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HomeMy WebLinkAboutDrainage Report 11-22-19 -ii- Gramercy East Apartments November 2019 TABLE OF CONTENTS 1.0 REPORT OVERVIEW .....................................................................................................1 2.0 PROJECT BACKGROUND.............................................................................................2 2.1 Existing conditions.................................................................................................. 2 2.1.1 FEMA Map ..................................................................................................2 2.1.2 Watershed Description .................................................................................2 2.1.3 Soils Map .....................................................................................................2 3.0 STORMWATER DESIGN ...............................................................................................2 3.1 Proposed Conditions ............................................................................................... 2 3.2 Stormwater Management ........................................................................................ 3 3.2.1 Storm Sewer Piping .....................................................................................3 3.2.2 Runoff Curve Number (CN) Determination ................................................3 3.2.3 Outlet Control Structures .............................................................................4 3.2.4 Emergency Overflow ...................................................................................4 3.3 Water Quality .......................................................................................................... 4 3.4 Computer Software and Limitations ....................................................................... 4 4.0 CONCLUSION ..................................................................................................................4 5.0 REFERENCES ...................................................................................................................5 -iii- Gramercy East Apartments November 2019 APPENDICES Appendix A – FEMA Firm Map Appendix B – Soils Map Appendix C – Existing & Proposed Watershed Maps Appendix D – Storm Sewer Sizing Calculations Appendix E – Existing HydroCAD Output Appendix F – Proposed HydroCAD Output Appendix G – Emergency Overflow Calculations Appendix H – Water Quality Calculations -1- Gramercy East Apartments November 2019 1.0 REPORT OVERVIEW This report establishes the stormwater quantity and quality requirements for the proposed Gramercy Apartment Complex Redevelopment project located at 945 Mohawk Hills Drive. The existing site consists of multiple 2-story apartment buildings, three parking garage structures, parking lot and exterior storage structure. The proposed improvements to the site involve new asphalt parking lots, multi-level apartments and townhomes, and associated drainage & utility infrastructure. Through a system of catch basin inlets and culverts, stormwater will be conveyed to onsite detention and treated before discharging to a swale at the south end of the property. The proposed improvements will provide better flood protection for the apartment site while improving the quality of the runoff into the swale. -2- Gramercy East Apartments November 2019 2.0 PROJECT BACKGROUND 2.1 EXISTING CONDITIONS The project site is located southwest of the intersection of E. 126th St. and Keystone Ave in Lawrence Township, Indianapolis. None of the property is in the floodplain. The apartment site’s subject parcel includes seven separate two story frame apartment buildings, three precast concrete parking garages, and asphalt parking lot. In the northern part of the site, the driveway and roof sheet-flow to Kinzer Avenue and E. 126th Street, where the runoff is managed by storm inlets that line the road. An existing swale manages the runoff from the southern part of the site. The swale has inlets and a culvert that connects the ditch under an onsite driveway. Although the site will gain impervious surface, the project will not have a negative impact on the existing sewer system or water quality. The existing drainage basin map Figure C-1 delineates these two areas in Appendix C. The existing discharge rates for the full site are summarized in Table 1. 2.1.1 FEMA Map The project site is located within the FEMA Community Panel Maps #18057C0226G and #18057C0228G dated November 19, 2016 which indicates the site is located within the Flood Designation ‘Zone X, Area of minimal flood hazard.” The FEMA Map with determined Base Flood Elevations (BFE) is included in Appendix A. 2.1.2 Watershed Description The project site drains to the Cool Creek-Grassy Branch/Little Cool Creek watershed as provided on the IndianaMap GIS system and identified with a 14-digit Hydrologic Unit Code (HUC) of 05120201090030. 2.1.3 Soils Map The approximate limits of each soil type are depicted in the Soils Map provided in Appendix B. 3.0 STORMWATER DESIGN 3.1 PROPOSED CONDITIONS The proposed development will disturb approximately 21.52 acres to construct an expanded asphalt parking lot, connecting sidewalks, courtyard, new building and stormwater detention basins. In total, the site impervious area is assumed to increase by 8.66 acres. See proposed conditions on Figure C-3N and C-3S in Appendix C. -3- Gramercy East Apartments November 2019 In accordance with the City of Carmel Stormwater Technical Standards Manual, proposed storm sewer inlets, piping and swales will convey stormwater runoff to a detention basin where water quality Best Management Practices (BMPs) will treat contents for sediment and pollutants. The following sections detail the site’s post-developed stormwater management. 3.2 STORMWATER MANAGEMENT 3.2.1 Storm Sewer Piping Sized for a 10-year rainfall event, a series of catch basin inlets and piping will convey rainfall runoff to proposed detention basins. In the storm sewer calculations of Appendix D, a Composite “C” value of 0.90 was used for roof area, whereas 0.85 and 0.20 were used for pavement and pervious lawn, respectively. The time of concentration was assumed to be a minimum allowable of 5 minutes for paved inlets, and all pipes were assigned a Manning’s coefficient “n” value of 0.013. 3.2.2 Runoff Curve Number (CN) Determination For impervious areas such as buildings and pavement, a CN value of 98 was used. The HydroCAD models in Appendix E and Appendix F show the calculated CN values as well as time of concentration for each site basin. Rainfall depths in the City of Carmel Technical Standards Manual were used to develop the basin hydrographs. Proposed Detention Area % Impervious (CN=98) = 60.6 % Pervious (CN=80) = 39.4 = 60.6% × 98 + 39.4% × 80 = 91 Table 1 - Discharge Rates Proposed Peak Runoff Rate (cfs) Proposed Site Area: 21.51 acres 2-Year (cfs) 10-Year (cfs) 100-Year (cfs) Existing Discharge Rates 18.00 30.86 71.30 Allowable Discharge Rates* 2.15 2.15 6.45 Proposed Discharge Rates 1.76 2.08 6.40 Actual Discharge Rates (6-inch orifice) 2.01 2.39 6.23 *0.1 cfs per acre for 10-year storm; 0.3 cfs per acre for 100-year storm The peak runoff rates displayed in Table 1 are for the project area of interest (21.52-acre soil disturbance boundary). Existing HydroCAD reports are in Appendix E. -4- Gramercy East Apartments November 2019 3.2.3 Outlet Control Structures To achieve the allowable rates shown in Table 1, an outlet control structure is required at each detention basin. The northern wet pond outlet control will feature an outlet control structure with a 10-inch pvc pipe at normal pool and an overflow structure connecting to a 24-inch equalizer pipe. The southern wet pond outlet control will feature a 5.5”-diameter orifice and an overflow structure connecting to a 12” outlet pipe to the existing ditch at the south end of the site. 3.2.4 Emergency Overflow In the event that outlet devices are clogged or inoperable, each of the two ponds are designed with a rip rap weir to act as an emergency overflow spillway. This weir does not require mechanical activation and is designed to control one and one-quarter times (1.25) the peak inflow discharge. See Appendix G for calculations. 