 9490 826.35 0.22 9560 826.43 0.22 9630 826.52 0.22 9700 826.60 0.22 9770 826.68 0.23 9841 PROPOSED INPUTS (6" MIN)13 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:32 Stage [ft]Volume [ac-ft]Volume [ft3] 826.77 0.23 9911 826.85 0.23 9981 826.93 0.23 10051 827.02 0.23 10121 827.10 0.23 10191 827.18 0.24 10262 827.27 0.24 10332 827.35 0.24 10402 827.43 0.24 10472 827.52 0.24 10542 827.60 0.24 10612 827.68 0.25 10683 827.77 0.25 10753 827.85 0.25 10823 827.93 0.25 10893 828.02 0.25 10963 828.10 0.25 11033 828.18 0.25 11104 828.27 0.26 11174 828.35 0.26 11244 828.43 0.26 11314 828.52 0.26 11384 828.60 0.26 11454 828.68 0.26 11525 828.77 0.27 11595 828.85 0.27 11665 828.93 0.27 11735 829.02 0.27 11805 829.10 0.27 11875 829.18 0.27 11946 829.27 0.28 12016 829.35 0.28 12086 Comment: Node: POND 6 Scenario:Icpr3 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:817.25 ft Warning Stage:824.00 ft Stage [ft]Volume [ac-ft]Volume [ft3] 817.33 0.01 320 817.42 0.01 640 817.50 0.02 959 817.58 0.03 1279 817.67 0.04 1599 817.75 0.04 1919 817.83 0.05 2239 817.92 0.06 2559 818.00 0.07 2878 818.08 0.08 3553 818.17 0.10 4225 PROPOSED INPUTS (6" MIN)14 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:32 Stage [ft]Volume [ac-ft]Volume [ft3] 818.25 0.11 4894 818.33 0.13 5561 818.42 0.14 6226 818.50 0.16 6889 818.58 0.17 7549 818.67 0.19 8207 818.75 0.20 8862 818.83 0.22 9514 818.92 0.23 10163 819.00 0.25 10809 819.08 0.26 11452 819.17 0.28 12091 819.25 0.29 12727 819.33 0.31 13359 819.42 0.32 13987 819.50 0.34 14610 819.58 0.35 15230 819.67 0.36 15844 819.75 0.38 16454 819.83 0.39 17058 819.92 0.41 17657 820.00 0.42 18250 820.08 0.43 18838 820.17 0.45 19418 820.25 0.46 19993 820.33 0.47 20560 820.42 0.48 21119 820.50 0.50 21671 820.58 0.51 22214 820.67 0.52 22749 820.75 0.53 23273 820.83 0.55 23788 820.92 0.56 24291 821.00 0.57 24782 821.08 0.58 25260 821.17 0.59 25722 821.25 0.60 26167 821.33 0.61 26590 821.42 0.62 26978 821.50 0.63 27339 821.58 0.64 27688 821.67 0.64 28028 821.75 0.65 28353 821.83 0.66 28673 821.92 0.67 28993 822.00 0.67 29313 822.08 0.68 29633 822.17 0.69 29952 822.25 0.69 30272 822.33 0.70 30592 822.42 0.71 30912 822.50 0.72 31232 822.58 0.72 31552 822.67 0.73 31871 822.75 0.74 32191 822.83 0.75 32511 PROPOSED INPUTS (6" MIN)15 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:32 Stage [ft]Volume [ac-ft]Volume [ft3] 822.92 0.75 32831 823.00 0.76 33151 823.08 0.77 33471 823.17 0.78 33790 823.25 0.78 34110 823.33 0.79 34430 823.42 0.80 34750 823.50 0.81 35070 823.58 0.81 35390 823.67 0.82 35709 823.75 0.83 36029 Comment: Node: S. OUTFALL Scenario:Icpr3 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:815.00 ft Warning Stage:816.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 815.00 0 0 0 9999.0000 815.00 Comment: Drop Structure Link: 2-4 OCS Scenario:Icpr3 From Node:POND 2 To Node:POND 4 Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:10.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:822.00 ft Invert:822.00 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Bottom Clip Default:0.00 ft Op Table: PROPOSED INPUTS (6" MIN)16 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:32 Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:822.00 ft Control Elevation:822.00 ft Max Depth:0.50 ft Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:827.30 ft Control Elevation:827.30 ft Max Depth:0.17 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Drop Structure Link: 3-4 OCS Scenario:Icpr3 From Node:POND 3 To Node:POND 4 Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:92.00 ft FHWA Code:0 Entr Loss Coef:0.50 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:824.50 ft Invert:822.00 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: PROPOSED INPUTS (6" MIN)17 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:32 Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:824.50 ft Control Elevation:824.50 ft Max Depth:0.50 ft Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:826.76 ft Control Elevation:826.76 ft Max Depth:0.67 ft Max Width:1.00 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Drop Structure Link: 4-5 OCS Scenario:Icpr3 From Node:POND 4 To Node:POND 5A Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:25.04 ft FHWA Code:0 Entr Loss Coef:0.50 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:822.00 ft Invert:818.20 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip PROPOSED INPUTS (6" MIN)18 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:32 Geometry Type:Circular Invert:822.00 ft Control Elevation:822.00 ft Max Depth:0.50 ft Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:827.60 ft Control Elevation:827.60 ft Max Depth:1.25 ft Max Width:1.50 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Drop Structure Link: 5-OUT OCS Scenario:Icpr3 From Node:POND 5 To Node:N. OUTFALL Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:240.00 ft FHWA Code:0 Entr Loss Coef:0.50 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:818.20 ft Invert:817.63 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft PROPOSED INPUTS (6" MIN)19 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:32 Invert:818.20 ft Control Elevation:818.20 ft Max Depth:0.50 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:823.84 ft Control Elevation:823.84 ft Max Depth:0.31 ft Max Width:0.50 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Drop Structure Link: 6-OUT OCS Scenario:Icpr3 From Node:POND 6 To Node:S. OUTFALL Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:205.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:817.25 ft Invert:816.64 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:817.25 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: PROPOSED INPUTS (6" MIN)20 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:32 Control Elevation:817.25 ft Max Depth:0.50 ft Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Weir Component Weir:2 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Rectangular Invert:823.25 ft Control Elevation:823.25 ft Max Depth:0.25 ft Max Width:0.50 ft Fillet:0.00 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Pipe Link: PIPE 1-4 Scenario:Icpr3 From Node:POND 1 To Node:POND 4 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:810.00 ft FHWA Code:0 Entr Loss Coef:0.50 Exit Loss Coef:1.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:843.33 ft Invert:822.00 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: PIPE 5A-5 Scenario:Icpr3 From Node:POND 5A To Node:POND 5 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:20.00 ft Upstream Downstream Invert:818.60 ft Invert:818.20 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: PROPOSED INPUTS (6" MIN)21 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:32 FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: PROPOSED OUTPUT (6" MIN)1 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:31 Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] N. OUTFALL 100YR - 24HR 816.00 815.00 0.0000 4.48 0.00 0 N. OUTFALL 10YR - 24HR 816.00 815.00 0.0000 1.68 0.00 0 Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] POND 1 100YR - 24HR 845.00 844.51 0.0010 8.50 9.66 771 POND 1 10YR - 24HR 845.00 844.44 0.0010 4.92 4.88 769 Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] POND 2 100YR - 24HR 831.50 829.58 0.0010 10.80 0.89 4279 POND 2 10YR - 24HR 831.50 826.64 0.0010 5.96 0.37 4279 Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] POND 3 100YR - 24HR 832.15 830.51 0.0010 25.17 4.43 7217 POND 3 10YR - 24HR 832.15 827.40 0.0010 14.27 2.75 7216 Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] POND 4 100YR - 24HR 830.75 829.88 0.0010 35.51 15.31 8213 POND 4 10YR - 24HR 830.75 826.60 0.0010 19.77 2.80 8214 Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] POND 5 100YR - 24HR 828.95 828.60 0.0010 17.68 4.48 5879 POND 5 10YR - 24HR 828.95 821.99 0.0010 7.51 1.68 5879 Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] POND 5A 100YR - 24HR 830.00 828.61 -0.0010 14.02 10.01 1780 POND 5A 10YR - 24HR 830.00 821.99 -0.0010 1.90 5.42 1780 PROPOSED OUTPUT (6" MIN)2 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\- North End ICPR\170187000 - North End.2020-11-18 - FINAL - 6in Min\11/24/2020 18:31 Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] POND 6 100YR - 24HR 824.00 820.82 0.0010 17.32 1.62 8354 POND 6 10YR - 24HR 824.00 819.12 -0.0010 9.34 1.10 8354 Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft]Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] S. OUTFALL 100YR - 24HR 816.00 815.00 0.0000 1.62 0.00 0 S. OUTFALL 10YR - 24HR 816.00 815.00 0.0000 1.10 0.00 0 Description:North End Reviewing Entity: Job #: Date:10/02/20 *Emergency spillway must carry the peak 100 yr flow rate to the pond 9.64 (From ICPR output) 12.05 3.00 12.05 30.00 0.26 100 yr Flood Elev. =829.84 832.25 832.51 833.50 L = H = Spillway Elev. = Overflow Elev. = Berm Elevation = *OVERFLOW SPILLWAY WIDTH OF 30 FEET HAS SUFFICIENT CAPACITY TO CARRY 125% OF THE 100 YR FLOW RATE 170187000 Peak inflow to Pond 125% of Peak inflow Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q = PROPOSED STORMWATER SYSTEM EMERGENCY SPILLWAY CALCULATIONS POND 2 Job Information Kaleb Sondgerath Description:North End Reviewing Entity: Job #: Date:10/02/20 *Emergency spillway must carry the peak 100 yr flow rate to the pond 22.87 (From ICPR output) 28.59 3.00 28.59 30.00 0.47 100 yr Flood Elev. =829.26 829.26 829.73 830.95 PROPOSED STORMWATER SYSTEM EMERGENCY SPILLWAY CALCULATIONS Job Information Kaleb Sondgerath POND 5 *OVERFLOW SPILLWAY WIDTH OF 30 FEET HAS SUFFICIENT CAPACITY TO CARRY 125% OF THE 100 YR FLOW RATE 170187000 Peak inflow to Pond 125% of Peak inflow Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q = L = H = Spillway Elev. = Overflow Elev. = Berm Elevation = SMOKEY ROW RD 1 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\170187000 - North End.2020-10-02 - FINAL\10/2/2020 17:25 Simple Basin: DIRECT DISCH Scenario:Icpr3 Node:SMOKEY RD Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.8800 ac Curve Number:89.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Icpr3] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA DIRECT DISCH 100YR - 24HR 6.09 12.0000 6.46 5.18 0.8800 89.0 0.00 0.00 DIRECT DISCH 10YR - 24HR 3.29 12.0000 3.83 2.66 0.8800 89.0 0.00 0.00 Simple Basin: OFFSITE BASIN Scenario:Icpr3 Node:SMOKEY RD Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:18.6500 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.6000 ac Curve Number:83.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: SMOKEY ROW RD 2 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\170187000 - North End.2020-10-02 - FINAL\10/2/2020 17:25 Comment: Node: SMOKEY RD Scenario:Icpr3 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:1.00 ft Warning Stage:2.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 1.00 0 0 0 99999.0000 1.00 Comment: Node Max Conditions [Icpr3] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] SMOKEY RD 100YR - 24HR 2.00 1.00 0.0000 12.70 0.00 0 SMOKEY RD 10YR - 24HR 2.00 1.00 0.0000 3.29 0.00 0 HY-8 Culvert Analysis Report Crossing Discharge Data Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 10 cfs Design Flow: 14.32 cfs Maximum Flow: 15 cfs Table 2 - Culvert Summary Table: Culvert 1 Total Discharge (cfs) Culvert Discharge (cfs) Headwater Elevation (ft) Inlet Control Depth (ft) Outlet Control Depth (ft) Flow Type Normal Depth (ft) Critical Depth (ft) Outlet Depth (ft) Tailwater Depth (ft) Outlet Velocity (ft/s) Tailwater Velocity (ft/s) 10.00 10.00 813.58 1.379 1.424 7-M2c 1.250 0.904 0.904 0.229 5.264 2.593 10.50 10.50 813.64 1.430 1.475 7-M2c 1.250 0.926 0.926 0.236 5.389 2.639 11.00 11.00 813.69 1.481 1.530 7-M2c 1.250 0.947 0.947 0.242 5.516 2.683 11.50 11.50 813.74 1.534 1.584 7-M2c 1.250 0.967 0.967 0.248 5.644 2.724 12.00 12.00 813.80 1.589 1.642 7-M2c 1.250 0.987 0.987 0.255 5.775 2.767 12.50 12.50 813.86 1.646 1.704 7-M2c 1.250 1.006 1.006 0.261 5.907 2.806 13.00 13.00 813.94 1.704 1.779 7-M2c 1.250 1.024 1.024 0.267 6.043 2.844 13.50 13.50 814.01 1.764 1.851 7-M2c 1.250 1.041 1.041 0.273 6.181 2.882 14.00 14.00 814.09 1.827 1.934 7-M2c 1.250 1.057 1.057 0.278 6.322 2.918 14.32 14.32 814.14 1.867 1.985 7-M2c 1.250 1.067 1.067 0.282 6.415 2.942 15.00 15.00 814.25 1.957 2.093 7-M2c 1.250 1.088 1.088 0.290 6.616 2.988 Table 3 - Downstream Channel Rating Curve (Crossing: OFFSITE DRIVE CULVERT) Flow (cfs)Water Surface Elev (ft) Depth (ft)Velocity (ft/s)Shear (psf)Froude Number 10.00 812.23 0.23 2.59 0.14 1.01 10.50 812.24 0.24 2.64 0.15 1.01 11.00 812.24 0.24 2.68 0.15 1.01 11.50 812.25 0.25 2.72 0.16 1.02 12.00 812.25 0.25 2.77 0.16 1.02 12.50 812.26 0.26 2.81 0.16 1.03 13.00 812.27 0.27 2.84 0.17 1.03 13.50 812.27 0.27 2.88 0.17 1.03 14.00 812.28 0.28 2.92 0.17 1.04 14.32 812.28 0.28 2.94 0.18 1.04 15.00 812.29 0.29 2.99 0.18 1.04 Tailwater Channel Data - OFFSITE DRIVE CULVERT Tailwater Channel Option: Trapezoidal Channel Bottom Width: 15.00 ft Side Slope (H:V): 8.00 (_:1) Channel Slope: 0.0100 Channel Manning's n: 0.0200 Channel Invert Elevation: 812.00 ft Roadway Data for Crossing: OFFSITE DRIVE CULVERT Roadway Profile Shape: Constant Roadway Elevation Crest Length: 15.00 ft Crest Elevation: 815.00 ft Roadway Surface: Paved Roadway Top Width: 15.00 ft Worksheet for Smokey Rd Swale Project Description Manning FormulaFriction Method Normal DepthSolve For Input Data 0.020Roughness Coefficient ft/ft0.010Channel Slope H:V3.000Left Side Slope H:V3.000Right Side Slope cfs14.32Discharge Results in12.2Normal Depth ft²3.1Flow Area ft6.5Wetted Perimeter in5.8Hydraulic Radius ft6.12Top Width in12.9Critical Depth ft/ft0.008Critical Slope ft/s4.58Velocity ft0.33Velocity Head ft1.35Specific Energy 1.131Froude Number SupercriticalFlow Type GVF Input Data in0.0Downstream Depth ft0.0Length 0Number Of Steps GVF Output Data in0.0Upstream Depth N/AProfile Description ft0.00Profile Headloss ft/sInfinityDownstream Velocity ft/sInfinityUpstream Velocity in12.2Normal Depth in12.9Critical Depth ft/ft0.010Channel Slope ft/ft0.008Critical Slope Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/2/2020 FlowMaster [10.02.00.01] Bentley Systems, Inc. Haestad Methods Solution Centersmokey swale.fm8 170187000 – North End Phase 1 Appendix D: Proposed Storm Sewer Design STORM SEWER BASINSNorth End Carmel. IN 10/1/2020 PROJECT: North End BY:KJS DATE:19-Jul-20 ENTITY: Carmel Duration Duration BIN (min)(hr)2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 1 5 0.083 4.63 5.43 6.12 7.17 8.09 9.12 2 10 0.167 3.95 4.63 5.22 6.12 6.90 7.78 3 30 0.5 2.46 2.88 3.25 3.81 4.29 4.84 4 60 1 1.54 1.80 2.03 2.38 2.68 3.03 5 120 2 0.83 0.95 1.11 1.37 1.60 1.87 6 180 3 0.59 0.72 0.84 1.04 1.22 1.42 7 360 6 0.35 0.43 0.50 0.62 0.72 0.85 8 720 12 0.20 0.24 0.29 0.35 0.41 0.48 9 1440 24 0.11 0.14 0.16 0.20 0.23 0.27 1 2 3 4 5 6 Duration Duration (min) (hr) 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 5 0.083 0.39 0.45 0.51 0.60 0.67 0.76 10 0.167 0.66 0.77 0.87 1.02 1.15 1.30 30 0.5 1.23 1.44 1.63 1.91 2.15 2.42 60 1 1.54 1.80 2.03 2.38 2.68 3.03 120 2 1.66 1.90 2.22 2.74 3.20 3.74 180 3 1.77 2.16 2.52 3.12 3.66 4.26 360 6 2.10 2.58 3.00 3.72 4.32 5.10 720 12 2.40 2.88 3.48 4.20 4.92 5.76 1440 24 2.64 3.36 3.84 4.80 5.52 6.48 Intensity (in/hr) BIN Rainfall Depth (in) Frequency Frequency croof0.9cgrass0.3cpavement0.85AroofAgrassApavementArea(ac)(ac)(ac)(ac)203A100-0.0700.0100.08-0.020.010.37320101-0.1600.1500.31-0.050.130.57520102-0.2100.3400.55-0.060.290.64640103-0.1700.4500.62-0.050.380.70700111-0.0800.3600.44-0.020.310.75PROPOSED STORM SEWER SYSTEM RUNOFF COEFFICIENT CALCULATIONBasin Str. No.