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Home My WebLink AboutDrainage Report Drainage Computations Summary For Independent Senior Insurance – 146th Street Office 3309 E 146th Street Carmel, IN 46033 Prepared For: Independent Senior Insurance PO Box 30095 Indianapolis, IN 46230 Prepared By: American Structurepoint, Inc. 9025 River Road, Suite 200 Indianapolis, Indiana 46240 (317) 547-5580 Submitted by: David B. Welch, PE Gehan Mendis, EI Submitted: August 30 2024 Table of Contents PROJECT NARRATIVE Project Description Existing Conditions Proposed Conditions Flood Routing Stormwater Quality Summary and Conclusions APPENDICES Appendix A Maps • Project Location Map • Soils Map and Data • Flood Insurance Rate Map (FIRM) Appendix B Existing Conditions • Existing Conditions Map • Existing Runoff Coefficient (c) and Curve Number (CN) Calculations • Existing Time of Concentration (TC) Calculations • Existing Conditions HydroCAD Model Appendix C Proposed Conditions-Storm Sewer • Proposed Storm Sewer Basins Map • Municipality Rainfall Data • Runoff Coefficient (c) and Curve Number (CN) Calculations • Basins Time of Concentration (TC) Calculations • 10-Year Rational Method Storm Sewer Calculations • Structure Data Table • Hydraulic Grade Line (HGL) Calculations • Casting Capacity Calculations • Storm Sewer Details • Emergency Flood Routing Weir Calculations • Emergency Flood Routing Plan Appendix D Proposed Conditions-Underground Detention System Design • Chamber Configuration • Proposed HydroCAD Model • 10-Year and 100-Year Staging Hydrograph • 100-Year Storage Hydrograph • Emergency Spillway Calculations • Outlet Connection Permit and Correspondence Appendix E Proposed Conditions-Water Quality  Water Quality Curve Number (CN) Calculations  Water Quality HydroCAD Model  Aqua-Swirl Selection Guide Appendix F Past Drainage Reports  Taylor Trace Drainage Report DRAINAGE COMPUTATIONS SUMMARY For Independent Senior Insurance – 146th Street Office 3309 E 146th Street Carmel, IN 46033 PROJECT DESCRIPTION The proposed project is located at 3309 E. 146th Street in Carmel, Hamilton County, IN. The ±0.46-acre site currently consists of a wood-frame building and two (2)-car garage with a gravel drive used as a former veterinary clinic. The developed site will consist of an additional ±2,231 SF commercial insurance office building expansion of the existing building (total building area of ±3,280 SF), and asphalt parking lot designated for the use of employees and patrons. Refer to Appendix A – Maps The Natural Resources Conservation Service (NRCS) Web Soil Survey of Hamilton County, IN, indicates approximately 2.4% distribution of Crosby silt loam, fine-loamy subsoil-Urban land complex, 0 to 2 percent slopes (YclA), and 97.6% distribution of Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded (YmsB2). Refer to Appendix A – Maps. The site is not located within any special flood hazard zone as indicated on the Flood Insurance Rate Map (FIRM) 18057C0226G for Hamilton County, IN, dated November 19, 2024. Refer to Appendix A – Maps. The adjacent land uses for this site have been included below: North: Commercial Retail and Transportation Corridor (146th Street) South: Taylor Trace Subdivision wet detention pond/Residential Subdivision East: Residential Subdivision West: Special Use (Religious Facility) EXISTING CONDITIONS The existing property currently consists of a wood-frame building and detached two (2)-car garage with a gravel drive used as a former veterinary clinic. The project’s stormwater discharges from the site at two (2) outlets. Firstly, to the north stormwater discharges via surface drainage onto East 146th Street. Secondly, to the east, south, and west stormwater discharges via surface drainage into the master planned wet detention pond for the Taylor Trace subdivision (hereinafter referred to as the “Taylor Trace Pond”). Specifically, to the east stormwater discharges via surface drainage into an existing swale that flows south to the Taylor Trace Pond. As such, the existing site has two (2) outlets: direct to East 146th Street and direct to Taylor Trace Pond. Refer to Appendix B – Existing Conditions. The Taylor Trace wet detention pond was master planned to detain runoff from twelve (12) lots. The eleven (11) lots to the east and southeast are located on the small cul-de-sac Taylor Trace Drive. The remaining lot is the existing site which is master planned to be detained by the wet detention pond. Due to the addition of impervious areas and thus increase in stormwater runoff, the allowable release rates for the two (2) outlets are as follows. The existing peak release rate of stormwater from the site that is detained by Taylor Trace Pond during a 10-year and 100-year return period storm shall not exceed the proposed peak release rate from the same site during a 10-year and 100-year return storm period respectively. The existing peak release rate of stormwater from the site that is detained by East 146th Street during a 10-year and 100-year return period storm shall not exceed the proposed peak release rate from the same site during a 10-year and 100-year return storm period respectively. To determine the allowable release rates the pre-developed contributing area, time of concentration, and curve number of the two (2) outlets are calculated. Please note, per the Taylor Trace Drainage Report (July 10, 2022) the master planned curve number for the Taylor Trace subdivision is 82 which is used to model the outlet flowing directly to Taylor Trace Pond. Table 1 contains the existing site conditions and allowable release rates. Refer to Appendix B - Existing Conditions for the time of concentration flow path and calculations, and Appendix F – Past Drainage Reports for the master planned curve number. Outlet Direct to Taylor Trace Pond Direct to 146th Street Area (acres) 0.32 0.26 Curve Number 82* 90 Time of Concentration (min) 11.65 5.00 Allowable Release Rate (Q10) 0.96 cfs 1.27 cfs Allowable Release Rate (Q100) 2.02 cfs 2.33 cfs *Per the Taylor Trace Drainage Report (July 10, 2022) the master planned curve number for the Taylor Trace subdivision is 82. Table 1. Site Allowable Release Rates PROPOSED CONDITIONS The proposed development includes an additional ±2,231 SF commercial insurance office building that is an expansion of the existing building (total building area of ±3,280 SF), asphalt parking lot designated for the use of employees and patrons, sidewalk, landscaping, and underground detention system underneath the parking lot. The post-developed site’s stormwater discharges from the site at three (3) outlets. Firstly, stormwater runoff north of the right-of-way sheet flows onto East 146th Street as it does in existing conditions. Secondly, stormwater runoff to the east that is not captured by storm structures discharges via surface drainage into an existing swale that directly flows into Taylor Trace Pond as it does in existing conditions. Thirdly, stormwater runoff along the asphalt drive and parking lot south of the right-of-way is collected into storm structures and conveyed through storm pipes into the underground detention system. Stormwater runoff between the asphalt parking lot and southern property line is collected in a swale into storm structures and conveyed through storm pipes into the underground detention system. The underground detention system is located underneath the parking lot. To meet the existing site’s allowable release rates, an outlet control structure with two (2) 6”Wx3”H rectangular orifices on a galvanized steel weir plate is proposed. Stormwater runoff detained in the underground detention system will flow through an Isolator Row, the outlet control structure, then is conveyed south through a 15” diameter RCP pipe that outlets into Taylor Trace Pond. The Taylor Trace Pond is part of the Hamilton County regulated drain ‘Taylor Trace Drain’. An outlet connection permit is approved by the Hamilton County Surveyors Office to outlet into Taylor Trace Pond. Refer to Appendix D – Proposed Conditions-Underground Detention System Design for the outlet connection permit and correspondence. To determine the proposed release rates the post-developed contributing area, time of concentration, and curve number of the three (3) outlets are calculated. Design of the underground detention system accounts for stormwater runoff that is captured via the proposed storm structures (basins 101 and 102). Refer to Appendix C – Proposed Conditions-Storm Sewer and corresponding calculations. Table 2 contains the proposed site conditions. Basin 101 Basin 102 Direct to Taylor Trace Pond Direct to 146th Street Area (acres) 0.11 0.2 0.10 0.18 Curve Number 93 90 82* 89 Time of Concentration (min) 5.00 5.00 11.65 5.00 *Per the Taylor Trace Drainage Report (July 10, 2022) the master planned curve number for the Taylor Trace subdivision is 82. Table 2. Proposed Runoff Conditions Stormwater runoff and the underground detention system is modeled using HydroCAD (Version 10.20-2d). To meet the existing site’s allowable release rates, an outlet control structure with two (2) 6”Wx3”H rectangular orifices on a galvanized steel weir plate is proposed. Table 3 contains the proposed release rates. Refer to Appendix D - Proposed Condition-Underground Detention System Design for the HydroCAD Model. The proposed site total flow basin includes the total runoff outlet from the underground detention control structure and the direct flow to Taylor Trace Pond. Taylor Trace Pond was master planned for the Taylor Trace subdivision, which includes the project site. Thus, by meeting the allowable release rates based on pre-developed conditions the pond will have sufficient capacity in post-developed conditions as well as shown. The direct to 146th Street basin includes the total runoff from the site that sheet flows directly to 146th street. By meeting the allowable release rates based on pre-developed conditions the storm structures along 146th Street will have sufficient capacity in post-developed conditions as well as shown. 