3.3 WATER QUALITY The Gramercy site will utilize two BMPs to treat runoff from the proposed site: the wet detention pond and mechanical Aqua Swirl unit. The drainage areas are treated by an XC-11 & XC-9 mechanical BMPs prior to detention. The water quality unit has been sized using the water quality calculations in section 700 of the City of Carmel Stormwater Technical Standards Manual. Refer to water quality calculations in Appendix H. 3.4 COMPUTER SOFTWARE AND LIMITATIONS The drainage calculations described in this report were performed using the following programs: · HydroCAD v10.00 (by HydroCAD Software Solutions, LLC) computer software · Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil3D® 4.0 CONCLUSION The Gramercy Apartments site will be served with adequate detention and water quality facilities in accordance with the City of Carmel Stormwater Technical Standards Manual. Due to the proposed drainage system and water quality unit, no adverse impacts are expected for upstream or downstream property owners. -5- Gramercy East Apartments November 2019 5.0 REFERENCES 1. USDA NRCS Web Soil Survey 2. U.S. Geological Survey, IndianaMap website 3. FEMA Flood Insurance Rate Maps, FEMA website 4. City of Carmel Stormwater Technical Standards Specifications Manual APPENDIX A FEMA FIRM RATE MAP USGS The National Map: Orthoimagery. Data refreshed April, 2019. National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250Feet Ü86°7'13.93"W 39°58'25.94"N 86°6'36.47"W 39°57'58.36"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AR EAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, AR Regulator y Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone X Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone X Area with Flood Risk due to Levee Zone D NO SCREE N Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culver t, or Storm SewerLevee, Dike, or Floodwall Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect Coastal Transect BaselineProfile BaselineHydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of StudyJurisdiction Boundar y Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from theauthoritative NFHL web ser vices provided by FEMA. This mapwas exported on 10/23/2019 at 3:05:29 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes. Legend OTHER AREAS OFFLOOD HAZARD OTHER AREAS GENERALSTRUCTURES OTHERFEATURES MAP PANELS 8 1:6,000 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative proper ty location. USGS The National Map: Orthoimagery. Data refreshed April, 2019. National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250Feet Ü86°7'14.93"W 39°58'14.83"N 86°6'37.48"W 39°57'47.25"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AR EAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, AR Regulator y Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone X Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone X Area with Flood Risk due to Levee Zone D NO SCREE N Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culver t, or Storm SewerLevee, Dike, or Floodwall Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect Coastal Transect BaselineProfile BaselineHydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of StudyJurisdiction Boundar y Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from theauthoritative NFHL web ser vices provided by FEMA. This mapwas exported on 10/23/2019 at 3:04:28 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes. Legend OTHER AREAS OFFLOOD HAZARD OTHER AREAS GENERALSTRUCTURES OTHERFEATURES MAP PANELS 8 1:6,000 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative proper ty location. APPENDIX B SOILS MAP United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Hamilton County, IndianaNatural Resources Conservation Service September 25, 2019 9 Custom Soil Resource Report Soil Map 44245004424550442460044246504424700442475044248004424850442490044249504424500442455044246004424650442470044247504424800442485044249004424950575250 575300 575350 575400 575450 575500 575550 575600 575250 575300 575350 575400 575450 575500 575550 575600 39° 58' 17'' N 86° 7' 8'' W39° 58' 17'' N86° 6' 52'' W39° 58' 1'' N 86° 7' 8'' W39° 58' 1'' N 86° 6' 52'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,320 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Br Brookston silty clay loam, 0 to 2 percent slopes 2.3 11.2% CrA Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes 10.6 50.5% MmB2 Miami silt loam, 2 to 6 percent slopes, eroded 8.0 38.0% MoC3 Miami clay loam, 6 to 12 percent slopes, severely eroded 0.1 0.3% Totals for Area of Interest 20.9 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. Custom Soil Resource Report 11 Hamilton County, Indiana Br—Brookston silty clay loam, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2t98n Elevation: 600 to 1,260 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Prime farmland if drained Map Unit Composition Brookston and similar soils: 95 percent Minor components: 5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Brookston Setting Landform: Till plains, depressions Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Dip Down-slope shape: Linear, concave Across-slope shape: Concave Parent material: Loess over loamy till Typical profile Ap - 0 to 16 inches: silty clay loam Btg1 - 16 to 32 inches: silty clay loam Btg2 - 32 to 44 inches: loam C - 44 to 60 inches: loam Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20 to 0.60 in/hr) Depth to water table: About 0 to 12 inches Frequency of flooding: None Frequency of ponding: Frequent Calcium carbonate, maximum in profile: 40 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Moderate (about 8.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Hydric soil rating: Yes Custom Soil Resource Report 13 Minor Components Crosby Percent of map unit: 5 percent Landform: Till plains Landform position (two-dimensional): Footslope, summit Landform position (three-dimensional): Talf Down-slope shape: Concave Across-slope shape: Linear Hydric soil rating: No CrA—Crosby silt loam, fine-loamy subsoil, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2thy4 Elevation: 600 to 1,000 feet Mean annual precipitation: 36 to 44 inches Mean annual air temperature: 49 to 54 degrees F Frost-free period: 145 to 180 days Farmland classification: Prime farmland if drained Map Unit Composition Crosby and similar soils: 93 percent Minor components: 7 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Crosby Setting Landform: Ground moraines, recessionial moraines, water-lain moraines Landform position (two-dimensional): Summit, backslope, footslope Landform position (three-dimensional): Interfluve, rise Down-slope shape: Convex, linear Across-slope shape: Linear, convex Parent material: Silty material or loess over loamy till Typical profile Ap - 0 to 10 inches: silt loam Btg - 10 to 17 inches: silty clay loam 2Bt - 17 to 29 inches: clay loam 2BCt - 29 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: 24 to 40 inches to densic material Natural drainage class: Somewhat poorly drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Low to moderately high (0.01 to 0.20 in/hr) Custom Soil Resource Report 14 Depth to water table: About 6 to 24 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 55 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C/D Hydric soil rating: No Minor Components Williamstown, eroded Percent of map unit: 5 percent Landform: Water-lain moraines, ground moraines, recessionial moraines Landform position (two-dimensional): Backslope, shoulder, summit Landform position (three-dimensional): Side slope, crest, head slope, nose slope, rise Down-slope shape: Convex, linear Across-slope shape: Linear, convex Hydric soil rating: No Treaty, drained Percent of map unit: 2 percent Landform: Depressions, water-lain moraines, swales Landform position (two-dimensional): Toeslope, footslope Landform position (three-dimensional): Base slope, dip Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes MmB2—Miami silt loam, 2 to 6 percent slopes, eroded Map Unit Setting National map unit symbol: 2rkb2 Elevation: 180 to 370 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: All areas are prime farmland Map Unit Composition Miami, eroded, and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Custom Soil Resource Report 15 Description of Miami, Eroded Setting Landform: Till plains Landform position (two-dimensional): Backslope, shoulder, footslope Landform position (three-dimensional): Side slope Down-slope shape: Convex Across-slope shape: Linear Parent material: Loess over loamy till Typical profile Ap - 0 to 8 inches: silt loam Bt - 8 to 13 inches: silty clay loam 2Bt - 13 to 31 inches: clay loam 2BCt - 31 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope: 2 to 6 percent Depth to restrictive feature: 24 to 40 inches to densic material Natural drainage class: Moderately well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat): Low to moderately high (0.01 to 0.20 in/hr) Depth to water table: About 24 to 36 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 45 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Low (about 5.