(c*A)roof(c*A)grass(c*A)pavementComposite c PROJECT: BY: DATE: Entity: 10-Year 10-Year Invert Drop 0.1 5 (dc+D)/2 10-Year - 50% CASTING SEWER HGL CASTING SEWER HGL AREA AREA 10-Year 10-Year 10-Year 10-Year 10-Year 10-Year U.S. D.S. U.S. D.S. (ft)(deg) (acres) (acres) (min)(min) (in/hr) (in/hr) (in/hr) (cfs) (cfs) (cfs) (in) (%) (cfs) (ft/sec) (ft/sec) (ft/sec) (ft) (ft) (ft) (ft)(ft) (ft) (ft) 100 101 69.30 RCP Paved - 180 YES 0.85 1.00 - - 6.82 0.85 0.85 0.85 6.82 5.79 5.79 5.79 4.92 4.92 4.92 15 0.85 0.013 5.96 4.85 5.42 5.42 844.50 846.97 839.98 839.39 OCS - - - 0.00 101 102 162.26 RCP Paved Sag 180 YES 0.85 0.38 - - 5.00 0.32 0.32 1.17 7.06 6.12 5.75 5.75 1.98 6.74 6.74 15 1.45 0.013 7.78 6.34 7.14 7.14 846.97 847.12 839.29 836.94 TYPE ''C'' MANHOLE R-3287-SB10 0.30 0.39 0.19 102 103 163.84 RCP Paved Flow-by 180 YES 0.85 0.01 - - 5.00 0.01 0.01 1.18 7.48 6.12 5.67 5.67 0.05 6.70 6.70 15 1.50 0.013 7.91 6.45 7.23 7.23 847.12 843.09 836.84 834.38 TYPE ''C'' MANHOLE R-3287-10V 0.00 0.04 0.04 103 113 119.89 RCP Paved Flow-by 180 YES 0.85 0.29 - - 5.00 0.25 0.25 1.43 7.91 6.12 5.60 5.60 1.51 7.99 7.99 18 1.00 0.013 10.50 5.94 6.54 6.54 843.09 837.95 834.28 833.08 TYPE ''C'' MANHOLE R-3287-10V 0.09 0.33 0.33 111 112 113.14 RCP Paved - 180 YES 0.85 0.44 - - 5.00 0.37 0.37 0.37 5.00 6.12 6.12 6.12 2.29 2.29 2.29 12 0.50 0.013 2.52 3.21 3.63 3.63 832.51 833.46 828.77 828.20 TYPE ''J'' INLET R-3455-C 0.13 0.29 0.15 112 113 148.49 RCP Paved - 180 YES 0.85 0.25 - - 5.00 0.21 0.21 0.59 5.59 6.12 6.01 6.01 1.30 3.53 3.53 15 0.35 0.013 3.82 3.11 3.53 3.53 833.46 837.95 828.10 827.58 TYPE ''C'' MANHOLE R-3472 0.17 0.25 0.25 113 203 102.03 RCP Paved Flow-by 180 YES 0.85 0.18 - - 5.00 0.15 0.15 2.17 8.24 6.12 5.54 5.54 0.94 12.00 12.00 18 1.50 0.013 12.87 7.28 8.27 8.27 837.95 837.54 827.48 825.95 TYPE ''C'' MANHOLE R-3287-10V 0.03 0.24 0.24 201 202 91.70 RCP Paved Sag 180 YES 0.85 0.24 0.90 0.16 5.00 0.20 0.35 0.35 5.00 6.12 6.12 6.12 1.25 2.13 2.13 12 0.50 0.013 2.52 3.21 3.60 3.60 836.89 836.90 832.64 832.18 TYPE ''J'' INLET R-3287-SB10 0.12 0.29 0.14 202 203 91.70 RCP Paved Sag 180 YES 0.85 0.26 0.90 0.20 5.00 0.22 0.40 0.75 5.48 6.12 6.03 6.03 1.35 4.52 4.52 15 0.80 0.013 5.78 4.71 5.21 5.21 836.90 837.54 832.08 831.35 TYPE ''M'' INLET R-3287-SB10 0.14 0.30 0.15 203A 203 84.45 RCP Unpaved - 180 YES 0.37 0.08 - - 5.00 0.03 0.03 0.03 5.00 6.12 6.12 6.12 0.18 0.18 0.18 12 0.32 0.013 2.02 2.57 1.59 1.59 836.50 837.54 832.68 832.41 TYPE ''E'' INLET R-4215-C 0.00 0.06 0.06 203 211 92.34 RCP Paved Flow-by 180 YES 0.85 0.16 - - 5.00 0.14 0.14 3.08 8.48 6.12 5.49 5.49 0.83 16.93 16.93 24 0.75 0.013 19.59 6.24 7.02 7.02 837.54 835.27 825.54 824.85 TYPE ''C'' MANHOLE R-3287-10V 0.03 0.22 0.22 211 212 23.76 RCP Paved Flow-by 180 YES 0.85 0.29 - - 5.00 0.25 0.25 3.33 8.72 6.12 5.45 5.45 1.51 18.14 18.14 30 0.50 0.013 29.00 5.91 6.24 6.24 835.27 - 823.77 823.65 TYPE ''J'' MANHOLE R-3287-10V 0.09 0.33 0.33 300 301 108.01 RCP Paved Flow-by 180 YES 0.85 0.15 - - 5.00 0.13 0.13 0.13 5.00 6.12 6.12 6.12 0.78 0.78 0.78 12 2.50 0.013 5.63 7.17 5.04 5.04 845.89 842.53 840.99 838.29 TYPE ''J'' INLET R-3287-10V 0.02 0.22 0.22 301 302 65.48 RCP Paved Flow-by 180 YES 0.85 0.22 0.90 0.18 5.00 0.19 0.35 0.48 5.25 6.12 6.07 6.07 1.14 2.89 2.89 12 1.00 0.013 3.56 4.54 5.05 5.05 842.53 840.04 832.48 831.82 TYPE ''C'' MANHOLE R-3287-10V 0.05 0.27 0.27 302 312 20.00 RCP Paved Roll 180 NO 0.85 0.04 - - 5.00 0.03 0.03 0.51 5.49 6.12 6.03 6.03 0.21 3.08 3.08 12 1.00 0.013 3.56 4.54 5.10 5.10 840.04 840.04 831.72 831.52 TYPE ''C'' MANHOLE R-3501-TR - - 0.00 310 311 49.04 RCP Paved Flow-by 180 YES 0.85 0.10 - - 5.00 0.09 0.09 0.09 5.00 6.12 6.12 6.12 0.52 0.52 0.52 12 1.00 0.013 3.56 4.54 3.24 3.24 840.10 840.57 835.81 835.32 TYPE ''J'' INLET R-3287-10V 0.01 0.17 0.17 311 312 55.57 RCP Paved Flow-by 180 YES 0.85 0.08 - - 5.00 0.07 0.07 0.15 5.18 6.12 6.09 6.09 0.42 0.93 0.93 12 1.00 0.013 3.56 4.54 3.82 3.82 840.57 840.04 832.08 831.52 TYPE ''C'' MANHOLE R-3287-10V 0.01 0.15 0.15 312 331 148.67 RCP Paved Roll 180 NO 0.85 0.02 - - 5.00 0.02 0.02 0.68 5.57 6.12 6.02 6.02 0.10 4.10 4.10 12 2.30 0.013 5.40 6.88 7.56 7.56 840.04 837.36 831.42 828.01 TYPE ''C'' MANHOLE R-3501-TR - - 0.00 320 331 97.93 RCP Unpaved - 180 NO 0.57 0.31 - - 5.00 0.18 0.18 0.18 5.00 6.12 6.12 6.12 1.08 1.08 1.08 12 0.32 0.013 2.02 2.57 2.61 2.61 832.10 837.36 828.31 828.00 TYPE ''A'' INLET R-4342 0.05 0.25 0.25 330 331 20.00 RCP Paved Roll 180 NO 0.85 0.06 - - 5.00 0.05 0.05 0.05 5.00 6.12 6.12 6.12 0.31 0.31 0.31 12 0.50 0.013 2.52 3.21 2.18 2.18 837.36 837.36 833.43 833.33 TYPE ''A'' INLET R-3501-TR - - 0.00 331 352 150.00 RCP Paved - 180 YES 0.85 0.11 - - 5.00 0.09 0.09 1.00 5.93 6.12 5.95 5.95 0.57 5.96 5.96 15 1.50 0.013 7.91 6.45 7.08 7.08 837.36 834.55 827.90 825.65 TYPE ''C'' MANHOLE R-3472 0.03 0.15 0.15 340 341 20.00 RCP Paved Roll 180 NO 0.85 0.25 - - 5.00 0.21 0.21 0.21 5.00 6.12 6.12 6.12 1.30 1.30 1.30 12 0.50 0.013 2.52 3.21 3.23 3.23 831.68 831.68 827.40 827.30 TYPE ''A'' INLET R-3501-TR - - 0.00 341 351 81.62 RCP Paved Roll 180 NO 0.85 0.07 - - 5.00 0.06 0.06 0.27 5.10 6.12 6.10 6.10 0.36 1.66 1.66 12 0.50 0.013 2.52 3.21 3.42 3.42 831.68 832.14 827.20 826.80 TYPE ''A'' INLET R-3501-TR - - 0.00 350 351 20.01 RCP Paved Roll 180 NO 0.85 0.05 - - 5.00 0.04 0.04 0.04 5.00 6.12 6.12 6.12 0.26 0.26 0.26 12 0.50 0.013 2.52 3.21 2.07 2.07 832.14 832.14 827.90 827.80 TYPE ''A'' INLET R-3501-TR - - 0.00 351 352 76.22 RCP Paved Roll 180 NO 0.85 0.06 - - 5.00 0.05 0.05 0.37 5.53 6.12 6.02 6.02 0.31 2.20 2.20 12 0.50 0.013 2.52 3.21 3.62 3.62 832.14 834.55 826.70 826.32 TYPE ''C'' MANHOLE R-3501-TR - - 0.00 352 353 20.00 RCP Paved Flow-by 180 YES 0.85 0.13 - - 5.00 0.11 0.11 1.48 6.31 6.12 5.88 5.88 0.68 8.69 8.69 18 0.80 0.013 9.40 5.32 6.04 6.04 834.55 834.55 825.55 825.39 TYPE ''C'' MANHOLE R-3287-10V 0.02 0.20 0.20 353 354 17.58 RCP Paved Roll 180 NO 0.85 0.29 - - 5.00 0.25 0.25 1.72 6.38 6.12 5.87 5.87 1.51 10.13 10.13 24 0.20 0.013 10.12 3.22 - -834.55 - 825.29 825.25 TYPE ''C'' MANHOLE R-3501-TR - - 0.00 403 POIND 4 2.40 RCP Paved Sag 180 YES 0.85 0.09 - - 5.00 0.08 0.08 0.08 5.00 6.12 6.12 6.12 0.47 0.47 0.47 15 1.00 0.013 6.46 5.26 3.06 3.06 832.87 - 822.77 822.75 TYPE ''C'' MANHOLE R-3287-SB10 0.02 0.16 0.16 404 POND 4 2.14 RCP Paved Sag 180 YES 0.85 0.10 - - 5.00 0.09 0.09 0.09 5.00 6.12 6.12 6.12 0.52 0.52 0.52 15 1.00 0.013 6.46 5.26 3.16 3.16 831.41 - 822.77 822.75 TYPE ''C'' MANHOLE R-3287-SB10 0.02 0.17 0.17 405 POND 4 2.43 RCP Paved Sag 180 YES 0.85 0.36 - - 5.00 0.31 0.31 0.31 5.00 6.12 6.12 6.12 1.87 1.87 1.87 15 1.00 0.013 6.46 5.26 4.56 4.56 831.22 - 822.77 822.75 TYPE ''C'' MANHOLE R-3287-SB10 0.27 0.37 0.37 510 511 17.01 RCP Paved Flow-by 180 YES 0.85 0.32 - - 5.00 0.27 0.27 0.27 5.00 6.12 6.12 6.12 1.66 1.66 1.66 12 0.50 0.013 2.52 3.21 3.43 3.43 830.12 - 826.09 826.00 TYPE ''J'' INLET R-3287-10V 0.11 0.35 0.35 520 521 68.96 RCP Paved Roll 180 NO 0.64 0.55 - - 5.00 0.35 0.35 0.35 5.00 6.12 6.12 6.12 2.15 2.15 2.15 12 0.75 0.013 3.09 3.93 4.25 4.25 830.47 830.72 826.70 826.19 TYPE ''A'' INLET R-3501-TR - - 0.00 521 522 87.56 RCP Paved Roll 180 YES 0.85 0.01 - - 5.00 0.01 0.01 0.36 5.29 6.12 6.07 6.07 0.05 2.19 2.19 12 1.00 0.013 3.56 4.54 4.77 4.77 830.72 830.28 826.09 825.21 TYPE ''M'' INLET - - - 0.00 522 523 6.10 RCP Paved Flow-by 180 YES 0.85 0.28 - - 5.00 0.24 0.24 0.60 5.61 6.12 6.01 6.01 1.46 3.60 3.60 18 0.20 0.013 4.70 2.66 2.93 2.93 830.28 - 825.11 825.10 TYPE ''C'' MANHOLE R-3287-10V 0.08 0.32 0.32 600 611 41.44 RCP Paved Roll 180 YES 0.85 0.11 - - 5.00 0.09 0.09 0.09 5.00 6.12 6.12 6.12 0.57 0.57 0.57 12 0.32 0.013 2.02 2.57 2.21 2.21 829.26 828.26 824.55 824.41 TYPE ''J'' INLET - - - 0.00 610 611 107.19 RCP Unpaved - 180 NO 0.85 0.09 - - 5.00 0.08 0.08 0.08 5.00 6.12 6.12 6.12 0.47 0.47 0.47 12 0.32 0.013 2.02 2.57 2.09 2.09 824.10 828.26 820.36 820.01 TYPE ''A'' INLET R-4342 0.01 0.15 0.15 611 621 45.24 RCP Paved Roll 180 YES 0.85 0.03 - - 5.00 0.03 0.03 0.20 5.70 6.12 5.99 5.99 0.16 1.17 1.17 12 0.32 0.013 2.02 2.57 2.66 2.66 828.26 827.09 819.91 819.77 TYPE ''C'' MANHOLE R-3501-TR - - 0.00 620 621 102.50 RCP Unpaved - 180 NO 0.85 0.09 - - 5.00 0.08 0.08 0.08 5.00 6.12 6.12 6.12 0.47 0.47 0.47 12 0.32 0.013 2.02 2.57 2.09 2.09 824.10 827.09 820.10 819.77 TYPE ''A'' INLET R-4342 0.01 0.15 0.15 621 631 45.00 RCP Paved Roll 180 YES 0.85 0.06 - - 5.00 0.05 0.05 0.32 5.99 6.12 5.94 5.94 0.31 1.92 1.92 12 0.32 0.013 2.02 2.57 2.92 2.92 827.09 826.70 819.67 819.53 TYPE ''C'' MANHOLE R-3501-TR - - 0.00 630 631 98.03 RCP Unpaved - 180 NO 0.85 0.09 - - 5.00 0.08 0.08 0.08 5.00 6.12 6.12 6.12 0.47 0.47 0.47 12 0.32 0.013 2.02 2.57 2.09 2.09 824.03 826.70 819.84 819.53 TYPE ''A'' INLET R-4342 0.01 0.15 0.15 631 632 74.66 RCP Paved Roll 180 YES 0.85 0.14 - - 5.00 0.12 0.12 0.52 6.28 6.12 5.89 5.89 0.73 3.05 3.05 15 0.40 0.013 4.09 3.33 3.65 3.65 826.70 825.70 819.43 819.13 TYPE ''C'' MANHOLE R-3501-TR - - 0.00 632 633 6.79 RCP Paved Roll 180 YES 0.85 0.16 - - 5.00 0.14 0.14 0.65 6.66 6.12 5.82 5.82 0.83 3.81 3.81 15 0.40 0.013 4.09 3.33 3.78 3.78 825.70 - 819.03 819.00 TYPE ''C'' MANHOLE R-3501-TR - - 0.00 640 641 103.70 RCP - - 180 NO 0.70 0.62 - - 5.00 0.43 0.43 0.43 5.00 6.12 6.12 6.12 2.66 2.66 2.66 15 0.25 0.013 3.23 2.63 2.94 2.94 824.00 824.25 820.03 819.77 TYPE ''C'' MANHOLE - - - 0.00 641 642 68.75 RCP Unpaved - 180 NO - - - - 5.00 - - 0.43 5.66 6.12 6.00 6.00 - 2.60 2.60 15 0.25 0.013 3.23 2.63 2.93 2.93 824.25 824.77 819.67 819.50 TYPE ''F'' INLET R-1772 - - 0.00 642 643 24.87 RCP Paved Flow-by 180 YES 0.85 0.25 - - 5.00 0.21 0.21 0.65 6.09 6.12 5.92 5.92 1.30 3.83 3.83 18 0.20 0.013 4.70 2.66 2.96 2.96 824.77 - 819.40 819.35 TYPE ''C'' MANHOLE R-3287-10V 0.07 0.30 0.30 653A 653 31.11 RCP Unpaved - 180 NO 0.70 0.26 - - 5.00 0.18 0.18 0.18 5.00 6.12 6.12 6.12 1.11 1.11 1.11 12 0.32 0.013 2.02 2.57 2.63 2.63 820.52 821.47 816.97 816.87 TYPE ''A'' INLET R-4342 0.05 0.26 0.26 653 654 63.24 RCP Paved Flow-by 180 YES - - - - 5.00 - - 0.18 5.20 6.12 6.08 6.08 -1.61 1.11 12 0.23 0.013 1.71 2.18 2.47 2.31 821.47 819.98 816.77 816.62 TYPE ''M'' INLET R-1772 - - 0.00 654 655 61.81 RCP Paved Flow-by 180 NO 0.85 0.14 - - 5.00 0.12 0.12 0.30 5.69 6.12 6.00 6.00 0.73 2.30 1.80 15 0.20 0.013 2.89 2.35 2.61 2.48 819.98 - 816.52 816.40 TYPE ''M'' INLET R-3287-10V 0.02 0.21 0.21 700 701 64.82 RCP Unpaved - 180 NO 0.75 0.49 - - 5.00 0.37 0.37 0.37 5.00 6.12 6.12 6.12 2.25 2.25 2.25 12 0.45 0.013 2.39 3.04 3.46 3.46 840.00 - 836.54 836.25 TYPE ''A'' INLET R-4342 0.22 0.40 0.40 ORIFICE FLOW DEPTH WEIR FLOW DEPTH CASTING CAPACITYSTRUCTURE DATAINVERTRIM ELEV.ELEV.FULL FLOW CLOGGING (%) INVERT DROP DRAINAGE AREAUPSTREAM STRUCTURE DOWNSTREAM STRUCTURE PIPE LENGTH c Tc HGL STARTING ELEVATION DIRECT TO INLET PIPE MATERIAL PAVEMENT CONDITION CURB CONDITION STORM SEWER FREQUENCY CASTING North End Kaleb Sondgerath 25-Nov-20 Carmel STORM CASTING DESIGN REQUIREMENTS HYDRAULIC GRADELINE FREQUENCY INVERT CONNECTIVITY OUTLET DEFLECTION ANGLE c MAX INLET DEPTH STORM CASTING DESIGN REQUIREMENTS CASTING CAPACITY FREQUENCY MAXIMUM HEAD (ft) INTENSITYc*A PONDING DEPTH CASTING INLET CUMULATIVE STRUCTURE TYPE CASTING TYPE FULL PIPE CAPACITY FLOW VELOCITY PIPE SIZE PIPE SLOPE MANNING'S N FLOWCUMULATIVE Tc RATIONAL METHOD STORM SEWER DESIGN STREET INLET? VELOCITY HGL FLOW VELOCITY 100-yrEntity Data(dc+D)/2Structure Coefficient(ft)(ft)(ft)(ft)(min)(in/hr)(cfs)(in.)%(sq. ft)(ft.)(ft.)(ft.)(ft)(ft/s)(ft)(ft)(ft/s)(ft.)(ft.)(ft.)(ft.)(ft/s)(ft)(ft)(ft)(ft.)(ft.)(ft.)102 101 837.44 838.69 838.66 840.58 7.06 8.57 10.05 15 1.45 1.227 3.927 0.313 1.250 1.185 8.19 162 0.013 3.907 5.98 0.10 0.10 0.10 0.10 - 0.50 8.14 - 0.243 4.150 844.73 846.97 841.04103 102 834.88 836.13 836.10 836.68 7.48 8.45 9.99 15 1.50 1.227 3.927 0.313 1.250 1.184 8.14 164 0.013 3.897 8.19 0.10 0.10 0.10 0.10 - 0.50 6.74 - 0.006 3.903 840.58 847.12 838.59113 103 833.58 835.08 834.99 834.99 7.91 8.34 11.91 18 1.00 1.767 4.712 0.375 1.500 1.310 6.74 120 0.013 1.533 8.14 0.10 0.10 0.10 0.10 - 0.50 5.69 - 0.162 1.695 836.68 843.09 836.28112 111 828.24 829.24 829.14 830.85 5.00 9.12 3.41 12 0.50 0.785 3.142 0.250 1.000 0.790 4.34 113 0.013 1.031 - 0.10 0.10 0.10 0.10 - 1.25 4.28 - 0.366 1.398 832.25 832.51 829.81113 112 827.62 828.87 828.71 829.87 5.59 8.96 5.26 15 0.35 1.227 3.927 0.313 1.250 0.929 4.28 148 0.013 0.978 4.34 0.10 0.10 0.10 0.10 - 0.50 5.69 - 0.004 0.982 830.85 833.46 829.39203 113 826.97 828.97 828.73 829.13 8.24 8.25 17.88 24 0.50 3.142 6.283 0.500 2.000 1.523 5.69 102 0.013 0.634 6.74 0.10 0.10 0.10 0.10 - 0.50 8.01 - 0.101 0.735 829.87 837.95 829.48202 201 832.69 833.69 833.58 834.11 5.00 9.12 3.17 12 0.50 0.785 3.142 0.250 1.000 0.763 4.04 92 0.013 0.724 - 0.10 0.10 0.10 0.10 - 1.25 5.49 - 0.317 1.041 835.15 836.89 834.15203 202 831.86 833.11 833.01 833.01 5.48 8.99 6.74 15 0.80 1.227 3.927 0.313 1.250 1.043 5.49 92 0.013 0.992 4.04 0.10 0.10 0.10 0.10 - 0.50 8.01 - 0.107 1.099 834.11 836.90 833.84203 203A 832.41 833.41 833.02 833.02 5.00 9.12 0.27 12 0.32 0.151 1.041 0.145 0.247 0.214 1.79 84 0.013 0.269 - 0.10 0.10 0.10 0.10 - 1.25 8.01 - 0.062 0.331 833.35 836.50 833.68211 203 825.87 827.87 827.75 827.75 8.58 8.16 25.15 24 0.75 3.142 6.283 0.500 2.000 1.765 8.01 92 0.013 1.135 5.69 0.10 0.10 0.10 0.10 - 0.50 6.71 - 0.246 1.382 829.13 837.54 828.56212 211 823.65 826.15 825.78 825.78 8.83 8.09 26.94 30 0.50 4.015 5.308 0.756 1.906 1.770 6.71 24 0.013 0.118 8.01 0.10 0.10 0.10 0.10 1.00 0.50 - 0.699 0.148 0.965 826.75 835.27 826.27301 300 838.81 839.81 839.54 839.54 5.00 9.12 1.16 12 2.50 0.206 1.177 0.175 0.308 0.454 5.65 108 0.013 2.685 - 0.10 0.10 0.10 0.10 - 1.25 5.49 - 0.620 3.305 842.85 845.89 842.51302 301 831.82 832.82 832.75 833.55 5.25 9.05 4.31 12 1.00 0.785 3.142 0.250 1.000 0.873 5.49 65 0.013 0.955 5.65 0.10 0.10 0.10 0.10 - 0.50 5.84 - 0.014 0.968 834.52 842.53 833.47312 302 831.52 832.52 832.46 833.19 5.49 8.99 4.59 12 1.00 0.785 3.142 0.250 1.000 0.892 5.84 20 0.013 0.330 5.49 0.10 0.10 0.10 0.10 - 0.50 4.97 - 0.031 