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2018.00053.CE.2018-04-18.RPT.Napleton KIA of Carmel
DRAINAGE REPORT For Napleton KIA of Carmel East of the intersection of Randall Drive and East 96th Street Carmel, Hamilton County, IN 46240 Prepared For: Napleton Automotive Group Oak Terrace, Ilinois Prepared By: American Structurepoint, Inc. 7260 Shadeland Station Indianapolis, Indiana 46256 Colin R. Patterson, PE Prepared: April 18, 2018 2018.00053 TABLE OF CONTENTS PROJECT NARRATIVE I. Project Description II. Existing Drainage III. Proposed Drainage IV. Proposed Water Quality V. Summary and Conclusions APPENDICES Appendix A Aerial Site Map Appendix B FEMA FIRM Approved LOMR (revised flood plain, floodway, and SFHE) LOMR Effective 6/27/18 (revised floodway) Soils Map Appendix C Existing Conditions Existing Conditions Map Existing Runoff Calculation Existing Time of Concentration Calculation Appendix D Proposed Conditions Developed Conditions Map Developed Runoff Calculation Developed Time of Concentration Calculation Storm Basins Map C & Cn Calculations Rainfall Data Rational Method Storm Sewer Calculations HGL Pipe Calculations Casting Capacity Calculations Appendix E Proposed Water Quality Calculations Water Quality Treatment Area Map CNwq Calculation Water Quality Treatment Flow Rate Calculation Outlet Control Structure and Diversion Structure Details DRAINAGE REPORT 2018.00053 For Napleton KIA of Carmel East of the intersection of Randall Drive and East 96th Street Carmel, Hamilton County, Indiana 46240 I. PROJECT DESCRIPTION The project is located in Carmel, Indiana, on the north side of East 96th Street, east of Randall Drive, approximately 4700 feet east of Keystone Avenue. The project will consist of constructing a 1 story car dealership building with a footprint of approximately 24,351 square feet, pavement for customers and automobile inventory, underground detention, retaining wall, stormwater bmps and utility service connections. The project parcel is 3.74 acres. The project’s disturbed area is approximately 3.03 acres. A location map can be found in Appendix A. The site is located with Zone “AE” and contains Carmel Creek floodway as indicated on the Hamilton County, Indiana, Flood Insurance Rate Map 18057C0236 G, dated November 19, 2014. LOMR 14-05-1139P, effective date 6/19/2015, revised the floodplain, floodway and SFHE onsite. LOMR 18-05-0387P, effective date 6/27/2018, revised the floodway to be closer to Carmel Creek. The Flood Insurance Rate Map (FIRM) and both LOMRs can be found in Appendix B. The Natural Resources Conservation Service (NRCS) Web Soil Survey of Hamilton County, Indiana, indicates Sleeth loam and Westland silty clay loam soil types to be on site. The soils map can be found in Appendix B. II. EXISTING DRAINAGE The project lies within an existing commercial subdivision known as the East 96th Street Auto Park Subdivision. This particular project is on the east side of Randall Drive and north of 96th Street. All of this project drains into Carmel Creek, which runs north to south along the east property line. The majority of the property is currently undeveloped with grass cover. There is a short portion of Randall Drive on the east side of the project which has been vacated and will be removed as part of this project. The outlet for the existing detention basin constructed for the Butler Hyundai project flows crosses this property, on the east side of vacated Randall Drive. This storm sewer will remain. The existing conditions map can be found in Appendix C. III. PROPOSED DRAINAGE Proposed underground detention will detain the stormwater runoff to the allowable release rates. The City of Carmel Stormwater Technical Standards Manual requires detention to be sized to include the fully developed right of way along all frontages. Due to existing conditions and site constraints, not all of the right of way can be accepted into the detention. The Randall Drive grades are lower than the underground detention system, therefore, that right of way cannot be accepted. Due to existing utilities on the west and north half of the site, the underground detention basin cannot go further west and north. This prevents about 0.89 acres of 96th from being accepted. The bottom of the stone in the underground detention basin was set to be approximately 0.6 feet above existing grade of the outlet and cannot be lowered any more. This finish grade of the site cannot go any higher because of connecting to existing grades on the north side of the project and at the west side of the project where the drives are. Effectively, we are providing as much underground detention as can physically fit on the site. The underground detention basin will be under the 100 year base flood elevation of Carmel Creek. Subsequently, a TideFlex check valve will installed on the outlet pipe of the underground detention basin. It will be accessible from the outlet control structure. 2018.00053 The developed CN for this site was found to be 96. The proposed storm sewers have been designed for the 10 year storm event using the Rational Method. The proposed storm sewers were designed with the actual basin C values and a time of concentration of 5 minutes for each basin onsite. The HGLs for the proposed storm sewers were modeled using the underground detention basin 10 year elevation as the tailwater elevation (738.82). The HGLs within the proposed storm sewer are all below the proposed rim elevations. The existing and proposed rational method runoff rates can be found in Appendix D. The Storm Basins Map and proposed storm sewer calculations can be found in Appendix D. Below is table that summarizes the existing and developed release rates for the 2, 10 and 100 storm events for the site. Peak Discharges vs. Allowable Discharges 2-year 10-year 100-year Discharge Allowable Discharge