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: No Minor Components Crosby Percent of map unit: 5 percent Landform: Till plains Landform position (two-dimensional): Summit Landform position (three-dimensional): Interfluve Down-slope shape: Linear Across-slope shape: Convex Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: No Treaty Percent of map unit: 5 percent Landform: Till plains Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Dip Custom Soil Resource Report 16 Down-slope shape: Concave Across-slope shape: Concave Other vegetative classification: Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes Williamstown Percent of map unit: 5 percent Landform: Till plains Landform position (two-dimensional): Backslope, shoulder Landform position (three-dimensional): Side slope Down-slope shape: Convex Across-slope shape: Linear Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: No MoC3—Miami clay loam, 6 to 12 percent slopes, severely eroded Map Unit Setting National map unit symbol: 2rk9y Elevation: 600 to 1,200 feet Mean annual precipitation: 36 to 43 inches Mean annual air temperature: 48 to 54 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Miami, severely eroded, and similar soils: 97 percent Minor components: 3 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Miami, Severely Eroded Setting Landform: Till plains Landform position (two-dimensional): Backslope, shoulder Landform position (three-dimensional): Side slope Down-slope shape: Convex Across-slope shape: Linear Parent material: Loamy till Typical profile Ap - 0 to 6 inches: clay loam Bt - 6 to 29 inches: clay loam BCt - 29 to 34 inches: loam Cd - 34 to 80 inches: loam Properties and qualities Slope: 6 to 12 percent Depth to restrictive feature: 24 to 40 inches to densic material Natural drainage class: Moderately well drained Runoff class: Very high Custom Soil Resource Report 17 Capacity of the most limiting layer to transmit water (Ksat): Low to moderately high (0.01 to 0.20 in/hr) Depth to water table: About 24 to 36 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 45 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Low (about 4.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: C Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: No Minor Components Crosby Percent of map unit: 3 percent Landform: Till plains Landform position (three-dimensional): Interfluve Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: No Custom Soil Resource Report 18 APPENDIX C EXISTING & PROPOSED WATERSHED MAPS DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: FIGURE NO.: EXISTING DRAINAGE PLAN 94-5481"=150'11/14/2019 AML DRAFT DRAFT C-1 CSO ARCHITECTS GRAMERCY E. 126TH ST. & KEYSTONE AVE. CARMEL, IN530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH 530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: EXHIBIT: PROPOSED DRAINAGE MAP 194-5481" = 150'NOVEMBER 4, 2019 AML DRAFT DRAFT C-2 CSO ARCHITECTS, INC. GRAMERCY E 126TH ST & KEYSTONE AVE CARMEL, IN NORTH KINZER AVENUE DATE:DWG SCALE:DRAWN BY:CHECKED BY:APPROVED BY:PROJECT NO:EXHIBIT:PROPOSED BASIN MAP194-5481" = 80'NOVEMBER 4, 2019AMLDRAFTDRAFTC-3 NCSO ARCHITECTS, INC.GRAMERCYE 126TH ST & KEYSTONE AVECARMEL, IN530 E. Ohio Street, Suite G - Indianapolis, IN 46204317-655-7777 · 877-746-0749 www.cecinc.comNORTH KINZER AVENUEKI N Z E R A V E N U E INDIANA TRAIL DRIVENORTH DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: EXHIBIT: PROPOSED BASIN MAP 194-5481" = 80'NOVEMBER 4, 2019 AML DRAFT DRAFT C-3 S CSO ARCHITECTS, INC. GRAMERCY E 126TH ST & KEYSTONE AVE CARMEL, IN530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com APPENDIX D STORM SEWER SIZING CALCULATIONS Civil & Environmental Consultants, Inc. By:NPJ Project Name:Gramercy Date:11/2019 CEC Project No.:194-548 Checked By:ACH Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS STR-203 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 8,000 7,446 0 5,240 20,686 0.47 0.70 STR-204 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 16,000 12,522 0 25,069 53,591 1.23 0.56 STR-205 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 1,038 0 0 1,038 0.02 0.85 STR-207 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 7,306 0 3,902 11,208 0.26 0.62 STR-211 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,648 3,447 0 0 6,095 0.14 0.87 STR-213 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 5,521 6,339 0 0 11,860 0.27 0.87 STR-215 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,124 3,008 0 0 5,132 0.12 0.87 Roof Surfaces= Pervious= Pavement= Gravel/Stone = Civil & Environmental Consultants, Inc. By:NPJ Project Name:Gramercy Date:11/2019 CEC Project No.:194-548 Checked By:ACH Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS Roof Surfaces= Pervious= Pavement= Gravel/Stone = STR-216 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 4,756 6,232 0 875 11,863 0.27 0.82 STR-217 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 4,349 0 0 5,126 9,475 0.22 0.52 STR-218 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 4,479 0 0 4,588 9,067 0.21 0.55 STR-219 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 1,252 3,724 0 3,212 8,188 0.19 0.60 STR-220 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 5,946 5,981 0 2,781 14,708 0.34 0.75 STR-221 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 7,819 6,823 0 2,575 17,217 0.40 0.78 STR-222 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 6,033 6,264 0 9,420 21,717 0.50 0.58 Civil & Environmental Consultants, Inc. By:NPJ Project Name:Gramercy Date:11/2019 CEC Project No.:194-548 Checked By:ACH Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS Roof Surfaces= Pervious= Pavement= Gravel/Stone = STR-223 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 32,350 6,576 0 16,449 55,375 1.27 0.69 STR-224 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 10,679 6,909 0 6,370 23,958 0.55 0.70 STR-225 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 11,008 6,838 0 2,688 20,534 0.47 0.79 STR-227 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 10,186 0 1,948 12,134 0.28 0.75 STR-228 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 16,080 27,653 0 29,641 73,374 1.68 0.60 STR-229 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 6,430 0 7,524 13,954 0.32 0.50 STR-230 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 5,974 0 6,324 12,298 0.28 0.52 Civil & Environmental Consultants, Inc. By:NPJ Project Name:Gramercy Date:11/2019 CEC Project No.:194-548 Checked By:ACH Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS Roof Surfaces= Pervious= Pavement= Gravel/Stone = STR-231 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,539 6,573 0 2,626 11,738 0.27 0.72 STR-232 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 3,797 5,543 0 2,570 11,910 0.27 0.73 STR-233 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 1,922 0 778 2,700 0.06 0.66 STR-235 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 2,560 0 0 2,560 0.06 0.85 STR-236 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 11,317 9,481 0 4,049 24,847 0.57 0.77 STR-237 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 6,307 0 2,130 8,437 0.19 0.69 STR-238 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 1,145 0 0 1,145 0.03 0.85 Civil & Environmental Consultants, Inc. By:NPJ Project Name:Gramercy Date:11/2019 CEC Project No.:194-548 Checked By:ACH Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS Roof Surfaces= Pervious= Pavement= Gravel/Stone = STR-239 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 1,146 0 0 1,146 0.03 0.85 STR-240 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 1,041 0 0 1,041 0.02 0.85 STR-241 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 4,698 0 3,016 7,714 0.18 0.60 Civil & Environmental Consultants, Inc. By:NPJ Project Name:Gramercy Date:11/2019 CEC Project No.:194-548 Checked By:N/A Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS STR-303 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 7,054 0 5,975 13,029 0.30 0.55 STR-306 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 15,076 15,631 0 9,760 40,467 0.93 0.71 STR-308 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 2,027 0 730 2,757 0.06 0.68 STR-309 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 10,078 6,898 0 7,058 24,034 0.55 0.68 STR-310 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 7,613 8,126 0 2,615 18,354 0.42 0.78 STR-311 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 7,948 7,055 0 5,721 20,724 0.48 0.69 STR-312 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 12,666 0 4,804 17,470 0.40 0.67 Roof Surfaces= Pavement= Gravel/Stone = Pervious= Civil & Environmental Consultants, Inc. By:NPJ Project Name:Gramercy Date:11/2019 CEC Project No.:194-548 Checked By:N/A Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS Roof Surfaces= Pavement= Gravel/Stone = Pervious= STR-313 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 1,250 3,891 0 1,240 6,381 0.15 0.73 STR-314 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,544 5,837 0 822 9,203 0.21 0.81 STR-315 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,583 4,342 0 904 7,829 0.18 0.79 STR-316 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 3,347 4,970 0 785 9,102 0.21 0.81 STR-317 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 1,722 5,447 0 2,644 9,813 0.23 0.68 STR-319 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 4,943 0 2,229 7,172 0.16 0.65 STR-320 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 18,000 14,501 0 10,280 42,781 0.98 0.71 Civil & Environmental Consultants, Inc. By:NPJ Project Name:Gramercy Date:11/2019 CEC Project No.:194-548 Checked By:N/A Description:Composite C Calculations Date: Runoff Coefficient 0.90 0.85 0.85 0.20 BASINS Roof Surfaces= Pavement= Gravel/Stone = Pervious= STR-321 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 1,497 0 1,755 3,252 0.07 0.50 STR-322 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 2,246 6,720 0 5,346 14,312 0.33 0.62 STR-323 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 0 6,150 0 1,409 7,559 0.17 0.73 STR-324 Roof Pavement Gravel/Stone Lawn Total Total Composite (ft^2)(ft^2)(ft^2)(ft^2)(ft^2)(Acres)"C" 13,440 11,181 0 14,042 38,663 0.89 0.63 314 Depth Weir Orifice Casting Neenah R-2502-D 