0.361 833.55 840.04 832.72311 310 836.17 837.17 836.86 836.86 5.00 9.12 0.78 12 1.00 0.214 1.196 0.179 0.317 0.368 3.63 49 0.013 0.487 - 0.10 0.10 0.10 0.10 - 1.25 4.25 - 0.255 0.743 837.60 840.35 837.66312 311 831.52 832.52 832.27 833.19 5.18 9.07 1.39 12 1.00 0.326 1.437 0.227 0.433 0.498 4.25 56 0.013 0.553 3.63 0.10 0.10 0.10 0.10 - 0.50 4.97 - 0.038 0.591 833.78 840.57 833.07331 312 830.68 831.93 831.80 831.80 5.57 8.97 6.10 15 0.50 1.227 3.927 0.313 1.250 0.998 4.97 149 0.013 1.320 5.84 0.10 0.10 0.10 0.10 - 0.50 7.18 - 0.073 1.393 833.19 840.04 832.67331 320 828.00 829.00 828.76 830.90 5.00 9.12 1.61 12 0.32 0.565 1.931 0.293 0.676 0.539 2.85 98 0.013 0.312 - 0.10 0.10 0.10 0.10 - 1.25 7.18 - 0.158 0.469 831.36 832.10 829.31331 330 833.33 834.33 833.97 833.97 5.00 9.12 0.47 12 0.50 0.190 1.140 0.167 0.291 0.282 2.45 20 0.013 0.099 - 0.10 0.10 0.10 0.10 - 1.25 7.18 - 0.116 0.216 834.18 837.36 834.43352 331 825.65 826.90 826.84 827.92 6.23 8.79 8.81 15 1.50 1.227 3.927 0.313 1.250 1.149 7.18 150 0.013 2.772 4.97 0.10 0.10 0.10 0.10 - 0.50 7.26 - 0.208 2.980 830.90 837.36 829.15341 340 827.85 828.85 828.65 829.00 5.00 9.12 1.94 12 0.50 0.548 1.892 0.290 0.658 0.594 3.54 20 0.013 0.099 - 0.10 0.10 0.10 0.10 - 1.25 3.66 - 0.243 0.342 829.35 831.68 828.95351 341 827.35 828.35 828.18 828.59 5.10 9.09 2.47 12 0.50 0.676 2.223 0.304 0.804 0.674 3.66 82 0.013 0.406 3.54 0.10 0.10 0.10 0.10 - 0.50 4.18 - 0.007 0.412 829.00 831.68 828.75351 350 828.35 829.35 828.97 828.97 5.00 9.12 0.39 12 0.50 0.167 1.082 0.154 0.265 0.257 2.32 20 0.013 0.099 - 0.10 0.10 0.10 0.10 - 1.25 4.18 - 0.105 0.204 829.18 832.14 829.45352 351 826.87 827.87 827.75 827.92 5.53 8.98 3.28 12 0.50 0.785 3.142 0.250 1.000 0.775 4.18 76 0.013 0.643 3.66 0.10 0.10 0.10 0.10 - 0.50 7.26 - 0.032 0.675 828.59 832.14 828.25353 352 825.39 826.89 826.81 827.61 6.62 8.69 12.84 18 0.80 1.767 4.712 0.375 1.500 1.345 7.26 20 0.013 0.297 7.18 0.10 0.10 0.10 0.10 - 0.50 4.76 - 0.010 0.307 827.92 834.55 827.05354 353 825.25 827.25 826.95 826.95 6.68 8.67 14.95 24 0.20 3.142 6.283 0.500 2.000 1.393 4.76 18 0.013 0.076 7.26 0.10 0.10 0.10 0.10 1.00 0.50 - 0.352 0.234 0.662 827.61 834.55 827.29POIND 4 403 822.75 824.00 823.54 823.54 5.00 9.12 0.70 15 1.00 0.203 1.227 0.165 0.277 0.326 3.44 2 0.013 0.024 - 0.10 0.10 0.10 0.10 1.00 1.25 - 0.184 0.230 0.437 823.98 832.87 824.02POND 4 404 822.75 824.00 823.55 823.55 5.00 9.12 0.78 15 1.00 0.218 1.262 0.173 0.292 0.345 3.55 2 0.013 0.021 - 0.10 0.10 0.10 0.10 1.00 1.25 - 0.196 0.245 0.461 824.01 831.41 824.02POND 4 405 822.75 824.00 823.71 823.71 5.00 9.12 2.79 15 1.00 0.550 1.862 0.296 0.574 0.671 5.07 2 0.013 0.024 - 0.10 0.10 0.10 0.10 1.00 1.25 - 0.399 0.499 0.923 824.63 831.22 824.02511 510 826.00 827.00 826.84 826.84 5.00 9.12 2.48 12 0.50 0.678 2.230 0.304 0.806 0.675 3.66 17 0.013 0.085 - 0.10 0.10 0.10 0.10 1.00 1.25 - 0.208 0.260 0.552 827.39 830.12 827.09521 520 825.72 826.72 826.60 827.07 5.00 9.12 3.21 12 0.75 0.785 3.142 0.250 1.000 0.767 4.09 74 0.013 0.595 - 0.10 0.10 0.10 0.10 - 1.25 5.14 - 0.324 0.919 827.99 830.47 827.27522 521 824.91 825.91 825.80 826.29 5.31 9.04 3.26 12 1.00 0.633 2.099 0.302 0.752 0.773 5.14 71 0.013 0.705 4.09 0.10 0.10 0.10 0.10 - 0.50 3.04 - 0.076 0.780 827.07 830.72 826.62523 522 824.80 826.30 826.00 826.00 5.57 8.97 5.37 18 0.20 1.767 4.712 0.375 1.500 0.893 3.04 6 0.013 0.016 5.14 0.10 0.10 0.10 0.10 1.00 0.50 - 0.143 0.134 0.293 826.29 830.28 826.31611 600 824.41 825.41 825.11 825.11 5.00 9.12 0.85 12 0.32 0.347 1.479 0.235 0.454 0.386 2.46 41 0.013 0.132 - 0.10 0.10 0.10 0.10 - 1.25 2.89 - 0.117 0.249 825.36 829.26 825.55611 610 820.01 821.01 820.69 821.41 5.00 9.12 0.70 12 0.32 0.299 1.382 0.217 0.406 0.348 2.33 107 0.013 0.341 - 0.10 0.10 0.10 0.10 - 1.25 2.89 - 0.105 0.446 821.86 824.10 821.36621 611 819.77 820.77 820.55 821.25 5.70 8.93 1.75 12 0.32 0.605 2.024 0.299 0.719 0.562 2.89 45 0.013 0.144 2.46 0.10 0.10 0.10 0.10 - 0.50 3.64 - 0.018 0.162 821.41 828.26 820.91621 620 819.77 820.77 820.44 821.25 5.00 9.12 0.70 12 0.32 0.299 1.382 0.217 0.406 0.348 2.33 103 0.013 0.326 - 0.10 0.10 0.10 0.10 - 1.25 3.64 - 0.105 0.432 821.68 824.10 821.10631 621 819.53 820.53 820.39 820.92 5.99 8.85 2.86 12 0.32 0.785 3.142 0.250 1.000 0.725 3.64 45 0.013 0.288 2.89 0.10 0.10 0.10 0.10 - 0.50 3.71 - 0.038 0.327 821.25 827.09 820.67631 630 819.53 820.53 820.20 820.92 5.00 9.12 0.70 12 0.32 0.299 1.382 0.217 0.406 0.348 2.33 98 0.013 0.312 - 0.10 0.10 0.10 0.10 - 1.25 3.71 - 0.105 0.417 821.34 824.03 820.84632 631 819.13 820.38 820.18 820.55 6.28 8.78 4.55 15 0.40 1.227 3.927 0.313 1.250 0.865 3.71 75 0.013 0.369 3.64 0.10 0.10 0.10 0.10 - 0.50 4.63 - 0.004 0.372 820.92 826.70 820.68633 632 819.00 820.25 820.11 820.11 6.66 8.68 5.68 15 0.40 1.227 3.927 0.313 1.250 0.965 4.63 7 0.013 0.052 3.71 0.10 0.10 0.10 0.10 1.00 0.50 - 0.332 0.059 0.444 820.55 825.70 820.28641 640 819.77 821.02 820.80 821.05 5.00 9.12 3.96 15 0.25 1.227 3.927 0.313 1.250 0.805 3.23 104 0.013 0.387 - 0.10 0.10 0.10 0.10 - 1.25 3.16 - 0.202 0.589 821.64 824.00 821.28642 641 819.50 820.75 820.52 820.80 5.66 8.94 3.88 15 0.25 1.227 3.927 0.313 1.250 0.797 3.16 69 0.013 0.247 3.23 0.10 0.10 0.10 0.10 - 0.50 3.23 - 0.003 0.250 821.05 824.25 820.92643 642 819.35 820.85 820.56 820.56 6.09 8.83 5.71 18 0.20 1.767 4.712 0.375 1.500 0.922 3.23 25 0.013 0.073 3.16 0.10 0.10 0.10 0.10 1.00 0.50 - 0.162 0.003 0.238 820.80 824.77 820.90653 653A 816.87 817.87 817.64 817.76 5.00 9.12 1.66 12 0.32 0.579 1.964 0.295 0.691 0.547 2.87 31 0.013 0.099 - 0.10 0.10 0.10 0.10 - 1.25 2.48 - 0.159 0.258 818.01 820.52 817.97654 653 816.62 817.62 817.40 817.60 5.20 9.07 1.65 12 0.23 0.666 2.191 0.304 0.790 0.546 2.48 63 0.013 0.145 2.87 0.10 0.10 0.10 0.10 - 0.50 2.67 - 0.016 0.161 817.76 821.47 817.77655 654 816.40 817.65 817.35 817.35 5.69 8.94 2.69 15 0.20 1.006 2.658 0.378 0.955 0.658 2.67 62 0.013 0.123 2.48 0.10 0.10 0.10 0.10 1.00 0.50 - 0.111 0.008 0.242 817.60 819.98 817.77701 700 836.25 837.25 837.14 837.14 5.00 9.12 3.35 12 0.45 0.785 3.142 0.250 1.000 0.783 4.27 65 0.013 0.571 - 0.10 0.10 0.10 0.10 1.00 1.25 - 0.283 0.353 1.207 838.35 840.00 837.54U.S. STR. CROWN"D" LOSSOUTLET STRUCTURE COEFFICIENTUPSTREAM STRUCTURE COEFFICIENTEFFLUENT PIPE VELOCITYOUTLET STRUCTURE LOSSUPSTREAM STRUCTURE LOSSU.S. STR. TOR"A" LOSS "B" LOSS "C" LOSSTOTAL LOSSU.S. HGL ELEV.UPSTREAM MAXIMUM INFLUENT VELOCITYFLOW DIAMETER SLOPE AREAWETTED PERIMETERHYDRAULIC RADIUSFLOW DEPTH VELOCITY LENGTH MANNING'S NFRICTION LOSSD.S. STR. U.S. STR.D.S. INV. ELEV.D.S. CROWN ELEV.CRITICAL DEPTH(dc+D)/2 ELEV.STARTING ELEV. Tc ENTITY DATAIntensity Calculation Method:Starting Elevation:Calculation Method:INTENSITYPROPOSED STORM SEWER SYSTEM HYDRAULIC GRADE LINE CALCULATIONSDesign ParametersDesign Storm: 10-yrEntity Data12INLET FACTOR CASTING CASTING CASTING ENTITY DATA CASTING ALLOWABLE SPREAD GUTTER MANNING'S TRANSVERSE SLOPELONGITUDINAL SLOPE SPREAD DEPTHINLET CAPACITY BYPASSK c A Tc i QTALLOWABLEnSXSLT DQINTERCEPTQBYPASS(ac) (min) (in/hr) (cfs) (ft)(%) (%) (ft) (ft) (CFS) (%) (CFS)102 R-3287-10V180.85 0.01 5.00 6.12 0.05 120.013 2.00 1.332.10 0.04 1.67 3207% - 1103 R-3287-10V190.85 0.29 5.00 6.12 1.51 120.013 2.00 3.896.06 0.12 1.76 117% - 1112 R-3287-10V180.85 0.25 5.00 6.12 1.30 120.013 2.00 1.766.65 0.13 1.67 128% - 1113 R-3287-10V190.85 0.18 5.00 6.12 0.94 120.013 2.00 4.135.01 0.10 1.76 188% - 1203 R-3287-10V190.85 0.16 5.00 6.12 0.83 120.013 2.00 3.514.94 0.10 1.76 212% - 1211 R-3287-10V190.85 0.29 5.00 6.12 1.51 120.013 2.00 4.215.97 0.12 1.76 117% - 1300 R-3287-10V180.85 0.15 5.00 6.12 0.78 120.013 2.00 1.855.44 0.11 1.67 214% - 1301 R-3287-10V190.85 0.22 5.00 6.12 1.14 120.013 2.00 3.715.51 0.11 1.76 154% - 1302 R-3501-TR190.85 0.04 5.00 6.12 0.21 60.013 2.00 2.263.19 0.06 0.55 267% - 1310 R-3287-10V170.85 0.10 5.00 6.12 0.52 120.013 2.00 0.945.31 0.11 1.58 303% - 1311 R-3287-10V180.85 0.08 5.00 6.12 0.42 120.013 2.00 1.364.55 0.09 1.67 401% - 1312 R-3501-TR190.85 0.02 5.00 6.12 0.10 60.013 2.00 2.262.46 0.05 0.55 533% - 1330 R-3501-TR190.85 0.06 5.00 6.12 0.31 60.013 2.00 2.483.65 0.07 0.55 178% - 1331 R-3287-10V190.85 0.11 5.00 6.12 0.57 60.013 2.00 2.484.58 0.09 0.55 97% 0.02 1340 R-3501-TR180.85 0.25 5.00 6.121.3570.013 2.00 1.087.38 0.15 1.36 101% - 2341 R-3501-TR180.85 0.07 5.00 6.12 0.36 50.013 2.00 1.084.52 0.09 0.39 106% - 1350 R-3501-TR170.85 0.05 5.00 6.120.5460.013 2.00 0.516.04 0.12 0.50 91% 0.05 1351 R-3501-TR170.85 0.06 5.00 6.120.3960.013 2.00 0.515.36 0.11 0.50 126% - 1352 R-3287-10V210.85 0.13 5.00 6.120.6960.013 2.00 6.864.07 0.08 0.61 88% 0.08 1353 R-3501-TR210.85 0.29 5.00 6.12 1.51 60.013 2.00 6.865.45 0.11 1.23 81% 0.28 2510 R-3287-10V170.85 0.32 5.00 6.12 1.66 100.013 2.00 0.509.24 0.18 2.33 140% - 2522 R-3287-10V180.85 0.28 5.00 6.12 1.46 100.013 2.00 3.176.21 0.12 2.46 169% - 2600 R-3501-TR180.85 0.11 5.00 6.12 0.57 100.013 2.00 2.924.45 0.09 1.23 215% - 1611 R-3501-TR180.85 0.03 5.00 6.12 0.16 100.013 2.00 2.342.85 0.06 1.23 789% - 1621 R-3501-TR180.85 0.06 5.00 6.12 0.31 100.013 2.00 1.703.92 0.08 1.23 394% - 1631 R-3501-TR170.85 0.14 5.00 6.12 0.73 100.013 2.00 0.456.91 0.14 1.16 160% - 1632 R-3501-TR190.85 0.16 5.00 6.12 0.83 100.013 2.00 4.394.74 0.09 1.30 156% - 1642 R-3287-10V200.85 0.25 5.00 6.12 1.30 100.013 2.00 6.875.15 0.10 1.37 105% - 1# OF INLETSPROPOSED STORM SEWER SYSTEM GUTTER SPREAD CALCULATIONINLET EFFICIENCYSTR. NO. CASTINGStandard Allowable Spread (ft):Design ParametersDesign Storm:Intensity Calculation Method:Choose Casting K 170187000 – North End Phase 1 Appendix E: Storm Water Quality Design WATER QUALITY BASINSNorth End Carmel. IN 10/1/2020 ICPR PROPOSED OUTPUTS 1 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\170187000 - North End.2020-07-14 - WATER QUALITY\7/19/2020 15:42 Simple Basin: WQ BASIN 3 Scenario:Icpr3 Node:3 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.4900 ac Curve Number:97.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Icpr3] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA WQ BASIN 3 1IN - 24HR 3.45 12.0000 1.00 0.71 3.4900 97.0 0.00 0.00 Simple Basin: WQ BASIN 4 Scenario:Icpr3 Node:4 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.5000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:6.0900 ac Curve Number:97.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: ICPR PROPOSED OUTPUTS 2 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\170187000 - North End.2020-07-14 - WATER QUALITY\7/19/2020 15:42 Simple Basin Runoff Summary [Icpr3] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA WQ BASIN 4 1IN - 24HR 5.87 12.0167 1.00 0.71 6.0900 97.0 0.00 0.00 Simple Basin: WQ BASIN 5 Scenario:Icpr3 Node:5 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.6800 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Icpr3] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA WQ BASIN 5 1IN - 24HR 1.24 12.0167 1.00 0.50 1.6800 94.0 0.00 0.00 Simple Basin: WQ BASIN 6 Scenario:Icpr3 Node:6 Hydrograph Method:NRCS Unit Hydrograph ICPR PROPOSED OUTPUTS 3 C:\Users\Kaleb.Sondgerath\Desktop\ICPR 4\170187000 - North End.2020-07-14 - WATER QUALITY\7/19/2020 15:42 Infiltration Method:Curve Number Time of Concentration:8.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:2.5700 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Icpr3] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA WQ BASIN 6 1IN - 24HR 1.86 12.0167 1.00 0.50 2.5700 94.0 0.00 0.00 CNwq= PARAMETERS P =1 (in.) Pervious Area 1.00 Impervious Area 2.49 Area 3.49 I = 71% (%) Rv = 0.69212034 Qa=0.69 (in.) CALCULATED CNwq CNwq =97 Water Quality Treatment Rate (ICPR Output):3.45 cfs Underground Isolator Treatment Rate:0.17 cfs/MC-4500 Chamber Isolator Chambers Required: 20.29 Isolator Chambers Provided:50 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER WATER QUALITY BASIN 3 CNwq= PARAMETERS P =1 (in.) Pervious Area 1.74 Impervious Area 4.35 Area 6.09 I = 71% (%) Rv = 0.69285714 Qa=0.69 (in.) CALCULATED CNwq CNwq =97 Water Quality Treatment Rate (ICPR Output):5.87 cfs Underground Isolator Treatment Rate:0.17 cfs/MC-4500 Chamber Isolator Chambers Required: 34.53 Isolator Chambers Provided:67 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER WATER QUALITY BASIN 4 CNwq= PARAMETERS P =1 (in.) Pervious Area 0.79 Impervious Area 0.89 Area 1.68 I = 53% (%) Rv = 0.52678571 Qa=0.53 (in.) CALCULATED CNwq CNwq =94 Water Quality Treatment Rate (ICPR Output):1.24 cfs Underground Isolator Treatment Rate:0.17 cfs/MC-4500 Chamber Isolator Chambers Required: 7.29 Isolator Chambers Provided:35 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER WATER QUALITY BASIN 5 CNwq= PARAMETERS P =1 (in.) Pervious Area 1.28 Impervious Area 1.29 Area 2.57 I = 50% (%) Rv = 0.50175097 Qa=0.50 (in.) CALCULATED CNwq CNwq =94 Water Quality Treatment Rate (ICPR Output):1.86 cfs Underground Isolator Treatment Rate:0.24 cfs/MC-3500 Chamber Isolator Chambers Required: 7.75 Isolator Chambers Provided:24 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER WATER QUALITY BASIN 6 www.stormtech.com│70 Inwood Road│Suite 3│Rocky Hill│Connecticut│06067│888.892.2694│fax 866.328.8401 Name Title Office February 27, 2012 Address Subject: BMP Application StormTech Isolator Row Dear Sir/Madam, StormTech requests the District’s approval for “general use level” of the Isolator™ Row, which is a patented filtration type BMP manufactured by StormTech, LLC. The Isolator Row is covered under US Patent No.: US 6,991,734 B1. 1.a. Description: The Isolator Row is a row or rows of StormTech thermoplastic chambers that are wrapped in filter fabric and installed below grade. Stormwater enters the chambers and must pass through the filter fabric media where sediments and other contaminants are filtered out as stormwater exits the Isolator Row through the fabric. Some of the unique features of the Isolator Row that contribute to its effectiveness and practicality include:  Vast filtration area – each MC-3500 chamber has 43.2 square feet of filtration area through the bottom filter fabric  Large sediment storage volume  Entire bottom area accessible for cleaning without obstructions within the row  A state-of-the-art structural design that meets AASHTO safety factors for both live loads and permanent dead loads 1.b. Applicable Sites: The Isolator Row can be effectively used for essentially all developed sites. The most common applications are highly impervious sites such as paved parking areas, roads as well as developed sites that include grassy or other landscaped areas. It is not intended to be used for construction sediments. 1.c Isolator Row Approvals: The Isolator Row has been approved on a project by project basis for thousands of projects around the United States. Following are some examples:  In Massachusetts, approvals for the State DEP requirement of 80% TSS removal on an annual load basis are issued at the Conservation Commission level, and the Isolator Row is commonly used to meet this criteria.  