Allowable Discharge Allowable (cfs) (cfs) (cfs) (cfs) (cfs) (cfs) Proposed Site + 96th St R/W 0.30 0.38 0.37 0.38 1.13 1.13 The maximum elevation within the underground detention basin is 740.35 during the 100 year storm event. IV. PROPOSED WATER QUALITY The proposed site discharges into Carmel Creek. The developed CNwq was found to be 99. Pervious pavers and isolator rows within the underground detention basin will provide the treatment train water quality treatment for the site, before storm water leaves the site. V. SUMMARY AND CONCLUSIONS The proposed storm sewer system on this site will discharge into a proposed underground detention system which will detain and release the stormwater runoff to at or below the allowable release rates per the City of Carmel Stormwater Technical Standards Manual. Accordingly, we believe the proposed improvements will not adversely affect this site, the overall development, the City of Carmel or Hamilton County. 2018.00053 APPENDIX A Aerial Site Map AERIAL SITE MAP NORTHSITE 2017.01590 APPENDIX B FEMA MAP LOMR 14-05-1139P, effective date 6/19/2015 LOMR 18-05-0387P, effective date 6/27/2018 Soils Map SITE Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/AirbusDS, USDA, USGS, AeroGRID, IGN, and the GIS User Community National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250Feet Ü86°6'5.17"W 39°55'59.66"N 86°5'27.71"W 39°55'32.07"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AREAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, ARRegulatory 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 XArea with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culvert, 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 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 base map shown complies with FEMA's base map accuracy standards The flood hazard information is derived directly from theauthoritative NFHL web services provided by FEMA. This mapwas exported on 3/19/2018 at 4:50:09 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: base map 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 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 March 20, 2018 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Hamilton County, Indiana................................................................................13 St—Sleeth loam..........................................................................................13 We—Westland silty clay loam, 0 to 2 percent slopes..................................14 References............................................................................................................16 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 44200404420060442008044201004420120442014044201604420180442020044202204420040442006044200804420100442012044201404420160442018044202004420220577230 577250 577270 577290 577310 577330 577350 577370 577230 577250 577270 577290 577310 577330 577350 577370 39° 55' 43'' N 86° 5' 46'' W39° 55' 43'' N86° 5' 40'' W39° 55' 36'' N 86° 5' 46'' W39° 55' 36'' N 86° 5' 40'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 45 90 180 270 Feet 0 10 20 40 60 Meters Map Scale: 1:929 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 18, Oct 2, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 27, 2014—Aug 28, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI St Sleeth loam 1.9 50.1% We Westland silty clay loam, 0 to 2 percent slopes 1.9 49.9% Totals for Area of Interest 3.7 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, Custom Soil Resource Report 11 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 St—Sleeth loam Map Unit Setting National map unit symbol: 5dbm Elevation: 720 to 980 feet Mean annual precipitation: 36 to 42 inches Mean annual air temperature: 49 to 52 degrees F Frost-free period: 175 to 185 days Farmland classification: Prime farmland if drained Map Unit Composition Sleeth and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Sleeth Setting Landform: Terraces Landform position (two-dimensional): Footslope Landform position (three-dimensional): Tread Down-slope shape: Concave Across-slope shape: Linear Parent material: Loamy outwash over sandy and gravelly outwash Typical profile H1 - 0 to 11 inches: loam H2 - 11 to 20 inches: clay loam H3 - 20 to 47 inches: gravelly clay loam H4 - 47 to 60 inches: stratified coarse sand to very gravelly sand Properties and qualities Slope: 0 to 2 percent Depth to restrictive feature: 40 to 607 inches to strongly contrasting textural stratification Natural drainage class: Somewhat poorly drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: About 6 to 24 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 55 percent Available water storage in profile: Moderate (about 7.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: No Custom Soil Resource Report 13 Minor Components Poorly drained aqualfs Percent of map unit: 7 percent Landform: Depressions Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: Yes Westland Percent of map unit: 3 percent Landform: Depressions Other vegetative classification: Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes We—Westland silty clay loam, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2t4m1 Elevation: 400 to 1,000 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 155 to 180 days Farmland classification: Prime farmland if drained Map Unit Composition Westland, drained, and similar soils: 70 percent Minor components: 30 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Westland, Drained Setting Landform: Depressions on stream terraces, swales on stream terraces Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Tread, dip Down-slope shape: Concave, linear Across-slope shape: Concave, linear Parent material: Loess over loamy outwash over sandy and gravelly outwash Typical profile Ap - 0 to 10 inches: silty clay loam Btg1 - 10 to 21 inches: silty clay loam 2Btg2 - 21 to 37 inches: clay loam 2BCg - 37 to 47 inches: loam 3Cg - 47 to 79 inches: stratified extremely gravelly coarse sand to coarse sand to gravelly loamy coarse sand Properties and qualities Slope: 0 to 2 percent Custom Soil Resource Report 14 Depth to restrictive feature: 40 to 60 inches to strongly contrasting textural stratification Natural drainage class: Poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 2.00 in/hr) Depth to water table: About 0 to 6 inches Frequency of flooding: None Frequency of ponding: Frequent 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 6.