0.00 0.00 0.00 R-2502-D Area 0.9 ft2 0.05 0.14 0.49 STR Q Perimeter 6 ft 0.10 0.40 0.70 203 1.03 P 4.2 ft 0.15 0.73 0.85 207 0.99 A 0.45 ft2 0.20 1.13 0.98 211 0.75 Q=3.0*P*D^1.5 (Weir) 0.25 1.58 1.10 213 0.78 Q=4.89*A*D^0.5 (Orifice) 0.30 2.07 1.21 215 0.64 0.35 2.61 1.30 220 0.78 0.40 3.19 1.39 313 0.67 0.45 3.80 1.48 314 1.04 i = 6.12 0.50 4.45 1.56 315 0.87 C= 0.81 316 1.04 A= 0.21 317 0.96 1.04 cfs …319 0.63 312 Depth Weir Orifice Casting Neenah R-2502-G 0.00 0.00 0.00 R-2502-G Area 1.2 ft2 0.05 0.14 0.66 STR Q Perimeter 6 ft 0.10 0.40 0.93 312 1.64 P 4.2 ft 0.15 0.73 1.14 A 0.6 ft2 0.20 1.13 1.31 Q=3.0*P*D^1.5 (Weir) 0.25 1.58 1.47 Q=4.89*A*D^0.5 (Orifice) 0.30 2.07 1.61 0.35 2.61 1.74 0.40 3.19 1.86 0.45 3.80 1.97 i = 6.12 0.50 4.45 2.07 C= 0.67 A= 0.4 1.64 cfs … Q= C x I x A =ADEQUATE Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\2019\194-548\-Calculations\Drainage\Proposed\194-548 - Grate Inlet Capacities-Orifice & Weir Analysis-NPJ.xlsx203-213 - 11/22/2019 224 Depth Weir Orifice Casting Neenah R-3287-10V 0.00 0.00 0.00 R-3287 Area 2.1 ft2 0.05 0.13 1.15 STR Q STR Q Perimeter 5.5 ft 0.10 0.37 1.62 205 0.10 306 2.13 P 3.85 ft 0.15 0.67 1.99 216 1.35 308 0.25 A 1.05 ft2 0.20 1.03 2.30 219 0.70 309 2.29 Q=3.0*P*D^1.5 (Weir) 0.25 1.44 2.57 221 1.91 310 2.00 Q=4.89*A*D^0.5 (Orifice) 0.30 1.90 2.81 215 0.64 321 0.21 0.35 2.39 3.04 220 1.56 322 1.25 0.40 2.92 3.25 222 1.77 323 0.76 0.45 3.49 3.44 223 1.27 i = 6.12 0.50 4.08 3.63 224 2.36 C= 0.7 225 0.90 A= 0.55 227 1.28 2.36 cfs …229 0.98 230 0.89 use double inlet 231 1.19 232 1.21 238 0.16 239 0.16 240 0.10 236 Depth Weir Orifice Casting Neenah R-3405 0.00 0.00 0.00 R-3405 Q Area 1.5 ft2 0.05 0.14 0.49 STR 236 1.25 Perimeter 7.9 ft 0.10 0.40 0.70 237 0.80 P 5.5 ft 0.15 0.73 0.85 241 0.66 A 0.75 ft2 0.20 1.13 0.98 Q=3.0*P*D^1.5 (Weir) 0.25 1.58 1.10 Q=4.89*A*D^0.5 (Orifice) 0.30 2.07 1.21 0.35 2.61 1.30 0.40 3.19 1.39 0.45 3.80 1.48 i = 6.12 0.50 4.45 1.56 C= 0.66 A= 0.31 1.25 cfs … Structure Number Q=CiA GRATE FLOW IN CFS Sump Grates Ponding Depth Calculation Q= C x I x A =ADEQUATE Q=CiA Structure Number ADEQUATEQ= C x I x A = GRATE FLOW IN CFS 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\2019\194-548\-Calculations\Drainage\Proposed\194-548 - Grate Inlet Capacities-Orifice & Weir Analysis-NPJ.xlsx203-213 - 11/22/2019 218 Depth Weir Orifice Casting Neenah R-4342 0.00 0.00 0.00 Area 2 ft2 0.05 0.14 1.09 R-4342 Q Perimeter 6 ft 0.10 0.40 1.55 STR 217 0.70 P 4.2 ft 0.15 0.73 1.89 218 0.71 A 1.00 ft2 0.20 1.13 2.19 Q=3.0*P*D^1.5 (Weir) 0.25 1.58 2.45 Q=4.89*A*D^0.5 (Orifice) 0.30 2.07 2.68 0.35 2.61 2.89 0.40 3.19 3.09 0.45 3.80 3.28 i = 6.12 0.50 4.45 3.46 C= 0.55 A= 0.21 0.71 cfs … Sump Grates Ponding Depth Calculation Structure Number Q=CiA GRATE FLOW IN CFS Q= C x I x A =ADEQUATE 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 0.00 0.20 0.40 0.60Discharge, cfsDepth Over Grate, ft Grate Discharge Weir Orifice P:\2019\194-548\-Calculations\Drainage\Proposed\194-548 - Grate Inlet Capacities-Orifice & Weir Analysis-NPJ.xlsx203-213 - 11/22/2019 264 NEENAH FOUNDRY7DRAINAGEGRATESg Note: When specifying/ordering grates, refer to “Choosing the Proper Inlet Grate” on pages 125-126. For a complete listing of FREE OPEN AREAS and WEIR PERIMETERS of all NEENAH grates, refer to pages 327-332. Dimensions in inches Catalog No. A B G H Type Square - Heavy Duty Dimensions in inches Catalog No. A B G H Type Rectangular - Heavy Duty R-4400 to R-4899 Series Square and Rectangular Drainage Grates The gratings in this series are rated heavy duty when supported on all four sides. Other special sizes quoted on request in the event none of the standards shown in this series meet your requirements. In ordering replacement grates to be used on existing catch basins, be sure to specify the exact size of opening in which the grate will be used. Many of the grates in this series can be adapted to trench frames with support on two sizes. Most are qualified as heavy duty when the short dimension spans the trench. Advise loading requirements so we can assist you with your choice. Type H R-4400-A * 8 x 8 1 1 x 5 1/4 1 A R-4401 * 8 x 8 1 3/8 x 3 3/8 A R-4408 * 10 1/4 x 10 1/4 1 7/8 x 8 1/4 1 B R-4441-1 * 12 x 12 1 3/8 x 4 1/2 1 Q R-4511 * 14 x 14 1 1/2 1 1/2 x 5 1/8 1 1/8 A R-4550 * 15 x 15 1 1/4 3 1/2 x 3 1/2 3/4 H R-4552 * 16 x 16 1 3/4 1 1/4 x 6 1/4 1 1/4 A R-4557 * 16 x 16 1 1/4 1 3/16 x 3 3/8 3/4 A R-4558 * 17 5/8 x 17 5/8 1 1/4 1 x 5 1/2 C R-4660 * 18 x 18 1 1/2 3 x 4 1/2 1 1/4 C R-4662 19 3/4 x 19 3/4 2 1/2 1 3/8 x 8 1/2 1 A R-4720 * 20 x 20 1 3/4 1 3/8 x 3 1/2 1 1/4 C R-4721-A * 21 x 21 1 3/4 1 1/2 x 8 1 1/4 A R-4725 * 21 x 21 2 3 x 3 1 H R-4760 * 22 x 22 1 3/4 3 x 5 1/2 1 C R-4765 23 x 23 2 1 x 6 1/2 1 A R-4808-A * 24 x 24 2 1/2 x 4 1/2 1 5/8 Q R-4810 * + 24 x 24 2 1 3/4 x 6 1 1/4 C R-4820 * ¥ 24 x 24 2 1 3/4 x 5 7/8 1 3/8 C R-4826 * * 24 x 24 2 1 x 6 1 1/4 A R-4832 * 24 x 24 1 5/8 1 1/16 x 4 3/4 1 C R-4832-B * 26 x 26 1 3/4 1 1/16 x 4 1 C R-4833 * 26 x 26 2 2 x 7 1 A R-4836 26 x 26 2 1 1/8 x 4 3/4 1 1/4 C R-4850 * 27 x 27 2 2 1/2 x 7 1/2 1 C R-4852 * 27 x 27 2 1 1/2 x 5 1 C R-4852-A * 27 x 27 1 1 1/2 x 5 1 C R-4859-C * ≠ 27 x 27 1 2 x 7 1 A R-4859-Q * ≠ 27 1/2 x 27 1/2 1 3/8 x 7 1 1/8 Q R-4859-S * ≠ 27 1/2 x 27 1/2 1 1 1/2 x 4 3/4 1 S R-4871 * § ≠ 27 1/2 x 27 1/2 1 2 x 24 1 B R-4880 * 28 x 28 2 1 1/2 x 7 1/4 1 C R-4880-C * 30 x 30 1 1/2 1 1/4 x 5 7/8 1 1/4 C R-4882 * • 34 x 34 2 2 x 14 1/2 1 1/8 A R-4882-A * • 34 x 34 2 1 x 9 1 1/8 A R-4884-A * ** 36 x 36 1 3/4 2 x 4 1 3/8 C R-4389-O 6 x 12 1 1/4 3/4 x 4 1 B R-4390 6 x 24 1 3/4 x 4 1/2 1 B R-4403 8 x 14 1 1 1/2 x 5 7/8 1/2 A R-4404-C 8 x 24 1 1 1/16 x 6 1 B R-4406 8 x 24 1 3/4 1 5/16 x 2 5/8 1 B R-4406-1 8 x 24 1 3/4 1 x 5 3/4 A R-4406-2 8 x 24 1 3/4 1 x 2 1 C R-4406-C 9 1/4 x 23 7/8 1 1 x 2 7/8 1 A R-4406-P 9 x 23 7/8 1 1/2 1/4 x 2 5/16 1 P R-4407-2A 9 1/2 x 24 1 3/4 1 x 7 1/2 1 B R-4409 10 x 17 3/4 1 1/2 1 x 3 1/2 1 A R-4409-A 10 x 24 1 3/4 1 1/4 x 4 3/4 1 C R-4409-C * 10 x 24 1 3/4 1 x 7 1 B R-4409-E * 10 x 24 1 3/4 1 x 3 1/2 1 A R-4409-G 10 x 24 1 1/2 2 x 8 1 B R-4421 * 10 x 40 1 1/8 1 1/4 x 8 1/2 1 C R-4423-A 10 1/4 x 48 1 5/8 1 1/2 x 3 1/2 1 A R-4424 10 1/2 x 23 1/8 1 3/4 2 x 2 1 H R-4430-1 11 x 23 7/8 1 1/8 1/4 x 3 5/16 1 P R-4430-A 11 x 24 1 1/2 3/4 x 4 1/8 3/4 A R-4430-B 11 1/2 x 24 1 1/2 1 x 6 5/8 1 C R-4435-1 11 7/8 x 14 2 1 x 5 1/2 1 C R-4443 12 x 14 1 3/4 1 1/2 x 5 1/4 1 1/4 A R-4449 * 12 x 24 1 1/2 1 1/2 x 4 1/4 1 A R-4450 * 12 x 24 1 3/4 1 x 4 1/2 1 A R-4450-A * 12 x 24 1 3/4 2 x 2 1 H R-4451 * 12 x 24 2 1 1/2 x 3 3/4 1 C R-4454 12 x 26 1 1/2 1/2 x 11 1/2 1/2 C R-4460 * 12 x 30 2 1 1/4 x 4 1 A R-4462 * 12 x 35 3/4 1 1/2 3/4 x 9 1 B R-4470 * 12 x 48 1 3/4 1 x 4 1/2 1 A R-4523 14 x 23 7/8 1 1 1/16 x 5 1/2 1 A R-4525 * 14 x 24 2 1 x 5 1/2 1 A R-4530 14 1/2 x 22 2 1 1/2 x 5 1/2 1 1/4 A R-4780-A ** 22 x 44 1 3/4 3 x 5 1/2 1 1/16 C R-4766 * 21 x 28 3/4 2 1/2 1 x 17 1 1/8 B * Angle frame available. • Light Duty. ** Grate in two pieces. ¥ Convex. *** Grate in three pieces. ≠ Meets traffic load called for in AA-6005 of 25,000# proof load. § Grate lettered “DUMP NO WASTE – DRAINS TO RIVER”. + Available with Riverwalk Style grate. CLICK HERE to return to the Table of Contents APPENDIX E EXISTING HYDROCAD OUTPUT Time of Concentration Worksheet - Existing From Figure C-1PROJECT: Gramercy Based on TR-55JOB #: 194-548Typical values for Manning's nTypical values for Manning's nOverland Flow2 year, 24 hour rainfall =2.66inches Channel Flow short grass 0.150 grass 0.030 dense grass 0.240 concrete 0.015 pavement 0.011 rip-rap 0.035 Overland flowseg. 1 Overland flowseg. 2 Shallow Concentrated Flow Channel FlowLine Length S n T_t Length S n T_t Length SPaved/UnVel. T_t Length a Pw r S n Vel. T_tT_cname (ft) % (min) (ft) % (min) (ft) % (P or U) (ft/s) (min) (ft) (s.f.) (ft) (ft) % (ft/s) (min)(min)A 100 1.00 0.15014.2267 1.00 P0.69 6.41176 3.14 6.280.501.00 0.0251.74 11.231.9Total31.9Existing-2 yr194-548 Time of Concentration.xlsx E-S Existing Routing Diagram for 194-548 Existing Prepared by CEC, Printed 11/21/2019 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 100 YR Rainfall=6.46"194-548 Existing Printed 11/21/2019Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Subcatchment E-S: Existing Event Runoff (cfs) Volume (acre-feet) Depth (inches) 2 YR 18.00 1.893 1.06 10 YR 30.86 3.135 1.75 100 YR 71.30 7.135 3.99 Type II 24-hr 2 YR Rainfall=2.90"194-548 Existing Printed 11/21/2019Prepared by CEC Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: Existing Runoff = 18.00 cfs @ 12.28 hrs, Volume= 1.893 af, Depth= 1.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description 4.370 98 Water Surface, HSG B * 1.921 61 11.2% - Br * 8.661 74 50.5% - CrA * 6.517 74 38.0% - MoC3 21.469 78 Weighted Average 17.099 79.65% Pervious Area 4.370 20.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.9 Direct Entry, Used ToC spreadsheet calculator Subcatchment E-S: Existing Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=21.469 ac Runoff Volume=1.893 af Runoff Depth=1.06" Tc=31.9 min CN=78 18.00 cfs Type II 24-hr 10 YR Rainfall=3.83"194-548 Existing Printed 11/21/2019Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: Existing Runoff = 30.86 cfs @ 12.27 hrs, Volume= 3.135 af, Depth= 1.