In 2004 the Maine DEP approved the Isolator Row based on laboratory testing of 110 micron (US Silica OK-110) particle size  Under the New Environmental Technology Evaluation program, the Ontario (Canada) Ministry of the Environment has evaluated the Isolator row and issued a Certificate of Technology Assessment www.stormtech.com│70 Inwood Road│Suite 3│Rocky Hill│Connecticut│06067│888.892.2694│fax 866.328.8401 1.d. Manufacturer History: After many years developing and providing chamber systems for both septic and stormwater applications, StormTech owners formed StormTech, LLC in 2003 as a joint venture Company to focus exclusively on stormwater. All StormTech chambers are produced in the United States. As of this date, StormTech has millions of chambers installed, primarily for commercial applications within the United States, but installation locations also include Canada, Europe, Australia and the Middle East. The Isolator Row was developed in 2003 initially as a maintenance feature, essentially to capture sediments that could otherwise accumulate in the open graded stone that surrounds the chambers. This open graded stone serves two roles; 1) to provide the important structural soil support of the soil–structure interaction system and 2) to provide open porosity to store stormwater. The Isolator Row was found to be so effective at capturing sediments that many regulators began allowing the Isolator Row as a sediment removal BMP for water quality. StormTech engineering personnel include decades of experience in water quality. Our collective in- house engineering experience includes years with manufacturers of hydrodynamic separators, filter systems, consulting engineering and regulators. For performance evaluations relative to water quality, StormTech has gone to qualified outside researchers such as Vincent Neary, PhD, PE from Tennessee Tech University and Robert Roseen, PhD from the University of New Hampshire. History of Isolator Row Testing:  February 23, 2005 - Tennessee Tech University summarized laboratory testing on the Isolator Row in accordance with Maine DEP testing protocol. Tests demonstrated the following: o 95% TSS overall removal at 8.1 gpm/sqft for US Silica OK-110 (110 micron). o 80% captured on fabric, 15% captured in stone  October 20, 2006 - Tennessee Tech University summarized laboratory testing on the Isolator Row in accordance with New Jersey Center for Advanced Technologies (NJCAT) testing protocol. Tests demonstrated the following: o 60% TSS Removal at 3.2 gpm/sqft for Sil-Co-Sil 106 with accumulated fines (D50 = 10 microns) o 66% TSS Removal at 3.2 gpm/sqft for Sil-Co-Sil 106 (D50 = 22 microns) o 71% TSS Removal at 3.2 gpm/sqft for Sil-Co-Sil 250 (D50 = 45 microns) o 88% TSS Removal at 1.7 gpm/sqft for Sil-Co-Sil 250 (D50 = 45 microns)  August, 2007 – NJCAT summarized its third party evaluation of the Tennessee Tech test results and produced the “NJCAT Technology Verification Report StormTech Isolator Row”. Their verification is summarized as follows: o Claim 1: A StormTech® SC-740 Isolator™ Row, sized at a treatment rate of no more than 2.5 gpm/ft2 of bottom area, using two layers of woven geotextile fabric under the base of the system and one layer of non-woven fabric wrapped over the top of the system and a mean event influent concentration of 270 mg/L (range of 139 – 361 mg/L) has been shown to have a TSS removal efficiency (measured as SSC) of at least 60% for SIL-CO-SIL 106, a manufactured silica product with an average particle size of 22 microns, in laboratory studies using simulated stormwater. o Claim 2: A StormTech® SC-740 Isolator™ Row, sized at a treatment rate of no more than 2.5 gpm/ft2 of bottom area, using two layers of woven geotextile fabric Page 3 www.stormtech.com│70 Inwood Road│Suite 3│Rocky Hill│Connecticut│06067│888.892.2694│fax 866.328.8401 under the base of the system and one layer of non-woven fabric wrapped over the top of the system and a mean event influent concentration of 318 mg/L (range of 129 – 441 mg/L) has been shown to have a TSS removal efficiency (measured as SSC) of 84% for SIL-CO-SIL 250, a manufactured silica product with an average particle size of 45 microns, in laboratory studies using simulated stormwater. o Claim 3: A StormTech® SC-740 Isolator™ Row, sized at a treatment rate of no more than 6.5 gpm/ft2 of bottom area, using a single layer of woven geotextile fabric under the base of the system and one layer of non-woven fabric wrapped over the top of the system and a mean event influent concentration of 371 mg/L (range of 116 – 614 mg/L) has been shown to have a TSS removal efficiency (measured as SSC) of greater than 95% for OK-110, a manufactured silica product with an average particle size of 110 microns, in laboratory studies using simulated stormwater.  September 2010 – The University of New Hampshire Stormwater Center released the Final Report on Field Verification Testing of the StormTech Isolator Row Treatment Unit. Testing consisted of determining the water quality performance for multiple stormwater pollutants in accordance with TARP Tier II protocol. Data was recorded for 23 storm events. o TSS median removal efficiency – 83% o Petroleum Hydrocarbons median removal efficiency – 91% o Zinc median removal efficiency – 57% o Phosphorus median removal efficiency – 33% 1.e. Requested Use Level Designation Approval: StormTech requests approval at the __________. In support of this request, StormTech is providing test results from both laboratory and field studies by others that demonstrate that the “performance requirement” is met. Product Performance Claim and Certification 80% TSS removal is achieved by sizing Isolator Rows to treat the water quality flow rate at a specific flow rate not to exceed 2.5 gpm/sqft of bottom area using two layers of Propex 315 ST, Mirafi 600X or approved equal woven geotextile. Model Specific Flow Rate Bottom Area Flow Per Model StormTech SC-310 2.5 gpm/sf 17.7 sf 0.10 cfs StormTech SC-740 2.5 gpm/sf 27.8 sf 0.15 cfs StormTech DC-780 2.5 gpm/sf 27.8 sf 0.15 cfs StormTech RC-310 2.5 gpm/sf 17.7 sf 0.10 cfs StormTech RC-750 2.5 gpm/sf 27.8 sf 0.15 cfs StormTech MC-3500 2.5 gpm/sf 43.2 sf 0.24 cfs StormTech MC-4500 2.5 gpm/sf 30.1 sf 0.17 cfs We therefore respectfully request that _______ evaluate the Isolator Row based on ______ performance requirements. I trust this provides sufficient information on the StormTech Isolator Row to enable your evaluation. However, should you have any questions or require additional information. Please do not hesitate to contact me or Ed Pisowicz directly. www.stormtech.com│70 Inwood Road│Suite 3│Rocky Hill│Connecticut│06067│888.892.2694│fax 866.328.8401 Sincerely, (signature) (signature) Kenneth M. Sanok, PE Ed Pisowicz Senior Engineer Engineered Product Manager Advanced Drainage Systems Advanced Drainage Systems Phone: (860) 861-2151 Phone: (404) 433-7452 e-mail: ksanok@stormTech.com e-mail: episowicz@stormtech.com NJCAT TECHNOLOGY VERIFICATION StormTech® Isolator™ Row August 2007 ii TABLE OF CONTENTS 1. Introduction 1 1.1 New Jersey Corporation for Advanced Technology (NJCAT) Program 1 1.2 Technology Verification Report 2 1.3 Technology Description 2 1.3.1 Technology Status 2 1.3.2 Specific Applicability 3 1.4 Project Description 3 1.5 Key Contacts 3 2. Evaluation of the Applicant 4 2.1 Corporate History 4 2.2 Organization and Management 7 2.3 Technical Resources, Staff and Capital Equipment 7 2.4 Patents 7 3. Treatment System Description 7 4. Technical Performance Claims 9 5. Technical System Performance 9 5.1 System Description 10 5.2 Procedure 11 5.3 Verification Procedures for all Claims 13 5.3.1 NJDEP Recommended TSS Laboratory Testing Procedure 13 5.3.2 Laboratory Testing for the StormTech® Isolator™ Row 14 5.4 Inspection and Maintenance 15 5.4.1 Solids Disposal 16 5.4.2 Damage Due to Lack of Maintenance 16 iii TABLE OF CONTENTS (Continued) 6. Technical Evaluation Analysis 16 6.1 Verification of Performance Claims 16 6.2 Limitations 17 6.2.1 Factors Causing Under-Performance 17 6.2.2 Pollutant Transformation and Release 17 6.2.3 Sensitivity to Heavy or Fine Sediment Loading 17 6.2.4 Mosquitoes 17 7. Net Environmental Benefit 17 8. References 18 LIST OF FIGURES Figure 1. Isolator™ Row Profile View 20 Figure 2. Treatment Train with Isolator™ Row 21 Figure 3. Section and Profile Views of StormTech®Isolator™ Row as Installed in the Laboratory 22 Figure 4. SSC Removal Efficiency for 2.56 gpm/ft2 for SIL-CO-SIL 106 23 Figure 5. SSC Removal Efficiency for 2.56 gpm/ft2 for SIL-CO-SIL 250 24 LIST OF TABLES Table 1. Results: SIL-CO-SIL 106 Tests 26 Table 2. Reduction of Removal Efficiency with Detention Time 27 Table 3. Results: SIL-CO-SIL 250 Tests at 3.2 gpm/ft2 (July 19, 2006) 27 Table 4. Results: SIL-CO-SIL 250 Tests at 1.7 gpm/ft2 (July 19, 2006) 28 Table 5. Results: OK-110 Tests 28 Table 6. Particle Size Distribution 29 Table 7. Weight Factors for Different Treatment Operating Rates 29 Table 8. NJDEP Weighted Removal Efficiency for 2.56 gpm/ft2 for SIL-CO-SIL 106 30 Table 9. NJDEP Weighted Removal Efficiency for 2.56 gpm/ft2 for SIL-CO-SIL 250 30 Table 10. NJDEP Weighted Removal Efficiency for 4.8 gpm/ft2 for OK-110 31 Table 11. NJDEP Weighted Removal Efficiency for 8.1 gpm/ft2 for OK-110 31 Appendix - GEOTEX® 315 ST & GEOTEX® 601 product data sheets 1 1. Introduction 1.1 New Jersey Corporation for Advanced Technology (NJCAT) Program NJCAT is a not-for-profit corporation to promote in New Jersey the retention and growth of technology-based businesses in emerging fields such as environmental and energy technologies. NJCAT provides innovators with the regulatory, commercial, technological and financial assistance required to bring their ideas to market successfully. Specifically, NJCAT functions to: • Advance policy strategies and regulatory mechanisms to promote technology commercialization; • Identify, evaluate, and recommend specific technologies for which the regulatory and commercialization process should be facilitated; • Facilitate funding and commercial relationships/alliances to bring new technologies to market and new business to the state; and • Assist in the identification of markets and applications for commercialized technologies. The technology verification program specifically encourages collaboration between vendors and users of technology. Through this program, teams of academic and business professionals are formed to implement a comprehensive evaluation of vendor specific performance claims. Thus, suppliers have the competitive edge of an independent third party confirmation of claims. Pursuant to N.J.S.A. 13:1D-134 et seq. (Energy and Environmental Technology Verification Program), the New Jersey Department of Environmental Protection (NJDEP) and NJCAT have established a Performance Partnership Agreement (PPA) whereby NJCAT performs the technology verification review and NJDEP certifies that the technology meets the regulatory intent and that there is a net beneficial environmental effect by using the technology. In addition, NJDEP/NJCAT work in conjunction to develop expedited or more efficient timeframes for review and decision-making of permits or approvals associated with the verified/certified technology. The PPA also requires that: • The NJDEP shall enter into reciprocal environmental technology agreements concerning the evaluation and verification protocols with the United States Environmental Protection Agency (USEPA), other local or national environmental agencies, entities or groups in other states and New Jersey for the purpose of encouraging and permitting the reciprocal acceptance of technology data and information concerning the evaluation and verification of energy and environmental technologies; and • The NJDEP shall work closely with the State Treasurer to include in State bid specifications, as deemed appropriate by the State Treasurer, any technology verified under the Energy and Environment Technology Verification Program. 2 1.2 Technology Verification Report In December 2006 StormTech®, LLC (20 Beaver Road, Suite 104, Wethersfield, Connecticut, 06109) submitted a formal request for participation in the NJCAT Technology Verification Program. The technology proposed, the StormTech® Isolator™ Row, filters sand, and silt sized particles from stormwater runoff from developed sites. It is considered a post-development BMP (best management practice) that is potentially an additional tool to meet the State’s stormwater quality objectives. The request (after pre-screening by NJCAT staff personnel in accordance with the technology assessment guidelines) was accepted into the verification program. This verification report covers the evaluation based upon the performance claims of the vendor, StormTech® (see Section 4). This verification report is intended to evaluate StormTech®’s initial performance claims for the technology based primarily on laboratory studies. This project included the evaluation of company manuals and laboratory testing reports to verify that the StormTech® Isolator™ Row meets the performance claims of StormTech®. 1.3 Technology Description 1.3.1 Technology Status In 1990 Congress established deadlines and priorities for USEPA to require permits for discharges of stormwater that are not mixed or contaminated with household or industrial wastewater. Phase I regulations established that a NPDES (National Pollutant Discharge Elimination System) permit is required for stormwater discharge from municipalities with a separate storm sewer system that serves a population greater than 100,000 and certain defined industrial activities. To receive a NPDES permit, the municipality or specific industry has to develop a stormwater management plan and identify best management practices for stormwater treatment and discharge. Best management practices (BMPs) are measures, systems, processes or controls that reduce pollutants at the source to prevent the pollution of stormwater runoff discharge from the site. Phase II stormwater discharges include all discharges composed entirely of stormwater, except those specifically classified as Phase I discharge. The StormTech® subsurface chamber system for stormwater management provides underground detention, retention, and storage of stormwater. This subsurface chamber system eliminates the need for surface detention ponds and optimizes space. The StormTech® chamber system for stormwater management can be used in commercial, residential, recreational, agricultural, and highway drainage applications. The StormTech® chamber system is accompanied by the StormTech® Isolator™ Row, which enhances total suspended solids (TSS) removal, as well as provides for inspection and maintenance of the chamber system. The Isolator™ Row is a row of StormTech® chambers that is surrounded with filter fabric and connected to a manhole. The chambers allow for settling and filtration of sediment as stormwater rises within the Isolator™ Row and passes through the filter fabric. The open bottom chambers and the perforated sidewalls allow stormwater to flow in both a vertical and horizontal direction out of the chambers. Sediments are then captured in the Isolator™ Row, thereby protecting the storage areas of the adjacent stone and chambers from sediment accumulation. 