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Hydric soil rating: Yes Minor Components Mahalaland, drained Percent of map unit: 15 percent Landform: Depressions on terraces, outwash terraces, swales on terraces, terraces, flats on terraces Landform position (two-dimensional): Footslope Landform position (three-dimensional): Tread, dip, talf Down-slope shape: Concave, linear Across-slope shape: Concave, linear Hydric soil rating: Yes Treaty, drained Percent of map unit: 9 percent Landform: Till plains Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Dip Down-slope shape: Concave Across-slope shape: Concave Other vegetative classification: Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes Sleeth Percent of map unit: 6 percent Landform: Outwash terraces, stream terraces Landform position (two-dimensional): Shoulder, backslope Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Custom Soil Resource Report 15 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 16 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 17 2017.01590 APPENDIX C Existing Conditions Existing Conditions Map Existing Runoff Calculation Existing Time of Concentration Calculation PLOT DATE: 4/18/2018 12:27 PMPLOT SCALE: 1:1EDIT DATE: 4/18/2018EDITED BY: CPATTERSONDRAWING FILE: P:\2018\00053\D. Drawings\Civil\Exhibits\Drainage\2018.00053.CE.3D_Design.2018-04-17.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: REVISION SCHEDULE NO.DESCRIPTION DATE 4/18/2018 ---- 2018.00053 7260 Shadeland Station | Indianapolis, Indiana 46256 TEL 317.547.5580 | FAX 317.543.0270www.structurepoint.com EX1 EXISTING CONDITIONS MAP SCALE: 1" = 50' 12S EXISTING Routing Diagram for 2018.0053.CE.HydroCAD.2018-03-14 Prepared by American Structurepoint, Printed 3/14/2018 HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 2YR-24HR Rainfall=2.66"2018.0053.CE.HydroCAD.2018-03-14 Printed 3/14/2018Prepared by American Structurepoint Page 2HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: EXISTING Runoff = 4.10 cfs @ 12.13 hrs, Volume= 0.313 af, Depth= 1.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Type II 24-hr 2YR-24HR Rainfall=2.66" Area (ac) CN Description 0.128 98 Paved roads w/curbs & sewers, HSG D 0.008 98 Paved roads w/curbs & sewers, HSG D 0.708 79 Woods, Fair, HSG D 2.906 80 >75% Grass cover, Good, HSG D 3.750 80 Weighted Average 3.614 96.37% Pervious Area 0.136 3.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.7 Direct Entry, Subcatchment 12S: EXISTING Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Type II 24-hr 2YR-24HR Rainfall=2.66" Runoff Area=3.750 ac Runoff Volume=0.313 af Runoff Depth=1.00" Tc=19.7 min CN=80 4.10 cfs Type II 24-hr 10YR-24HR Rainfall=3.83"2018.0053.CE.HydroCAD.2018-03-14 Printed 3/14/2018Prepared by American Structurepoint Page 3HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: EXISTING Runoff = 7.98 cfs @ 12.13 hrs, Volume= 0.594 af, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Type II 24-hr 10YR-24HR Rainfall=3.83" Area (ac) CN Description 0.128 98 Paved roads w/curbs & sewers, HSG D 0.008 98 Paved roads w/curbs & sewers, HSG D 0.708 79 Woods, Fair, HSG D 2.906 80 >75% Grass cover, Good, HSG D 3.750 80 Weighted Average 3.614 96.37% Pervious Area 0.136 3.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.7 Direct Entry, Subcatchment 12S: EXISTING Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)8 7 6 5 4 3 2 1 0 Type II 24-hr 10YR-24HR Rainfall=3.83" Runoff Area=3.750 ac Runoff Volume=0.594 af Runoff Depth=1.90" Tc=19.7 min CN=80 7.98 cfs Type II 24-hr 100YR-24HR Rainfall=6.46"2018.0053.CE.HydroCAD.2018-03-14 Printed 3/14/2018Prepared by American Structurepoint Page 4HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 12S: EXISTING Runoff = 17.56 cfs @ 12.12 hrs, Volume= 1.312 af, Depth= 4.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Type II 24-hr 100YR-24HR Rainfall=6.46" Area (ac) CN Description 0.128 98 Paved roads w/curbs & sewers, HSG D 0.008 98 Paved roads w/curbs & sewers, HSG D 0.708 79 Woods, Fair, HSG D 2.906 80 >75% Grass cover, Good, HSG D 3.750 80 Weighted Average 3.614 96.37% Pervious Area 0.136 3.63% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.7 Direct Entry, Subcatchment 12S: EXISTING Runoff Hydrograph Time (hours) 95908580757065605550454035302520151050Flow (cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100YR-24HR Rainfall=6.46" Runoff Area=3.750 ac Runoff Volume=1.312 af Runoff Depth=4.20" Tc=19.7 min CN=80 17.56 cfs Project:By:CRP Date:3/19/2018 Location:Checked:Date: Basin: Present X Developed - Tc X Tt -through subarea Sheet Flow Segment ID Surface description (Table 3-1)Unpaved Manning's roughness coeff., n (Table 3-1)0.4 Flow Length, L (L < 300 ft)ft 160 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.66 Land slope, s ft/ft 0.03 Tt = .007 (nL)0.8 hr 0.49 + + = 0.49 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved - - Flow length, L ft 50 - - Watercourse slope, s ft/ft 0.030 - - Average velocity, V (Figure 3-1) ft/s 2.79 - - 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 (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 0.49 min 29.47 Time of Concentration (Tc) or Travel Time (Tt) Napleton KIA 96th St City of Carmel EXISTING 2017.01590 APPENDIX D Proposed Conditions Developed Conditions Map Developed Runoff Calculations Developed Time of Concentration Calculation Storm Basins Map C&CN Calculations Rainfall Data Rational Method Storm Sewer Calculations HGL Pipe Calculations Casting Capacity PLOT DATE: 4/18/2018 12:26 PMPLOT SCALE: 1:1EDIT DATE: 4/18/2018EDITED BY: CPATTERSONDRAWING FILE: P:\2018\00053\D. Drawings\Civil\Exhibits\Drainage\2018.00053.CE.3D_Design.2018-04-17.