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description 4.370 98 Water Surface, HSG B * 1.921 61 11.2% - Br * 8.661 74 50.5% - CrA * 6.517 74 38.0% - MoC3 21.469 78 Weighted Average 17.099 79.65% Pervious Area 4.370 20.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.9 Direct Entry, Used ToC spreadsheet calculator Subcatchment E-S: Existing Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=21.469 ac Runoff Volume=3.135 af Runoff Depth=1.75" Tc=31.9 min CN=78 30.86 cfs Type II 24-hr 100 YR Rainfall=6.46"194-548 Existing Printed 11/21/2019Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment E-S: Existing Runoff = 71.30 cfs @ 12.26 hrs, Volume= 7.135 af, Depth= 3.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description 4.370 98 Water Surface, HSG B * 1.921 61 11.2% - Br * 8.661 74 50.5% - CrA * 6.517 74 38.0% - MoC3 21.469 78 Weighted Average 17.099 79.65% Pervious Area 4.370 20.35% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.9 Direct Entry, Used ToC spreadsheet calculator Subcatchment E-S: Existing Runoff Hydrograph Time (hours) 3635343332313029282726252423222120191817161514131211109876543210Flow (cfs)75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=21.469 ac Runoff Volume=7.135 af Runoff Depth=3.99" Tc=31.9 min CN=78 71.30 cfs APPENDIX F PROPOSED HYDROCAD OUTPUT P-N P-North P-S P-South 1 N. WET POND 2 S. WET POND Routing Diagram for 194-548 Proposed Prepared by CEC, Printed 11/21/2019 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 100 YR Rainfall=6.46"194-548 Proposed Printed 11/21/2019Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Pond 1: N. WET POND Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 56.34 4.71 836.64 78,726 10 YR 79.89 5.63 838.01 116,962 100 YR 145.86 17.77 840.84 212,200 Type II 24-hr 100 YR Rainfall=6.46"194-548 Proposed Printed 11/21/2019Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Pond 2: S. WET POND Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 5.69 1.76 838.15 73,918 10 YR 8.07 2.08 840.11 117,312 100 YR 18.48 6.40 841.37 150,168 Type II 24-hr 2 YR Rainfall=2.90"194-548 Proposed Printed 11/21/2019Prepared by CEC Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-N: P-North Runoff = 56.34 cfs @ 12.03 hrs, Volume= 3.369 af, Depth= 1.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 12.820 98 Impervious * 7.620 80 >75% Grass cover, Good, HSG D 20.440 91 Weighted Average 7.620 37.28% Pervious Area 12.820 62.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 Direct Entry, Subcatchment P-N: P-North Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=20.440 ac Runoff Volume=3.369 af Runoff Depth=1.98" Tc=11.9 min CN=91 56.34 cfs Type II 24-hr 2 YR Rainfall=2.90"194-548 Proposed Printed 11/21/2019Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-South Runoff = 2.76 cfs @ 11.96 hrs, Volume= 0.128 af, Depth= 1.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 0.210 98 Impervious * 0.860 80 >75% Grass cover, Good, HSG D 1.070 84 Weighted Average 0.860 80.37% Pervious Area 0.210 19.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-S: P-South Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=1.070 ac Runoff Volume=0.128 af Runoff Depth=1.43" Tc=5.0 min CN=84 2.76 cfs Type II 24-hr 2 YR Rainfall=2.90"194-548 Proposed Printed 11/21/2019Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1: N. WET POND Inflow Area = 20.440 ac, 62.72% Impervious, Inflow Depth = 1.98" for 2 YR event Inflow = 56.34 cfs @ 12.03 hrs, Volume= 3.369 af Outflow = 4.71 cfs @ 12.72 hrs, Volume= 3.315 af, Atten= 92%, Lag= 41.2 min Primary = 4.71 cfs @ 12.72 hrs, Volume= 3.315 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 836.64' @ 12.72 hrs Surf.Area= 26,078 sf Storage= 78,725 cf Plug-Flow detention time= 246.0 min calculated for 3.315 af (98% of inflow) Center-of-Mass det. time= 236.1 min ( 1,044.7 - 808.6 ) Volume Invert Avail.Storage Storage Description #1 833.00' 257,968 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 833.00 17,444 0 0 834.00 19,662 18,553 18,553 835.00 22,006 20,834 39,387 836.00 24,453 23,230 62,617 837.00 27,001 25,727 88,344 838.00 29,650 28,326 116,669 839.00 32,400 31,025 147,694 840.00 35,249 33,825 181,519 841.00 38,200 36,725 218,243 842.00 41,250 39,725 257,968 Device Routing Invert Outlet Devices #1 Primary 833.00'24.0" Round Culvert L= 150.0' Ke= 0.500 Inlet / Outlet Invert= 833.00' / 833.00' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 833.00'10.0" Round Culvert L= 25.0' Ke= 0.500 Inlet / Outlet Invert= 833.00' / 833.00' S= 0.0000 '/' Cc= 0.900 n= 0.012, Flow Area= 0.55 sf #3 Device 1 840.00'21.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.71 cfs @ 12.72 hrs HW=836.64' (Free Discharge) 1=Culvert (Passes 4.71 cfs of 17.57 cfs potential flow) 2=Culvert (Inlet Controls 4.71 cfs @ 8.64 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"194-548 Proposed Printed 11/21/2019Prepared by CEC Page 5HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 1: N. WET POND Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=20.440 ac Peak Elev=836.64' Storage=78,725 cf 56.34 cfs 4.71 cfs Type II 24-hr 2 YR Rainfall=2.90"194-548 Proposed Printed 11/21/2019Prepared by CEC Page 6HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 2: S. WET POND Inflow Area = 21.510 ac, 60.58% Impervious, Inflow Depth > 1.92" for 2 YR event Inflow = 5.69 cfs @ 11.99 hrs, Volume= 3.443 af Outflow = 1.76 cfs @ 20.75 hrs, Volume= 3.409 af, Atten= 69%, Lag= 525.6 min Primary = 1.76 cfs @ 20.75 hrs, Volume= 3.409 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 838.15' @ 20.75 hrs Surf.Area= 19,804 sf Storage= 73,917 cf Plug-Flow detention time= 525.1 min calculated for 3.409 af (99% of inflow) Center-of-Mass det. time= 511.2 min ( 1,547.9 - 1,036.7 ) Volume Invert Avail.Storage Storage Description #1 833.00' 167,998 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 833.00 9,326 0 0 834.00 11,150 10,238 10,238 835.00 13,070 12,110 22,348 836.00 15,100 14,085 36,433 837.00 17,215 16,158 52,591 838.00 19,450 18,333 70,923 839.00 21,770 20,610 91,533 840.00 24,190 22,980 114,513 841.00 26,720 25,455 139,968 842.00 29,340 28,030 167,998 Device Routing Invert Outlet Devices #1 Primary 833.00'5.5" Vert. Orifice/Grate C= 0.600 #2 Primary 841.00'21.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.76 cfs @ 20.75 hrs HW=838.15' (Free Discharge) 1=Orifice/Grate (Orifice Controls 1.76 cfs @ 10.68 fps) 2=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"194-548 Proposed Printed 11/21/2019Prepared by CEC Page 7HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 2: S. WET POND Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Inflow Area=21.510 ac Peak Elev=838.15' Storage=73,917 cf 5.69 cfs 1.76 cfs Type II 24-hr 10 YR Rainfall=3.83"194-548 Proposed Printed 11/21/2019Prepared by CEC Page 8HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-N: P-North Runoff = 79.89 cfs @ 12.03 hrs, Volume= 4.863 af, Depth= 2.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 12.820 98 Impervious * 7.620 80 >75% Grass cover, Good, HSG D 20.440 91 Weighted Average 7.620 37.28% Pervious Area 12.820 62.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 Direct Entry, Subcatchment P-N: P-North Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=20.440 ac Runoff Volume=4.863 af Runoff Depth=2.85" Tc=11.9 min CN=91 79.89 cfs Type II 24-hr 10 YR Rainfall=3.83"194-548 Proposed Printed 11/21/2019Prepared by CEC Page 9HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-South Runoff = 4.23 cfs @ 11.96 hrs, Volume= 0.198 af, Depth= 2.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 0.210 98 Impervious * 0.860 80 >75% Grass cover, Good, HSG D 1.070 84 Weighted Average 0.860 80.37% Pervious Area 0.210 19.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-S: P-South Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=1.070 ac Runoff Volume=0.198 af Runoff Depth=2.22" Tc=5.0 min CN=84 4.23 cfs Type II 24-hr 10 YR Rainfall=3.83"194-548 Proposed Printed 11/21/2019Prepared by CEC Page 10HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1: N. WET POND Inflow Area = 20.440 ac, 62.72% Impervious, Inflow Depth = 2.85" for 10 YR event Inflow = 79.89 cfs @ 12.03 hrs, Volume= 4.863 af Outflow = 5.63 cfs @ 12.89 hrs, Volume= 4.806 af, Atten= 93%, Lag= 51.3 min Primary = 5.63 cfs @ 12.89 hrs, Volume= 4.806 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 838.01' @ 12.89 hrs Surf.Area= 29,677 sf Storage= 116,959 cf Plug-Flow detention time= 274.8 min calculated for 4.801 af (99% of inflow) Center-of-Mass det. time= 268.5 min ( 1,066.8 - 798.2 ) Volume Invert Avail.Storage Storage Description #1 833.00' 257,968 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 833.00 17,444 0 0 834.00 19,662 18,553 18,553 835.00 22,006 20,834 39,387 836.00 24,453 23,230 62,617 837.00 27,001 25,727 88,344 838.00 29,650 28,326 116,669 839.00 32,400 31,025 147,694 840.00 35,249 33,825 181,519 841.00 38,200 36,725 218,243 842.00 41,250 39,725 257,968 Device Routing Invert Outlet Devices #1 Primary 833.00'24.0" Round Culvert L= 150.0' Ke= 0.500 Inlet / Outlet Invert= 833.00' / 833.00' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 833.00'10.0" Round Culvert L= 25.0' Ke= 0.500 Inlet / Outlet Invert= 833.00' / 833.00' S= 0.0000 '/' Cc= 0.900 n= 0.012, Flow Area= 0.55 sf #3 Device 1 840.00'21.