10-Year 100-Year Allowable Release Rate Proposed Release Rate Allowable Release Rate Proposed Release Rate Proposed Site Total Flow 0.96 cfs 0.89 cfs 2.02 cfs 1.94 cfs Direct to 146th Street 1.27 cfs 0.85 cfs 2.33 cfs 1.59 cfs Table 3. Release Rate Summary FLOOD ROUTING Emergency overflow analysis of the proposed site is performed using weir calculations at each ridge line along the flood overflow path. The elevation of flooding calculations models conditions for a 100-year storm event at the proposed site and a fully clogged inlet structure at each individual basin. Maximum elevation with the fully clogged basin was determined by the greater elevation between either the max flooding contained within the single basin containing the failed storm inlet, or the maximum flooding at a basin downstream on the flood path that restricts outfall in the fully clogged condition. The emergency overflow analysis in a 100-year storm event verifies that flooding within each inlet basin does not stage to an elevation where runoff enters the building finish floor on the proposed site in the event of a 100-year storm event. Given the steep slope along the asphalt drive from the entrance along 146th Street to the right- of-way, in a 100-year storm event the flooding would sheet flow directly to 146th Street, as it does in existing conditions. Ponding from the fully clogged basins does not spill over onto the adjacent western property due to a proposed berm between the asphalt parking lot and western property line whose high point elevation is greater than the 100-year emergency spillway elevation. Refer to Appendix C – Proposed Conditions-Storm Sewer for the analysis. STORMWATER QUALITY The site will utilize an underground detention system Isolator Row and an Aqua-Swirl Unit to serve as water quality management for the site. This basin was analyzed for a 1-in 24hr storm and 10-year on-line flow rate. The results are tabulated in Table 4 below. The Isolator Row is a row of StormTech chambers with a flared end ramp that sits on top of one layer of ADS PLUS fabric. Isolator Row chamber and fabric provides enhanced suspended solids and pollutant removal while providing surface area for infiltration and runoff reduction. The flared end ramp allows for easier cleaning and maintenance. Inspection ports are placed within the underground system to inspect/maintain the isolator rows and overall detention. Refer to Appendix E – Proposed Conditions-Water Quality for the HydroCAD model. Table 4. Water Quality Treatment Table 5. Isolator Row Water Quality Basin Area (acres) Treatment Flow (cfs) 10-Year Flow Rate (cfs) BMP Unit Basins 101 & 102 to Underground Detention System 0.31 0.35 1.45 XC-3 Model Flow Per Model (cfs) # of Isolator Row Chamber Treatment Flow Rate (cfs) (Flow Per Model x # of Chambers) Site Runoff Flow Rate per HydroCAD Model (cfs) StormTech Mc-3500 0.45 3 1.35 0.35 SUMMARY AND CONCLUSIONS The proposed storm sewer and site improvements have been designed in accordance with The City of Carmel Stormwater Technical Standards Manual. We believe the proposed improvements will not adversely affect this site, adjacent developments, The City of Carmel, or Hamilton County. APPENDIX A MAPS AERIAL SITE MAP NORTH 9 Custom Soil Resource Report Soil Map 44 2 8 0 6 0 44 2 8 0 7 0 44 2 8 0 8 0 44 2 8 0 9 0 44 2 8 1 0 0 44 2 8 1 1 0 44 2 8 1 2 0 44 2 8 1 3 0 44 2 8 1 4 0 44 2 8 1 5 0 44 2 8 1 6 0 44 2 8 1 7 0 44 2 8 1 8 0 44 2 8 1 9 0 44 2 8 0 6 0 44 2 8 0 7 0 44 2 8 0 8 0 44 2 8 0 9 0 44 2 8 1 0 0 44 2 8 1 1 0 44 2 8 1 2 0 44 2 8 1 3 0 44 2 8 1 4 0 44 2 8 1 5 0 44 2 8 1 6 0 44 2 8 1 7 0 44 2 8 1 8 0 44 2 8 1 9 0 576140 576150 576160 576170 576180 576190 576200 576210 576220 576230 576140 576150 576160 576170 576180 576190 576200 576210 576220 576230 40° 0' 1'' N 86 ° 6 ' 2 9 ' ' W 40° 0' 1'' N 86 ° 6 ' 2 4 ' ' W 39° 59' 57'' N 86 ° 6 ' 2 9 ' ' W 39° 59' 57'' N 86 ° 6 ' 2 4 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 30 60 120 180 Feet 0 10 20 40 60 Meters Map Scale: 1:679 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 24, Sep 1, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 15, 2022—Jun 21, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI YclA Crosby silt loam, fine-loamy subsoil-Urban land complex, 0 to 2 percent slopes 0.0 2.4% YmsB2 Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded 1.9 97.6% Totals for Area of Interest 1.9 100.0% 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. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The Custom Soil Resource Report 11 delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Hamilton County, Indiana YclA—Crosby silt loam, fine-loamy subsoil-Urban land complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2w57p Elevation: 600 to 1,040 feet Mean annual precipitation: 36 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Crosby and similar soils:60 percent Urban land:30 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Crosby Setting Landform:Recessionial moraines, ground moraines, water-lain moraines Landform position (two-dimensional):Footslope, backslope, summit 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 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) Depth to water table:About 6 to 24 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:55 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C/D Ecological site: F111XA008IN - Wet Till Ridge Custom Soil Resource Report 13 Hydric soil rating: No Minor Components Williamstown, eroded Percent of map unit:5 percent Landform:Recessionial moraines, ground moraines, water-lain moraines Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Crest, nose slope, head slope, side slope, rise Down-slope shape:Linear, convex Across-slope shape:Convex, linear Ecological site:F111XA009IN - Till Ridge Hydric soil rating: No Treaty, drained Percent of map unit:5 percent Landform:Swales, water-lain moraines, depressions Landform position (two-dimensional):Toeslope, footslope Landform position (three-dimensional):Base slope, dip Down-slope shape:Linear Across-slope shape:Concave Ecological site:F111XA007IN - Till Depression Flatwood Hydric soil rating: Yes YmsB2—Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded Map Unit Setting National map unit symbol: 2w586 Elevation: 180 to 1,040 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: Not prime farmland Map Unit Composition Miami, eroded, and similar soils:50 percent Urban land:35 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. 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 Custom Soil Resource Report 14 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 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 content:45 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Ecological site: F111XA009IN - Till Ridge Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: No Minor Components 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 Ecological site:F111XA009IN - Till Ridge 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 Down-slope shape:Concave Across-slope shape:Concave Ecological site:F111XA007IN - Till Depression Flatwood Other vegetative classification:Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes Crosby Percent of map unit:5 percent Custom Soil Resource Report 15 Landform:Till plains Landform position (two-dimensional):Summit Landform position (three-dimensional):Interfluve Down-slope shape:Linear Across-slope shape:Convex Ecological site:F111XA008IN - Wet Till Ridge Other vegetative classification:Trees/Timber (Woody Vegetation) Hydric soil rating: No Custom Soil Resource Report 16 National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 2/26/2024 at 12:38 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 86°6'46"W 40°0'13"N 86°6'9"W 39°59'46"N Basemap Imagery Source: USGS National Map 2023 APPENDIX B EXISTING CONDITIONS 0'40' NSCALE:1"=40' 20' PLOT DATE (17"x11"): 6/6/2024 8:42 AM DRAWING FILE: P:\2024\00025\C. Calcs_Data\Civil\Drainage\2024.00025.EX.BASINS MAP.dwg Existing Conditions Map Independent Senior Insurance- 146th Street Office 3309 E 146th StreetJune 4, 2024 2024.00025 Carmel, IN 46033 Independent Senior Insurance - 146th Street Office City of Carmel 2024.00025 6/3/2024 Runoff Coefficient Runoff Curve Number Roof 0.90 98 Grass 0.30 80 Pavement 0.85 98 Water 1.00 100 Roof Area Pervious Area Pavement Area Water Area Total Area Weighted Runoff Coefficient Weighted Curve Number (acres)(acres)(acres)(acres)(acres)C CN Existing Direct to Pond Existing Direct to Pond 0.02 0.24 0.06 0.00 0.32 0.45 82 (per Taylor Trace Drainage Report) Existing Direct to 146th St. Existing Direct to 146th St. 0.02 0.12 0.12 0.00 0.26 0.60 90 Basin Structure Runoff Coefficient and Runoff Curve Number Calculation Job Information Description: Entity: Job #: Date: Project: By: Gehan Mendis Date: 6/3/2024 Location: Checked: Date: Basin: Present X Developed - Tc X Tt - through subarea Sheet Flow Segment ID Surface description Unpaved Manning's roughness coeff., n 0.24 Flow Length, L (L < 300 ft) ft 92 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.036 Tt = .007 (nL)0.8 hr 0.19 + + = 0.19 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved) Unpaved - - Flow length, L ft 0 - - Watercourse slope, s ft/ft 0.000 - - Average velocity, V ft/s - - - Tt =L hr - + - + - = 0.00 3600 V Channel Flow Segment ID Channel Geometry - - - Discharge (cfs)- - - Diameter (ft)- - - Bottom Width (ft)- - - Side Slope (x:1) (ft)- - - Slope of Channel (ft)- - - Manning's Roughness Coefficient - - - Depth (ft)- - - Cross Sectional Area (ft 2)- - - Wetted Perimeter (ft)- - - Hydraulic Radius (ft)- - - Velocity (ft/s)- - - Flow length, L ft - - - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea T c or Tt hr 0.19 min 11.65 *A velocity of 5 ft/s was assumed for pipe travel time. (min.) 11.65 (ft) 0 (ft/s) 5 Tc (min.) = 11.65 Travel Length in Pipe Assumed Velocity Time of Concentration (T c) or Travel Time (Tt) Independent Senior Insurance - 146th Street Office City of Carmel Existing Direct to Pond Estimation Time to Inlet Project: By: Gehan Mendis Date: 6/3/2024 Location: Checked: Date: Basin: Present X Developed - Tc X Tt - through subarea Sheet Flow Segment ID Surface description Unpaved Manning's roughness coeff., n 0.011 Flow Length, L (L < 300 ft) ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.041 Tt = .007 (nL)0.8 hr 0.02 + + = 0.02 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved) Paved - - Flow length, L ft 25 - - Watercourse slope, s ft/ft 0.037 - - Average velocity, V ft/s 3.90 - - Tt =L hr 0.00 + - + - = 0.00 3600 V Channel Flow Segment ID Channel Geometry - - - Discharge (cfs)- - - Diameter (ft)- - - Bottom Width (ft)- - - Side Slope (x:1) (ft)- - - Slope of Channel (ft)- - - Manning's Roughness Coefficient - - - Depth (ft)- - - Cross Sectional Area (ft 2)- - - Wetted Perimeter (ft)- - - Hydraulic Radius (ft)- - - Velocity (ft/s)- - - Flow length, L ft - - - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea T c or Tt hr 0.02 min 1.11 *A velocity of 5 ft/s was assumed for pipe travel time.Use Tc (min.) = 5.00 (min.) 1.11 (ft) 0 (ft/s) 5 Tc (min.) = 1.11 Travel Length in Pipe Assumed Velocity Time of Concentration (T c) or Travel Time (Tt) Independent Senior Insurance - 146th Street Office City of Carmel Existing Direct to 146th Street Estimation Time to Inlet Ex. D Existing Direct to Pond Routing Diagram for 2024.00024.CE.Drainage Model.2024-06-03 Prepared by American Structurepoint, Printed 6/6/2024 HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 010yr - 24hr Rainfall=3.84"2024.00024.CE.Drainage Model.2024-06-03 Printed 6/6/2024Prepared by American Structurepoint Page 2HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment Ex. D: Existing Direct to Pond Runoff = 0.96 cfs @ 12.03 hrs, Volume= 0.055 af, Depth= 2.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 010yr - 24hr Rainfall=3.84" Area (ac) CN Description * 0.320 82 0.320 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.6 Direct Entry, Subcatchment Ex. D: Existing Direct to Pond Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 010yr - 24hr Rainfall=3.84" Runoff Area=0.320 ac Runoff Volume=0.055 af Runoff Depth=2.07" Tc=11.6 min CN=82 0.96 cfs Type II 24-hr 100yr - 24hr Rainfall=6.48"2024.00024.CE.Drainage Model.2024-06-03 Printed 6/6/2024Prepared by American Structurepoint Page 3HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment Ex. D: Existing Direct to Pond Runoff = 2.02 cfs @ 12.03 hrs, Volume= 0.118 af, Depth= 4.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr - 24hr Rainfall=6.48" Area (ac) CN Description * 0.320 82 0.320 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.6 Direct Entry, Subcatchment Ex. D: Existing Direct to Pond Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100yr - 24hr Rainfall=6.48" Runoff Area=0.320 ac Runoff Volume=0.118 af Runoff Depth=4.43" Tc=11.6 min CN=82 2.02 cfs Ex. 146th Existing Direct to 146th St. Routing Diagram for 2024.00024.CE.Drainage Model.2024-06-03 Prepared by American Structurepoint, Printed 6/6/2024 HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 010yr - 24hr Rainfall=3.84"2024.00024.CE.Drainage Model.2024-06-03 Printed 6/6/2024Prepared by American Structurepoint Page 2HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment Ex. 146th: Existing Direct to 146th St. Runoff = 1.27 cfs @ 11.96 hrs, Volume= 0.060 af, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 010yr - 24hr Rainfall=3.84" Area (ac) CN Description * 0.260 90 0.260 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment Ex. 146th: Existing Direct to 146th St. Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 010yr - 24hr Rainfall=3.84" Runoff Area=0.260 ac Runoff Volume=0.060 af Runoff Depth=2.77" Tc=5.0 min CN=90 1.27 cfs Type II 24-hr 100yr - 24hr Rainfall=6.48"2024.00024.CE.Drainage Model.2024-06-03 Printed 6/6/2024Prepared by American Structurepoint Page 3HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment Ex. 146th: Existing Direct to 146th St. Runoff = 2.33 cfs @ 11.96 hrs, Volume= 0.115 af, Depth= 5.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr - 24hr Rainfall=6.48" Area (ac) CN Description * 0.260 90 0.260 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment Ex. 146th: Existing Direct to 146th St. Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100yr - 24hr Rainfall=6.48" Runoff Area=0.260 ac Runoff Volume=0.115 af Runoff Depth=5.31" Tc=5.0 min CN=90 2.33 cfs APPENDIX C PROPOSED CONDITIONS-STORM SEWER PLOT DATE (17"x11"): 8/30/2024 12:06 PM DRAWING FILE: P:\2024\00025\C. Calcs_Data\Civil\Drainage\2024.00025.PRO.BASINS MAP.dwg Proposed Storm Sewer Basins Map Independent Senior Insurance 3309 E 146th StreetAugust 9, 2024 2024.00025 Carmel, IN 46033 Description:Independent Senior Insurance - 146th Street Office Reviewing Entity:City of Carmel Job #:2024.00025 Date:06/03/24 Duration Duration (min)(hr)2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 5 0.083 4.63 5.43 6.12 7.17 8.09 9.12 10 0.167 3.95 4.63 5.22 6.12 6.90 7.78 30 0.5 2.46 2.88 3.25 3.81 4.29 4.84 60 1 1.54 1.80 2.03 2.38 2.68 3.03 120 2 0.83 0.95 1.11 1.37 1.60 1.87 180 3 0.59 0.72 0.84 1.04 1.22 1.42 360 6 0.35 0.43 0.50 0.62 0.72 0.85 720 12 0.20 0.24 0.29 0.35 0.41 0.48 1440 24 0.11 0.14 0.16 0.20 0.23 0.27 Duration Duration (min)(hr)2-Year 5-Year 10-Year 25-Year 50-Year 100-Year 5 0.083 0.39 0.45 0.51 0.60 0.67 0.76 10 0.167 0.66 0.77 0.87 1.02 1.15 1.30 30 0.5 1.23 1.44 1.63 1.91 2.15 2.42 60 1 1.54 1.80 2.03 2.38 2.68 3.03 120 2 1.66 1.90 2.22 2.74 3.20 3.74 180 3 1.77 2.16 2.52 3.12 3.66 4.26 360 6 2.10 2.58 3.00 3.72 4.32 5.10 720 12 2.40 2.88 3.48 4.20 4.92 5.76 1440 24 2.64 3.36 3.84 4.80 5.52 6.48 RAINFALL INTENSITIES & DEPTHS Frequency Rainfall Depth (in) Frequency Rainfall Intensity (in/hr) City of Carmel Data Job Information Independent Senior Insurance - 146th Street Office City of Carmel 2024.00025 6/6/2024 Runoff Coefficient Runoff Curve Number Roof 0.90 98 Grass 0.30 80 Pavement 0.85 98 Water 1.00 100 Roof Area Pervious Area Pavement Area Water Area Total Area Weighted Runoff Coefficient Weighted Curve Number (acres)(acres)(acres)(acres)(acres)C CN 101 101 0.00 0.03 0.08 0.00 0.11 0.71 93 102 102 0.00 0.09 0.11 0.00 0.20 0.60 90 103 103 0.00 0.00 0.00 0.00 - - - 104 104 0.00 0.00 0.00 0.00 - - - 105 105 0.00 0.00 0.00 0.00 - - - 106 106 0.00 0.00 0.00 0.00 - - - 107 107 0.00 0.00 0.00 0.00 - - - Direct to 146th St. Basin Direct to 146th St. Basin 0.02 0.09 0.07 0.00 0.18 0.60 89 Existing Direct to Pond Existing Direct to Pond 0.00 0.10 0.00 0.00 0.10 0.30 82 (per Taylor Trace Drainage Report) Runoff Coefficient and Runoff Curve Number Calculation Job Information Basin Structure Description: Entity: Job #: Date: Project:Independent Senior Insurance - 146th Street OfficeBy: Gehan Mendis Date: 6/3/2024 Location: City of Carmel Checked: Date: Basin: Present - Developed X Tc X Tt - through subarea Sheet Flow Segment ID Surface description Unpaved Manning's roughness coeff., n 0.011 Flow Length, L (L < 300 ft) ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.034 Tt = .007 (nL)0.8 hr 0.02 + + = 0.02 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved) Unpaved - - Flow length, L ft 0 - - Watercourse slope, s ft/ft 0.000 - - Average velocity, V ft/s - - - Tt =L hr - + - + - = 0.00 3600 V Channel Flow Segment ID Channel Geometry - - - Discharge (cfs) - - - Diameter (ft) - - - Bottom Width (ft) - - - Side Slope (x:1) (ft) - - - Slope of Channel (ft) - - - Manning's Roughness Coefficient - - - Depth (ft) - - - Cross Sectional Area (ft2)- - - Wetted Perimeter (ft) - - - Hydraulic Radius (ft) - - - Velocity (ft/s) - - - Flow length, L ft - - - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea Tc or Tt hr 0.02 min 1.07 *A velocity of 5 ft/s was assumed for pipe travel time.Use Tc (min.) = 5.00 Estimation Time to Inlet (min.) 1.07 Travel Length in Pipe (ft) 0 Assumed Velocity (ft/s) 5 Tc (min.) = 1.07 Time of Concentration (Tc) or Travel Time (Tt) Proposed 101 Project:Independent Senior Insurance - 146th Street OfficeBy: Gehan Mendis Date: 6/3/2024 Location: City of Carmel Checked: Date: Basin: Present - Developed X Tc X Tt - through subarea Sheet Flow Segment ID Surface description Unpaved Manning's roughness coeff., n 0.035 Flow Length, L (L < 300 ft) ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.031 Tt = .007 (nL)0.8 hr 0.05 + + = 0.05 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved) Unpaved - - Flow length, L ft 0 - - Watercourse slope, s ft/ft 0.000 - - Average velocity, V ft/s - - - Tt =L hr - + - + - = 0.00 3600 V Channel Flow Segment ID Channel Geometry - - - Discharge (cfs) - - - Diameter (ft) - - - Bottom Width (ft) - - - Side Slope (x:1) (ft) - - - Slope of Channel (ft) - - - Manning's Roughness Coefficient - - - Depth (ft) - - - Cross Sectional Area (ft2)- - - Wetted Perimeter (ft) - - - Hydraulic Radius (ft) - - - Velocity (ft/s) - - - Flow length, L ft - - - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea Tc or Tt hr 0.05 min 2.83 *A velocity of 5 ft/s was assumed for pipe travel time.Use Tc (min.) = 5.00 Estimation Time to Inlet (min.) 2.83 Travel Length in Pipe (ft) 220 Assumed Velocity (ft/s) 5 Tc (min.) = 3.56 Time of Concentration (Tc) or Travel Time (Tt) Proposed 102 Project: By: Gehan Mendis Date: 6/3/2024 Location: Checked: Date: Basin: Present X Developed - Tc X Tt - through subarea Sheet Flow Segment ID Surface description Unpaved Manning's roughness coeff., n 0.24 Flow Length, L (L < 300 ft) ft 92 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.036 Tt = .007 (nL)0.8 hr 0.19 + + = 0.19 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved) Unpaved - - Flow length, L ft 0 - - Watercourse slope, s ft/ft 0.000 - - Average velocity, V ft/s - - - Tt =L hr - + - + - = 0.00 3600 V Channel Flow Segment ID Channel Geometry - - - Discharge (cfs)- - - Diameter (ft)- - - Bottom Width (ft)- - - Side Slope (x:1) (ft)- - - Slope of Channel (ft)- - - Manning's Roughness Coefficient - - - Depth (ft)- - - Cross Sectional Area (ft 2)- - - Wetted Perimeter (ft)- - - Hydraulic Radius (ft)- - - Velocity (ft/s)- - - Flow length, L ft - - - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea T c or Tt hr 0.19 min 11.65 *A velocity of 5 ft/s was assumed for pipe travel time. (min.) 11.65 (ft) 0 (ft/s) 5 Tc (min.) = 11.65 Travel Length in Pipe Assumed Velocity Time of Concentration (T c) or Travel Time (Tt) Independent Senior Insurance - 146th Street Office City of Carmel Proposed Direct to Pond Estimation Time to Inlet Project: By: Gehan Mendis Date: 6/3/2024 Location: Checked: Date: Basin: Present X Developed - Tc X Tt - through subarea Sheet Flow Segment ID Surface description Unpaved Manning's roughness coeff., n 0.011 Flow Length, L (L < 300 ft) ft 100 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.64 Land slope, s ft/ft 0.027 Tt = .007 (nL)0.8 hr 0.02 + + = 0.02 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved) Unpaved - - Flow length, L ft 0 - - Watercourse slope, s ft/ft 0.000 - - Average velocity, V ft/s - - - Tt =L hr - + - + - = 0.00 3600 V Channel Flow Segment ID Channel Geometry - - - Discharge (cfs)- - - Diameter (ft)- - - Bottom Width (ft)- - - Side Slope (x:1) (ft)- - - Slope of Channel (ft)- - - Manning's Roughness Coefficient - - - Depth (ft)- - - Cross Sectional Area (ft 2)- - - Wetted Perimeter (ft)- - - Hydraulic Radius (ft)- - - Velocity (ft/s)- - - Flow length, L ft - - - Tt =L hr - + - + - = 0.00 3600 V Watershed or subarea T c or Tt hr 0.02 min 1.18 *A velocity of 5 ft/s was assumed for pipe travel time.Use Tc (min.) = 5.00 (min.) 1.18 (ft) 0 (ft/s) 5 Tc (min.) = 1.18 Travel Length in Pipe Assumed Velocity Time of Concentration (T c) or Travel Time (Tt) Independent Senior Insurance - 146th Street Office City of Carmel Proposed Direct to 146th Street Estimation Time to Inlet Description:Independent Senior Insurance - 146th Street Office Reviewing Entity: Job #: Date: 10-yr Entity Data Invert Drop 0.1 INLET CASTING TO INLET CASTING INLET c AREA c AREA INLET CASTING CUM. cA Tc Tcum CASTING INLET Q CUM. Q U.S. D.S. U.S. D.S. U.S. D.S (ft)(acres)(acres)(min)(min)(CFS)(CFS)(inches)(%)(cfs)(%)(ft/sec)(ft)(ft/sec)(min)(ft)(ft)(ft)(ft)(ft)(ft)(ft) 101 103 28.4 RCP 0.71 0.11 0.90 0.02 0.09 0.07 0.09 5.00 5.00 6.12 6.12 0.46 0.57 12 0.35 0.013 2.11 27% 2.68 0.35 2.28 0.18 848.94 850.56 844.81 844.71 2.97 4.69 0.00 102 103 59.6 RCP 0.60 0.20 0.90 0.03 0.14 0.12 0.14 5.00 5.00 6.12 6.12 0.71 0.89 12 0.35 0.013 2.11 42% 2.68 0.45 2.57 0.37 849.71 850.56 846.02 845.81 2.53 3.59 1.10 103 104 8.0 RCP - - - - - - 0.24 5.00 5.37 6.12 6.05 - 1.44 12 0.35 0.013 2.11 68% 2.68 0.61 2.89 0.05 850.56 850.78 844.61 844.58 4.79 5.03 -0.10 104 105 8.0 RCP - - - - - - 0.24 5.00 5.05 6.12 6.11 - 1.45 12 0.35 0.013 2.11 69% 2.68 0.61 2.89 0.05 850.78 851.05 844.58 844.55 5.03 5.33 0.00 105 106 0.0 RCP - - - - - - 0.24 5.00 5.10 6.12 6.10 - 1.45 12 0.35 0.013 2.11 69% 2.68 0.61 2.89 0.00 851.05 851.35 844.55 844.55 5.33 5.63 -0.10 106 107 199.9 RCP - - - - - - 0.24 5.00 5.10 6.12 6.10 - 1.45 15 2.28 0.013 9.75 15% 7.94 0.33 5.69 0.42 851.35 - 844.55 840.00 5.36 - 0.00 DIRECT TO INLET FLOW DEPTH FLOW VELOCITY CAPACITY UTILIZATIONMANNING'S N ENTITY DATA i PIPE DIAMETER PIPE SLOPE FULL PIPE CAPACITY PROPOSED STORM SEWER SYSTEM STORM SEWER DESIGN TABLE - RATIONAL METHOD Job Information City of Carmel 2024.00025 09/12/24 (in/hr) Design Storm: TO STR. DIRECT TO CASTINGPIPE MATERIAL Design Parameters Intensity Calculation Method: cA Invert Calculation Method: FLOW STR.LENGTH Drop Amount: ELEV.ELEV.FULL FLOW VELOCITY COVER INVERTRIM TRAVEL TIME DROP ADJUSTMENT Description:Independent Senior Insurance - 146th Street Office Reviewing Entity:City of Carmel Job #:2024.00025 Date:9/12/2024 STR. STRUCTURE CASTING GRADE CONNECT TO REMARKS NO.TYPE TYPE L.F.SIZE TYPE T.O.R.UPSTM DNSTM (%)STRUCT. 101 TYPE ''A'' INLET R-4342 28 12 RCP 848.94 844.81 844.71 0.35 103 102 TYPE ''A'' INLET R-4342 60 12 RCP 849.71 846.02 845.81 0.35 103 103 TYPE ''C'' MANHOLE R-1772 8 12 RCP 850.56 844.61 844.58 0.35 104 104 - - 8 12 RCP 850.78 844.58 844.55 0.35 105 AquaSwirl XC-3 (See Details) 105 TYPE ''C'' MANHOLE R-1772 0 12 RCP 851.05 844.55 844.55 0.35 106 106 TYPE ''C'' MANHOLE R-1772 200 15 RCP 851.35 844.55 840.00 2.28 107 *ALL CASTINGS SHALL READ "DUMP NO WASTE DRAINS TO WATERWAY" PROPOSED STORM SEWER SYSTEM STORM SEWER STRUCTURE DATA TABLE PIPE ELEVATIONSPIPE Job Information STORM SEWER - STRUCTURE DATA TABLE Description:Independent Senior Insurance - 146th Street Office Entity:City of Carmel Job #:2024.00025 Date:09/12/24 10-yr Entity Data (dc+D)/2 Structure Coefficient (ft)(ft)(ft)(ft)(min)(in/hr)(cfs)(in.)%(sq. ft)(ft.)(ft.)(ft.)(ft)(ft/s)(ft)(ft)(ft/s)(ft/s)(ft)(ft)(ft)(ft.)(ft.)