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: REVISION SCHEDULE NO.DESCRIPTION DATE 4/18/2018 ---- 2018.00053 7260 Shadeland Station | Indianapolis, Indiana 46256 TEL 317.547.5580 | FAX 317.543.0270www.structurepoint.com EX2 DEVELOPED CONDITIONS MAP SCALE: 1" = 50' 3S Site into UGD 11S 96TH R/W 11P UGD Routing Diagram for 2018.0053.CE.HydroCAD.2018-04-17 Prepared by American Structurepoint, Printed 4/17/2018 HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 24-hr 2YR-24HR Rainfall=2.66"2018.0053.CE.HydroCAD.2018-04-17 Printed 4/17/2018Prepared by American Structurepoint Page 2HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=2.960 ac 0.00% Impervious Runoff Depth=2.22"Subcatchment 3S: Site into UGD Tc=5.0 min CN=96 Runoff=10.97 cfs 0.547 af Runoff Area=0.800 ac 0.00% Impervious Runoff Depth=1.67"Subcatchment 11S: 96TH R/W Tc=5.0 min CN=90 Runoff=2.42 cfs 0.112 af Peak Elev=738.22' Storage=19,220 cf Inflow=13.40 cfs 0.659 afPond 11P: UGD Outflow=0.30 cfs 0.656 af Total Runoff Area = 3.760 ac Runoff Volume = 0.659 af Average Runoff Depth = 2.10" 100.00% Pervious = 3.760 ac 0.00% Impervious = 0.000 ac Type II 24-hr 2YR-24HR Rainfall=2.66"2018.0053.CE.HydroCAD.2018-04-17 Printed 4/17/2018Prepared by American Structurepoint Page 3HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Site into UGD Runoff = 10.97 cfs @ 11.96 hrs, Volume= 0.547 af, Depth= 2.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 2YR-24HR Rainfall=2.66" Area (ac) CN Description * 2.960 96 2.960 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Site into UGD Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 2YR-24HR Rainfall=2.66" Runoff Area=2.960 ac Runoff Volume=0.547 af Runoff Depth=2.22" Tc=5.0 min CN=96 10.97 cfs Type II 24-hr 2YR-24HR Rainfall=2.66"2018.0053.CE.HydroCAD.2018-04-17 Printed 4/17/2018Prepared by American Structurepoint Page 4HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: 96TH R/W Runoff = 2.42 cfs @ 11.96 hrs, Volume= 0.112 af, Depth= 1.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 2YR-24HR Rainfall=2.66" Area (ac) CN Description * 0.800 90 0.800 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 11S: 96TH R/W Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)2 1 0 Type II 24-hr 2YR-24HR Rainfall=2.66" Runoff Area=0.800 ac Runoff Volume=0.112 af Runoff Depth=1.67" Tc=5.0 min CN=90 2.42 cfs Type II 24-hr 2YR-24HR Rainfall=2.66"2018.0053.CE.HydroCAD.2018-04-17 Printed 4/17/2018Prepared by American Structurepoint Page 5HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC Summary for Pond 11P: UGD USED CUMULATIVE STORAGE FROM STORMTECH DESIGN FOR STAGE STORAGE Inflow Area = 3.760 ac, 0.00% Impervious, Inflow Depth = 2.10" for 2YR-24HR event Inflow = 13.40 cfs @ 11.96 hrs, Volume= 0.659 af Outflow = 0.30 cfs @ 14.93 hrs, Volume= 0.656 af, Atten= 98%, Lag= 178.6 min Primary = 0.30 cfs @ 14.93 hrs, Volume= 0.656 af Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 738.22' @ 14.93 hrs Surf.Area= 0 sf Storage= 19,220 cf Plug-Flow detention time= 833.8 min calculated for 0.656 af (100% of inflow) Center-of-Mass det. time= 831.6 min ( 1,612.6 - 781.1 ) Volume Invert Avail.Storage Storage Description #1 737.00' 53,520 cf Custom Stage Data Listed below Type II 24-hr 2YR-24HR Rainfall=2.66"2018.0053.CE.HydroCAD.2018-04-17 Printed 4/17/2018Prepared by American Structurepoint Page 6HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (cubic-feet) 737.00 0 737.08 875 737.17 1,750 737.25 2,626 737.33 3,501 737.42 4,376 737.50 5,251 737.58 6,931 737.67 8,609 737.75 10,278 737.83 11,939 737.92 13,592 738.00 15,235 738.08 16,867 738.17 17,488 738.25 20,096 738.33 21,692 738.42 23,273 738.50 24,838 738.58 26,390 738.67 27,923 738.75 29,438 738.83 30,933 738.92 32,407 739.00 33,860 739.08 35,291 739.17 36,697 739.25 38,066 739.33 39,403 739.42 40,709 739.50 41,976 739.58 43,198 739.67 44,366 739.75 45,461 739.83 46,439 739.92 47,374 740.00 48,269 740.08 49,144 740.17 50,019 740.25 50,894 740.33 51,770 740.42 52,645 740.50 53,520 Device Routing Invert Outlet Devices #1 Primary 737.00'12.0" Round Culvert L= 100.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 737.00' / 736.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 737.00'3.3" Vert. Orifice/Grate C= 0.600 Type II 24-hr 2YR-24HR Rainfall=2.66"2018.0053.CE.HydroCAD.2018-04-17 Printed 4/17/2018Prepared by American Structurepoint Page 7HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC #3 Device 1 738.80'4.5" Vert. Orifice/Grate C= 0.600 #4 Device 1 740.35'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 2.0' Crest Height Primary OutFlow Max=0.30 cfs @ 14.93 hrs HW=738.22' (Free Discharge) 1=Culvert (Passes 0.30 cfs of 2.71 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.30 cfs @ 5.02 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 11P: UGD Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.760 ac Peak Elev=738.22' Storage=19,220 cf 13.40 cfs 0.30 cfs Type II 24-hr 10YR-24HR Rainfall=3.83"2018.0053.CE.HydroCAD.2018-04-17 Printed 4/17/2018Prepared by American Structurepoint Page 8HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=2.960 ac 0.00% Impervious Runoff Depth=3.37"Subcatchment 3S: Site into UGD Tc=5.0 min CN=96 Runoff=16.23 cfs 0.832 af Runoff Area=0.800 ac 0.00% Impervious Runoff Depth=2.76"Subcatchment 11S: 96TH R/W Tc=5.0 min CN=90 Runoff=3.88 cfs 0.184 af Peak Elev=738.82' Storage=30,696 cf Inflow=20.11 cfs 1.016 afPond 11P: UGD Outflow=0.37 cfs 1.012 af Total Runoff Area = 3.760 ac Runoff Volume = 1.016 af Average Runoff Depth = 3.24" 100.00% Pervious = 3.760 ac 0.00% Impervious = 0.000 ac Type II 24-hr 10YR-24HR Rainfall=3.83"2018.0053.CE.HydroCAD.2018-04-17 Printed 4/17/2018Prepared by American Structurepoint Page 9HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Site into UGD Runoff = 16.23 cfs @ 11.96 hrs, Volume= 0.832 af, Depth= 3.