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=5.63 cfs @ 12.89 hrs HW=838.01' (Free Discharge) 1=Culvert (Passes 5.63 cfs of 23.83 cfs potential flow) 2=Culvert (Inlet Controls 5.63 cfs @ 10.32 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.83"194-548 Proposed Printed 11/21/2019Prepared by CEC Page 11HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 1: N. WET POND Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=20.440 ac Peak Elev=838.01' Storage=116,959 cf 79.89 cfs 5.63 cfs Type II 24-hr 10 YR Rainfall=3.83"194-548 Proposed Printed 11/21/2019Prepared by CEC Page 12HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 2: S. WET POND Inflow Area = 21.510 ac, 60.58% Impervious, Inflow Depth > 2.79" for 10 YR event Inflow = 8.07 cfs @ 11.97 hrs, Volume= 5.004 af Outflow = 2.08 cfs @ 23.28 hrs, Volume= 4.820 af, Atten= 74%, Lag= 678.6 min Primary = 2.08 cfs @ 23.28 hrs, Volume= 4.820 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 840.11' @ 23.28 hrs Surf.Area= 24,481 sf Storage= 117,311 cf Plug-Flow detention time= 658.0 min calculated for 4.820 af (96% of inflow) Center-of-Mass det. time= 624.6 min ( 1,681.5 - 1,056.9 ) Volume Invert Avail.Storage Storage Description #1 833.00' 167,998 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 833.00 9,326 0 0 834.00 11,150 10,238 10,238 835.00 13,070 12,110 22,348 836.00 15,100 14,085 36,433 837.00 17,215 16,158 52,591 838.00 19,450 18,333 70,923 839.00 21,770 20,610 91,533 840.00 24,190 22,980 114,513 841.00 26,720 25,455 139,968 842.00 29,340 28,030 167,998 Device Routing Invert Outlet Devices #1 Primary 833.00'5.5" Vert. Orifice/Grate C= 0.600 #2 Primary 841.00'21.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.08 cfs @ 23.28 hrs HW=840.11' (Free Discharge) 1=Orifice/Grate (Orifice Controls 2.08 cfs @ 12.63 fps) 2=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.83"194-548 Proposed Printed 11/21/2019Prepared by CEC Page 13HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 2: S. WET POND Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=21.510 ac Peak Elev=840.11' Storage=117,311 cf 8.07 cfs 2.08 cfs Type II 24-hr 100 YR Rainfall=6.46"194-548 Proposed Printed 11/21/2019Prepared by CEC Page 14HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-N: P-North Runoff = 145.86 cfs @ 12.03 hrs, Volume= 9.212 af, Depth= 5.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 12.820 98 Impervious * 7.620 80 >75% Grass cover, Good, HSG D 20.440 91 Weighted Average 7.620 37.28% Pervious Area 12.820 62.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 Direct Entry, Subcatchment P-N: P-North Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=20.440 ac Runoff Volume=9.212 af Runoff Depth=5.41" Tc=11.9 min CN=91 145.86 cfs Type II 24-hr 100 YR Rainfall=6.46"194-548 Proposed Printed 11/21/2019Prepared by CEC Page 15HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-South Runoff = 8.51 cfs @ 11.95 hrs, Volume= 0.413 af, Depth= 4.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 0.210 98 Impervious * 0.860 80 >75% Grass cover, Good, HSG D 1.070 84 Weighted Average 0.860 80.37% Pervious Area 0.210 19.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-S: P-South Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=1.070 ac Runoff Volume=0.413 af Runoff Depth=4.63" Tc=5.0 min CN=84 8.51 cfs Type II 24-hr 100 YR Rainfall=6.46"194-548 Proposed Printed 11/21/2019Prepared by CEC Page 16HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1: N. WET POND Inflow Area = 20.440 ac, 62.72% Impervious, Inflow Depth = 5.41" for 100 YR event Inflow = 145.86 cfs @ 12.03 hrs, Volume= 9.212 af Outflow = 17.77 cfs @ 12.49 hrs, Volume= 9.147 af, Atten= 88%, Lag= 27.5 min Primary = 17.77 cfs @ 12.49 hrs, Volume= 9.147 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 840.84' @ 12.49 hrs Surf.Area= 37,727 sf Storage= 212,152 cf Plug-Flow detention time= 305.1 min calculated for 9.137 af (99% of inflow) Center-of-Mass det. time= 301.6 min ( 1,082.5 - 780.8 ) Volume Invert Avail.Storage Storage Description #1 833.00' 257,968 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 833.00 17,444 0 0 834.00 19,662 18,553 18,553 835.00 22,006 20,834 39,387 836.00 24,453 23,230 62,617 837.00 27,001 25,727 88,344 838.00 29,650 28,326 116,669 839.00 32,400 31,025 147,694 840.00 35,249 33,825 181,519 841.00 38,200 36,725 218,243 842.00 41,250 39,725 257,968 Device Routing Invert Outlet Devices #1 Primary 833.00'24.0" Round Culvert L= 150.0' Ke= 0.500 Inlet / Outlet Invert= 833.00' / 833.00' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 833.00'10.0" Round Culvert L= 25.0' Ke= 0.500 Inlet / Outlet Invert= 833.00' / 833.00' S= 0.0000 '/' Cc= 0.900 n= 0.012, Flow Area= 0.55 sf #3 Device 1 840.00'21.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=17.76 cfs @ 12.49 hrs HW=840.84' (Free Discharge) 1=Culvert (Passes 17.76 cfs of 33.19 cfs potential flow) 2=Culvert (Inlet Controls 7.15 cfs @ 13.12 fps) 3=Orifice/Grate (Orifice Controls 10.61 cfs @ 4.41 fps) Type II 24-hr 100 YR Rainfall=6.46"194-548 Proposed Printed 11/21/2019Prepared by CEC Page 17HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 1: N. WET POND Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=20.440 ac Peak Elev=840.84' Storage=212,152 cf 145.86 cfs 17.77 cfs Type II 24-hr 100 YR Rainfall=6.46"194-548 Proposed Printed 11/21/2019Prepared by CEC Page 18HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 2: S. WET POND Inflow Area = 21.510 ac, 60.58% Impervious, Inflow Depth > 5.33" for 100 YR event Inflow = 18.48 cfs @ 12.44 hrs, Volume= 9.559 af Outflow = 6.40 cfs @ 17.29 hrs, Volume= 8.872 af, Atten= 65%, Lag= 290.8 min Primary = 6.40 cfs @ 17.29 hrs, Volume= 8.872 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 841.37' @ 17.29 hrs Surf.Area= 27,702 sf Storage= 150,168 cf Plug-Flow detention time= 529.4 min calculated for 8.863 af (93% of inflow) Center-of-Mass det. time= 472.9 min ( 1,543.0 - 1,070.1 ) Volume Invert Avail.Storage Storage Description #1 833.00' 167,998 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 833.00 9,326 0 0 834.00 11,150 10,238 10,238 835.00 13,070 12,110 22,348 836.00 15,100 14,085 36,433 837.00 17,215 16,158 52,591 838.00 19,450 18,333 70,923 839.00 21,770 20,610 91,533 840.00 24,190 22,980 114,513 841.00 26,720 25,455 139,968 842.00 29,340 28,030 167,998 Device Routing Invert Outlet Devices #1 Primary 833.00'5.5" Vert. Orifice/Grate C= 0.600 #2 Primary 841.00'21.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=6.39 cfs @ 17.29 hrs HW=841.37' (Free Discharge) 1=Orifice/Grate (Orifice Controls 2.27 cfs @ 13.74 fps) 2=Orifice/Grate (Weir Controls 4.13 cfs @ 2.00 fps) Type II 24-hr 100 YR Rainfall=6.46"194-548 Proposed Printed 11/21/2019Prepared by CEC Page 19HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 2: S. WET POND Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=21.510 ac Peak Elev=841.37' Storage=150,168 cf 18.48 cfs 6.40 cfs Type II 24-hr 100 YR Rainfall=6.46"194-548 Proposed Printed 9/25/2019Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 5P: Dry Detention Storage Estimated Pond Sizing Required Storage (acre-feet) 76Desired Peak (cfs)27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 -1 -2 -3 Minimum 6" Orifice P-N P-North P-S P-South 1 N. WET POND 2 S. WET POND Routing Diagram for 194-548 Proposed - 6-inch Prepared by CEC, Printed 11/21/2019 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 100 YR Rainfall=6.46"194-548 Proposed - 6-inch Printed 11/21/2019Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Pond 1: N. WET POND Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 56.34 4.71 836.64 78,726 10 YR 79.89 5.63 838.01 116,962 100 YR 145.86 17.77 840.84 212,200 Type II 24-hr 100 YR Rainfall=6.46"194-548 Proposed - 6-inch Printed 11/21/2019Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Pond 2: S. WET POND Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 2 YR 5.69 2.01 837.79 66,824 10 YR 8.07 2.39 839.64 105,954 100 YR 18.48 6.32 841.34 149,285 Type II 24-hr 2 YR Rainfall=2.90"194-548 Proposed - 6-inch Printed 11/21/2019Prepared by CEC Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-N: P-North Runoff = 56.34 cfs @ 12.03 hrs, Volume= 3.369 af, Depth= 1.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 12.820 98 Impervious * 7.620 80 >75% Grass cover, Good, HSG D 20.440 91 Weighted Average 7.620 37.28% Pervious Area 12.820 62.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 Direct Entry, Subcatchment P-N: P-North Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=20.440 ac Runoff Volume=3.369 af Runoff Depth=1.98" Tc=11.9 min CN=91 56.34 cfs Type II 24-hr 2 YR Rainfall=2.90"194-548 Proposed - 6-inch Printed 11/21/2019Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-South Runoff = 2.76 cfs @ 11.96 hrs, Volume= 0.128 af, Depth= 1.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 2 YR Rainfall=2.90" Area (ac) CN Description * 0.210 98 Impervious * 0.860 80 >75% Grass cover, Good, HSG D 1.070 84 Weighted Average 0.860 80.37% Pervious Area 0.210 19.