3 1.3.2 Specific Applicability The Isolator™ Row can be designed on a volume basis or flow rate basis depending on regulatory requirements. An upstream manhole can typically include a high flow weir such that stormwater flow rates or volumes that exceed the capacity of the Isolator™ Row overtop the overflow weir and discharge through a manifold to the other chambers. 1.4 Project Description This project included the evaluation of company manuals and laboratory testing reports to verify that the StormTech® Isolator™ Row meets the performance claims of StormTech®. 1.5 Key Contacts Rhea Weinberg Brekke Executive Director New Jersey Corporation for Advanced Technology (NJCAT) c/o New Jersey Eco Complex 1200 Florence Columbus Road Bordentown, NJ 08505 609 499 3600 ext. 227 rwbrekke@njcat.org Richard S. Magee, Sc.D., P.E., BCEE Technical Director NJCAT 15 Vultee Drive Florham Park, NJ 07932 973-879-3056 rsmagee@rcn.com Ravi Patraju Division of Science, Research and Technology NJ Department of Environmental Protection 401 East State Street Trenton, NJ 08625-0409 609-292-0125 ravi.patraju@dep.state.nj.us Ron Vitarelli, President Dan Hurdis, Zone Manager David J. Mailhot, PE, Engineering Manager StormTech, LLC 20 Beaver Road Wethersfield, CT 06109 860-257-2150 dmailhot@stormtech.com Christopher C. Obropta, Ph.D., P.E. Assistant Professor Rutgers, The State University of New Jersey 14 College Farm Road New Brunswick, NJ 08901-8551 732-932-4917 obropta@envsci.rutgers.edu 4 2. Evaluation of the Applicant (As provided by David J. Mailhot, P.E. on 1/19/07) 2.1 Corporate History StormTech® was founded in the late 1990s by Jim Nichols to provide subsurface chamber systems exclusively for stormwater applications. Mr. Nichols, a mechanical engineer and entrepreneur, is known for successfully developing a plastic chamber system for on-site sanitary sewage applications and for ultimately creating the market for chambers. Since a primary motivation for engineers and developers locating stormwater storage under ground is often to create more parking spaces, subsurface chamber applications are typically under parking lots and roadways. In these demanding applications, structural integrity is vital. StormTech® recognized the need for a structurally robust chamber and began a product development program to turn this vision into a reality. StormTech®’s product development program spanned more than four years at a cost of over $7 million. Early chambers were thermoformed from sheets of polyethylene and installed in sixteen locations around the country for observation. Although the early chambers performed well, it became apparent that maintaining uniform wall thickness in the product was an important structural concern that could not be controlled using the thermoforming process. So StormTech® moved on, investing more money and time developing the means to injection mold chambers. At about the same time as StormTech®’s move to injection molding, Dr. Timothy McGrath, P.E. of Simpson, Gumpertz & Heger was developing new design specifications for buried pipe under the National Cooperative Highway Research Program (NCHRP). After years of research and collaboration with others conducting state of the art work for flexible pipe design, Dr. McGrath framed the design requirements for flexible structures based on strain limits for long term loads and a time-dependent material modulus. Dr. McGrath’s NCHRP work was adopted by the American Association of State Highway and Transportation Officials (AASHTO) and incorporated into the AASHTO LRFD Bridge Design Specifications. This design method is now the standard for structures buried under vehicle travel ways. StormTech® seized an opportunity to hire Dr. McGrath as a consultant for their chamber development program. From that point forward, the chamber development would be evaluated under a higher standard, AASHTO. Dr. McGrath oversaw extensive field testing of the buried chambers using state-of-the-art instrumentation. The testing included several shallow cover tests under AASHTO H20 design vehicle loads for various structural aggregate gradations as well as deep cover tests that spanned months in duration. Test results were used to validate finite element analysis models and to verify structural safety factors. The result of the product development program was a chamber that was designed in accordance with the same AASHTO specifications that structural engineers use in the design of highway structures. The product was unique since it was the only chamber produced from virgin, impact modified polypropylene, the only injection molded chamber and, at approximately 75 pounds, was the largest injection-molded, one-piece thermoplastic structure produced anywhere. 5 In 2002, with Jim Nichols as President and David Click as Vice President and General Manager, StormTech®, Inc. began manufacturing and distributing two models of yellow chambers called the StormTech® SC-740 and the StormTech® SC-310. However, StormTech®’s resources were limited to a small force of six outside sales personnel. Although the chamber system was proving to be a more cost effective alternative for underground stormwater storage than competing systems such as polyethylene pipe, it was clear that sales and distribution would need to be ramped up fast to realize the business potential of this product line. In 2003 Jim Nichols and David Click found the perfect partner and StormTech®, Inc. became StormTech®, LLC as the result of a joint venture agreement between two corporate owners. The new joint venture partner was Advanced Drainage Systems (ADS). ADS brought access to an outside sales force of over 200 personnel, field engineers, an established distribution system and a fleet of trucks to move the product. Ronald Vitarelli was appointed President and General Manager and StormTech®, LLC was positioned as an independently operated, privately owned business. Under Mr. Vitarelli, StormTech® is committed to a safe, conservative design philosophy. This is accomplished by strict adherence to national standards. StormTech® chamber systems are not only designed to AASHTO specifications, but the chamber itself is produced to ASTM standards. StormTech® played a key role in driving the development of ASTM F2418 “Standard Specification for Polypropylene (PP) Corrugated Wall Stormwater Collection Chambers.” This standard ensures that each chamber produced meets minimum standards for raw materials, dimensional consistency and overall product quality. The robust design and adherence to national standards separates StormTech® chambers from various other flexible structures and positions StormTech® with classes of established buried structures like reinforced concrete and high density polyethylene pipe. With the creation of StormTech®, LLC, the outside sales group immediately transitioned into a team of Regional Product Managers who provide technical support and management to the ADS sales team. Shortly after the inception of StormTech®, LLC, Mr. Vitarelli brought David J. Mailhot, P.E. to StormTech® to establish a technical department and the small inside sales team was replaced with a technical team comprised of engineers and technicians. David Mailhot brings many years of engineering experience from the flexible pipe industry including work with researchers to apply soil-structure interaction principles to flexible drainage structure design and also includes work with water quality systems for stormwater treatment. The technical team includes engineering for product development and the Technical Services Department which provides CAD services and specifications to the consulting engineers who specify StormTech® chambers and to the contractors who install StormTech® chambers. Also in 2003, StormTech® introduced an innovative yet simple system to capture and remove sediments from stormwater called the Isolator™ Row. Removing the sediments from the incoming stormwater prevents sediments from accumulating in the chambers and in the surrounding aggregate. Since the chamber system utilizes the storage volume in the stone porosity, as well as the volume within the chambers, it is important to prevent any loss of void 6 space. The Isolator™ Row intercepts sediments before they reach the surrounding stone voids and provides a means to inspect and conduct maintenance. The Isolator™ Row is a row or rows of chambers that are completely wrapped by geotextile fabrics. Stormwater is directed into the Isolator™ Row so that flow must pass through the fabric before reaching the surrounding stone. Sediments are filtered out onto the fabric where they can later be jetted out and vactored from the access manhole upstream. Since 2003, StormTech® chambers have gained wide acceptance as a stormwater detention method. The Isolator™ Row is a recent extension of this technology to address water quality. In the spring of 2004, StormTech®, LLC received an award from The Society of the Plastics Industry, Inc. Structural Plastics Division for the “Stormwater Chamber & End Caps Model 740.” This award was recognition for the sophistication and technology of the mold design for the production of what may be the largest injection molded structural part. 2005 was an important year for StormTech® and for the chamber industry. In early 2005, StormTech®’s significant investment in materials research paid dividends as StormTech® validated a short term materials test for creep modulus determination. This new testing technique enables StormTech® the ability to ensure that raw materials not only meet the initial properties that are commonly measured by resin suppliers, but also the 50-year creep modulus property that is an essential component of long-term design requirement in the AASHTO design specification. StormTech®’s materials research remains an important leg of the Company’s leadership position in the Industry. In the fall of 2005, ASTM F 2418 “Standard Specification for Polypropylene (PP) Corrugated Wall Stormwater Collection Chambers” was passed by ASTM and became the standard for polypropylene chambers and the model specification for the chamber industry. StormTech® chambers are marked with the “ASTM F 2418” designation and with the ASTM F 4101 materials designation “PP0330B99945” as required by the ASTM standard. Also in 2005, Tennessee Technological University completed the first series of laboratory tests for the Isolator™ Row and reported total suspended solids (TSS) removal efficiencies of over 95% for the manufactured silica product, US Silica OK-110. This testing resulted in an approval of the Isolator™ Row as a water quality BMP in the state of Maine. However, currently applications are more limited since the new Maine standards require other BMP techniques. The Ontario (Canada) Ministry of the Environment also has reviewed the IsolatorTM Row testing by Tennessee Tech University and has issued a Certificate of Technology Assessment. Currently StormTech® has 26 employees. Approximately 500,000 chambers are installed around the word in over 2,600 projects. Only a small percentage (less than 10%) of chambers nationwide are being used for water quality purposes. The large percentage of chambers is used for retention or detention applications. The IsolatorTM Row concept with one-layer of geotextile fabric is used on approximately 90% of StormTech® projects. However, historically the primary application has been as a maintenance feature where sediments and debris are captured and prevented from entering the stone voids. In these applications, the objectives are to prevent 7 accumulation of sediment in the stone voids in detention systems and to minimize occlusion at infiltration surfaces in retention systems. 2.2 Organization and Management The Company is headquartered in Wethersfield, Connecticut with ten regional sales offices in the United States. StormTech® is also represented in Europe, Australia and the Middle East. Ronald Vitarelli is the President and General Manager of StormTech®, LLC and reports to a Board of Directors consisting of executives from each of two corporate owners. Other members of the management team include: David J. Mailhot, P.E., Engineering Manager, Susan McNamee, Operations Manager, David K. Click, Director of International Sales & Southern Zone Manager, Daniel Hurdis, Northeastern Zone Manager and Mark Moeller, P.E., Western Zone Manager. 2.3 Technical Resources, Staff and Capital Equipment StormTech® benefits from several technical resources. StormTech® has five registered professional Civil Engineers on staff, three non-registered degreed Civil Engineers, a geologist, a polymer scientist and a construction engineer. Several of the engineers have advanced degrees. StormTech® engineers bring with them decades of experience in buried structures from the drainage pipe industry and decades of experience from the water quality industry. Water quality experience includes design and sales of vortex separators, gravity grit separators, gravity filters and various media filters. The corporate owners lead their respective industries in pipe extrusion and injection molding technologies. StormTech® owns multiple molds for injection molding chambers and end caps. Together with their corporate owners and outside consultants, StormTech® uses state-of-the-art molding techniques and has advanced the industry with their developmental work of materials test methods for the determination of long-term thermoplastic mechanical properties. StormTech® retains Simpson, Gumpertz & Heger, Inc. (SGH) for structural analysis relative to applications and product design. SGH is uniquely qualified in areas of buried pipe design and soil-structure interaction systems including buried flexible structure behavior. StormTech® contracts with Dr. Vincent Neary, P.E., from Tennessee Technological University for water quality testing of the Isolator™ Row. 2.4 Patents In January of 2006, the United States Patent Office issued a patent for the Isolator™ Row, Patent No: US 6,991,734 B1 entitled “Solids Retention in Stormwater System.” 