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 10YR-24HR Rainfall=3.83" Area (ac) CN Description * 2.960 96 2.960 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Site into UGD Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10YR-24HR Rainfall=3.83" Runoff Area=2.960 ac Runoff Volume=0.832 af Runoff Depth=3.37" Tc=5.0 min CN=96 16.23 cfs Type II 24-hr 10YR-24HR Rainfall=3.83"2018.0053.CE.HydroCAD.2018-04-17 Printed 4/17/2018Prepared by American Structurepoint Page 10HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: 96TH R/W Runoff = 3.88 cfs @ 11.96 hrs, Volume= 0.184 af, Depth= 2.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 10YR-24HR Rainfall=3.83" Area (ac) CN Description * 0.800 90 0.800 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 11S: 96TH R/W Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)4 3 2 1 0 Type II 24-hr 10YR-24HR Rainfall=3.83" Runoff Area=0.800 ac Runoff Volume=0.184 af Runoff Depth=2.76" Tc=5.0 min CN=90 3.88 cfs Type II 24-hr 10YR-24HR Rainfall=3.83"2018.0053.CE.HydroCAD.2018-04-17 Printed 4/17/2018Prepared by American Structurepoint Page 11HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC Summary for Pond 11P: UGD USED CUMULATIVE STORAGE FROM STORMTECH DESIGN FOR STAGE STORAGE Inflow Area = 3.760 ac, 0.00% Impervious, Inflow Depth = 3.24" for 10YR-24HR event Inflow = 20.11 cfs @ 11.96 hrs, Volume= 1.016 af Outflow = 0.37 cfs @ 15.61 hrs, Volume= 1.012 af, Atten= 98%, Lag= 219.4 min Primary = 0.37 cfs @ 15.61 hrs, Volume= 1.012 af Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 738.82' @ 15.61 hrs Surf.Area= 0 sf Storage= 30,696 cf Plug-Flow detention time= 1,022.8 min calculated for 1.012 af (100% of inflow) Center-of-Mass det. time= 1,020.5 min ( 1,790.8 - 770.3 ) Volume Invert Avail.Storage Storage Description #1 737.00' 53,520 cf Custom Stage Data Listed below Type II 24-hr 10YR-24HR Rainfall=3.83"2018.0053.CE.HydroCAD.2018-04-17 Printed 4/17/2018Prepared by American Structurepoint Page 12HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (cubic-feet) 737.00 0 737.08 875 737.17 1,750 737.25 2,626 737.33 3,501 737.42 4,376 737.50 5,251 737.58 6,931 737.67 8,609 737.75 10,278 737.83 11,939 737.92 13,592 738.00 15,235 738.08 16,867 738.17 17,488 738.25 20,096 738.33 21,692 738.42 23,273 738.50 24,838 738.58 26,390 738.67 27,923 738.75 29,438 738.83 30,933 738.92 32,407 739.00 33,860 739.08 35,291 739.17 36,697 739.25 38,066 739.33 39,403 739.42 40,709 739.50 41,976 739.58 43,198 739.67 44,366 739.75 45,461 739.83 46,439 739.92 47,374 740.00 48,269 740.08 49,144 740.17 50,019 740.25 50,894 740.33 51,770 740.42 52,645 740.50 53,520 Device Routing Invert Outlet Devices #1 Primary 737.00'12.0" Round Culvert L= 100.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 737.00' / 736.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 737.00'3.3" Vert. Orifice/Grate C= 0.600 Type II 24-hr 10YR-24HR Rainfall=3.83"2018.0053.CE.HydroCAD.2018-04-17 Printed 4/17/2018Prepared by American Structurepoint Page 13HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC #3 Device 1 738.80'4.5" Vert. Orifice/Grate C= 0.600 #4 Device 1 740.35'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 2.0' Crest Height Primary OutFlow Max=0.37 cfs @ 15.61 hrs HW=738.82' (Free Discharge) 1=Culvert (Passes 0.37 cfs of 3.36 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.37 cfs @ 6.24 fps) 3=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.45 fps) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 11P: UGD Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=3.760 ac Peak Elev=738.82' Storage=30,696 cf 20.11 cfs 0.37 cfs Type II 24-hr 100YR-24HR Rainfall=6.46"2018.0053.CE.HydroCAD.2018-04-17 Printed 4/17/2018Prepared by American Structurepoint Page 14HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC Time span=0.00-120.00 hrs, dt=0.01 hrs, 12001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=2.960 ac 0.00% Impervious Runoff Depth=5.99"Subcatchment 3S: Site into UGD Tc=5.0 min CN=96 Runoff=27.90 cfs 1.476 af Runoff Area=0.800 ac 0.00% Impervious Runoff Depth=5.29"Subcatchment 11S: 96TH R/W Tc=5.0 min CN=90 Runoff=7.13 cfs 0.353 af Peak Elev=740.35' Storage=51,919 cf Inflow=35.03 cfs 1.829 afPond 11P: UGD Outflow=1.13 cfs 1.825 af Total Runoff Area = 3.760 ac Runoff Volume = 1.829 af Average Runoff Depth = 5.84" 100.00% Pervious = 3.760 ac 0.00% Impervious = 0.000 ac Type II 24-hr 100YR-24HR Rainfall=6.46"2018.0053.CE.HydroCAD.2018-04-17 Printed 4/17/2018Prepared by American Structurepoint Page 15HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Site into UGD Runoff = 27.90 cfs @ 11.96 hrs, Volume= 1.476 af, Depth= 5.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 100YR-24HR Rainfall=6.46" Area (ac) CN Description * 2.960 96 2.960 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 3S: Site into UGD Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100YR-24HR Rainfall=6.46" Runoff Area=2.960 ac Runoff Volume=1.476 af Runoff Depth=5.99" Tc=5.0 min CN=96 27.90 cfs Type II 24-hr 100YR-24HR Rainfall=6.46"2018.0053.CE.HydroCAD.2018-04-17 Printed 4/17/2018Prepared by American Structurepoint Page 16HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC Summary for Subcatchment 11S: 96TH R/W Runoff = 7.13 cfs @ 11.96 hrs, Volume= 0.353 af, Depth= 5.