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-S: P-South Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)3 2 1 0 Type II 24-hr 2 YR Rainfall=2.90" Runoff Area=1.070 ac Runoff Volume=0.128 af Runoff Depth=1.43" Tc=5.0 min CN=84 2.76 cfs Type II 24-hr 2 YR Rainfall=2.90"194-548 Proposed - 6-inch Printed 11/21/2019Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1: N. WET POND Inflow Area = 20.440 ac, 62.72% Impervious, Inflow Depth = 1.98" for 2 YR event Inflow = 56.34 cfs @ 12.03 hrs, Volume= 3.369 af Outflow = 4.71 cfs @ 12.72 hrs, Volume= 3.315 af, Atten= 92%, Lag= 41.2 min Primary = 4.71 cfs @ 12.72 hrs, Volume= 3.315 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 836.64' @ 12.72 hrs Surf.Area= 26,078 sf Storage= 78,725 cf Plug-Flow detention time= 246.0 min calculated for 3.315 af (98% of inflow) Center-of-Mass det. time= 236.1 min ( 1,044.7 - 808.6 ) Volume Invert Avail.Storage Storage Description #1 833.00' 257,968 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 833.00 17,444 0 0 834.00 19,662 18,553 18,553 835.00 22,006 20,834 39,387 836.00 24,453 23,230 62,617 837.00 27,001 25,727 88,344 838.00 29,650 28,326 116,669 839.00 32,400 31,025 147,694 840.00 35,249 33,825 181,519 841.00 38,200 36,725 218,243 842.00 41,250 39,725 257,968 Device Routing Invert Outlet Devices #1 Primary 833.00'24.0" Round Culvert L= 150.0' Ke= 0.500 Inlet / Outlet Invert= 833.00' / 833.00' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 833.00'10.0" Round Culvert L= 25.0' Ke= 0.500 Inlet / Outlet Invert= 833.00' / 833.00' S= 0.0000 '/' Cc= 0.900 n= 0.012, Flow Area= 0.55 sf #3 Device 1 840.00'21.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.71 cfs @ 12.72 hrs HW=836.64' (Free Discharge) 1=Culvert (Passes 4.71 cfs of 17.57 cfs potential flow) 2=Culvert (Inlet Controls 4.71 cfs @ 8.64 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"194-548 Proposed - 6-inch Printed 11/21/2019Prepared by CEC Page 5HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 1: N. WET POND Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=20.440 ac Peak Elev=836.64' Storage=78,725 cf 56.34 cfs 4.71 cfs Type II 24-hr 2 YR Rainfall=2.90"194-548 Proposed - 6-inch Printed 11/21/2019Prepared by CEC Page 6HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 2: S. WET POND Inflow Area = 21.510 ac, 60.58% Impervious, Inflow Depth > 1.92" for 2 YR event Inflow = 5.69 cfs @ 11.99 hrs, Volume= 3.443 af Outflow = 2.01 cfs @ 20.19 hrs, Volume= 3.420 af, Atten= 65%, Lag= 492.0 min Primary = 2.01 cfs @ 20.19 hrs, Volume= 3.420 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 837.79' @ 20.19 hrs Surf.Area= 18,973 sf Storage= 66,823 cf Plug-Flow detention time= 423.8 min calculated for 3.416 af (99% of inflow) Center-of-Mass det. time= 413.7 min ( 1,450.4 - 1,036.7 ) Volume Invert Avail.Storage Storage Description #1 833.00' 167,998 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 833.00 9,326 0 0 834.00 11,150 10,238 10,238 835.00 13,070 12,110 22,348 836.00 15,100 14,085 36,433 837.00 17,215 16,158 52,591 838.00 19,450 18,333 70,923 839.00 21,770 20,610 91,533 840.00 24,190 22,980 114,513 841.00 26,720 25,455 139,968 842.00 29,340 28,030 167,998 Device Routing Invert Outlet Devices #1 Primary 833.00'6.0" Vert. Orifice/Grate C= 0.600 #2 Primary 841.00'21.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.01 cfs @ 20.19 hrs HW=837.79' (Free Discharge) 1=Orifice/Grate (Orifice Controls 2.01 cfs @ 10.26 fps) 2=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2 YR Rainfall=2.90"194-548 Proposed - 6-inch Printed 11/21/2019Prepared by CEC Page 7HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 2: S. WET POND Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)6 5 4 3 2 1 0 Inflow Area=21.510 ac Peak Elev=837.79' Storage=66,823 cf 5.69 cfs 2.01 cfs Type II 24-hr 10 YR Rainfall=3.83"194-548 Proposed - 6-inch Printed 11/21/2019Prepared by CEC Page 8HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-N: P-North Runoff = 79.89 cfs @ 12.03 hrs, Volume= 4.863 af, Depth= 2.85" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 12.820 98 Impervious * 7.620 80 >75% Grass cover, Good, HSG D 20.440 91 Weighted Average 7.620 37.28% Pervious Area 12.820 62.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 Direct Entry, Subcatchment P-N: P-North Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=20.440 ac Runoff Volume=4.863 af Runoff Depth=2.85" Tc=11.9 min CN=91 79.89 cfs Type II 24-hr 10 YR Rainfall=3.83"194-548 Proposed - 6-inch Printed 11/21/2019Prepared by CEC Page 9HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-South Runoff = 4.23 cfs @ 11.96 hrs, Volume= 0.198 af, Depth= 2.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 10 YR Rainfall=3.83" Area (ac) CN Description * 0.210 98 Impervious * 0.860 80 >75% Grass cover, Good, HSG D 1.070 84 Weighted Average 0.860 80.37% Pervious Area 0.210 19.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-S: P-South Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)4 3 2 1 0 Type II 24-hr 10 YR Rainfall=3.83" Runoff Area=1.070 ac Runoff Volume=0.198 af Runoff Depth=2.22" Tc=5.0 min CN=84 4.23 cfs Type II 24-hr 10 YR Rainfall=3.83"194-548 Proposed - 6-inch Printed 11/21/2019Prepared by CEC Page 10HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1: N. WET POND Inflow Area = 20.440 ac, 62.72% Impervious, Inflow Depth = 2.85" for 10 YR event Inflow = 79.89 cfs @ 12.03 hrs, Volume= 4.863 af Outflow = 5.63 cfs @ 12.89 hrs, Volume= 4.806 af, Atten= 93%, Lag= 51.3 min Primary = 5.63 cfs @ 12.89 hrs, Volume= 4.806 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 838.01' @ 12.89 hrs Surf.Area= 29,677 sf Storage= 116,959 cf Plug-Flow detention time= 274.8 min calculated for 4.801 af (99% of inflow) Center-of-Mass det. time= 268.5 min ( 1,066.8 - 798.2 ) Volume Invert Avail.Storage Storage Description #1 833.00' 257,968 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 833.00 17,444 0 0 834.00 19,662 18,553 18,553 835.00 22,006 20,834 39,387 836.00 24,453 23,230 62,617 837.00 27,001 25,727 88,344 838.00 29,650 28,326 116,669 839.00 32,400 31,025 147,694 840.00 35,249 33,825 181,519 841.00 38,200 36,725 218,243 842.00 41,250 39,725 257,968 Device Routing Invert Outlet Devices #1 Primary 833.00'24.0" Round Culvert L= 150.0' Ke= 0.500 Inlet / Outlet Invert= 833.00' / 833.00' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 833.00'10.0" Round Culvert L= 25.0' Ke= 0.500 Inlet / Outlet Invert= 833.00' / 833.00' S= 0.0000 '/' Cc= 0.900 n= 0.012, Flow Area= 0.55 sf #3 Device 1 840.00'21.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=5.63 cfs @ 12.89 hrs HW=838.01' (Free Discharge) 1=Culvert (Passes 5.63 cfs of 23.83 cfs potential flow) 2=Culvert (Inlet Controls 5.63 cfs @ 10.32 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.83"194-548 Proposed - 6-inch Printed 11/21/2019Prepared by CEC Page 11HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 1: N. WET POND Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)85 80 75 70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=20.440 ac Peak Elev=838.01' Storage=116,959 cf 79.89 cfs 5.63 cfs Type II 24-hr 10 YR Rainfall=3.83"194-548 Proposed - 6-inch Printed 11/21/2019Prepared by CEC Page 12HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 2: S. WET POND Inflow Area = 21.510 ac, 60.58% Impervious, Inflow Depth > 2.79" for 10 YR event Inflow = 8.07 cfs @ 11.97 hrs, Volume= 5.004 af Outflow = 2.39 cfs @ 22.57 hrs, Volume= 4.959 af, Atten= 70%, Lag= 635.7 min Primary = 2.39 cfs @ 22.57 hrs, Volume= 4.959 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 839.64' @ 22.57 hrs Surf.Area= 23,318 sf Storage= 105,953 cf Plug-Flow detention time= 542.6 min calculated for 4.954 af (99% of inflow) Center-of-Mass det. time= 530.9 min ( 1,587.8 - 1,056.9 ) Volume Invert Avail.Storage Storage Description #1 833.00' 167,998 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 833.00 9,326 0 0 834.00 11,150 10,238 10,238 835.00 13,070 12,110 22,348 836.00 15,100 14,085 36,433 837.00 17,215 16,158 52,591 838.00 19,450 18,333 70,923 839.00 21,770 20,610 91,533 840.00 24,190 22,980 114,513 841.00 26,720 25,455 139,968 842.00 29,340 28,030 167,998 Device Routing Invert Outlet Devices #1 Primary 833.00'6.0" Vert. Orifice/Grate C= 0.600 #2 Primary 841.00'21.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.39 cfs @ 22.57 hrs HW=839.64' (Free Discharge) 1=Orifice/Grate (Orifice Controls 2.39 cfs @ 12.17 fps) 2=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 10 YR Rainfall=3.83"194-548 Proposed - 6-inch Printed 11/21/2019Prepared by CEC Page 13HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 2: S. WET POND Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=21.510 ac Peak Elev=839.64' Storage=105,953 cf 8.07 cfs 2.39 cfs Type II 24-hr 100 YR Rainfall=6.46"194-548 Proposed - 6-inch Printed 11/21/2019Prepared by CEC Page 14HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-N: P-North Runoff = 145.86 cfs @ 12.03 hrs, Volume= 9.212 af, Depth= 5.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 12.820 98 Impervious * 7.620 80 >75% Grass cover, Good, HSG D 20.440 91 Weighted Average 7.620 37.28% Pervious Area 12.820 62.72% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 Direct Entry, Subcatchment P-N: P-North Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=20.440 ac Runoff Volume=9.212 af Runoff Depth=5.41" Tc=11.9 min CN=91 145.86 cfs Type II 24-hr 100 YR Rainfall=6.46"194-548 Proposed - 6-inch Printed 11/21/2019Prepared by CEC Page 15HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment P-S: P-South Runoff = 8.51 cfs @ 11.95 hrs, Volume= 0.413 af, Depth= 4.