(ft.) 103 101 844.71 845.71 845.36 846.16 5.00 6.12 0.57 12 0.35 0.249 1.274 0.195 0.354 0.313 2.28 28 0.013 0.099 - - 1.25 2.89 - 0.100 0.199 846.35 848.94 845.81 103 102 845.81 846.81 846.50 846.50 5.00 6.12 0.89 12 0.35 0.345 1.475 0.234 0.452 0.394 2.57 60 0.013 0.207 - - 1.25 2.89 - 0.128 0.335 846.84 849.71 847.02 104 103 844.58 845.58 845.33 846.10 5.37 6.05 1.44 12 0.35 0.497 1.783 0.279 0.605 0.507 2.89 8 0.013 0.028 2.28 - 0.50 2.89 - 0.024 0.052 846.16 850.56 845.61 105 104 844.55 845.55 845.31 846.07 5.05 6.11 1.45 12 0.35 0.501 1.791 0.280 0.609 0.510 2.89 8 0.013 0.028 2.89 - 0.50 2.89 - 0.000 0.028 846.10 850.78 845.58 106 105 844.55 845.55 845.31 846.07 5.10 6.10 1.45 12 0.35 0.501 1.790 0.280 0.609 0.509 2.89 0 0.013 0.000 2.89 - 0.50 5.69 - 0.000 0.000 846.07 851.05 845.55 107 106 840.00 841.25 840.86 840.86 5.10 6.10 1.45 15 2.28 0.254 1.339 0.190 0.326 0.476 5.69 200 0.013 4.522 2.89 1.00 0.50 - 0.503 0.187 5.212 846.07 851.35 845.80 Intensity Calculation Method: Starting Elevation: Calculation Method: INTENSITY Job Information Design Parameters Design Storm: PROPOSED STORM SEWER SYSTEM HYDRAULIC GRADE LINE (HGL) CALCULATIONS D.S. STR. U.S. STR. D.S. INV. ELEV.D.S. CROWN ELEV.CRITICAL DEPTH(dc+D)/2 ELEV.STARTING ELEV. Tc ENTITY DATA UPSTREAM MAXIMUM INFLUENT VELOCITYFLOW DIAMETER SLOPE AREA WETTED PERIMETER HYDRAULIC RADIUS FLOW DEPTH VELOCITY LENGTH MANNING'S N FRICTION LOSS TOTAL LOSS U.S. HGL ELEV. U.S. STR. CROWN OUTLET STRUCTURE COEFFICIENT UPSTREAM STRUCTURE COEFFICIENT EFFLUENT PIPE VELOCITY OUTLET STRUCTURE LOSS UPSTREAM STRUCTURE LOSS U.S. STR. T.R. Job Information Description: Reviewing Entity:City of Carmel Job #:2024.00025 Date:09/12/24 CASTING NUMBER OPEN AREA WEIR LENGTH BEEHIVE CASTINGS (sft) ft R-4342 2 6 100-yr 50% Entity Data SPECIFIED SPECIFIED PIPE STRUCTURE CASTING CASTING CASTING ENTITY DATA CASTING ORIFICE FLOW WEIR FLOW PONDING DEPTH STR. STRUCTURE CASTING COVER DEPTH c A Tc i FLOW DEPTH DEPTH NO. TYPE TYPE (ft) (ft) (acres) (min) (in/hr) (cfs) (ft) (ft) (ft) 101 TYPE ''A'' INLET R-4342 2.97 4.13 0.71 0.11 5.00 9.12 0.68 0.02 0.19 0.19 102 TYPE ''A'' INLET R-4342 2.53 3.69 0.60 0.20 5.00 9.12 1.06 0.05 0.25 0.25 103 TYPE ''C'' MANHOLE R-1772 4.79 5.95 - - - - - - - 0.00 104 - - 5.03 6.20 - - - - - - - 0.00 105 TYPE ''C'' MANHOLE R-1772 5.33 6.50 - - - - - - - 0.00 106 TYPE ''C'' MANHOLE R-1772 5.36 6.80 - - - - - - - 0.00 Independent Senior Insurance - 146th Street Office Intensity Calculation Method: PROPOSED STORM SEWER SYSTEM ORIFICE FLOW CASTING CAPACITY CALCULATIONS Clogging (%): NEENAH CASTINGS Design Parameters *from Neenah Foundry Company Design Storm: ADLS/DP RESUBMITTAL 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PL O T D A T E : 9/ 1 2 / 2 0 2 4 1 : 4 5 P M PL O T S C A L E : 1: 2 . 5 8 4 9 ED I T D A T E : 9/ 1 2 / 2 0 2 4 ED I T E D B Y : GM E N D I S DR A W I N G F I L E : P: \ 2 0 2 4 \ 0 0 0 2 5 \ D . D r a w i n g s \ C i v i l \ C o n s t r u c t i o n D o c u m e n t s \ 2 0 2 4 . 0 0 0 2 5 . C E . C 4 0 0 . U P . d w g Project Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 04/17/2024 2024.00025 INDEPENDENT SENIOR INSURANCE - 146TH STREET OFFICE 3309 E 146TH STREET CARMEL, IN 46033 INDEPENDENT SENIOR INSURANCE, INC. REVISION SCHEDULE NO.DESCRIPTION DATE A 2ND SUBMITTAL 06/07/24 B 3RD SUBMITTAL 08/09/24 C 4TH SUBMITTAL 09/12/24D INDIANA CDR 09/11/24 EXISTING LEGEND KEYNOTES C400 UTILITY PLAN UTILITY LEGEND ADLS/DP RESUBMITTAL 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PL O T D A T E : 9/ 1 2 / 2 0 2 4 1 : 4 5 P M PL O T S C A L E : 1: 2 . 5 8 4 9 ED I T D A T E : 9/ 1 2 / 2 0 2 4 ED I T E D B Y : GM E N D I S DR A W I N G F I L E : P: \ 2 0 2 4 \ 0 0 0 2 5 \ D . D r a w i n g s \ C i v i l \ C o n s t r u c t i o n D o c u m e n t s \ 2 0 2 4 . 0 0 0 2 5 . C E . C 4 0 0 . U P . d w g Project Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 04/17/2024 2024.00025 INDEPENDENT SENIOR INSURANCE - 146TH STREET OFFICE 3309 E 146TH STREET CARMEL, IN 46033 INDEPENDENT SENIOR INSURANCE, INC. REVISION SCHEDULE NO.DESCRIPTION DATE A 2ND SUBMITTAL 06/07/24 B 3RD SUBMITTAL 08/09/24 C 4TH SUBMITTAL 09/12/24D INDIANA CDR 09/11/24 EXISTING LEGEND KEYNOTES C401 UTILITY PLAN UTILITY LEGEND ADLS/DP RESUBMITTAL 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PL O T D A T E : 9/ 1 2 / 2 0 2 4 1 : 4 6 P M PL O T S C A L E : 1: 2 . 5 8 4 9 ED I T D A T E : 9/ 1 2 / 2 0 2 4 ED I T E D B Y : GM E N D I S DR A W I N G F I L E : P: \ 2 0 2 4 \ 0 0 0 2 5 \ D . D r a w i n g s \ C i v i l \ C o n s t r u c t i o n D o c u m e n t s \ 2 0 2 4 . 0 0 0 2 5 . C E . C 4 1 0 . S T M P P . d w g Project Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 04/17/2024 2024.00025 INDEPENDENT SENIOR INSURANCE - 146TH STREET OFFICE 3309 E 146TH STREET CARMEL, IN 46033 INDEPENDENT SENIOR INSURANCE, INC. REVISION SCHEDULE NO.DESCRIPTION DATE A 2ND SUBMITTAL 06/07/24 B 3RD SUBMITTAL 08/09/24 C 4TH SUBMITTAL 09/12/24D INDIANA CDR 09/11/24 EXISTING LEGEND BENCHMARK DATA PLAN & PROFILE LEGEND C410 STORM PLAN & PROFILE C411 STORM PLAN & PROFILE PLAN & PROFILE LEGEND ADLS/DP RESUBMITTAL 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PL O T D A T E : 9/ 1 2 / 2 0 2 4 1 : 4 6 P M PL O T S C A L E : 1: 2 . 5 8 4 9 ED I T D A T E : 9/ 1 2 / 2 0 2 4 ED I T E D B Y : GM E N D I S DR A W I N G F I L E : P: \ 2 0 2 4 \ 0 0 0 2 5 \ D . D r a w i n g s \ C i v i l \ C o n s t r u c t i o n D o c u m e n t s \ 2 0 2 4 . 0 0 0 2 5 . C E . C 4 1 0 . S T M P P . d w g Project Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 04/17/2024 2024.00025 INDEPENDENT SENIOR INSURANCE - 146TH STREET OFFICE 3309 E 146TH STREET CARMEL, IN 46033 INDEPENDENT SENIOR INSURANCE, INC. REVISION SCHEDULE NO.DESCRIPTION DATE A 2ND SUBMITTAL 06/07/24 B 3RD SUBMITTAL 08/09/24 C 4TH SUBMITTAL 09/12/24D INDIANA CDR 09/11/24 EXISTING LEGEND BENCHMARK DATA ADLS/DP RESUBMITTAL 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PL O T D A T E : 9/ 1 2 / 2 0 2 4 1 : 5 2 P M PL O T S C A L E : 1: 2 . 5 8 4 9 ED I T D A T E : 9/ 1 2 / 2 0 2 4 ED I T E D B Y : GM E N D I S DR A W I N G F I L E : P: \ 2 0 2 4 \ 0 0 0 2 5 \ D . D r a w i n g s \ C i v i l \ C o n s t r u c t i o n D o c u m e n t s \ 2 0 2 4 . 0 0 0 2 5 . C E . C 6 0 0 . S D . d w g Project Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 04/17/2024 2024.00025 INDEPENDENT SENIOR INSURANCE - 146TH STREET OFFICE 3309 E 146TH STREET CARMEL, IN 46033 INDEPENDENT SENIOR INSURANCE, INC. REVISION SCHEDULE NO.DESCRIPTION DATE A 2ND SUBMITTAL 06/07/24 B 3RD SUBMITTAL 08/09/24 C 4TH SUBMITTAL 09/12/24D INDIANA CDR 09/11/24 C603 SITE DETAILS ADLS/DP RESUBMITTAL 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PL O T D A T E : 9/ 1 2 / 2 0 2 4 1 : 4 7 P M PL O T S C A L E : 1: 2 . 5 8 4 9 ED I T D A T E : 9/ 1 2 / 2 0 2 4 ED I T E D B Y : GM E N D I S DR A W I N G F I L E : P: \ 2 0 2 4 \ 0 0 0 2 5 \ D . D r a w i n g s \ C i v i l \ C o n s t r u c t i o n D o c u m e n t s \ 2 0 2 4 . 0 0 0 2 5 . C E . C 6 0 0 . S D . d w g Project Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 04/17/2024 2024.00025 INDEPENDENT SENIOR INSURANCE - 146TH STREET OFFICE 3309 E 146TH STREET CARMEL, IN 46033 INDEPENDENT SENIOR INSURANCE, INC. REVISION SCHEDULE NO.DESCRIPTION DATE A 2ND SUBMITTAL 06/07/24 B 3RD SUBMITTAL 08/09/24 C 4TH SUBMITTAL 09/12/24D INDIANA CDR 09/11/24 C604 ADS DETAILS ADLS/DP RESUBMITTAL 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PL O T D A T E : 9/ 1 2 / 2 0 2 4 1 : 4 7 P M PL O T S C A L E : 1: 2 . 5 8 4 9 ED I T D A T E : 9/ 1 2 / 2 0 2 4 ED I T E D B Y : GM E N D I S DR A W I N G F I L E : P: \ 2 0 2 4 \ 0 0 0 2 5 \ D . D r a w i n g s \ C i v i l \ C o n s t r u c t i o n D o c u m e n t s \ 2 0 2 4 . 0 0 0 2 5 . C E . C 6 0 0 . S D . d w g Project Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 04/17/2024 2024.00025 INDEPENDENT SENIOR INSURANCE - 146TH STREET OFFICE 3309 E 146TH STREET CARMEL, IN 46033 INDEPENDENT SENIOR INSURANCE, INC. REVISION SCHEDULE NO.DESCRIPTION DATE A 2ND SUBMITTAL 06/07/24 B 3RD SUBMITTAL 08/09/24 C 4TH SUBMITTAL 09/12/24D INDIANA CDR 09/11/24 C604 ADS DETAILS 2733 Kanasita Drive, Suite 111, Chattanooga, TN 37343 Phone (888) 344-9044 Fax (423) 826-2112 www.aquashieldinc.com Structure #: Drawn By: Scale: Date: Rvwed Rvw. Date U.S. Patent No. 6524473 and other Patent Pending Aqua-Swirl® XCelerator As Shown OFlores Standard Detail 2/24/2021 XC-3 CCW XC-3 STD Aqua-Swirl® Polymer Coated Steel (PCS) Stormwater Treatment System 12 in [305 mm] Manhole Frame & Cover Detail For Non-Traffic Areas Only NTS 48 in [1219 mm] Min. Gravel Backfill Concrete Wrap Compressible Expansion Joint Material to a minimum 1/2-inch [13 mm] thickness around top of riser to allow transfer of inadvertent loading from manhole cover to concrete slab. Riser Soil Cover Frame 1/2 in [13 mm] 1/2 in [13 mm] Place small amount of concrete [3,000 psi [20 MPa] (min)] to support and level manhole frame. DO NOT allow manhole frame to rest upon riser. Backfill (90% Proctor Density) 8 in [203 mm] 4 1/2 in [114 mm] Unless other traffic barriers are present, bollards shall be placed around access riser(s) in non-traffic areas to prevent inadvertent loading by maintenance vehicles. Manhole Frame & Cover Detail For Traffic Loading Areas NTS Cover Frame 48 in [1219 mm] Min. Backfill (90% Proctor Density) 3,000 psi [20 MPa] (min) Concrete #4 [13 mm] Rebar @ 6 in [152 mm] Each Way 30 in [762 mm] Riser 1/2 in [13 mm] 4 1/2 in [114 mm] 14 in [356 mm] 1/2 in [13 mm] Thick Expansion Joint Material If traffic loading (HS-25) is required or anticipated, a 4-foot [1.22 m] diameter, 14-inch [356 mm] thick reinforced concrete pad must be placed over the Stormwater Treatment System Riser to support and level the manhole frame, as shown. The top of riser pipe must be wrapped with compressible expansion joint material to a minimum 1/2-inch [13 mm] thickness to allow transfer of wheel loads from manhole cover to concrete slab. Manhole cover shall bear on concrete slab and not on riser pipe. The concrete slab shall have a minimum strength of 3,000 psi [20 MPa] and be reinforced with #4 [13 mm] reinforcing steel as shown. Minimum cover over reinforcing steel shall be 1-inch [25 mm]. Top of manhole cover and concrete slab shall be level with finish grade. Please see accompanied Aqua-Swirl® specification notes. See Site Plan for actual System orientation. Approximate dry (pick) weight: 1500 lbs [700 kg]. Backfill shall extend at least 18 inches [457 mm] outward from Swirl Concentrator and for the full height of the Swirl Concentrator (including riser) extending laterally to undisturbed soils. (See MH Detail Below) 1 1 As an alternative, 42 in [1067 mm] diameter, HS-20/25 rated precast concrete rings may be substituted. 