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Type II 24-hr 100YR-24HR Rainfall=6.46" Area (ac) CN Description * 0.800 90 0.800 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment 11S: 96TH R/W Runoff Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)7 6 5 4 3 2 1 0 Type II 24-hr 100YR-24HR Rainfall=6.46" Runoff Area=0.800 ac Runoff Volume=0.353 af Runoff Depth=5.29" Tc=5.0 min CN=90 7.13 cfs Type II 24-hr 100YR-24HR Rainfall=6.46"2018.0053.CE.HydroCAD.2018-04-17 Printed 4/17/2018Prepared by American Structurepoint Page 17HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC Summary for Pond 11P: UGD USED CUMULATIVE STORAGE FROM STORMTECH DESIGN FOR STAGE STORAGE Inflow Area = 3.760 ac, 0.00% Impervious, Inflow Depth = 5.84" for 100YR-24HR event Inflow = 35.03 cfs @ 11.96 hrs, Volume= 1.829 af Outflow = 1.13 cfs @ 13.59 hrs, Volume= 1.825 af, Atten= 97%, Lag= 98.2 min Primary = 1.13 cfs @ 13.59 hrs, Volume= 1.825 af Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.01 hrs Peak Elev= 740.35' @ 13.59 hrs Surf.Area= 0 sf Storage= 51,919 cf Plug-Flow detention time= 879.2 min calculated for 1.825 af (100% of inflow) Center-of-Mass det. time= 877.7 min ( 1,634.5 - 756.9 ) Volume Invert Avail.Storage Storage Description #1 737.00' 53,520 cf Custom Stage Data Listed below Type II 24-hr 100YR-24HR Rainfall=6.46"2018.0053.CE.HydroCAD.2018-04-17 Printed 4/17/2018Prepared by American Structurepoint Page 18HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC Elevation Cum.Store (feet) (cubic-feet) 737.00 0 737.08 875 737.17 1,750 737.25 2,626 737.33 3,501 737.42 4,376 737.50 5,251 737.58 6,931 737.67 8,609 737.75 10,278 737.83 11,939 737.92 13,592 738.00 15,235 738.08 16,867 738.17 17,488 738.25 20,096 738.33 21,692 738.42 23,273 738.50 24,838 738.58 26,390 738.67 27,923 738.75 29,438 738.83 30,933 738.92 32,407 739.00 33,860 739.08 35,291 739.17 36,697 739.25 38,066 739.33 39,403 739.42 40,709 739.50 41,976 739.58 43,198 739.67 44,366 739.75 45,461 739.83 46,439 739.92 47,374 740.00 48,269 740.08 49,144 740.17 50,019 740.25 50,894 740.33 51,770 740.42 52,645 740.50 53,520 Device Routing Invert Outlet Devices #1 Primary 737.00'12.0" Round Culvert L= 100.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 737.00' / 736.50' S= 0.0050 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf #2 Device 1 737.00'3.3" Vert. Orifice/Grate C= 0.600 Type II 24-hr 100YR-24HR Rainfall=6.46"2018.0053.CE.HydroCAD.2018-04-17 Printed 4/17/2018Prepared by American Structurepoint Page 19HydroCAD® 10.00-20 s/n 00818 © 2017 HydroCAD Software Solutions LLC #3 Device 1 738.80'4.5" Vert. Orifice/Grate C= 0.600 #4 Device 1 740.35'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) 2.0' Crest Height Primary OutFlow Max=1.13 cfs @ 13.59 hrs HW=740.35' (Free Discharge) 1=Culvert (Passes 1.13 cfs of 4.94 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.51 cfs @ 8.62 fps) 3=Orifice/Grate (Orifice Controls 0.62 cfs @ 5.61 fps) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Pond 11P: UGD Inflow Primary Hydrograph Time (hours) 12011511010510095908580757065605550454035302520151050Flow (cfs)38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=3.760 ac Peak Elev=740.35' Storage=51,919 cf 35.03 cfs 1.13 cfs Project:By:CRP Date:3/19/2018 Location:Checked:Date: Basin: Present -Developed X Tc X Tt -through subarea Sheet Flow Segment ID Surface description (Table 3-1)Unpaved Manning's roughness coeff., n (Table 3-1)0.4 Flow Length, L (L < 300 ft)ft 62 Rainfall Calculation Method Entity Rainfall Data Two-year 24-hr rainfall, P2 in 2.66 Land slope, s ft/ft 0.03 Tt = .007 (nL)0.8 hr 0.23 + + = 0.23 (P2)0.5s0.4 Shallow Concentrated Flow Segment ID Surface description, (paved or unpaved)Unpaved - - Flow length, L ft 50 - - Watercourse slope, s ft/ft 0.030 - - Average velocity, V (Figure 3-1) ft/s 2.79 - - 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 (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 0.23 min 13.96 Time of Concentration (Tc) or Travel Time (Tt) Napleton KIA 96th St City of Carmel UNDEVELOPED TO CREEK PLOT DATE: 4/18/2018 12:25 PMPLOT SCALE: 1:1EDIT DATE: 4/18/2018EDITED BY: CPATTERSONDRAWING FILE: P:\2018\00053\D. Drawings\Civil\Exhibits\Drainage\2018.00053.CE.3D_Design.2018-04-17.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: REVISION SCHEDULE NO.DESCRIPTION DATE 4/18/2018 ---- 2018.00053 7260 Shadeland Station | Indianapolis, Indiana 46256 TEL 317.547.5580 | FAX 317.543.0270www.structurepoint.com EX3 STORM BASINS MAP SCALE: 1" = 50' Napleton KIA 96th St 4/18/2018 Runoff Coefficient Runoff Curve Number Roof 0.90 98 Grass 0.25 80 Pavement 0.85 98 Roof Area Pervious Area Pavement Area Total Area Weighted Runoff Coefficient Weighted Curve Number (acres)(acres)(acres)(acres)C CN 100 100 - 0.027 0.085 0.11 0.71 94 101 101 - 0.027 0.238 0.27 0.79 96 102 102 - 0.009 0.205 0.21 0.83 97 103 103 - 0.018 0.100 0.12 0.76 95 104 104 - 0.014 0.175 0.19 0.80 97 110 110 - 0.013 0.078 0.09 0.76 95 111 111 - 0.018 0.106 0.12 0.76 95 112 112 - 0.023 0.104 0.13 0.74 95 120 120 - - 0.181 0.18 0.85 98 121 121 - 0.021 0.117 0.14 0.76 95 111RD 111RD 0.27 - - 0.27 0.90 98 122 122 - 0.011 0.106 0.12 0.79 96 110RD 110RD 0.06 - - 0.06 0.90 98 123 123 - 0.009 0.106 0.11 0.80 97 104RD 104RD 0.23 - - 0.23 0.90 98 124 124 - 0.009 0.101 0.11 0.80 96 125 125 - 0.010 0.167 0.18 0.82 97 126 126 - 0.027 0.148 0.17 0.76 95 127 127 - 0.031 0.116 0.15 0.72 94 INTO UGD 0 0.56 0.27 2.13 2.96 0.81 96 96TH ST R/W 1 0.00 0.36 0.43 0.80 0.58 90 TOTAL INTO UGD 0 0.56 0.63 2.57 3.76 0.76 95 (INCLUDES 96TH R/W) DIRECT INTO CREEK 0 0.00 0.79 0.00 0.79 0.20 77 TOTAL SITE 0 0.56 1.06 2.13 3.75 0.68 92 (INCLUDES CREEK, EXCLUDES 96TH ST R/W) Runoff Coefficient and Runoff Curve Number Calculation Job Information City of Carmel 2018.00053 Basin Structure Description: Entity: Job #: Date: Description:Napleton KIA 96th St Reviewing Entity:City of Carmel Job #:2018.00053 Date:03/09/18 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 Description:Napleton KIA 96th StReviewing Entity:Job #:Date:10-yrEntity DataInvert Drop0.1INLET CASTING TO INLETCASTING INLETc AREA c AREA INLET CASTING CUM. cA Tc Tcum CASTING INLET CASTING INLET Q CUM. QU.