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr 100 YR Rainfall=6.46" Area (ac) CN Description * 0.210 98 Impervious * 0.860 80 >75% Grass cover, Good, HSG D 1.070 84 Weighted Average 0.860 80.37% Pervious Area 0.210 19.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-S: P-South Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100 YR Rainfall=6.46" Runoff Area=1.070 ac Runoff Volume=0.413 af Runoff Depth=4.63" Tc=5.0 min CN=84 8.51 cfs Type II 24-hr 100 YR Rainfall=6.46"194-548 Proposed - 6-inch Printed 11/21/2019Prepared by CEC Page 16HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 1: N. WET POND Inflow Area = 20.440 ac, 62.72% Impervious, Inflow Depth = 5.41" for 100 YR event Inflow = 145.86 cfs @ 12.03 hrs, Volume= 9.212 af Outflow = 17.77 cfs @ 12.49 hrs, Volume= 9.147 af, Atten= 88%, Lag= 27.5 min Primary = 17.77 cfs @ 12.49 hrs, Volume= 9.147 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 840.84' @ 12.49 hrs Surf.Area= 37,727 sf Storage= 212,152 cf Plug-Flow detention time= 305.1 min calculated for 9.137 af (99% of inflow) Center-of-Mass det. time= 301.6 min ( 1,082.5 - 780.8 ) Volume Invert Avail.Storage Storage Description #1 833.00' 257,968 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 833.00 17,444 0 0 834.00 19,662 18,553 18,553 835.00 22,006 20,834 39,387 836.00 24,453 23,230 62,617 837.00 27,001 25,727 88,344 838.00 29,650 28,326 116,669 839.00 32,400 31,025 147,694 840.00 35,249 33,825 181,519 841.00 38,200 36,725 218,243 842.00 41,250 39,725 257,968 Device Routing Invert Outlet Devices #1 Primary 833.00'24.0" Round Culvert L= 150.0' Ke= 0.500 Inlet / Outlet Invert= 833.00' / 833.00' S= 0.0000 '/' Cc= 0.900 n= 0.013, Flow Area= 3.14 sf #2 Device 1 833.00'10.0" Round Culvert L= 25.0' Ke= 0.500 Inlet / Outlet Invert= 833.00' / 833.00' S= 0.0000 '/' Cc= 0.900 n= 0.012, Flow Area= 0.55 sf #3 Device 1 840.00'21.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=17.76 cfs @ 12.49 hrs HW=840.84' (Free Discharge) 1=Culvert (Passes 17.76 cfs of 33.19 cfs potential flow) 2=Culvert (Inlet Controls 7.15 cfs @ 13.12 fps) 3=Orifice/Grate (Orifice Controls 10.61 cfs @ 4.41 fps) Type II 24-hr 100 YR Rainfall=6.46"194-548 Proposed - 6-inch Printed 11/21/2019Prepared by CEC Page 17HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 1: N. WET POND Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)160 150 140 130 120 110 100 90 80 70 60 50 40 30 20 10 0 Inflow Area=20.440 ac Peak Elev=840.84' Storage=212,152 cf 145.86 cfs 17.77 cfs Type II 24-hr 100 YR Rainfall=6.46"194-548 Proposed - 6-inch Printed 11/21/2019Prepared by CEC Page 18HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Pond 2: S. WET POND Inflow Area = 21.510 ac, 60.58% Impervious, Inflow Depth > 5.33" for 100 YR event Inflow = 18.48 cfs @ 12.44 hrs, Volume= 9.559 af Outflow = 6.32 cfs @ 17.62 hrs, Volume= 9.205 af, Atten= 66%, Lag= 310.4 min Primary = 6.32 cfs @ 17.62 hrs, Volume= 9.205 af Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Peak Elev= 841.34' @ 17.62 hrs Surf.Area= 27,618 sf Storage= 149,283 cf Plug-Flow detention time= 516.3 min calculated for 9.196 af (96% of inflow) Center-of-Mass det. time= 483.0 min ( 1,553.1 - 1,070.1 ) Volume Invert Avail.Storage Storage Description #1 833.00' 167,998 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 833.00 9,326 0 0 834.00 11,150 10,238 10,238 835.00 13,070 12,110 22,348 836.00 15,100 14,085 36,433 837.00 17,215 16,158 52,591 838.00 19,450 18,333 70,923 839.00 21,770 20,610 91,533 840.00 24,190 22,980 114,513 841.00 26,720 25,455 139,968 842.00 29,340 28,030 167,998 Device Routing Invert Outlet Devices #1 Primary 833.00'6.0" Vert. Orifice/Grate C= 0.600 #2 Primary 841.00'21.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=6.30 cfs @ 17.62 hrs HW=841.34' (Free Discharge) 1=Orifice/Grate (Orifice Controls 2.69 cfs @ 13.70 fps) 2=Orifice/Grate (Weir Controls 3.61 cfs @ 1.91 fps) Type II 24-hr 100 YR Rainfall=6.46"194-548 Proposed - 6-inch Printed 11/21/2019Prepared by CEC Page 19HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Pond 2: S. WET POND Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=21.510 ac Peak Elev=841.34' Storage=149,283 cf 18.48 cfs 6.32 cfs APPENDIX G EMERGENCY OVERFLOW CALCULATIONS Weir Flow Computations Civil & Environmental Consultants, Inc. By:NPJ Project Name:Gramercy Apartments Date:11/2019 CEC Project No.:194-548 Checked By:ACH Description:Emergency Overflow Weir Calculations Date: North Pond Cw =2.70 L =50 ft Crest Elevation =841.50 ft Total Inflow =145.86 cfs x 1.25 =182.33 cfs Cw = Coefficient of weir flow H = Elevation - Crest Elevation L = Weir length (ft) H = Head (ft)Q = CwLH1.5 Q = Flow rate (cfs) v= Velocity (ft/s)Q 182.33 H 1.22 Top of Flow 842.72 v 1.78 South Pond Cw =2.70 L =25 ft Crest Elevation =841.50 ft Total Inflow =18.48 cfs x 1.25 =23.10 cfs Cw = Coefficient of weir flow H = Elevation - Crest Elevation L = Weir length (ft) H = Head (ft)Q = CwLH1.5 Q = Flow rate (cfs) v= Velocity (ft/s)Q 23.10 H 0.49 Top of Flow 841.99 v 1.39 Weir Sizing Calculations 194-548- Emergency Weir Flow Calculation.xlsx APPENDIX H WATER QUALITY CALCULATIONS KINZER AVENUEKI N Z E R A V E N U E BODNER LANE INDIANA TRAIL DRIVEWET DETENTION POND 2 (AVOIDING DISTURBANCE OF EX. CULVERT & SWALE TO THE SOUTH) 6.655 AC/FT REQ'D 2.626 AC/FT PROVIDED 114,399 CF (ABOVE N.P.) N.P. = 833.00 WET DETENTION POND 1 (INTERCONNECTED TO POND 2) 6.655 AC/FT REQ'D 4.165 AC/FT PROVIDED 181,447 CF (ABOVE N.P.) N.P. = 833.00 DATE:DWG SCALE: DRAWN BY:CHECKED BY:APPROVED BY: PROJECT NO: EXHIBIT: WATER QUALITY MAP 194-5481" = 150'NOVEMBER 4, 2019 AML DRAFT DRAFT H-1 CSO ARCHITECTS, INC. GRAMERCY E 126TH ST & KEYSTONE AVE CARMEL, IN530 E. Ohio Street, Suite G - Indianapolis, IN 46204 317-655-7777 · 877-746-0749 www.cecinc.com NORTH WQ-1 WQ-1 WQ-2 WQ-2 XC-11 Mechanical BMP XC-9 Mechanical BMP Routing Diagram for 194-548 WQ Model Prepared by CEC, Printed 11/21/2019 HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr WQ Rainfall=1.00"194-548 WQ Model Printed 11/21/2019Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Reach XC-11: Mechanical BMP Event Inflow (cfs) Outflow (cfs) Depth (inches) WQ 10.12 10.12 0.63 Type II 24-hr WQ Rainfall=1.00"194-548 WQ Model Printed 11/21/2019Prepared by CEC HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Events for Reach XC-9: Mechanical BMP Event Inflow (cfs) Outflow (cfs) Depth (inches) WQ 6.63 6.63 0.71 Type II 24-hr WQ Rainfall=1.00"194-548 WQ Model Printed 11/21/2019Prepared by CEC Page 2HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment WQ-1: WQ-1 Runoff = 10.12 cfs @ 12.03 hrs, Volume= 0.592 af, Depth= 0.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 11.270 96 11.270 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.5 Direct Entry, Subcatchment WQ-1: WQ-1 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=11.270 ac Runoff Volume=0.592 af Runoff Depth=0.63" Tc=11.5 min CN=96 10.12 cfs Type II 24-hr WQ Rainfall=1.00"194-548 WQ Model Printed 11/21/2019Prepared by CEC Page 3HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment WQ-2: WQ-2 Runoff = 6.63 cfs @ 12.03 hrs, Volume= 0.399 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 6.782 97 6.782 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.9 Direct Entry, Subcatchment WQ-2: WQ-2 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=6.782 ac Runoff Volume=0.399 af Runoff Depth=0.71" Tc=11.9 min CN=97 6.63 cfs Type II 24-hr WQ Rainfall=1.00"194-548 WQ Model Printed 11/21/2019Prepared by CEC Page 4HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Reach XC-11: Mechanical BMP Inflow Area = 11.270 ac, 0.00% Impervious, Inflow Depth = 0.63" for WQ event Inflow = 10.12 cfs @ 12.03 hrs, Volume= 0.592 af Outflow = 10.12 cfs @ 12.03 hrs, Volume= 0.592 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach XC-11: Mechanical BMP Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=11.270 ac 10.12 cfs 10.12 cfs Type II 24-hr WQ Rainfall=1.00"194-548 WQ Model Printed 11/21/2019Prepared by CEC Page 5HydroCAD® 10.00-20 s/n 03107 © 2017 HydroCAD Software Solutions LLC Summary for Reach XC-9: Mechanical BMP Inflow Area = 6.782 ac, 0.00% Impervious, Inflow Depth = 0.71" for WQ event Inflow = 6.63 cfs @ 12.03 hrs, Volume= 0.399 af Outflow = 6.63 cfs @ 12.03 hrs, Volume= 0.399 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.05 hrs Reach XC-9: Mechanical BMP Inflow Outflow Hydrograph Time (hours) 484644424038363432302826242220181614121086420Flow (cfs)7 6 5 4 3 2 1 0 Inflow Area=6.782 ac 6.63 cfs 6.63 cfs City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 10/01/2019 Version 14.0 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 2.30 4.68 6 XC-6 3.31 6.74 6 XC-7 4.50 9.16 6 XC-8 5.88 11.97 6 XC-9 7.44 15.14 6 XC-10 9.19 18.70 6 XC-11 11.12 22.63 6 XC-12 13.23 26.92 6 AquaShield Aqua-Swirl Xcelerator1 XC-13 15.53 31.60 6 1 Installed in the configuration as reviewed by NJCAT only