3. Treatment System Description StormTech®, LLC is the owner and producer of two brand names of subsurface chambers that are designed for use under paved and unpaved surfaces for stormwater applications. The brand names are StormTech® and LandSaver. Respective chambers are identical in every way but are branded by name and color. LandSaver chambers are blue and StormTech® chambers are yellow. Identical chamber models are listed below. 8 • StormTech® SC-740 is the same as LandSaver LS-3051 • StormTech® SC-310 is the same as LandSaver LS-1633 The StormTech® SC-740 is 85.4” x 51.0” x 30.0” (L x W x H) and has a chamber storage of 45.9 ft3. The StormTech® SC-310 is 85.4” x 34.0” x 16.0” (L x W x H) and has a chamber storage of 14.7 ft3. The Isolator™ Row is a row of StormTech® chambers (either SC-740 or SC-310 models) that is surrounded with filter fabric and connected to a manhole. The chambers allow for settling and filtration of sediment as stormwater rises within the Isolator™ Row and passes through the filter fabric. The open bottom chambers and the perforated sidewalls allow stormwater to flow in both a vertical and horizontal direction out of the chambers. Sediments are then captured in the Isolator™ Row, thereby protecting the storage areas of the adjacent stone and chambers from sediment accumulation (See Figure 1). Typically, some level of pre-treatment of the stormwater is required prior to entry into the system. Pre-treatment devices differ greatly in complexity, design and effectiveness. Options include a simple deep sumped manhole with a 90º bend on its outlet, baffle boxes, swirl concentrators, sophisticated filtration devices and devices that combine these processes. Some of the most effective pre-treatment options combine engineering site grading with vegetation such as bio-swales or grass filter strips. The Isolator™ Row is designed to capture the “first flush,” and it can be sized on a volume basis or flow rate basis. The Isolator™ Row is designed with a manhole with an overflow weir at its upstream end (See Figure 1). The manhole is connected to the Isolator™ Row with a short 12” to 24” diameter pipe set near the bottom of the end cap. The diversion manhole provides access to the Isolator™ Row for inspection and maintenance. The overflow weir with its crest set even with the top of the chamber allows stormwater in excess of the Isolator™ Row’s storage/conveyance capacity to bypass the chamber system through the downstream eccentric header/manifold system (See Figure 2). This diversion manhole is the only mechanism used to control flow into the system. The Isolator™ Row typically rests on a 6-18 inch foundation of No. 3 gravel overlaid with a woven geotextile filter fabric (GEOTEX® 315 ST – see Appendix for product data sheet). A double-layer of fabric was introduced to address the need for removal of finer sediments in accordance with NJDEP requirements. StormTech® implemented the double layer approach to enhance protection of infiltration surfaces by targeting finer particles for removal. The individual slit films are woven together in such a manner as to provide dimensional stability relative to each other. This geotextile fabric provides a media for stormwater filtration and also provides a durable surface for maintenance operations. In addition, this geotextile fabric is designed to prevent scour of the underlying stone and is designed to remain intact during high pressure jetting. A non-woven fabric is also used for the Isolator™ Row (GEOTEX® 601 – see Appendix for product data sheet). GEOTEX® 601 is a polypropylene, staple fiber, needle- punched, non-woven geotextile. The fibers are needled to form a stable network that retains dimensional stability relative to each other. The non-woven fabric is placed over the chambers to provide a filter media for flows passing through the perforations in the sidewall of the 9 chamber. The chamber has two rows of perforations along the side with the lowest row 2 ¾ inches above the base woven geotextile fabric. As head increases in the chamber, water is discharged through these perforations as it continues to be discharged through the underlying stone bed. The non-woven geotextile fabric provides some filtering capacity for the water exiting the system through the side perforations. Since the majority of the StormTech® installations are detention systems, they are designed to have some type of outlet structure. These systems are installed on angular stone that has a porosity of 40% and the systems are designed to discharge stormwater through this stone bed. The water in the stone bed can either be allowed to percolate into the underlying soil or perforated piping can be embedded within the stone to collect and discharge the treated stormwater. 4. Technical Performance Claims Claim 1: A StormTech® SC-740 Isolator™ Row, sized at a treatment rate of no more than 2.5 gpm/ft2 of bottom area, using two layers of woven geotextile fabric under the base of the system and one layer of non-woven fabric wrapped over the top of the system and a mean event influent concentration of 270 mg/L (range of 139 – 361 mg/L) has been shown to have a TSS removal efficiency (measured as SSC) of at least 60% for SIL-CO-SIL 106, a manufactured silica product with an average particle size of 22 microns, in laboratory studies using simulated stormwater. Claim 2: A StormTech® SC-740 Isolator™ Row, sized at a treatment rate of no more than 2.5 gpm/ft2 of bottom area, using two layers of woven geotextile fabric under the base of the system and one layer of non-woven fabric wrapped over the top of the system and a mean event influent concentration of 318 mg/L (range of 129 – 441 mg/L) has been shown to have a TSS removal efficiency (measured as SSC) of 84% for SIL-CO-SIL 250, a manufactured silica product with an average particle size of 45 microns, in laboratory studies using simulated stormwater. Claim 3: A StormTech® SC-740 Isolator™ Row, sized at a treatment rate of no more than 6.5 gpm/ft2 of bottom area, using a single layer of woven geotextile fabric under the base of the system and one layer of non-woven fabric wrapped over the top of the system and a mean event influent concentration of 371 mg/L (range of 116 – 614 mg/L) has been shown to have a TSS removal efficiency (measured as SSC) of greater than 95% for OK-110, a manufactured silica product with an average particle size of 110 microns, in laboratory studies using simulated stormwater. 5. Technical System Performance A StormTech® SC-740 Isolator™ Row was tested in a full-scale laboratory study by the Department of Civil and Environmental Engineering at Tennessee Technological University, Cookeville, TN. Three different silica-water slurry influent streams were used in the experiment. The first consisted of SIL-CO-SIL 106 with a median particle size of approximately 22 microns. The second consisted of SIL-CO-SIL 250 with a median particle size of approximately 45 microns. For both silica-water slurries, the system was tested at a hydraulic loading rate of 3.2 gpm/ft2 of filter area. The SIL-CO-SIL 250 was also tested at a hydraulic loading rate of 1.7 10 gpm/ft2 of filter area. Finally, a third silica-water slurry using US Silica OK-110 with a median particle size of 110 microns was tested in the laboratory at a range of hydraulic loading rates with maximum rates of 4.8 gpm/ft2 and 8.1 gpm/ft2. The removal efficiencies measured in these laboratory experiments were then used to calculate SSC removal efficiency to verify the claims presented above (See Section 4). 5.1 Test System Description The main components of the laboratory set-up are shown in the design drawings (See Figure 3). Two (2) SC-740 chambers were secured to a wooden frame and laid over a 12-in. bed of No. 3 angular stone (AASHTO M43 #3) with a porosity of 40% contained in a wooden flume with interior W x L x H dimensions, 6.25-ft x 16.22-ft x 3-ft. The chambers were covered with GEOTEX® 601 non-woven geotextile fabric with a thickness of 60 mils and an apparent opening size of 0.212 mm (see attached product data sheet). Two layers of GEOTEX® 315 ST woven geotextile fabric, each layer with a thickness of 20 mils and an apparent opening size of 0.212 mm (see Appendix for product data sheet), were placed at the bottom of the chamber to stabilize the stone foundation and to prevent scouring of the stone base. Both the nonwoven fabric covering the chamber and the woven fabric placed at the bottom provided filtration media for the Isolator™ Row. During testing, the water depth varied upstream to downstream from 3.5 inches to 4.75 inches, with an average depth of 4 inches. Variations in depth of ±20% were due to the roughness and non-uniformity of the gravel substrate underneath the geotextile fabric. An 8-inch pipe fed the silica-water mixture through an expansion into the 12-inch inlet pipe of the Isolator™ Row. The target SSC influent concentration was set to 200 mg/L. A 1.5 lb/gal silica-water slurry was introduced to the 8-inch pipe from a 35-gallon mixing tank using a Watson-Marlow 323S/RL (220 rpm) pump. The silica–water slurry enters a 3/8″ feed tap located 10 inches upstream of a butterfly valve, which introduces turbulence and promotes uniform mixing of the influent stream. The Isolator™ Row resides in the recirculating flume, which collects and drains water discharged by the chamber to the stone substrate through an 8- inch drain that discharges to the laboratory trench and sump. The water was recirculated with a 25 horsepower Allis Chalmers (model AC7V) variable speed pump. A 1-micron filter, designed for flows up to 1.5 cfs, was placed at the end of the outlet, which was intended to trap all sediment that was not removed by the chambers. For the OK-110 testing, the chambers were covered with Mirafli 160N non-woven geotextile fabric, meeting AASHTO M288 Class 2 standards. The Mirafli 160N geotextile has an apparent opening size of 0.212 mm. Mirafli 600X woven geotextile fabric, which meets ASSHTO’s M288 Class 1 requirements, was placed at the bottom of the chamber to stabilize the stone foundation and to prevent scouring of the stone base. The Miralfi 600X fabric has an apparent opening size of 0.425 mm (see Appendix for product data sheet). Flow rates were measured with a Thermo Electron Corporation Polysonic DCT 7088 portable digital correlation transit time flow meter placed on the 8″ aluminum water line. The DCT 7088 was factory calibrated by the manufacturer and was guaranteed accurate to ±0.5%. The removal efficiency, η, for the Isolator™ Row was calculated as: 11 100xSSC SSCSSC Influent EffluentInfluent−=η where SSC is the suspended sediment concentration of the influent and the effluent grab samples, which were staggered by one detention time. 5.2 Procedure Test runs for both SIL-CO-SIL 106 and SIL-CO-SIL 250 were completed at a treatment flow rate of 180 gpm (0.4 cfs), which corresponds to a hydraulic loading rate of 3.2 gpm/ft2. Five (5) test runs were completed with SIL-CO-SIL 106 silica slurry. One (1) test run was completed with a SIL-CO-SIL 250 silica-water slurry. Additionally one (1) test run was completed with a SIL-CO-SIL 250 silica-water slurry at a treatment flow rate of 94 gpm (0.21 cfs), which corresponds to a hydraulic loading rate of 1.7 gpm/ft2. All tests lasted fifteen detention times with sampling beginning after three detention times. Flow rates were regulated by an inlet valve. Test runs for the OK-110 were completed at a range of treatment flows from 44.9 to 539 gpm (0.1 to 1.2 cfs), which corresponds to hydraulic loading rates of 0.4 to 4.8 gpm/ft2. This experiment used four of the StormTech® Isolator™ Chambers. The experiment was then modified using two chambers with a maximum design hydraulic loading rate of 8.1 gpm/ft2. Since the system was half the size (two chambers instead of four), the experiment could be run at higher flows. Table 1 includes the results for the SIL-CO-SIL 106 test runs. The influent concentrations were generally above the target concentration of 200 mg/L, which suggests that the one-micron filter sock at the outlet was only partially effective at trapping the finer SIL-CO-SIL 106 particles. This was supported by visual observations, which noted that the trench went from clear to cloudy in less than one detention time. The average influent concentration was 270±59 mg/L, with a minimum value of 139 mg/L and a maximum value of 361 mg/L. The average effluent concentration was 109±35 mg/L, with a minimum value of 66 mg/L and a maximum value of 182 mg/L. Table 2 shows how the average removal efficiency decreased on average with detention time during each test run as a result of recirculation. The removal efficiencies were calculated by averaging all influent and effluent samples with the same sample number, respectively (e.g., all influent samples with sample No. 1 and all effluent samples with sample No. 2). The results indicate that at the beginning of the test recirculation did not significantly increase influent concentrations above the target level of 200 mg/L. The average influent concentration for sample No. 1 was 219 mg/L. In addition, as discussed below, one can speculate that the recirculation of predominantly fine particles has not reduced the particle size distribution of the influent significantly. Under these conditions, the average removal efficiency (based solely on the first samples of each test run) is 66%. However, as the test progresses and recirculation of fines increases, the removal efficiency is reduced. 