14 in [356 mm] thickness must be maintained. XC-3 inlet/outlet pipe size ranges up to 21 in [533 mm]. XC-3 chamber height may vary up to 86 in [2184 mm], depending on inlet/outlet pipe size. Orientation may vary from a minimum of 90° to a maximum of 180°. Clockwise or counterclockwise orientation as needed. 2 3 3 2 Plan View SCALE 1:40 54 in [1372 mm] 54 in [1372 mm] n21 in [533 mm]2 Octagonal Base Plate Ø42 in [Ø107 mm] Elevation View SCALE 1:40 86 in [2184 mm] Varies Varies 5 MH Frame [127 mm] n30 in [762 mm] Band Coupler by Manufacturer. (as needed) Riser Manhole Frame and Cover by Manufacturer. (See Details) Rim elevations to match finish grade. 53 in [1346 mm] Pipe coupling by Contractor. 12 in [305 mm] long Stub-out by Manufacturer. Pipe coupling by Contractor. 12 in [305 mm] long Stub-out by Manufacturer. 4 4 el. Varies Inlet/Outlet Invert el. Varies el. Varies Grade (Rim) el. Varies n42 in [1067 mm] Projected View SCALE 1:70 Optional inlet orientations available (See note 4) n21 in [533 mm] 180° Lifting LugsLifting Lugs Backfill Bedding Undisturbed soil 18 in [457 mm] 6 in [152 mm] ADLS/DP RESUBMITTAL 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PL O T D A T E : 9/ 1 2 / 2 0 2 4 1 : 4 7 P M PL O T S C A L E : 1: 2 . 5 8 4 9 ED I T D A T E : 9/ 1 2 / 2 0 2 4 ED I T E D B Y : GM E N D I S DR A W I N G F I L E : P: \ 2 0 2 4 \ 0 0 0 2 5 \ D . D r a w i n g s \ C i v i l \ C o n s t r u c t i o n D o c u m e n t s \ 2 0 2 4 . 0 0 0 2 5 . C E . C 6 0 0 . S D . d w g Project Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 04/17/2024 2024.00025 INDEPENDENT SENIOR INSURANCE - 146TH STREET OFFICE 3309 E 146TH STREET CARMEL, IN 46033 INDEPENDENT SENIOR INSURANCE, INC. REVISION SCHEDULE NO.DESCRIPTION DATE A 2ND SUBMITTAL 06/07/24 B 3RD SUBMITTAL 08/09/24 C 4TH SUBMITTAL 09/12/24D INDIANA CDR 09/11/24 C606 AQUASHIELD DETAILS Description:Independent Senior Insurance - 146th Street Office Reviewing Entity: Job #: Date: Basin STR101 852.20 61.00 FT COMPUTE SPILL ELEVATION Q100,req=0.68 cfs 2.80 1.43 cfs cfs 61.00 ft 0.21 ft 100-yr Flood Elevation = 850.81 ft 2024.00025 9/12/2024 851.10 850.60 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q2 = L = H = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel Q1 Q2 Description:Independent Senior Insurance - 146th Street Office Reviewing Entity: Job #: Date: Basin STR102 Includes flow from basin 101 850.71 69.00 FT COMPUTE SPILL ELEVATION Q100,req=1.74 cfs 2.80 2.14 cfs cfs 69.00 ft 0.25 ft 100-yr Flood Elevation = 849.75 ft 2024.00025 9/12/2024 849.50 Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Q1 = Q2 = L = H = PROPOSED STORMWATER SYSTEM FLOOD ROUTING CALCULATIONS Job Information City of Carmel Q1 Q2 ADLS/DP RESUBMITTAL 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PL O T D A T E : 9/ 1 2 / 2 0 2 4 1 : 4 5 P M PL O T S C A L E : 1: 2 . 5 8 4 9 ED I T D A T E : 9/ 1 2 / 2 0 2 4 ED I T E D B Y : GM E N D I S DR A W I N G F I L E : P: \ 2 0 2 4 \ 0 0 0 2 5 \ D . D r a w i n g s \ C i v i l \ C o n s t r u c t i o n D o c u m e n t s \ 2 0 2 4 . 0 0 0 2 5 . C E . C 3 2 0 . F R P . d w g Project Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 04/17/2024 2024.00025 INDEPENDENT SENIOR INSURANCE - 146TH STREET OFFICE 3309 E 146TH STREET CARMEL, IN 46033 INDEPENDENT SENIOR INSURANCE, INC. REVISION SCHEDULE NO.DESCRIPTION DATE A 2ND SUBMITTAL 06/07/24 B 3RD SUBMITTAL 08/09/24 C 4TH SUBMITTAL 09/12/24D INDIANA CDR 09/11/24 EXISTING LEGEND BENCHMARK DATA C320 EMERGENCY FLOOD ROUTING PLAN FLOOD LEGEND C321 EMERGENCY FLOOD ROUTING PLAN ADLS/DP RESUBMITTAL 9025 River Road, Suite 200 | Indianapolis, Indiana 46240 TEL 317.547.5580 | FAX 317.543.0270 www.structurepoint.com PL O T D A T E : 9/ 1 2 / 2 0 2 4 1 : 4 5 P M PL O T S C A L E : 1: 2 . 5 8 4 9 ED I T D A T E : 9/ 1 2 / 2 0 2 4 ED I T E D B Y : GM E N D I S DR A W I N G F I L E : P: \ 2 0 2 4 \ 0 0 0 2 5 \ D . D r a w i n g s \ C i v i l \ C o n s t r u c t i o n D o c u m e n t s \ 2 0 2 4 . 0 0 0 2 5 . C E . C 3 2 0 . F R P . d w g Project Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: 04/17/2024 2024.00025 INDEPENDENT SENIOR INSURANCE - 146TH STREET OFFICE 3309 E 146TH STREET CARMEL, IN 46033 INDEPENDENT SENIOR INSURANCE, INC. REVISION SCHEDULE NO.DESCRIPTION DATE A 2ND SUBMITTAL 06/07/24 B 3RD SUBMITTAL 08/09/24 C 4TH SUBMITTAL 09/12/24D INDIANA CDR 09/11/24 EXISTING LEGEND BENCHMARK DATA FLOOD LEGEND APPENDIX D PROPOSED CONDITIONS-UNDERGROUND DETENTION SYSTEM DESIGN St o r m T e c h 88 8 - 8 9 2 - 2 6 9 4 | WW W . S T O R M T E C H . C O M ® Ch a m b e r S y s t e m 46 4 0 T R U E M A N B L V D HI L L I A R D , O H 4 3 0 2 6 1- 8 0 0 - 7 3 3 - 7 4 7 3 DA T E : DR A W N : M V PR O J E C T # : CH E C K E D : N / A TH I S D R A W I N G H A S B E E N P R E P A R E D B A S E D O N I N F O R M A T I O N P R O V I D E D T O A D S U N D E R T H E D I R E C T I O N O F T H E S I T E D E S I G N E N G I N E E R O R O T H E R P R O J E C T R E P R E S E N T A T I V E . T H E S I T E D E S I G N E N G I N E E R S H A L L R E V I E W T H I S D R A W I N G P R I O R T O C O N S T R U C T I O N . I T I S T H E U L T I M A T E RE S P O N S I B I L I T Y O F T H E S I T E D E S I G N E N G I N E E R T O E N S U R E T H A T T H E P R O D U C T ( S ) D E P I C T E D A N D A L L A S S O C I A T E D D E T A I L S M E E T A L L A P P L I C A B L E L A W S , R E G U L A T I O N S , A N D P R O J E C T R E Q U I R E M E N T S . DA T E DR W CH K DE S C R I P T I O N IN D E P E N D E N T S E N I O R IN S U R A N C E - R E V 1 CA R M E L , I N , U S A SHEET OF2 6 NOTES •MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE. •DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. •THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. •THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. •NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. PROPOSED ELEVATIONS: MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):856.63 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):850.63 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):850.13 MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):850.13 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):850.13 TOP OF STONE:849.63 TOP OF MC-3500 CHAMBER:848.63 24" x 24" TOP MANIFOLD INVERT:846.09 24" x 24" BOTTOM MANIFOLD INVERT:845.05 24" ISOLATOR ROW PLUS INVERT:845.05 24" BOTTOM CONNECTION INVERT:845.05 BOTTOM OF MC-3500 CHAMBER:844.88 UNDERDRAIN INVERT:844.55 BOTTOM OF STONE:844.13 PROPOSED LAYOUT 15 STORMTECH MC-3500 CHAMBERS 8 STORMTECH MC-3500 END CAPS 12 STONE ABOVE (in) 9 STONE BELOW (in) 40 STONE VOID 3453 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) (COVER STONE INCLUDED) (4" OF BASE STONE INCLUDED) 1177 SYSTEM AREA (SF) 147.0 SYSTEM PERIMETER (ft) *INVERT ABOVE BASE OF CHAMBER MAX FLOWINVERT*DESCRIPTIONITEM ON LAYOUTPART TYPE 2.06"24" BOTTOM CORED END CAP, PART#: MC3500IEPP24BC / TYP OF ALL 24" BOTTOM CONNECTIONS AND ISOLATOR PLUS ROWSAPREFABRICATED END CAP 14.48"24" TOP CORED END CAP, PART#: MC3500IEPP24TC / TYP OF ALL 24" TOP CONNECTIONSBPREFABRICATED END CAP INSTALL FLAMP ON 24" ACCESS PIPE / PART#: MCFLAMPCFLAMP 2.06"24" x 24" BOTTOM MANIFOLD, ADS N-12DMANIFOLD 14.48"24" x 24" TOP MANIFOLD, ADS N-12EMANIFOLD 25.5 CFS IN30" DIAMETER (24.00" SUMP MIN)FNYLOPLAST (INLET W/ ISO PLUS ROW) 14.0 CFS OUT30" DIAMETER (DESIGN BY ENGINEER)GNYLOPLAST (OUTLET) 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAINHUNDERDRAIN 4" SEE DETAILIINSPECTION PORT ISOLATOR ROW PLUS (SEE DETAIL) PLACE MINIMUM 17.50' OF ADSPLUS175 WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS BED LIMITS 0 5 10 43.72' 29 . 7 7 ' 32.42' 27 . 1 7 ' B I H C A E D G F B 101 Basin 101 B 102 Basin 102 Ex. D to Pond Existing Direct to Pond MC-3500 3500 Total Proposed Site Total Flow Routing Diagram for 2024.00025.CE.Drainage Model.2024-06-03 Prepared by American Structurepoint, Printed 6/6/2024 HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 010yr - 24hr Rainfall=3.84"2024.00025.CE.Drainage Model.2024-06-03 Printed 6/6/2024Prepared by American Structurepoint Page 3HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment B 101: Basin 101 Runoff = 0.57 cfs @ 11.96 hrs, Volume= 0.028 af, Depth= 3.06" Routed to Pond MC-3500 : 3500 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 010yr - 24hr Rainfall=3.84" Area (ac) CN Description * 0.110 93 0.110 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment B 101: Basin 101 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 010yr - 24hr Rainfall=3.84" Runoff Area=0.110 ac Runoff Volume=0.028 af Runoff Depth=3.06" Tc=5.0 min CN=93 0.57 cfs Type II 24-hr 010yr - 24hr Rainfall=3.84"2024.00025.CE.Drainage Model.2024-06-03 Printed 6/6/2024Prepared by American Structurepoint Page 4HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment B 102: Basin 102 Runoff = 0.97 cfs @ 11.96 hrs, Volume= 0.046 af, Depth= 2.77" Routed to Pond MC-3500 : 3500 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 010yr - 24hr Rainfall=3.84" Area (ac) CN Description * 0.200 90 0.