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)100 10376.93RCP 0.71 0.11 - -0.08 0.08 0.085.005.00 - - 6.12 6.12 0.48 0.4812 0.330.013 2.05 24% 2.61 0.33 2.13 0.49741.16741.16 738.10 737.85 1.89 2.15101 10276.34RCP 0.79 0.27 - -0.21 0.21 0.215.005.00 - - 6.12 6.12 1.28 1.2812 0.320.013 2.02 64% 2.57 0.58 2.72 0.50740.90741.16 738.37 738.13 1.36 1.87102 10378.21RCP 0.82 0.21 - -0.18 0.18 0.385.005.50 - - 6.12 6.03 1.07 2.3215 0.230.013 3.10 75% 2.52 0.81 2.77 0.52741.16741.16 738.03 737.85 1.70 1.88103 10470.07RCP 0.76 0.12 - -0.09 0.09 0.555.006.01 - - 6.12 5.94 0.55 3.2918 0.180.013 4.46 74% 2.52 0.96 2.76 0.46741.16742.06 737.75 737.62 1.71 2.73104 UGD5.05RCP 0.80 0.19 - -0.15 0.15 0.925.006.48 - - 6.12 5.85 0.93 5.3624 0.200.013 10.12 53% 3.22 1.03 3.27 0.03742.06- 737.52 737.51 2.29 -110 11176.50RCP 0.76 0.09 - -0.07 0.07 0.125.005.64 - - 6.12 6.00 0.43 0.7312 0.320.013 2.02 36% 2.57 0.41 2.36 0.50740.72740.60 738.46 738.22 1.09 1.22111 11274.02RCP 0.76 0.12 - -0.09 0.09 0.465.006.14 - - 6.12 5.91 0.58 2.7115 0.240.013 3.16 85% 2.58 0.89 2.90 0.48740.60739.80 738.12 737.94 1.04 0.42112 12085.76RCP 0.74 0.13 - -0.09 0.09 0.555.006.62 - - 6.12 5.83 0.58 3.2115 0.260.013 3.29 98% 2.68 1.00 3.06 0.53739.80741.50 737.84 737.62 0.52 2.45120 UGD3.50HDPE 0.85 0.18 - -0.15 0.15 0.715.007.15 - - 6.12 5.73 0.94 4.0424 0.200.012 10.96 37% 3.49 0.84 3.22 0.02741.50- 737.52 737.51 1.73 -121 UGD6.59HDPE 0.76 0.14 - -0.10 0.10 0.105.005.00 - - 6.12 6.12 0.64 0.6424 0.200.012 10.96 6% 3.49 0.33 1.90 0.03740.85- 737.52 737.51 1.08 -111RD 11145.26HDPE 0.90 0.27 - -0.24 0.24 0.245.005.00 - - 6.12 6.12 1.48 1.488 1.300.012 1.49 99% 4.28 0.54 4.87 0.18742.50740.60 739.19 738.60 2.51 1.19122 UGD6.50HDPE 0.79 0.12 - -0.09 0.09 0.095.005.00 - - 6.12 6.12 0.57 0.5724 0.200.012 10.96 5% 3.49 0.31 1.84 0.03741.50- 737.52 737.51 1.73 -110RD 110100.05HDPE 0.90 0.06 - -0.05 0.05 0.055.005.00 - - 6.12 6.12 0.31 0.316 0.700.012 0.51 62% 2.59 0.28 2.73 0.64742.50740.72 739.35 738.65 2.52 1.45123 UGD6.55HDPE 0.80 0.11 - -0.09 0.09 0.095.005.00 - - 6.12 6.12 0.56 0.5624 0.200.012 10.96 5% 3.49 0.31 1.83 0.03741.50- 737.52 737.51 1.73 -104RD 104152.06HDPE 0.90 0.23 - -0.21 0.21 0.215.005.00 - - 6.12 6.12 1.28 1.288 1.000.012 1.31 98% 3.75 0.53 4.27 0.68742.50742.06 740.12 738.60 1.57 2.65124 UGD6.50HDPE 0.80 0.11 - -0.09 0.09 0.095.005.00 - - 6.12 6.12 0.54 0.5424 0.200.012 10.96 5% 3.49 0.30 1.81 0.03741.50- 737.52 737.51 1.73 -125 UGD3.50HDPE 0.82 0.18 - -0.15 0.15 0.155.005.00 - - 6.12 6.12 0.89 0.8924 0.200.012 10.96 8% 3.49 0.38 2.10 0.02741.65- 737.52 737.51 1.88 -126 UGD5.05HDPE 0.76 0.17 - -0.13 0.13 0.135.005.00 - - 6.12 6.12 0.81 0.8124 0.200.012 10.96 7% 3.49 0.37 2.04 0.02741.50- 737.52 737.51 1.73 -127 UGD3.50HDPE 0.72 0.15 - -0.11 0.11 0.115.005.00 - - 6.12 6.12 0.65 0.6524 0.200.012 10.96 6% 3.49 0.33 1.91 0.02741.67- 737.52 737.51 1.90 -130 1319.11RCP - - - -- - -5.005.00 - - 6.12 6.12 - 0.3912 0.450.013 2.39 16% 3.04 0.27 2.24 0.05742.13- 736.99 736.95 3.97 -TRAVEL TIMEDIRECT TO INLETiFLOW DEPTHFLOW VELOCITYCAPACITY UTILIZATIONMANNING'S NSTR.PROPOSED STORM SEWER SYSTEM STORM SEWER DESIGN TABLE - RATIONAL METHODJob InformationCity of Carmel2018.00053COVERLENGTHDrop Amount:INVERTRIMENTITY DATAiPIPE DIAMETERPIPE SLOPE FULL PIPE CAPACITYELEV.ELEV.FULL FLOW VELOCITY04/18/18(in/hr)CHEN'S METHODDesign Storm:TO STR.DIRECT TO CASTINGPIPE MATERIALDesign ParametersIntensity Calculation Method:cAInvert Calculation Method:FLOW(in/hr) Description:Napleton KIA 96th StEntity:City of CarmelJob #:2018.00053Date:04/18/1810-yr10-yrPond Discharge 4.39Entity DataTailwaterStructure Coefficient(ft)(ft)(ft)(ft)(min)(in/hr)(cfs)(in.)%(sq. ft)(ft.)(ft.)(ft.)(ft)(ft/s)(ft)(ft)(ft/s)(ft.)(ft.)(ft.)(ft.)(ft/s)(ft)(ft)(ft)(ft.)(ft.)(ft.)103 100 737.85 738.85 - 739.17 5.00 6.12 0.48 12 0.33 0.227 1.227 0.185 0.331 0.289 2.13 77 0.013 0.252 - 0.10 0.10 0.10 0.10 - 1.25 2.76 - 0.088 0.341 739.51 741.16 739.10102 101 738.13 739.13 - 739.35 5.00 6.12 1.28 12 0.32 0.472 1.730 0.273 0.579 0.478 2.72 76 0.013 0.243 - 0.10 0.10 0.10 0.10 - 1.25 2.77 - 0.143 0.386 739.74 740.90 739.37103 102 737.85 739.10 - 739.17 5.50 6.03 2.32 15 0.23 0.838 2.333 0.359 0.807 0.609 2.77 78 0.013 0.179 2.72 0.10 0.10 0.10 0.10 - 0.50 2.76 - 0.002 0.181 739.35 741.16 739.28104 103 737.62 739.12 - 739.02 6.01 5.94 3.29 18 0.18 1.193 2.779 0.429 0.959 0.691 2.76 70 0.013 0.125 2.13 0.10 0.10 0.10 0.10 - 0.50 3.27 - 0.024 0.149 739.17 741.16 739.25UGD 104 737.51 739.51 - 738.82 6.48 5.85 5.36 24 0.20 1.640 3.211 0.511 1.035 0.816 3.27 5 0.013 0.010 2.76 0.10 0.10 0.10 0.10 1.00 0.50 - 0.166 0.024 0.199 739.02 742.06 739.52111 110 738.22 739.22 - 739.42 5.64 6.00 0.73 12 0.32 0.308 1.400 0.220 0.415 0.355 2.36 77 0.013 0.243 2.73 0.10 0.10 0.10 0.10 - 0.50 2.90 - 0.015 0.258 739.68 740.72 739.46112 111 737.94 739.19 - 739.23 6.14 5.91 2.71 15 0.24 0.934 2.509 0.372 0.889 0.660 2.90 74 0.013 0.177 2.36 0.10 0.10 0.10 0.10 - 0.50 3.06 - 0.022 0.199 739.42 740.60 739.37120 112 737.62 738.87 - 739.00 6.62 5.83 3.21 15 0.26 1.051 2.764 0.380 0.998 0.722 3.06 86 0.013 0.222 2.90 0.10 0.10 0.10 0.10 - 0.50 3.22 - 0.007 0.229 739.23 739.80 739.09UGD 120 737.51 739.51 - 738.82 7.15 5.73 4.04 24 0.20 1.254 2.822 0.444 0.841 0.705 3.22 4 0.012 0.007 3.06 0.10 0.10 0.10 0.10 1.00 0.50 - 0.161 0.008 0.177 739.00 741.50 739.52UGD 121 737.51 739.51 - 738.82 5.00 6.12 0.64 24 0.20 0.337 1.669 0.202 0.328 0.275 1.90 7 0.012 0.013 - 0.10 0.10 0.10 0.10 1.00 1.25 - 0.056 0.070 0.140 738.96 740.85 739.52UGD 122 737.51 739.51 - 738.82 5.00 6.12 0.57 24 0.20 0.309 1.617 0.191 0.309 0.258 1.84 7 0.012 0.013 - 0.10 0.10 0.10 0.10 1.00 1.25 - 0.052 0.065 