12 During the SIL-CO-SIL 106 tests, grab samples of the effluent were collected and sent to the laboratory for grain size analysis. These analyses indicated that the effluent sediments consisted mainly of very fine particles, 84% of which were 10 microns or smaller. The observed variability in the influent and effluent concentrations was mainly due to the recirculation of fine grained particles not trapped by the filter sock. It was apparent starting with the first test (9-July) that the filter sock was not effective at trapping the fine effluent sediments and preventing their recirculation. As a result, there is a trend of increasing influent and effluent SSC concentrations with increasing detention time during each test run. Additionally, sediments occluded within the woven fabric and trapped in the gravel cannot be removed between each test run. As a result, the initial condition cannot be reestablished once testing has begun, and the sediments trapped in previous test runs may washout, raising effluent and influent SSC concentrations at latter test runs. One potential benefit of sediment occlusion and deposition over time may be increased removal efficiency as the geotextile fabric clogs and a filter cake develops on the Isolator™ Row bottom. (Note: The depth of accumulated sediment varies along the bottom of the Isolator™ Row.) Eventually, however, the cake will begin to reduce the flow through the bottom fabric and direct more flow through the chamber sides. Note that removal efficiencies were calculated using the “indirect method” only, which relies on influent and effluent concentrations. The material trapped in the isolator row was intentionally not removed to allow the filter cake to develop with time. A rough estimate can be made by determining the total amount of sediment influent and effluent mass over the testing period. The difference is the amount trapped on the surface of the geotextile fabric, occluded in the fabric, and within the gravel substrate. A rough estimate indicates that about 50% of the total sediment trapped was on the surface of the fabric, with the remaining 50% occluded and within the gravel substrate. Furthermore, the above “50%-50%” estimate is in fact an estimate for only the fine particle test runs since the testing was by indirect method and the sediment captured on the fabric is based on a rough measurement of the depth observed on the fabric at the conclusion of testing. The depth varied across the bottom of the test system. Earlier testing of the OK-110 by direct testing demonstrated 80% removal on the fabric. This is significant since the frequency of maintenance is driven very much by the accumulation of larger particles on the fabric based on the measured 80% capture. In the SIL-CO-SIL 106 tests, the water depth varied from upstream to downstream from 3.5 inches to 4.75 inches, with an average depth of 4 inches. Variations in depth of ±20% were due to the roughness and nonuniformity of the gravel substrate underneath the geotextile fabric. Results for the one SIL-CO-SIL 250 test are summarized in Tables 3 and 4. Recirculation of fine sediments was observed and would have reduced the particle size distribution of the influent concentrations below the mean particle size of D50=45 microns. However, particle size analyses of influent sediments were not obtained as was done for the SIL-CO-SIL 106 experiment. The average removal efficiency was 71±14%, with a minimum value of 47% and a maximum value of 82% at 3.2 gpm/ft2 and 88±1% at 1.7 gpm/ft2. Compared to the results for the SIL-CO-SIL 13 106, these values appear reasonable since one would expect higher removal efficiencies when the particle size distribution is greater. The results for the OK-110 tests at a range of hydraulic loading rates ranging from 0.1 to 1.2 cfs (0.4 to 4.8 gpm/ft2) are summarized in Table 5. The scaled experiment is also presented in Table 5 for the hydraulic loading rate of 8.1 gpm/ft2. Two types of influent sampling were conducted during the experiment: discrete sampling and grab sampling. These influent samples are greatly different in concentration. The removal rates exceed 95% for all samples. 5.3 Verification Procedures for All Claims All the data provided to NJCAT were reviewed to fully understand the capabilities of the StormTech® Isolator™ Row. To verify the StormTech® claim for the Isolator™ Row, the laboratory data were reviewed and compared to the NJDEP TSS laboratory testing procedure. 5.3.1 NJDEP Recommended TSS Laboratory Testing Procedure The NJDEP has prepared a TSS laboratory testing procedure, primarily designed for hydrodynamic devices, to help guide vendors as they prepare to test their stormwater treatment systems prior to applying for NJCAT verification. The testing procedure has three components: 1. Particle size distribution 2. Full scale laboratory testing requirements 3. Measuring treatment efficiency 1. Particle size distribution: The following particle size distribution will be utilized to evaluate a manufactured treatment system (See Table 6) using a natural/commercial soil representing the USDA definition of a sandy loam material. This hypothetical distribution was selected as it represents the various particles that would be associated with typical stormwater runoff from a post construction site. NJDEP now requires that filter based BMPs be tested with SIL-CO-SIL 106. 2. Full Scale lab test requirements: A. At a minimum, complete a total of 15 test runs including three (3) tests each at a constant flow rate of 25, 50, 75, 100, and 125 percent of the treatment flow rate. These tests should be operated with initial sediment loading of 50% of the unit’s capture capacity. B. The three tests for each treatment flow rate will be conducted for influent concentrations of 100, 200, and 300 mg/L. C. For an online system, complete two tests at the maximum hydraulic operating rate. Utilizing clean water, the tests will be operated with initial sediment loading at 50% and 100% of the unit’s capture capacity. These tests will be utilized to check the potential for TSS re-suspension and washout. D. The test runs should be conducted at a temperature between 73-79 degrees Fahrenheit (°F) or colder. 3. Measuring treatment efficiency: A. Calculate the individual removal efficiency for the 15 test runs. 14 B. Average the three test runs for each operating rate. C. The average percent removal efficiency will then be multiplied by a specified weight factor (See Table 7) for that particular operating rate. D. The results of the five numbers will then be summed to obtain the theoretical annual TSS load removal efficiency of the system. 5.3.2 Laboratory Testing for the StormTech® Isolator™ Row The results of the laboratory testing that were performed by Tennessee Tech are presented later in Tables 1, 2, 3, 4 and 5. Testing was performed for two different silica-water slurry influent streams at a target SSC influent concentration of 200 mg/L. The tests using the SIL-CO-SIL 106 slurry were performed at 3.2 gpm/ft2, which was set to be 125% of the treatment operating rate. The tests using the SIL-CO-SIL 250 slurry were performed at 1.7 gpm/ft2 and 3.2 gpm/ft2, which were assumed to be 62.5% and 125% of the treatment operating rate, respectively. The tests using the OK-110 slurry were performed for a range of hydraulic loading rates (0.4 to 8.1 gpm/ft2). For the SIL-CO-SIL 106, laboratory testing shows a 60% removal efficiency at 3.2 gpm/ft2 for an average SSC influent concentration of 270 mg/L. Since only one operating rate was tested, the 3.2 gpm/ft2 was set to be 125% of the treatment operating rate. Since other verifications of pre- manufactured systems have indicated that as the operating rate increases, removal efficiency decreases, the 60% removal efficiency at 3.2 gpm/ft2 was assumed as the minimum removal of this system at this operating rate. Therefore, the NJDEP weighting system can be used to determine an overall removal efficiency of the system by assuming that removal efficiency observed at the 125% treatment operating rates would also be applicable for the lower operating rates. Since the 3.2 gpm/ft2 is set to be 125% of the treatment operating rate, the SSC removal efficiency for the system would be based upon 2.56 gpm/ft2, which would be 100% of the treatment operating rate (see Table 8 and Figure 4). For the SIL-CO-SIL 250, laboratory testing demonstrates a 71% removal efficiency at 3.2 gpm/ft2 for an average SSC influent concentration of 211 mg/L and an 88% removal efficiency at 1.7 gpm/ft2 for an average SSC influent concentration of 424 mg/L. Once again, the 3.2 gpm/ft2 was set to be 125% of the treatment operating rate, and 1.7 gpm/ft2 was set to be 62.5% of the treatment operating rate. These removal efficiencies, which were input into the NJDEP weighting system, can be used to determine an overall removal efficiency of the system. Since the 3.2 gpm/ft2 is set to be 125% of the treatment operating rate, the SSC removal efficiency for the system would be based upon 2.56 gpm/ft2, which would be 100% of the treatment operating rate (see Table 9 and Figure 5). For the OK-110, laboratory testing data that are presented in Table 5 were used with the NJDEP protocol to develop an NJDEP weighted removal efficiency for the hydraulic loading rates of 4.8 and 8.1 gpm/ft2 (see Tables 10 and 11). These loading rates were set to be 125% of the treatment operating rate. Removal efficiencies for 25, 50, 75, and 100% of the treatment operating rate were interpolated from the data presented in Table 5. The NJDEP weighted removal efficiencies were determined to be 98.8 and 98.4% for the hydraulic loading rates of 3.87 and 6.48 gpm/ft2, respectively. 15 5.4 Inspection and Maintenance The StormTech® Isolator™ Row requires minimal routine inspection and maintenance. However, it is important that the system be inspected at regular intervals and cleaned when necessary to ensure optimum performance. Initially, the StormTech® Isolator™ Row should be inspected every six months until information can be gathered to develop an inspection and maintenance routine for the particular site. The rate at which the system collects pollutants will depend more on site activities than on the size of the unit (i.e., heavy winter sanding will cause the lower chamber to fill more quickly, but regular sweeping will slow accumulation). The JetVac process can be used to clean the system. However, the JetVac process, as per StormTech® should only be performed on StormTech® Isolator™ Rows that have AASHTO class 1 woven geotextile over their angular base stone. When the average depth of sediment exceeds three inches, clean-out should be conducted. The frequency of cleanout is related to the number of chambers in the Isolator™ Row. StormTech®’s cleanout experience includes systems receiving flows from paved areas that were cleaned in advance of actual need and systems that received construction sediments and were cleaned after a sedimentation event. StormTech® does not recommend that the Isolator™ be used for construction sediments. Where erosion of disturbed sites is possible which could cause sedimentation of the subsurface system, StormTech® recommends plugging inlet pipes to both the Isolator™ Row and high flow manifolds until the site is stabilized and the post development conditions established. A 20-chamber Isolator™ Row in Portland, Maine was cleaned after one year in service. Approximately 1/8” to 1/4” of sediment had accumulated and StormTech® cleaned the system as a maintenance demonstration. Four passes of a jet nozzle cleaned the Isolator™ Row to bare fabric. The nozzle pressure reached approximately 2200 psi. The fabric was not impacted by the jetting. Other experience, for all Isolator™ Rows receiving flows from paved areas, indicates that a 1- year maintenance interval is too frequent. Only Isolator™ Rows that 1) have received construction sediments or 2) received sediments from gravel parking areas required maintenance within the first year. In each cleaning event observed, solids were successfully moved from the fabric bottom to the access manhole and vactored. The solids movement includes both clumps of solids and slurry. Since murky water is produced, it is reasonable to assume that some amount of the clay size particles that go into suspension may be lost through the fabric during the cleanout process. Actual sediment removal is expected to include the larger particle sizes targeted during performance tests and some percentage of finer particles that are moved in the solid cake clumps and slurry that is vactored from the manhole. 5.4.1 Solids Disposal Solids recovered from the StormTech® Isolator™ Row can typically be land filled or disposed of at a waste water treatment plant. 16 5.4.2 Damage Due to Lack of Maintenance It is unlikely that the StormTech® Isolator™ Row will become damaged due to lack of maintenance since there are no fragile internal parts. However, adhering to a regular maintenance plan ensures optimal performance of the system, since filter cake build-up will eventually reduce treatment flow rate through the double layer bottom fabrics. StormTech® has no reported clogged infiltration systems. The typical StormTech® design includes Isolator™ Rows downstream of all inlets with high flow bypasses to the balance of the chamber system. Therefore the infiltration surface is preserved while the Isolator™ Row collects sediments. Flow through the Isolator™ Row bottom material is expected to decrease over several years. As the bottom occludes and head builds, flow increases through perforations and joints which are covered with a single layer of filter fabric. 6. Technical Evaluation Analysis 6.1 Verification of Performance Claims Claim 1: A StormTech® SC-740 Isolator™ Row, sized at a treatment rate of no more than 2.5 gpm/ft2 of bottom area, using two layers of woven geotextile fabric under the base of the system and one layer of non-woven fabric wrapped over the top of the system and a mean event influent concentration of 270 mg/L (range of 139 – 361 mg/L) has been shown to have a TSS removal efficiency (measured as SSC) of 60% for SIL-CO-SIL 106, a manufactured silica product with an average particle size of 22 microns, in laboratory studies using simulated stormwater. • Since the claim laboratory test was performed at 3.2 gpm/ft2 and this was set to be 125% of the treatment operating rate, the treatment operating rate in Claim 1 should be adjusted to reflect the true operation rate (100% value or 2.56 gpm/ft2). Claim 1 is verified. Claim 2: A StormTech® SC-740 Isolator™ Row, sized at a treatment rate of no more than 2.5 gpm/ft2 of bottom area, using two layers of woven geotextile fabric under the base of the system and one layer of non-woven fabric wrapped over the top of the system and a mean event influent concentration of 318 mg/L (range of 129 – 441 mg/L) has been shown to have a TSS removal efficiency (measured as SSC) of 84% for SIL-CO-SIL 250, a manufactured silica product with an average particle size of 45 microns, in laboratory studies using simulated stormwater. • For a treatment operating rate of 2.56 gpm/ft2 and a mean event influent concentration of 318 mg/L (measured as SSC) the data at 3.20 gpm/ft2 and 1.7 gpm/ft2 were used to conservatively determine a TSS removal efficiency of 84% for SIL-CO-SIL 250, verifying Claim 2. The average influent concentration of 318 mg/L is simply the average concentration of the two sets of experiments that were run using the SIL-CO-SIL 250. Claim 3: A StormTech® SC-740 Isolator™ Row, sized at a treatment rate of no more than 6.5 gpm/ft2 of bottom area, using a single layer of woven geotextile fabric and a mean event influent concentration of 371 mg/L (range of 116 – 614 mg/L) has been shown to have a TSS removal efficiency (measured as SSC) of greater than 95% for OK-110, a manufactured silica product with an average particle size of 110 microns, in laboratory studies using simulated stormwater. 