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment B 102: Basin 102 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 010yr - 24hr Rainfall=3.84" Runoff Area=0.200 ac Runoff Volume=0.046 af Runoff Depth=2.77" Tc=5.0 min CN=90 0.97 cfs Type II 24-hr 010yr - 24hr Rainfall=3.84"2024.00025.CE.Drainage Model.2024-06-03 Printed 6/6/2024Prepared by American Structurepoint Page 5HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment Ex. D to Pond: Existing Direct to Pond Runoff = 0.30 cfs @ 12.03 hrs, Volume= 0.017 af, Depth= 2.07" Routed to Link Total : Proposed Site Total Flow Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 010yr - 24hr Rainfall=3.84" Area (ac) CN Description * 0.100 82 0.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.6 Direct Entry, Subcatchment Ex. D to Pond: Existing Direct to Pond Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 010yr - 24hr Rainfall=3.84" Runoff Area=0.100 ac Runoff Volume=0.017 af Runoff Depth=2.07" Tc=11.6 min CN=82 0.30 cfs Type II 24-hr 010yr - 24hr Rainfall=3.84"2024.00025.CE.Drainage Model.2024-06-03 Printed 6/6/2024Prepared by American Structurepoint Page 6HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Summary for Pond MC-3500: 3500 Inflow Area = 0.310 ac, 0.00% Impervious, Inflow Depth = 2.87" for 010yr - 24hr event Inflow = 1.55 cfs @ 11.96 hrs, Volume= 0.074 af Outflow = 0.59 cfs @ 12.06 hrs, Volume= 0.074 af, Atten= 62%, Lag= 6.0 min Primary = 0.59 cfs @ 12.06 hrs, Volume= 0.074 af Routed to Link Total : Proposed Site Total Flow Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 845.64' @ 12.06 hrs Surf.Area= 1,177 sf Storage= 815 cf Plug-Flow detention time= 17.4 min calculated for 0.074 af (100% of inflow) Center-of-Mass det. time= 17.3 min ( 808.1 - 790.8 ) Volume Invert Avail.Storage Storage Description #1 844.55' 1,672 cf Stone (Prismatic) Listed below (Recalc) 5,979 cf Overall - 1,798 cf Embedded = 4,181 cf x 40.0% Voids #2 844.88' 1,798 cf ADS_StormTech MC-3500 d +Cap x 15 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 15 Chambers in 5 Rows Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 3,471 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 844.55 1,177 0 0 849.63 1,177 5,979 5,979 Device Routing Invert Outlet Devices #1 Primary 844.55'6.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 845.64'6.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.59 cfs @ 12.06 hrs HW=845.64' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.59 cfs @ 4.72 fps) 2=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 010yr - 24hr Rainfall=3.84"2024.00025.CE.Drainage Model.2024-06-03 Printed 6/6/2024Prepared by American Structurepoint Page 7HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Pond MC-3500: 3500 Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Inflow Area=0.310 ac Peak Elev=845.64' Storage=815 cf 1.55 cfs 0.59 cfs Type II 24-hr 010yr - 24hr Rainfall=3.84"2024.00025.CE.Drainage Model.2024-06-03 Printed 6/6/2024Prepared by American Structurepoint Page 8HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Summary for Link Total: Proposed Site Total Flow Inflow Area = 0.410 ac, 0.00% Impervious, Inflow Depth = 2.68" for 010yr - 24hr event Inflow = 0.89 cfs @ 12.04 hrs, Volume= 0.091 af Primary = 0.89 cfs @ 12.04 hrs, Volume= 0.091 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link Total: Proposed Site Total Flow Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=0.410 ac 0.89 cfs 0.89 cfs Type II 24-hr 100yr - 24hr Rainfall=6.48"2024.00025.CE.Drainage Model.2024-06-03 Printed 6/6/2024Prepared by American Structurepoint Page 9HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment B 101: Basin 101 Runoff = 1.02 cfs @ 11.96 hrs, Volume= 0.052 af, Depth= 5.66" Routed to Pond MC-3500 : 3500 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr - 24hr Rainfall=6.48" Area (ac) CN Description * 0.110 93 0.110 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment B 101: Basin 101 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 100yr - 24hr Rainfall=6.48" Runoff Area=0.110 ac Runoff Volume=0.052 af Runoff Depth=5.66" Tc=5.0 min CN=93 1.02 cfs Type II 24-hr 100yr - 24hr Rainfall=6.48"2024.00025.CE.Drainage Model.2024-06-03 Printed 6/6/2024Prepared by American Structurepoint Page 10HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment B 102: Basin 102 Runoff = 1.79 cfs @ 11.96 hrs, Volume= 0.089 af, Depth= 5.31" Routed to Pond MC-3500 : 3500 Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr - 24hr Rainfall=6.48" Area (ac) CN Description * 0.200 90 0.200 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment B 102: Basin 102 Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100yr - 24hr Rainfall=6.48" Runoff Area=0.200 ac Runoff Volume=0.089 af Runoff Depth=5.31" Tc=5.0 min CN=90 1.79 cfs Type II 24-hr 100yr - 24hr Rainfall=6.48"2024.00025.CE.Drainage Model.2024-06-03 Printed 6/6/2024Prepared by American Structurepoint Page 11HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment Ex. D to Pond: Existing Direct to Pond Runoff = 0.63 cfs @ 12.03 hrs, Volume= 0.037 af, Depth= 4.43" Routed to Link Total : Proposed Site Total Flow Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100yr - 24hr Rainfall=6.48" Area (ac) CN Description * 0.100 82 0.100 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.6 Direct Entry, Subcatchment Ex. D to Pond: Existing Direct to Pond Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 100yr - 24hr Rainfall=6.48" Runoff Area=0.100 ac Runoff Volume=0.037 af Runoff Depth=4.43" Tc=11.6 min CN=82 0.63 cfs Type II 24-hr 100yr - 24hr Rainfall=6.48"2024.00025.CE.Drainage Model.2024-06-03 Printed 6/6/2024Prepared by American Structurepoint Page 12HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Summary for Pond MC-3500: 3500 Inflow Area = 0.310 ac, 0.00% Impervious, Inflow Depth = 5.44" for 100yr - 24hr event Inflow = 2.81 cfs @ 11.96 hrs, Volume= 0.140 af Outflow = 1.32 cfs @ 12.04 hrs, Volume= 0.140 af, Atten= 53%, Lag= 5.3 min Primary = 1.32 cfs @ 12.04 hrs, Volume= 0.140 af Routed to Link Total : Proposed Site Total Flow Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 846.48' @ 12.04 hrs Surf.Area= 1,177 sf Storage= 1,523 cf Plug-Flow detention time= 17.0 min calculated for 0.140 af (100% of inflow) Center-of-Mass det. time= 17.0 min ( 790.7 - 773.7 ) Volume Invert Avail.Storage Storage Description #1 844.55' 1,672 cf Stone (Prismatic) Listed below (Recalc) 5,979 cf Overall - 1,798 cf Embedded = 4,181 cf x 40.0% Voids #2 844.88' 1,798 cf ADS_StormTech MC-3500 d +Cap x 15 Inside #1 Effective Size= 70.4"W x 45.0"H => 15.33 sf x 7.17'L = 110.0 cf Overall Size= 77.0"W x 45.0"H x 7.50'L with 0.33' Overlap 15 Chambers in 5 Rows Cap Storage= 14.9 cf x 2 x 5 rows = 149.0 cf 3,471 cf Total Available Storage Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 844.55 1,177 0 0 849.63 1,177 5,979 5,979 Device Routing Invert Outlet Devices #1 Primary 844.55'6.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #2 Primary 845.64'6.0" W x 3.0" H Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.32 cfs @ 12.04 hrs HW=846.48' (Free Discharge) 1=Orifice/Grate (Orifice Controls 0.81 cfs @ 6.46 fps) 2=Orifice/Grate (Orifice Controls 0.51 cfs @ 4.06 fps) Type II 24-hr 100yr - 24hr Rainfall=6.48"2024.00025.CE.Drainage Model.2024-06-03 Printed 6/6/2024Prepared by American Structurepoint Page 13HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Pond MC-3500: 3500 Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=0.310 ac Peak Elev=846.48' Storage=1,523 cf 2.81 cfs 1.32 cfs Type II 24-hr 100yr - 24hr Rainfall=6.48"2024.00025.CE.Drainage Model.2024-06-03 Printed 6/6/2024Prepared by American Structurepoint Page 14HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Summary for Link Total: Proposed Site Total Flow Inflow Area = 0.410 ac, 0.00% Impervious, Inflow Depth = 5.19" for 100yr - 24hr event Inflow = 1.94 cfs @ 12.04 hrs, Volume= 0.177 af Primary = 1.94 cfs @ 12.04 hrs, Volume= 0.177 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Link Total: Proposed Site Total Flow Inflow Primary Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=0.410 ac 1.94 cfs 1.94 cfs Multi-Event Tables2024.00025.CE.Drainage Model.2024-06-03 Printed 6/6/2024Prepared by American Structurepoint Page 18HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Events for Pond MC-3500: 3500 Event Inflow (cfs) Primary (cfs) Elevation (feet) Storage (cubic-feet) 010yr - 24hr 1.55 0.59 845.64 815 100yr - 24hr 2.81 1.32 846.48 1,523 844.5 844.7 844.9 845.1 845.3 845.5 845.7 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 St a g e ( f t ) Time (hrs) 10-Year Storm Staging Hydrograph Q10, Peak = 845.64' 844.5 844.8 845.1 845.4 845.7 846 846.3 846.6 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 St a g e ( f t ) Time (hrs) 100-Year Storm Staging Hydrograph Q100,Peak = 846.48' 0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 St o r a g e ( f t 3) Time (hrs) 100-Year Storm Storage Hydrograph After 25.5 hours from the start of a 100-year storm, the runoff storage inside the detention field is 0 cf. Therefore, within 48 hours from the start of a 100-year storm 100% of the original detention capacity is restored. Description:Independent Senior Insurance - 146th Street Office Reviewing Entity: Job #: Date:07/03/24 *Emergency spillway must carry peak 100 yr flow rate of the pond 2.81 3.51 3.33 3.51 2.00 0.65 100 Top of Weir Plate =846.48 846.48 847.13 <<== Overflow < Bottom of top structure slab 851.22 849.55 PROPOSED STORMWATER SYSTEM EMERGENCY SPILLWAY CALCULATIONS Rim Elevation= Job Information City of Carmel Q = L = H = Top of Weir Plate = Overflow Elev. = 2024.00025 Peak inflow to Pond 125% of Peak inflow Weir Formula→ Q=Cweir*(L)*H3/2 Cweir = Bottom of Top Structure Slab = *OVERFLOW SPILLWAY WIDTH OF 2 FEET HAS SUFFICIENT CAPACITY TO CARRY 125% OF THE *Emergency spillway must carry peak YR FLOW RATE Discharge project runoff into Taylor Trace pond. Direct15" RCP 180' 3309 E. 146th St COOL CREEK (WHEELER & BEALS),TAYLOR T 1 Commercial 2024.00025 O-2024-00086 07/16/2024 N Amerian structurepoint Independent Senior Insurance-146th St. Purpose: Outlet Type:Tile Size, Type, Length: Project Location: Drain Name: Number of Outlets: Project Type: Plan Project Id: Engineering Firm: Project Name: Temporary:Issue Date:Permit Number: Hamilton County Surveyor's Office One Hamilton County Square, Suite 188 Noblesville, Indiana 46060 Office: (317) 776-8495 Fax: (317) 776-9628 Outlet Permit Applicant: Contact:Stephanie Flittner Indianapolis,IN Flittner, Stephanie P.O. Box 30095 (812) 213-5774 Conditions for Approval: CALL 317-776-8495 TO COORDINATE INSPECTION Parcels: Clay17-10-20-00-03-012.000 Twp:Parcel No: Clay17-10-20-00-03-013.000 Twp:Parcel No: 07/16/2024__________________________________________ Surveyor:Date: Tuesday, July 16, 2024 3:32 PMPrint Date:Page 1 of 1 1 Mendis, Gehan From:Samuel Clark <Samuel.Clark@hamiltoncounty.in.gov> Sent:Tuesday, July 16, 2024 3:33 PM To:Welch, David; Mendis, Gehan Subject:RE: Taylor Trace Project- PZ-2024-00069 Attachments:OutletPermit (1).pdf 2 Cc: Welch, David <dwelch@structurepoint.com> Subject: RE: Taylor Trace Project- PZ-2024-00069 Hi Gehan. That makes sense but I did have one thing I wanted to clarify. Is it the property owner’s in 3 Hi Gehan. If the common area is already designated as a drainage easement and if the lot is actually part of the 4 From: Mendis, Gehan Sent: Wednesday, July 3, 2024 9:30 AM To: 'Samuel Clark' <Samuel.Clark@hamiltoncounty.in.gov> Cc: Welch, David <dwelch@structurepoint.com> Subject: Taylor Trace Project- PZ-2024-00069 Good morning Sam, I am following up on the outlet permit request for the site located at 3309 E 146th Street, Carmel, IN that outlets to Taylor Trace Pond. The Carmel Plan Commission has approved the project with conditions, please see the attached Letter of Grant. From my understanding of the Taylor Trace covenant and discussions during the meeting, we should not require any further permissions to obtain th 5 The information in this email may contain confidential information and is intended solely for the attention and use of the named addressee(s). It must not be disclosed to any person(s) without authorization. If you are not the intended recipient, or a person responsible for delivering it to the intended recipient, you are not authorized to, and must not disclose, copy, distribute, or retain this message or any part of it. If you have received this communication in error, please notify the sender immediately. The information in this email may contain confidential information and is intended solely for the attention and use of the named addressee(s). It must not be disclosed to any person(s) without authorization. If you are not the intended recipient, or a person responsible for delivering it to the intended recipient, you are not authorized to, and must not disclose, copy, distribute, or retain this message or any part of it. If you have received this communication in error, please notify the sender immediately. APPENDIX E PROPOSED CONDITIONS-WATER QUALITY Description:Independent Senior Insurance - 146th Street Office Reviewing Entity: Job #: Date:07/03/24 CNwq= PARAMETERS P =1 (in.) Pervious Area 0.12 Impervious Area 0.19 Area 0.31 I = 62% (%) Rv = 0.60586102 Qa=0.61 (in.) CALCULATED CNwq CNwq =96 PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] Job Information City of Carmel 2024.00025 XC-2 Aquaswirl Routing Diagram for 2024.00024.CE.Drainage Model.2024-06-03 Prepared by American Structurepoint, Printed 6/6/2024 HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr WQ Rainfall=1.00"2024.00024.CE.Drainage Model.2024-06-03 Printed 6/6/2024Prepared by American Structurepoint Page 2HydroCAD® 10.20-2d s/n 00818 © 2021 HydroCAD Software Solutions LLC Summary for Subcatchment XC-2: Aquaswirl Runoff = 0.35 cfs @ 11.96 hrs, Volume= 0.016 af, Depth= 0.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr WQ Rainfall=1.00" Area (ac) CN Description * 0.310 96 0.310 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment XC-2: Aquaswirl Runoff Hydrograph Time (hours) 484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr WQ Rainfall=1.00" Runoff Area=0.310 ac Runoff Volume=0.016 af Runoff Depth=0.63" Tc=5.0 min CN=96 0.35 cfs City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 1 02/11/2020 Version 17.0 (Check http://www.indy.gov/eGov/City/DPW/Business/Specs/Pages/UpdatedStormWaterManual.aspx for current Selection Guide) Performance Matrix for Manufactured SQUs that are approved for use as post-construction water quality units in the City of Indianapolis and in compliance with the Stormwater Design and Construction Specifications Manual PLEASE NOTE: All SQUs shall be configured as off-line units unless approved for on-line use. On-line units must document the peak 10-year flow (per the Stormwater Design and Construction Specification Manual) is less than the approved maximum10-yr flow rate. Rate Based SQUs - Table 1 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) SC-3 0.39 N/A 9 SC-4 0.70 N/A 9 SC-5 1.09 N/A 9 SC-6 1.57 N/A 9 SC-7 2.14 N/A 9 SC-8 2.80 N/A 9 SC-9 3.54 N/A 9 SC-10 4.37 N/A 9 SC-11 5.29 N/A 9 SciClone1 SC-12 6.30 N/A 9 CDS-3 0.52 1.04 9 CDS-4 0.93 1.86 9 CDS-5 1.5 3.00 9 CDS-6 2.1 4.2 9 CDS-7 2.8 5.60 9 CDS-8 3.7 7.4 9 CDS-10 5.8 11.6 9 CDS Technologies1 CDS-12 8.4 16.8 9 DVS-36C 0.56 1.12 9 DVS-48C 1.00 2.00 9 DVS-60C 1.56 3.12 9 DVS-72C 2.25 4.50 9 DVS-84C 3.06 6.12 9 DVS-96C 4.00 8.00 9 DVS-120C 6.25 12.50 9 DVS1 DVS-144C 9.00 18.00 9 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 02/11/2020 Version 17.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 4-ft 1.12 2.95 9 6-ft 2.52 6.63 12 8-ft 4.49 11.81 15 10-ft 7.00 18.40 18 Hydro International Downstream Defender1 12 ft 10.08 26.51 21 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 Hydro International First Defense High Capacity1 8-ft 6.00 12.96 9 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HydroStorm by Hydroworks, LLC1 HS-12 7.91 15.82 6 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.78 5.66 6 XC-6 3.88 7.90 6 XC-7 5.17 10.52 6 XC-8 6.64 13.51 6 XC-9 8.29 16.87 6 XC-10 10.13 20.62 6 XC-11 12.15 24.73 6 XC-12 14.35 29.20 6 AquaShield Aqua-Swirl Xcelerator1 XC-13 15.53 31.60 6 CS-4 1.80 4.03 9 CS-5 2.81 6.29 9 CS-6 4.05 9.07 9 CS-8 7.20 16.1 9 CS-10 11.3 25.3 9 Contech Cascade Separator CS-12 16.2 36.3 9 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 3 02/11/2020 Version 17.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 2-4 0.62 2.57 6 3-6 1.4 5.80 6 3-8 1.87 7.75 6 4-8 2.49 10.31 6 5-10 3.89 16.11 6 6-12 5.6 23.19 6 6-13.75 6.42 26.59 6 7-14 7.62 31.56 6 7-15 8.17 33.84 6 8-14 8.71 36.08 6 8-16 9.96 41.25 6 9-18 12.6 52.19 6 10-17 13.22 54.76 6 10-20 15.56 64.45 6 12-21 19.6 81.18 6 Oldcastle NSBB-HVT 12-24 22.4 92.78 6 AS-2 0.36 0.73 7 AS-3 0.71 1.44 7 AS-4 1.18 2.39 7 AS-5 1.46 2.96 7 AS-6 2.11 4.28 7 AS-7 2.87 5.82 7 AS-8 3.74 7.59 7 AS-9 4.73 9.59 7 AS-10 5.84 11.84 7 AS-11 7.07 14.34 7 AS-12 8.42 17.08 7 AquaShield Aqua Swirl AS-13 9.87 20.02 7 S3 0.70 1.40 10 S4 1.25 2.50 10 S5 1.95 3.90 10 S6 2.80 5.60 10 S8 5.00 10.00 10 ADS Barracuda S10 7.80 15.60 10 1 Installed in the configuration as reviewed by NJCAT only APPENDIX F EXISTING CONDITIONS-PAST REPORTS