0.131 738.95 741.50 739.52UGD 123 737.51 739.51 - 738.82 5.00 6.12 0.56 24 0.20 0.307 1.613 0.190 0.308 0.257 1.83 7 0.012 0.013 - 0.10 0.10 0.10 0.10 1.00 1.25 - 0.052 0.065 0.130 738.95 741.50 739.52UGD 124 737.51 739.51 - 738.82 5.00 6.12 0.54 24 0.20 0.299 1.597 0.187 0.302 0.252 1.81 7 0.012 0.013 - 0.10 0.10 0.10 0.10 1.00 1.25 - 0.051 0.064 0.127 738.95 741.50 739.52UGD 125 737.51 739.51 - 738.82 5.00 6.12 0.89 24 0.20 0.423 1.817 0.233 0.385 0.324 2.10 4 0.012 0.007 - 0.10 0.10 0.10 0.10 1.00 1.25 - 0.068 0.085 0.161 738.98 741.65 739.52UGD 126 737.51 739.51 - 738.82 5.00 6.12 0.81 24 0.20 0.398 1.775 0.224 0.369 0.310 2.04 5 0.012 0.010 - 0.10 0.10 0.10 0.10 1.00 1.25 - 0.065 0.081 0.156 738.98 741.50 739.52UGD 127 737.51 739.51 - 738.82 5.00 6.12 0.65 24 0.20 0.339 1.672 0.203 0.330 0.276 1.91 4 0.012 0.007 - 0.10 0.10 0.10 0.10 1.00 1.25 - 0.057 0.071 0.134 738.95 741.67 739.52Intensity Calculation Method:Starting Elevation:Calculation Method:INTENSITYPROPOSED STORM SEWER SYSTEM HYDRAULIC GRADE LINE CALCULATIONSJob InformationDesign ParametersDesign Storm:D.S. STR. U.S. STR.D.S. INV. ELEV.D.S. CROWN ELEV.CRITICAL DEPTH(dc+D)/2 ELEV.STARTING ELEV. Tc ENTITY DATAUPSTREAM MAXIMUM INFLUENT VELOCITYFLOW DIAMETER SLOPE AREAWETTED PERIMETERHYDRAULIC RADIUSFLOW DEPTH VELOCITY LENGTH MANNING'S NFRICTION LOSS"A" LOSS "B" LOSS "C" LOSSTOTAL LOSSU.S. HGL ELEV.U.S. STR. CROWN"D" LOSSOUTLET STRUCTURE COEFFICIENTUPSTREAM STRUCTURE COEFFICIENTEFFLUENT PIPE VELOCITYOUTLET STRUCTURE LOSSUPSTREAM STRUCTURE LOSSU.S. STR. TOR Job Information Description: Reviewing Entity:City of Carmel Job #:2018.00053 Date:04/18/18 10-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) 100 TYPE ''A'' INLET R-3472 1.89 3.06 0.71 0.11 5.00 6.12 0.48 0.02 0.13 0.13 101 TYPE ''A'' INLET R-3472 1.36 2.53 0.79 0.27 5.00 6.12 1.28 0.17 0.25 0.25 102 TYPE ''M'' INLET R-3455-C 1.70 3.13 0.82 0.21 5.00 6.12 1.07 0.03 0.18 0.18 103 TYPE ''M'' INLET R-3455-C 1.71 3.41 0.76 0.12 5.00 6.12 0.55 0.01 0.12 0.12 104 TYPE ''C'' MANHOLE R-3472 2.29 4.54 0.80 0.19 5.00 6.12 0.93 0.09 0.20 0.20 110 TYPE ''A'' INLET R-3472 1.09 2.26 0.76 0.09 5.00 6.12 0.43 0.02 0.12 0.12 111 TYPE ''A'' INLET R-3472 1.04 2.48 0.76 0.12 5.00 6.12 0.58 0.03 0.15 0.15 112 TYPE ''A'' INLET R-3472 0.52 1.96 0.74 0.13 5.00 6.12 0.58 0.03 0.15 0.15 120 TYPE ''C'' MANHOLE R-3472 1.73 3.98 0.85 0.18 5.00 6.12 0.94 0.09 0.20 0.20 121 TYPE ''C'' MANHOLE R-3472 1.08 3.33 0.76 0.14 5.00 6.12 0.64 0.04 0.16 0.16 122 TYPE ''C'' MANHOLE R-3472 1.73 3.98 0.79 0.12 5.00 6.12 0.57 0.03 0.15 0.15 123 TYPE ''C'' MANHOLE R-3472 1.73 3.98 0.80 0.11 5.00 6.12 0.56 0.03 0.15 0.15 124 TYPE ''C'' MANHOLE R-3472 1.73 3.98 0.80 0.11 5.00 6.12 0.54 0.03 0.14 0.14 125 TYPE ''C'' MANHOLE R-3472 1.88 4.13 0.82 0.18 5.00 6.12 0.89 0.08 0.20 0.20 126 TYPE ''C'' MANHOLE R-3472 1.73 3.98 0.76 0.17 5.00 6.12 0.81 0.07 0.19 0.19 127 TYPE ''C'' MANHOLE R-3472 1.90 4.15 0.72 0.15 5.00 6.12 0.65 0.04 0.16 0.16 Design Parameters Design Storm: PROPOSED STORM SEWER SYSTEM ORIFICE FLOW CASTING CAPACITY CALCULATIONS Clogging (%): Napleton KIA 96th St Intensity Calculation Method: 2017.01590 APPENDIX E Proposed Water Quality Calculations Water Quality Treatment Area CNwq Calculation Water Quality Treatment Flow Rate Calculation Outlet Control Structure and Diversion Structure Details PLOT DATE: 4/18/2018 12:36 PMPLOT SCALE: 1:1EDIT DATE: 4/18/2018EDITED BY: CPATTERSONDRAWING FILE: P:\2018\00053\D. Drawings\Civil\Exhibits\Drainage\2018.00053.CE.3D_Design.2018-04-18.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: REVISION SCHEDULE NO.DESCRIPTION DATE 4/18/2018 ---- 2018.00053 7260 Shadeland Station | Indianapolis, Indiana 46256 TEL 317.547.5580 | FAX 317.543.0270www.structurepoint.com EX4 DEVELOPED WATER QUAILITY TREATMENT MAP SCALE: 1" = 50' Description:Napleton KIA 96th St Reviewing Entity: Job #: Date:03/13/18 CNwq= PARAMETERS P =1 (in.) Pervious Area 0.28 Impervious Area 2.68 Area 2.96 I = 91% (%) Rv = 0.86486486 Qa=0.86 (in.) CALCULATED CNwq CNwq =99 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER Job Information City of Carmel 2018.00053 Description:Napleton KIA 96th St Reviewing Entity: Job Number: Date:04/18/18 PERVIOUS PAVERS WQv = P = 1" rainfall Rv = 0.05 + 0.009(I) where I is the percent impervious cover A = area in acres PARAMETERS P =1 (in) Pervious Area 0.28 Impervious Area 2.68 I = 91% (%) Rv = 0.86486486 A = 2.96 (acres) CALCULATED WQv WQv =0.213 (ac-ft) 9293 (ft3) PERVIOUS PAVERS WQv REQUIRED = 9293 (ft3) POROSITY OF STONE = 0.40 VOLUME OF STONE REQUIRED = 23232 CF AREA 1 2678 SF SURFACE AREA OF PERVIOUS PAVERS = 26229 SF AREA 2 1575 SF DEPTH OF STONE BENEATH PERVIOUS PAVERS REQUIRED = 10.63 INCHES AREA 3 1575 SF DEPTH OF STONE BENEATH PERVIOUS PAVERS PROVIDED = 12 INCHES AREA 4 945 SF WQv PROVIDED = 10492 CF AREA 5 1540 SF AREA 6 6674 SF AREA 7 6369 SF AREA 8 1723 SF AREA 9 3150 SF TOTAL = 26229 SF ISOLATOR ROWS ISOLATOR ROW CHAMBERS WQv REQUIRED = 9293 (ft3)ISOLATOR ROW 1 18 CHAMBERS VOLUME IN EACH SC-740 CHAMBER = 74.9 CF 2 18 CHAMBERS NUMBER OF CHAMBERS REQUIRED = 124 3 18 CHAMBERS NUMBER OF CHAMBERS PROVIDED = 127 4 18 CHAMBERS WQv PROVIDED = 9512 CF 5 8 CHAMBERS 6 12 CHAMBERS 7 12 CHAMBERS 8 12 CHAMBERS 9 11 CHAMBERS TOTAL = 127 CHAMBERS 2018.00053 Job Information (P) * (Rv) * (A) PROPOSED STORMWATER SYSTEM WATER QUALITY VOLUME CALCULATIONS City of Carmel 12 PERVIOUS PAVER AREAS PLOT DATE: 4/18/2018 1:25 PMPLOT SCALE: 1:1EDIT DATE: 4/18/2018EDITED BY: CPATTERSONDRAWING FILE: P:\2018\00053\D. Drawings\Civil\Exhibits\Drainage\2018.00053.CE.3D_Design.2018-04-18.dwgProject Number CERTIFIED BY ISSUANCE INDEX DATE: PROJECT PHASE: REVISION SCHEDULE NO.DESCRIPTION DATE 4/18/2018 ---- 2018.00053 7260 Shadeland Station | Indianapolis, Indiana 46256 TEL 317.547.5580 | FAX 317.543.0270www.structurepoint.com EX5 OUTLET DETAIL EXHIBIT SCALE: NOT TO SCALE