17 • Since the experiment was run at 8.1 gpm/ft2, which was set at 125% of the treatment operating rate, Claim 3 is valid with 100% of the treatment operating rate of 6.5 gpm/ft2. The weighted removal efficiency at rates of 8.1 gpm/ft2 and 4.8 gpm/ft2 exceeded 98% so a removal efficiency greater than 95% is valid. 6.2 Limitations 6.2.1 Factors Causing Under-Performance If the StormTech® Isolator™ Row is designed and installed correctly, there is minimal possibility of failure. There are no moving parts to bind or break, nor are there parts that are particularly susceptible to wear or corrosion. Lack of maintenance may cause the system to operate at a reduced efficiency, and it is possible that eventually the system will become totally filled with sediment. 6.2.2 Pollutant Transformation and Release The StormTech® Isolator™ Row should not increase the net pollutant load to the downstream environment. However, pollutants may be transformed within the unit. For example, organic matter may decompose and release nitrogen in the form of nitrogen gas or nitrate. These processes are similar to those in wetlands but probably occur at slower rates in the StormTech® Isolator™ Row due to the absence of light and mixing by wind, thermal inputs, and biological activity. Accumulated sediment should not be lost from the system at or under the design flow rate. 6.2.3 Sensitivity to Heavy Sediment Loading Heavy loads of sediment will increase the needed maintenance frequency. 6.2.4 Mosquitoes Although the StormTech® Isolator™ Row normally drain completely, designs may include standing water in a sump in the diversion manhole, which can be a breeding site for mosquitoes. StormTech® advises that the sump is not a necessity for proper Isolator™ Row operation and maintenance. The sump can be eliminated or designed with drain holes where the intent is to preclude mosquito breeding sites. In addition, StormTech® advises that the stone is designed to drain so as to not leave standing water. Small amounts of water that may not drain due to depressions in the otherwise flat bottom would infiltrate. 7. Net Environmental Benefit Once the StormTech® Isolator™ Row has been verified and granted interim approval use within the State of New Jersey, StormTech® will then proceed to install and monitor systems in the field for the purpose of achieving goals set by the Tier II Protocol and final certification. At that time a net environmental benefit evaluation will be completed. However, it should be noted that the StormTech® technology requires no input of raw material, has no moving parts, and therefore, uses no water or energy. 8. References 18 Christensen, A. and V. Neary. 2005. Hydraulic Performance and Sediment Trap Efficiency for the StormTech® SC-740 Isolator™ Row. Department of Civil and Environmental Engineering, Tennesee Technological University. February 23, 2005. Neary, V. 2006. Performance Evaluation of Sediment Removal Efficiency StormTech® Isolator™ Row. Department of Civil and Environmental Engineering, Tennessee Tech University. October 20, 2006. Patel, M. 2003, Draft Total Suspended Solids Laboratory Testing Procedures, December 23, 2003, New Jersey Department of Environmental Protection, Office of Innovative Technology and Market Development. StormTech® Subsurface Stormwater Management Technical Resources CD: Product Literature, Design Tools, Isolator™ Row, Project Installation Video. April 2006. 19 FIGURES Figure 1. Isolator™ Row Profile View Figure 2. Treatment Train with Isolator™ Row Figure 3. Section and Profile Views of StormTech®Isolator™ as Installed in the Laboratory Figure 4. SSC Removal Efficiency for 2.56 gpm/ft2 for SIL-CO-SIL 106 Figure 5. SSC Removal Efficiency for 2.56 gpm/ft2 for SIL-CO-SIL 250 20 Figure 1. Isolator™ Row Profile View 21 Figure 2. Treatment Train with Isolator™ Row One StormTech® Recommended Configuration 22 Figure 3. Section and Profile Views of StormTech®Isolator™ Row as Installed in the Laboratory 23 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 0% 25% 50% 75% 100% 125% % of the Treatment Operating Rate% Removal EfficiencyAssumed Value Measured Value Figure 4. SSC Removal Efficiency for 2.56 gpm/ft2 for SIL-CO-SIL 106 (assuming efficiency does not increase as flowrate decreases) 24 0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100% 0% 25% 50% 75% 100% 125% % of the Treatment Operating Rate% Removal Efficiency Figure 5. SSC Removal Efficiency for 2.56 gpm/ft2 for SIL-CO-SIL 250 25 TABLES Table 1. Results: SIL-CO-SIL 106 Tests Table 2. Reduction of Removal Efficiency with Detention Time Table 3. Results: SIL-CO-SIL 250 Tests at 3.2 gpm/ft2 (July 19, 2006) Table 4. Results: SIL-CO-SIL 250 Tests at 1.7 gpm/ft2 (July 19, 2006) Table 5. Results: OK-110 Tests Table 6. Particle Size Distribution Table 7. Weight Factors for Different Treatment Operating Rates Table 8. NJDEP Weighted Removal Efficiency for 2.56 gpm/ft2 for SIL-CO-SIL 106 Table 9. NJDEP Weighted Removal Efficiency for 2.56 gpm/ft2 for SIL-CO-SIL 250 Table 10. NJDEP Weighted Removal Efficiency for 4.8 gpm/ft2 for OK-110 Table 11. NJDEP Weighted Removal Efficiency for 8.1 gpm/ft2 for OK-110 26 Table 1. Results: SIL-CO-SIL 106 Tests Date Influent SSC (mg/L) Effluent SSC (mg/L) % Removal 9-Jul 180 81 55 9-Jul 177 100 44 9-Jul 292 122 58 9-Jul 315 147 53 9-Jul 318 162 49 17-Jul 212 72 66 17-Jul 266 95 64 17-Jul 278 135 51 25-Jul 236 77 67 25-Jul 229 66 71 25-Jul 139 74 47 25-Jul 293 87 70 1-Aug 240 70 71 1-Aug 290 124 57 1-Aug 294 144 51 1-Aug 341 146 57 1-Aug 361 132 63 28-Aug 227 74 67 28-Aug 266 67 75 28-Aug 328 137 58 28-Aug 308 100 68 28-Aug 353 182 48 Average: 270 109 60 Std. Deviation: 59 35 9 Minimum: 139 66 44 Maximum: 361 182 75 27 Table 2. Reduction of Removal Efficiency with Detention Time Sample No. No. of Detention Times Influent SSC (mg/L) Effluent SSC (mg/L) % Removal 1 3 219 75 66 2 6 246 90 63 3 9 305 134 56 4 12 311 132 57 5 15 331 141 58 Table 3. Results: SIL-CO-SIL 250 Tests at 3.2 gpm/ft2 (July 19, 2006) Sample No. Influent SSC (mg/L) Effluent SSC (mg/L) % Removal 1 226 40 82 2 169 47 72 3 244 53 78 4 288 67 77 5 129 68 47 Average: 211 55 71 Std. Deviation: 63 12 14 Minimum: 129 40 47 Maximum: 288 68 82 28 Table 4. Results: SIL-CO-SIL 250 Tests at 1.7 gpm/ft2 (July 19, 2006) Sample Influent SSC (mg/L) Effluent SSC (mg/L) % Removal 1 416 27 89 2 407 44 88 3 441 48 87 4 417 56 89 5 441 61 87 Average: 424 47 88 Std. Deviation: 16 13 1 Minimum: 407 27 87 Maximum: 441 61 89 Table 5. Results: OK-110 Tests Flow (cfs) Hydraulic Loading Rate (gpm/ft2) Influent - Discrete SSC (mg/L) Influent – Grab SSC (mg/L) Effluent - Discrete SSC (mg/L) % Removal - Discrete % Removal - Grab 0.1 0.4 613.8 86.2 1.08 99.82% 98.75% 0.2 0.81 324.4 192.0 2.56 99.21% 98.67% 0.4 1.61 514.6 207.7 3.14 99.39% 98.49% 0.6 2.42 411.8 175.0 3.34 99.19% 98.09% 0.8 3.23 325.4 193.0 2.80 99.14% 98.55% 1.0 4.04 525.6 137.2 1.96 99.63% 98.57% 1.2 4.84 116.4 178.6 3.18 97.27% 98.22% 0.2 0.81 398.2 108.8 1.78 99.55% 98.37% 0.4 1.61 358.8 85.7 1.96 99.45% 97.71% 0.6 2.42 329.5 200.0 3.41 98.97% 98.30% 1.2 4.84 227.5 164.4 2.00 99.12% 98.79% 1.0 (scaled) 8.1 302.0 241.8 11.00 96.36% 95.45% Average: 370.7 164.2 3.18 99.14% 98.06% Minimum: 116.4 85.7 1.08 96.36% 95.45% Maximum: 613.8 241.8 11.0 99.82% 98.79% 29 Table 6. Particle Size Distribution Particle Size (microns) Sandy loam (percent by mass) 500-1,000 (coarse sand) 5.0 250-500 (medium sand) 5.0 100-250 (fine sand) 30.0 50-100 (very fine sand) 15.0 2-50 (silt) (8-50 µm, 25%) (2-8 µm, 15%)* 1-2 (clay) 5.0 Notes: Recommended density of particles ≤2.65 g/cm3 *The 8 µm diameter is the boundary between very fine silt and fine silt according to the definition of American Geophysical Union. The reference for this division/classification is: Lane, E. W., et al. (1947). "Report of the Subcommittee on Sediment Terminology," Transactions of the American Geophysical Union, Vol. 28, No. 6, pp. 936-938. Table 7. Weight Factors for Different Treatment Operating Rates Treatment operating rate Weight factor 25% 0.25 50% 0.30 75% 0.20 100% 0.15 125% 0.10 Notes: Weight factors were based upon the average annual distribution of runoff volumes in New Jersey and the assumed similarity with the distribution of runoff peaks. This runoff volume distribution was based upon accepted computation methods for small storm hydrology and a statistical analysis of 52 years of daily rainfall data at 92 rainfall gages. 30 Table 8. NJDEP Weighted Removal Efficiency for 2.56 gpm/ft2 for SIL-CO-SIL 106 (assuming efficiency does not increase as flowrate decreases) Treatment Operating Rate NJDEP Weight Factor Loading Rate (gpm/ft2) % SSC Removal NJDEP Weighted % Removal 25% 0.25 0.64 60 15 50% 0.30 1.28 60 18 75% 0.20 1.92 60 12 100% 0.15 2.56 60 9 125% 0.10 3.20 60 6 Total: 60 Table 9. NJDEP Weighted Removal Efficiency for 2.56 gpm/ft2 for SIL-CO-SIL 250 Treatment Operating Rate NJDEP Weight Factor Loading Rate (gpm/ft2) % SSC Removal NJDEP Weighted % Removal 25% 0.25 0.64 0.88 0.22 50% 0.30 1.28 0.88 0.264 62.5 1.70 0.88 75% 0.20 1.92 0.846 0.1692 100% 0.15 2.56 0.778 0.1167 125% 0.10 3.20 0.71 0.071 Total: 84 31 Table 10. NJDEP Weighted Removal Efficiency for 4.8 gpm/ft2 for OK-110 Treatment Operating Rate NJDEP Weight Factor Loading Rate (gpm/ft2) % SSC Removal NJDEP Weighted % Removal 25% 0.25 0.97 98.9 24.7 50% 0.30 1.94 98.7 29.6 75% 0.20 2.90 98.7 19.7 100% 0.15 3.87 98.9 14.8 125% 0.10 4.84 98.4 9.8 Total: 98.8 Table 11. NJDEP Weighted Removal Efficiency for 8.1 gpm/ft2 for OK-110 Treatment Operating Rate NJDEP Weight Factor Loading Rate (gpm/ft2) % SSC Removal NJDEP Weighted % Removal 25% 0.25 1.62 98.8 24.7 50% 0.30 3.24 98.8 29.7 75% 0.20 4.86 98.3 19.7 100% 0.15 6.48 98.3 14.8 125% 0.10 8.10 95.9 9.6 Total: 98.4 32 33 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 1 02/11/2020 Version 17.0 (Check http://www.indy.gov/eGov/City/DPW/Business/Specs/Pages/UpdatedStormWaterManual.aspx for current Selection Guide) Performance Matrix for Manufactured SQUs that are approved for use as post-construction water quality units in the City of Indianapolis and in compliance with the Stormwater Design and Construction Specifications Manual PLEASE NOTE: All SQUs shall be configured as off-line units unless approved for on-line use. On-line units must document the peak 10-year flow (per the Stormwater Design and Construction Specification Manual) is less than the approved maximum10-yr flow rate. Rate Based SQUs - Table 1 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) SC-3 0.39 N/A 9 SC-4 0.70 N/A 9 SC-5 1.09 N/A 9 SC-6 1.57 N/A 9 SC-7 2.14 N/A 9 SC-8 2.80 N/A 9 SC-9 3.54 N/A 9 SC-10 4.37 N/A 9 SC-11 5.29 N/A 9 SciClone1 SC-12 6.30 N/A 9 CDS-3 0.52 1.04 9 CDS-4 0.93 1.86 9 CDS-5 1.5 3.00 9 CDS-6 2.1 4.2 9 CDS-7 2.8 5.60 9 CDS-8 3.7 7.4 9 CDS-10 5.8 11.6 9 CDS Technologies1 CDS-12 8.4 16.8 9 DVS-36C 0.56 1.12 9 DVS-48C 1.00 2.00 9 DVS-60C 1.56 3.12 9 DVS-72C 2.25 4.50 9 DVS-84C 3.06 6.12 9 DVS-96C 4.00 8.00 9 DVS-120C 6.25 12.50 9 DVS1 DVS-144C 9.00 18.00 9 Appendix E 12 of 49 4/5/2020Appendix E 12 of 49 04/05/20 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 02/11/2020 Version 17.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 4-ft 1.12 2.95 9 6-ft 2.52 6.63 12 8-ft 4.49 11.81 15 10-ft 7.00 18.40 18 Hydro International Downstream Defender1 12 ft 10.08 26.51 21 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 Hydro International First Defense High Capacity1 8-ft 6.00 12.96 9 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HydroStorm by Hydroworks, LLC1 HS-12 7.91 15.82 6 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.78 5.66 6 XC-6 3.88 7.90 6 XC-7 5.17 10.52 6 XC-8 6.64 13.51 6 XC-9 8.29 16.87 6 XC-10 10.13 20.62 6 XC-11 12.15 24.73 6 XC-12 14.35 29.20 6 AquaShield Aqua-Swirl Xcelerator1 XC-13 15.53 31.60 6 CS-4 1.80 4.03 9 CS-5 2.81 6.29 9 CS-6 4.05 9.07 9 CS-8 7.20 16.1 9 CS-10 11.3 25.3 9 Contech Cascade Separator CS-12 16.2 36.3 9 Appendix E 13 of 49 4/5/2020Appendix E 13 of 49 04/05/20 170187000 – North End Phase 1 Appendix F: Channel Calculations kimley-horn.com 250 E. 96th Street, Suite 580, Indianapolis, Indiana 46240 317 218 9560 Memorandum Date: September 14, 2020 To: Mr. Sam Clark, Mr. Kent Ward From: Andy Taylor, Kaleb Sondgerath Re: North End Phase 1 – Stream Analysis CC: Erik Dirks Purpose This design memo is intended to provide an analysis of the existing ditch that is currently conveying the Hunters Knoll Legal Drain located within the North End development on the northeastern corner of Smokey Row Road & Rohrer Road in Carmel, Indiana. This analysis includes the existing 100-year depth of flow within the creek as well as the proposed depth of flow after construction of Phase 1 of the North End development. Existing Creek Analysis Currently the existing creek conveys the existing 7’x4’ box culvert crossing SR31 as a part of the Hunters Knoll Legal Drain. To determine the flow conveyed by this culvert, HY-8 modelling was completed to determine the maximum capacity of the culvert before over-topping the road to be 265.82 cfs. In addition, ICPR 4 modelling was utilized to evaluate the existing on-site flow from Phase 1 and Phase II using the NRCS Curve Number (CN) method. This modelling determined an additional 35.52cfs of flow that discharges to the existing creek. Together the existing on-site creek conservatively conveys a total flow of 301.34cfs, which when modeled by FlowMaster shows a normal depth of flow within the creek of 44 inches. The slope and shape of the existing creek was conservatively modeled as a 5.5’ wide trapezoidal channel at 2% slope. These numbers were based on the narrowest and flattest portion of the creek and is therefore the worst-case scenario. (Refer to Appendix A for existing calculations) Proposed Development Analysis The proposed Phase I development will detain all on-site improvements, therefore, with the required minimum 6” orifice per Carmel Standards, the proposed 100-yr release rate from the site will be 4.47cfs, which is a 21.49cfs decrease from the existing on-site runoff to the creek. With the proposed detention the existing creek will receive a total of 279.96cfs, which when modeled by FlowMaster shows a normal depth within the existing creek of 42.9 inches. Attached is a map showing the limits of a 100-year event within the creek. As the map reflects, no portion of the creek floods within the proposed improvements, and all building pads exceed the 2’ minimum height above the flood elevation. (Refer to Appendix B for existing calculations) The proposed calculations provided are in accordance with all Hamilton County Standards as well as City of Carmel Standards and will have no adverse impacts on adjacent property owners. If you have any questions or concerns please contact Andy Taylor at andy.taylor@kimley-horn.com or call 317-218-9567 Sincerely, Kimley-Horn and Associates, Inc. Kaleb Sondgerath, E.I. Analyst